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1186 Stocks St RES19-0237 New Single Family Home ;.t% Pri; RESIDENTIAL PERMIT PERMIT NUMBER CITY OF ATLANTIC BEACH RES19-0237 or M` ISSUED: 9/23/2019 800 SEMINOLE ROAD EXPIRES: 3/21/2020 ATLANTIC BEACH, FL 32233 MUST CALL INSPECTION PHONE LINE (904) 247-5814 BY 4 PM FOR NEXT DAY INSPECTION. ALL WORK MUST CONFORM TO THE CURRENT 6TH EDITION (2017) OF THE FLORIDA BUILDING CODE, NEC, IPMC, AND CITY OF ATLANTIC BEACH CODE OF ORDINANCES . ALL CONDITIONS OF PERMIT APPLY, PLEASE READ CAREFULLY. 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. JOB ADDRESS: PERMIT TYPE: DESCRIPTION: VALUE OF WORK: RESIDENTIAL NEW SINGLE 1186 Stocks St FAMILY RESIDENCE new single-family home $186080.40 TYPE OF I REAL ESTATE ZONING: BUILDING USE SUBDIVISION: CONSTRUCTION: NUMBER: GROUP: COMPANY: ADDRESS: CITY: STATE: ZIP: ASM Riverside Holdings dba Mederos Homes 2000 Florida Blvd Neptune Beach FL 32266 OWNER: E ADDRESS: CITY: STATE: ZIP: ASM Riverside Holdings 2000 Florida Blvd Neptune Beach FL 32233 WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. LIST OF CONDITIONS Roll off container company must be on City approved list . Container cannot be placed on City right-of-way. 1 PUBLIC WORKS DRIVEWAY APRON INFORMATIONAL Notes: All concrete driveway aprons must be 5 inches thick,4000 psi,with fibermesh from edge of pavement to the property line.Reinforcing rods or mesh are not allowed in the right-of-way. Issued Date: 9/23/2019 1 of 3 r ' % RESIDENTIAL PERMIT PERMIT NUMBER t, °' RES19-0237 �(--- .,,s,) CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ISSUED: 9/23/2019 s`"�• ATLANTIC BEACH. FL 32233 EXPIRES: 3/21/2020 2 PUBLIC WORKS EROSION CONTROL INSTALLATION INFORMATIONAL Notes: Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities. Contact the Inspection Line(904-247- 5814)to request an Erosion and Sediment Control Inspection prior to start of construction. 3 PUBLIC WORKS ON SITE RUNOFF INFORMATIONAL Notes: All runoff must remain on-site during construction. 4 PUBLIC WORKS POST CONSTRUCTION TOPO SURVEY INFORMATIONAL Notes: If on-site storage is required,a post construction topographic survey documenting proper construction will be required. All water runoff must go to retention area and retention overflow must run to street. 5 PUBLIC WORKS ROLL OFF CONTAINER INFORMATIONAL Notes: Roll off container company must be on City approved list(Advanced Disposal,Realco Recycling,Shapells,Inc.,Republic Services,Donovan Dumpsters, Phillips Containers,JDog/Dennis Junk Removal,All American Roll Off,WCA Waste Corporation). Container cannot be placed on City right-of-way. 6 PUBLIC WORKS CONSTRUCTION SITE MANAGEMENT INFORMATIONAL Notes: Provide construction site management plan,including location of silt fence,dumpster,portable toilet. Right-of-Way Permit is required if using right-of- way for construction parking. 7 PUBLIC WORKS TOPO SURVEY INFORMATIONAL Notes: Must provide a topographic(TOPO)survey with water retention for final C.O.Inspection. 8 PUBLIC WORKS ADDITIONAL COMMENTS PUBLIC WORKS INFORMATIONAL Notes: Any damage done to infrastructure must be repaired by Contractor. 9 PUBLIC UTILITIES UNDERGROUND WATER SEWER UTILITIES INFORMATIONAL Notes: Avoid damage to underground water and sewer utilities. Verify vertical and horizontal location of utilities. Hand dig if necessary. If field coordination is needed,call 247-5878. 10 PUBLIC UTILITIES METER BOX SEWER CLEAN OUT INFORMATIONAL Notes: Ensure all meter boxes,sewer cleanouts and valve covers are set to grade and visible. 11 PUBLIC UTILITIES RT1 SEWER CLEANOUT INFORMATIONAL Notes: A sewer cleanout must be installed at the property line. Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible. FEES DESCRIPTION ACCOUNT QUANTITY PAID AMOUNT Issued Date: 9/23/2019 2 of 3 ri"'`'r RESIDENTIAL PERMIT PERMIT NUMBER ,-- , V0 RES19-0237 CITY OF ATLANTIC BEACH � , 800 SEMINOLE ROAD ISSUED: 9/23/2019 "CM 9ATLANTIC BEACH, FL 32233 EXPIRES: 3/21/2020 BUILDING PERMIT 455-0000-322-1000 0 $741.00 BUILDING PLAN CHECK 455-0000-322-1001 0 $370.50 BUILDING PLAN REVIEW RESUBMITTAL SECOND 455-0000-322-1006 0 $50.00 CROSS CONNECTION 400-0000-343-3701 0.75 $50.00 PU REVIEW RESIDENTIAL BLDG 001-0000-329-1007 0 $50.00 PW REVIEW BUILDING MOD OR ROW 001-0000-329-1004 0 $25.00 PW REVIEW RESIDENTIAL BLDG 001-0000-329-1004 0 $100.00 SEWER SYSTEM DEVELOPMENT CHARGE 415-0000-324-0301 0.75 $4050.00 STATE DBPR SURCHARGE 455-0000-208-0700 0 $18.17 STATE DCA SURCHARGE 455-0000-208-0600 0 $12.12 WATER METER ONLY DOMESTIC 400-0000-343-3301 0 $185.00 WATER SYSTEM DEVELOPMENT IMPACT CHARGE 415-0000-324-0301 0.75 $1140.00 ZONING REVIEW SINGLE AND TWO FAMILY USES 001-0000-329-1003 0 $100.00 TOTAL:$6,891.79 Issued Date:9/23/2019 3 of 3 ., City of Atlantic Beach APPLICATION NUMBER Building Department (To be assigned by the Building'Department.) 800 Seminole Road Atlantic Beach, Florida 32233-5445 F�IsJ C" v Phone(904)247-5826 • Fax(904)247-5845 j E-mail: building-dept@coab.us Date routed: • City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: I 46 CO • SS DLS.k • • De• .-rtment review required Yes No • fBuili�ing, "` . Applicant: -�� / bervLs Planning &Zoning-) 1 �, Tre dr�n�ratoii Project: �--Oc>3\�1 Lt_(_,`a� 1(� Q c �) S`l �C. 01,1(1,4 c Public-Work c Public Utilities d \Lbl \ iublc Safety Fire Services [Review fee $ � Dept Signature' Review or Receipt Other Agency Review or Permit Required of Permit Verified By Date Florida Dept.of Environmental Protection 1 `� Florida Dept. of Transportation 1 v 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. benied. ❑Not applicable (Circle one.) Comments: B�U�V�DgIN"� PLA • ' - ONING Reviewed by: Date:F- 7.17 TREE ADMIN. Second Review: Koproved as revised. ❑Denied. ❑Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: n / ` d. Date: /0-IS-17 FIRE SERVICES Third Review: ❑Approved as revised. ❑Den ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 s CITY OF ATLANTIC BEACH>> j ;'+ 800 SEMINOLE ROAD 1 ATLANTIC BEACH,FL 32233 li, (904)247-5800 BUILDING REVIEW COMMENTS Date: 8/7/2019 Permit#: RES19-0237 Site Address: Review Status: Denied RE#: i 1pC S O C,K, T Applicant: ASM Riverside Holdings dba Mederos Property Owner: ASM Riverside Holdings Homes Email: stephen@mederoshomes.com Email: stephen@mederoshomes.com Phone: 9046264628 Phone: 9046264628 9046264628 9046264628 THIS REVIEW IS ONE OF MULTIPLE DEPARTMENT REVIEWS: °evisions submi ted urn i�I 3Aii 'dep ,rmen have'completed ilk&respective agagm °evisions submitted,llL !`respond EAH depar e#�en t revue Submittalsthat,respondi aii:GE 'few correctLon imw .F4 otbe.accepted Correctio • ments: "ubmit the Evaluation Reports for the James Hardie Building Products and the CertainTeed soffit products submitted on the product approval sheets. 2-Copies of each product. . 2. 2 copies of the HVAC Supply Branch Detail Table and Supply Trunk Detail Table for the uck work are needed. Table should supply Room Name, Cooling CFM, Branch Size, Linear Ft., Ductwor Material. / 3. 2 copies of the HVAC duct work per floor plan is needed. ----- — Buildi -- Building C� Mike Jones `/0 -/ c Building Inspector/Plans Examiner City of Atlantic Beach 800 Seminole Road Atlantic Beach, FL 32233 (904) 247-5844 Email:mjones@coab.us LrnOr --Pd Comv►neAlf �' -7' I `7 0 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 sequenceof revision by indicating a triangle with the revision sequence number within it and located adjacent to the cloud.The revision date JOB COPY df fc � ,RY vii Building Permit Application Updated 10/9/18 If- "' "'' Cityof Atlantic Beach BuildingDepartments) ** , ,xtf, ALL INFORMATION I \., i. 800 Seminole Road, Atlantic Beach, FL 32233 i HIGHLIGHTED IN GRAY ; PlIS,REQUIRED. Pone: (904) 247-5826 Email: Building-Dept@coab.us ice_.. ___W__ I Job Address:`---!` d C. Stocks St+ '1 Permit Number: , '5 Pt -'0)--''...\-- Legal Description l Lots 1-4 Block 198 as shown on map of section"H°Atlantic Beach 7,RE#i 171014-0000 ;! Valuation of Work(Replacement Cost)$1110,000 --. 1 Heated/Cooled SF 1,536 Non-Heated/Cooled 261 • Class of Work: D9New DAddition ❑Alteration ❑Repair ❑Move ❑Demo ❑Pool ❑Window/Door • Use of existing/proposed structure(s): ❑Commercial XResidential • If an existing structure,is a fire sprinkler system installed?: ❑Yes ONo • Will tree(s)be removed in association with proposed proiect?XYes(must submit separate Tree Removal Permit) ❑No Describe in detail the type of work to be performed: Construct new single-family home with attached garage , Florida Product Approval# for multiple products use product approval form Property Owner Information Name[ASM Riverside Holdings LLCssAddress F PO Box 50765 - City(_Jacksonville Beach - i State i FL i Zip 1 32240 ;Phone i 904=626-4628 . . "1 E-Mail Stephen@mederoshomes.com Owner or Agent(If Agent,Power of Attorney or Agency Letter Required) Contractor Information Name of Company(ASM RiversideHoldings dba Mederos Homes !Qualifying Agent i Stephen B.Altman Addressr --b PO Box 50765 l Ci ;Jacksonville Beach ' i FL ty State c. Zip',"32240 , i Office Phone 1904-626-4628 IJob Site Contact Number 904-626-4628 State Certification/Registration#CBC1250049 1E-Mail Stephen@mederoshomes.com l Architect Name&Phone# Stephen B.Altman 904-626-4628 Engineer's Name&Phone# Floyd S.Simpson 904-886-2401 Workers Compensation Insurer, - 1 OR Exempt X Expiration Date 11/02/2020 l Application is hereby made to obtain a permit to do the work and installations as indicated.I certify that no work or'installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all the laws regulating construction in this jurisdiction.I understand that a separate permit must be secured for ELECTRICAL WORK,PLUMBING,SIGNS, WELLS,POOLS,FURNACES,BOILERS,HEATERS,TANKS,and AIR CONDITIONERS,etc. No1ICE:in addition to{fhl a requirements ofth'i" ` •ermit,there may be additianal esttrrctio applicable to this,propertythat'may�be•found in pdoierecords,of th s3co,nty�- aannd , here be a a ditionallpermits$required}from'other governmental entities'such'as water:management tli's"�tricts;,`state!a'g`ncies;o,; ederal agencl & 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 PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE ` ,, , RECORDING YO,xtOTICE OF COMMENCEMENT. wE (- Eli N CV C (Signature of Owner or Agent) (Signature of Contractor) w it a ai..ns cozoa Signed and sworn to(or affirmed)before me this`slay of Signed and sworn to(or affirmed before me this ) day of qo 6 0 -3-41) , aro n,by S Ise In A 1 4vi -3-14t (Ai , a0{ CI ,by ' ',s ku i X4.1 T L g 2 1 �e1 , ...„17, v (Signa ure of otary) (Signatur— . ' ' w E m ,e [ 1 Personally Known OR [ I Personally Known OR a''' 411h • 3 LL=. Produced Identificatio kation , ',,;,:v,-.4. 1 / ,;;e Type of Identification: �L L. ° ,:kv.t' ; KAYLA ANN 6 Ppe of Identificat n: D1— i ., ,,„ •r ,, Commission#GG 251974 Q;; -Expires August 23,2022 w4-1j d -----77.---36-z__-7� ..q..„"°�' Bonded Thru Troy Fake Inswanee 800-385.7010. Revision Request/Correction to Comments **ALL INFORMATION HIGHLIGHTED IN fL, City of Atlantic Beach Building Department GRAY IS REQUIRED. 800 Seminole Rd, Atlantic Beach, FL 32233 Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: ( i\( x) - r'ii ❑ Revision to Issued Permit OR Corrections to Comments Date: 81 1!�"� Project Address: (7 4 c pdcs S+ Contractor/Contact Name: - e v 6"; A---kt-clk Contact Phone: q,4, 62u- Lf G e g Email: h 1,@ e7,--s k.,60-ie f , CO"k Description of Proposed Revision/Corrections:� iE C E F\/ E �� l u,,LA s -- — ic,A; 1 ci,;,,, ,..., ke.; t, f tli`k 4 igii i 9 42° — . -eel L( d“ ,- Building Department�� I affirm the revision/correction to cornmencist�Yn��is0W 4P•'•.:4dcVanges. (printed name) • W proposed revision/corrections add additional square footage to original submittal? No ❑ Yes (additional s.f.to be added: ) • Willproposed revision/corrections add additional increase in building value to original submittal? Vlqo ❑*Yes (additional increase in building value: $ ) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: IIIP (Office Use Only) ❑ Approved t Denied I Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments /7)//1+ /31,'t ICS, etQ Department Review Required: ul din -Planning&Zoning Reviewed By Tree Administrator •. . • ''or' '1 :' --tiities _ Er'/6 -I, Public Safety Date Fire Services Updated 10/17/18 f Revision Request/Correction to Comments **HIGHLIALL HIED I ON fs:..ylri� HIGHLIGHTED IN A LotCity of Atlantic Beach Building Department GRAY IS REQUIRED. }' _ 800 Seminole Rd, Atlantic Beach, FL 32233 J Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: . ('! 1(� -72. 7 I I Revision to Issued Permit OR LJ Corrections to Comments Date: 2-12--P? Project Address: i ! 6(2 J-b c.k Si- Contractor/Contact Name: '`"t N iA t4 yiq cW Contact PhonegO`(-•&24 qk ?/v Email: J f"rn e-'l?Sbt)04e.S•61441. Description of Proposed Revision/Corrections: Sa-Ze,. 12. 3 on. g 'L &1 (ei, I t S C4411)/0%441 Gj 4-,, - -Z_ - (..)(2.A) (1,..... I S• A 1 , affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) • ,W,ill proposed revision/corrections add additional square footage to original submittal? *"No ❑ Yes (additional s.f.to be added: ) • W�,illproposed revision/corrections add additional increase in building value to original submittal? Lld'No ❑*Yes (additional increase in building value: $ ) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: �,� (Office Use Only) u Approved ❑ Denied ❑ Not Applicable to Department Permit Fee Due$ so.dam— Revision/Plan Review Comments r-- -- Department �Department Review Required: g� rmild .� l ning&Zoning Reviewed By Tree Administrator u lc Worcs fit Utilities 97'17 Public Safety Date Fire Services Updated 10/17/18 LAN- OFFICE COPY '` CITY OF ATLANTIC BEACH rit-) A 800 SEMINOLE ROAD b; ATLANTIC BEACH,FL 32233 (904) 247-5800 s+- BUILDING REVIEW COMMENTS Date: 8/7/2019 Permit#: RES19-0237 Site Address: Review Status: Denied RE#: Applicant:ASM Riverside Holdings dba Mederos Property Owner: ASM Riverside Holdings Homes Email: stephen@mederoshomes.com Email: stephen@mederoshomes.com Phone: 9046264628 Phone: 9046264628 9046264628 9046264628 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. • Coryection Comments: 1. Submit the Evaluation Reports for the James Hardie Building Products'and the CertainTeed soffit products submitted on the product approval sheets. 2 copies of each product. . 2 copies of the HVAC Supply Branch Detail Table and Supply Trunk Detail Table for the duck work are / needed. Table should supply Room Name, Cooling CFM, Branch Size, Linear Ft., Ductwork Material. V3. 2 copies of the HVAC duct work per floor plan is needed. Building Mike Jones Building Inspector/Plans Examiner City of Atlantic Beach 800 Seminole Road Atlantic Beach, FL 32233 (904) 247-5844 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 C yAJ�f� , CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH,FL 32233 (904)247-5800 ,,,•: -/ _,OIfl 9r FLOODPLAIN MANAGEMENT REVIEW COMMENTS Date: 8/15/19 Permit#: RES19-0237 Applicant: Stephen Altman Site Address: 1186 Stocks Street Address: Review: 1 Phone: (904) 626-4628 RE#: Email: stephen@mederoshomes.com THIS BUILDING DEPARTMENT REVIEW IS ONE OF 5 DEPARTMENT REVIEWS. PLEASE FIND ALL DEPARTMENT REVIEWS AND ADDRESS ALL COMMENTS. Correction Comments: Application is disapproved for the following issues: 1. There are six lots in this parcel,which include Special Flood Hazard Areas (SFHA) and wetlands, and it is not clear where the new property lines will be or who will own and maintain the SFHA and wetlands. Additionally,parts of the stormwater retention areas cross property lines and some property lines will be new. Please provide an overall survey of the six-lot area, or individual surveys showing a total of the entire area and depicting all proposed structures, property lines,and stormwater drainage and storage features. The survey(s) should show the proposed final ownership of all areas of the six-lot parcel. See review comments for 1102 and 1104 Stocks Street. Dan Arlington,CBO, CFM Floodplain Manager 247-5813 darlington@coab.us 1 LL 'f''a'y�i., Revision Request/Correction to Comments **HIGHLIG TED IN ION ,: HIGHLIGHTED IN Lt City of Atlantic Beach Building Department GRAY IS REQUIRED. -" v 800 Seminole Rd, Atlantic Beach, FL 32233 y, +9 Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#:Ri"!4v23 7 Revision to Issued Permit OR L!I Corrections to Comments Date: U-27 4 Project Address: / I UG S4-7? -f Contractor/Contact Name: .c'ie h Al-641 a h Contact Phone: 9o462..(9 7 W2g Email: Clfhep. 19 P7 e to tQfhob l f_cam'` Description of Proposed Revision/Corrections: Sere Ind- fc pk co`y,p v,-i" Sh.gt t 4:4.6 heil Sucve C ` 0 •..^ �tc4 r e___*- roo d_ 10 P /vvY 1 C, 14.t'1 Ka affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) • WI/proposed revision/corrections add additional square footage to original submittal? MNo ❑ Yes (additional s.f.to be added: ) • Nkproposed revision/corrections add additional increase in building value to original submittal? L7No ❑*Yes (additional increase in building value: $ ) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: ' (Office Use Only) ❑ Approved ❑ Denied ❑ Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments Department Review Required: uildin r-1Pianning&Zoning- Reviewed By Tree Administrator Public Works Public Utilities Public Safety Date Fire Services Updated10/17/18 �� `is. CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD j -:-r: ATLANTIC BEACH, FL 32233 \7-5 (904) 247-5800 `�Ji319r FLOODPLAIN MANAGEMENT REVIEW COMMENTS Date: 8/15/19 Permit#: RES19-0237 Applicant: Stephen Altman Site Address: 1186 Stocks Street Address: Review: 1 Phone: (904) 626-4628 RE#: Email: stephen@mederoshomes.com THIS BUILDING DEPARTMENT REVIEW IS ONE OF 5 DEPARTMENT REVIEWS. PLEASE FIND ALL DEPARTMENT REVIEWS AND ADDRESS ALL COMMENTS. Correction Comments: Application is disapproved for the following issues: .40;There are six lots in this parcel,which include Special Flood Hazard Areas (SFHA) and wetlands, and itis not clear where the new property lines will be or who will own and maintain the SFHA and wetlands. Additionally, parts of the stormwater retentio9 argas cross property lines and some property lines will be new. New CI''LAI plan,) Or- C ttctWl1 . /1/Z4v/ Futoioer-f 1'irn.es Ace_ Please provide an overall survey of the six-lot area, or individual surveys showing a total of the entire area and depicting all proposed structures, property lines, and stormwater drainage and storage features. The survey(s) should show the proposed final ownership of all areas of the six-lot parcel. #. NLw i Vi I 'k'lnJ Afe q fl ( See review comments for 1102 and 1104 Stocks Street. /� '. Al 1 (eej tit a-11 G14- showii . Dan Arlington, CBO, CFM `-) 4� (, Y14-(4A f rDr-Cr Floodplain Manager J 247-5813 1 %. /1,6 Sjno vs! -the-r e- Pdarlington@coab.us , er( G (.6/1 kl (00102-ilki 10 Al-e41 0 c • 44,z c Ix- wi- evcsifl 1 ,:.,,\ CITY OF ATLANTIC BEACH it 2 800 SEMINOLE ROAD �r ATLANTIC BEACH, FL 32233 \ (904)247-5800 �JF319f- ZONING REVIEW COMMENTS Date: 8/12/2019 Permit#: RES19-0235 Site Address: Review Status: DENIED RE#: Applicant: ASM Riverside Holdings LLC dba Mederos Property Owner: ASM Riverside Holdings Homes Email: stephen@mederoshomes.com Email: stephen@mederoshomes.com Phone: 9046264628 Phone: 9046264628 9046264628 9046264628 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: 3./Stormwater Retention over Lot Line:The Impoundment Area 1 shown on the site and grading plan is partially on Lot 4 which then joins lot 4 into this development parcel. Please revise the Impoundment Area 1 so that no portion is within lot 4. Alternatively, you may include lot 4 in the townhouse development which will prevent it from being developed individually in the future. Aip' I v, / fi a ti 1 are . i-e_d I (' 1/4-e_ 1 »U tag-i1 IA yr'-!'I o .-, b` tot 4 (. 1'-he Zoning —10 64 - Art la 1PeYhP1I" 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 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 (904) 247-5800 ZONING REVIEW COMMENTS Date: 8/12/2019 Permit#: RES19-0237 Site Address: Review Status: DENIED RE#: Applicant:ASM Riverside Holdings dba Mederos Property Owner: ASM Riverside Holdings Homes Email: stephen@mederoshomes.com Email: stephen@mederoshomes.com Phone: 9046264628 Phone: 9046264628 9046264628 9046264628 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: Duplicate Structures: Section 24-81 prohibits duplicate dwellings within 500 feet of one another. This does not apply to your townhomes but does apply to the single family since it is a duplicate of the townhomes. To meet this requirement, a minimum of four of the following must be substantially different: /(1)\,Roof design and roof color. -0 Ch an9e4 �1 foo 0 qL2J2/ . 4 1 L e ck�d ,1Ee(-ems )'Exterior finish materials, excluding paint color. .4. Cko1►1c, 0 -1,A Cyt -15e-f1 039indow sizes and shape. " ,ri LA • ye, ITTr� ovti 0 X -� cr7 {1 ci rj ti.e.A j c&r G)'r t •i v,sl C�� ©v-Q f (G•1 1� (4�`Main entry door style and location. JJ Lj1 et 9a e.Q ck.t- e, C , c1 rt( �I \ja lit et c�."C1t Uy 1 a o (5) Number of stories. /010, s (6) Attached/detached garage. t - -f-o (7) Front or side entrance garage (if attache . - 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 Revision Request/Correction to Comments **ALL INFORMATION r, � HIGHLIGHTED IN ` :a City of Atlantic Beach Building Department GRAY IS REQUIRED. 917 far) 800 Seminole Rd, Atlantic Beach, FL 32233 Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: r&Sig"' ❑ Revision to Issued Permit OR Corrections to Comments Date: 8-2. 5-zo1 -/ Project Address: J t34:1 . 4z c_ .J J÷ Contractor/Contact Name: S-yA1- A ¶ W'Ct V Contact Phone:$) f 62.4 - '1 2i Email:S4eh yhI S(\4141Q5 . Description of Proposed Revision/Corrections: A44 .1116-6-4Q (fleV2., �xci ct t (3(O.ele C( C#V E /i.5ti s /--3 a ti /L.� I J- 1-1,41, r,.. affirm the revision/correction to comments is inclusive Ritgocsilar eFD (printed name) • Wil roposed revision/corrections add additional square footage to original submittal? AUG 2 9 2019 L!J No C Yes (additional s.f. to be added: Building Department City o#?Atlantic Beach, Fl • Wijl roposed revision/corrections add additional increase in building value to original submittal. LrJ No C*Yes (additional increase in building value: $ ) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: (Office Use Only) P Approved I Denied Not Applicable to Department Permit Fee D- • $ -5-0-007 Revision/Plan Review Comments LOnloct p - Toi0 Silt R."-lsian docv rr+. tS 07a7 pee. D-•. • ent Review Required: • •• -14/1a/ Planning&Zoning Reviewed By Tree Administrator Public Works Public Utilities 7-101? Public Safety Date Fire Services Updated 10/17/18 ,51.41 City of Atlantic Beach APPLICATION NUMBERS Building Department (To be assi ned by the Building Department.)l . ' 800 Seminole Road '/,1-- 0'a-3't -.• Atlantic Beach, Florida 32233-5445 '"L V Phone(904)247-5826- Fax(904)247-5845 f ( r 1 ion gig E-mail: building-dept@coab.us Date routed: ( 'C t City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: I (0 ' SA OCT SA' • De rtment review required Yes No 1 6uildin Vat at1{DS h S Planning &Zonrn Tree or Project: C-omVikL nt c-J S t Q9 t fAlaYll LAI (Public wo LIMA r6 M,� n� (—Public Utilities £ .Lk(k-L OrNt Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By k.)Florida Dept. of Environmental Protection Florida Dept. of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: ❑Approved. Denied. Not applicable (Circle one.) Comments: s BUILDING "r V e/ ✓ ��Lo.4 e / ��ciC i ("1--es, Fcr ' u1 PLANNING &ZONING Reviewed by:".. "—"4::P — Date: o — (y TREE ADMIN. Second Review: ['Approved as revised. ,,,l/t15enied. Not applicable PUBLIC WORKS Comments: -1CrGe• 1 f 1Wlo Loft PUBLIC UTILITIES Q� PUBLIC SAFETY Reviewed by: Date:U (1— 1 FIRE SERVICES Third Review: Approved as revised. ❑Denied. ❑Not applicable Comments: Reviewed by: e," Date: 1 —(0 1 ei Revised 05/19/2017 iLA . Revision Request/Correction to Comments **ALL INFORMATION i� HIGHLIGHTED IN JSCity of Atlantic Beach Building Department GRAY IS REQUIRED. 800 Seminole Rd, Atlantic Beach, FL 32233 J` Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: E -A OZ � Revision to Issued Permit OR Corrections to Comments Date: S/ S l t Project4Alddress: c it ,C+ Contractor/Contact Name: S-rbZigAt 1, eITY,-,c k Contact Phone: q011- 62G" -1 L e'g Email:sQ-60 c1 U"c J ''wi CO 14-x Description of Proposed Revision/Corrections: F .E E IVE D - WQ4- 16,14A s„�r - 10ucti.„ CIP AU9b � l 4.encs f6 c4- rr Building{fIDepartment I affirm the revision/correction to comments'lbin9taAr:+ f1P• ..gdd'cha`riges. (printed name) • WWiproposed revision/corrections add additional square footage to original submittal? No ❑ Yes (additional s.f.to be added: ) • Willproposed revision/corrections add additional increase in building value to original submittal? VIlo ❑*Yes (additional increase in building value: $ ) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: AligliPP / (Office Use Only) ❑ Approved Denied ❑ Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments 0, ', c c.4 e 51-"(' e C fi U re; f Department Review Required: ui din , ,---- Planning&Zoning Reviewed By Tree Administrator •c Uti ities ir-- I 1.---- ri Public Safety Date Fire Services Updated 10/17/18 CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD 'r'} FL 32233 ATLANTIC BEACH, (904) 247-5800 r >� ZONING REVIEW COMMENTS Date: 8/12/2019 Permit#: RES19-0237 Site Address: Review Status: DENIED RE#: Applicant: ASM Riverside Holdings dba Mederos Property Owner: ASM Riverside Holdings Homes Email: stephen@mederoshomes.com Email: stephen@mederoshomes.com Phone: 9046264628 Phone: 9046264628 9046264628 9046264628 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: Duplicate Structures: Section 24-81 prohibits duplicate dwellings within 500 feet of one another. This does not apply to your townhomes but does apply to the single family since it is a duplicate of the townhomes. To meet this requirement, a minimum of four of the following must be substantially different: /(1) Roof design and roof color. -� Char eik til (p0 --o losWe- ck y et-evxo V (2) Exterior finish materials, excluding paint color. Cllo►na-r4 ,oc r c.k 41n cr—, ja'l '-ef7 • Gni h "foJ 03) Window sizes and shape. 1)\rp( (4,24+(.61 yis on W I ovJ p �e ( PD ` •.Lhun .e.„( .. uPL o-F u.6 C'‘^) ov-e.i aotrv1 v/ (4),Main entry door style and location. Lh qa► ems( a e e, pU L f rt-ti Si e_ olY•l Q�X44)Uuivlclo f" (5) Number of stories. \4.:9 fol-61 (6) Attached/detached garage. Ariller C. U e_-`r otn'� Fo + hoV door c1/_e_r 11-0" (7) Front or side entrance garage (if attached). - - 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 Revision Request/Correction to Comments **ALL INFORMATION HIGHLIGHTED IN City of Atlantic Beach Building Department GRAY IS REQUIRED. 800 Seminole Rd, Atlantic Beach, FL 32233 Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#:R 1 I -0237 Revision to Issued Permit OR LJ+' Corrections to Comments Date: Project Address: 1 16 f0 S-fo cks J-t- Contractor/Contact Name: h ! ► l4 w1 Av1 Contact Phon4O l. & Np4I ?/� Email: J'6r f,"rne.1`R-0r114TaS60441 Description of Proposed Revision/Corrections: I , 3 ackftili\fts (deti, 3- A/_J14 At, affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) • ,W,illproposed revision/corrections add additional square footage to original submittal? LVNo ❑ Yes(additional s.f.to be added: • W�,ill proposed revision/corrections add additional increase in building value to original submittal? L11 o ❑*Yes (additional increase in building value:$ ) (Contractor must sign if increase in valuation). *Signature of Contractor/Agent: (Office Use Only) ❑ Approved /Denied ❑ Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments PV ft('t cA-Vt. (�t c. C,c `e.5 V Department Review Required: s �Bt ning&Zoninp,, Reviewed By Tree Administrator u lic Worr---s _ _ ie utilities (� (9 Public Safety Date Fire Services Updated 10/17/18 ALL Revision Request/Correction to Comments **HIGHLI HIED I ON ;.1"`�'�l`i; HIGHLIGHTED IN j "' City of Atlantic Beach Building Department GRAY IS REQUIRED. too • , 800 Seminole Rd, Atlantic Beach, FL 32233 Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#.R--(I Q 0237 ❑ Revision to Issued Permit OR lJ Corrections to Comments Date: 8-27 'f Project Address: / 196 V S 'ckt �+ Contractor/Contact Name: Sl1 fr1141 A l�y'-i a ie1 Contact Phone: '904'62,49 7p?i Email: �JJeti 4)pI ee.iQchorn f•600 II" Description of Proposed Revision/Corrections:Schat.ho4 01ti vo84Nrivnit shat. 4.1 yr rpL C. (At c'ov-e t- -to P vY f 1 affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) • N1,proposed revision/corrections add additional square footage to original submittal? MNo ❑ Yes (additional s.f.to be added: • V/i1,proposed revision/corrections add additional increase in building value to original submittal? No ❑*Yes (additional increase in building value: $ ) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: (Office Use Only) ❑ Approved Denied ❑ Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments Pea-v.1404,c t 4 11 4. Ce ect, I ' � 5 �-� !(OV Stacks s# idp.(frion A 4.r Department Review Required: uildin anning&Zoning viewed By Tree Administrator Public Works Public Utilities Public Safety Date Fire Services Updated 10/17/18 Revision Request/Correction to Comments **ALL INFORMATION HIGHLIGHTED IN i, City of Atlantic Beach Building Department GRAY IS REQUIRED. 800 Seminole Rd, Atlantic Beach, FL 32233 Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: t' I I Revision to Issued Permit OR Lv1 Corrections to Comments Date: 8-a ! -z0 i ci Project Address: I I sc. S-f c_ks S+ Contractor/Contact Name: J !,(',F-"` ._ A S vC, ►, Contact Phone:'O tf' 624 - L/6-2.9Email:S eh yhe.roski)t►'vQS • Coo, Description of Proposed Revision/Corrections: 4.11AS k Q lfte..l' (3(0•eke,L( & &V% !. La-*c 1-3 A-1-1-w‘a�. affirm the revision/correction to comments is inclusive cLit pf'o s llrte`C (printed name) • Wil roposed revision/corrections add additional square footage to original submittal? AUG 2 9 2019 [KNo ❑ Yes (additional s.f.to be added: Building Department City otAtlantic Beach, F • _WA-proposed revision/corrections add additional increase in building value to original submittal. LJ No ❑*Yes (additional increase in building value: $ ) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: (Office Use Only) Approved I Denied I Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments D ent Review Required: •uiltii Planning&Zoning Reviewed By Tree Administrator Public Works I G� Public Utilities Public Safety Date Fire Services Updated10/17/18 Revision Request/Correction to Comments **ALL INFORMATION rt y� HIGHLIGHTED IN `r, City of Atlantic Beach Building Department GRAY IS REQUIRED. 75:� j 800 Seminole Rd, Atlantic Beach, FL 32233 � Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: CS-,(q " ()737 I I Revision to Issued Permit OR Corrections to Comments Date: 8/ 57246/ Project Alddress: Gee ri 'lfr ` `u (O ch c1-s c+ Contractor/Contact Name: S-Ee.& , 11-1---14-k k Contact Phone: q01i 62(, - 14C,J g Email: heti.@ /)/le-eIe c kAiiviel, c i- Description of Proposed Revision/Corrections: i: .E C E I V EAJQ4Jc sw .. Aleer 11, GLS';4 auk :- '2tii i 9 - fzviCe. 6 c4+1.0 r('� t}Buil{{diinlg Department I affirm the revision/correction to commenciS'n�f sod �11P.•.• 1§Vd,clha�ges. (printed name) • W. proposed revision/corrections add additional square footage to original submittal? W. ❑ Yes (additional s.f.to be added: ) • WiIlproposed revision/corrections add additional increase in building value to original submittal? Ullo ❑*Yes (additional increase in building value: $ ) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: /11111, (Office Use Only) Approved ❑ Denied ❑ Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments Department Review Required: ui din Planting&Zonings Re ewed By Tree Administrator nor d �` ' 1 < q � :'c Uti (ties Public Safety Date Fire Services Updated 10/17/18 ALL Revision Request/Correction to Comments **HIGHLI HIGHLIGHTED ON '_11 Or HIGHLIGHTED IN City of Atlantic Beach Building Department GRAY IS REQUIRED. 'j� Eno,�■.r 800 Seminole Rd, Atlantic Beach, FL 32233 Phone: (904) .G 247-5826 Email: Building-Dept@coab.us coab.us PERMIT#: SP -0237 ❑ Revision to Issued Permit OR Corrections to Comments Date: Project Address: I I $(0 S`LOc Si. Contractor/Contact Name: h IA tI Wt Av Contact Phon4e l.- &I4, L k ?/v Email: J—EQ E r ieik' c11.0TV"'S. Description of Proposed Revision/Corrections: See,. 1 1 2 , A 3 an. g ;L I\ J 1 nC ,ce.,, ow C1YPk - u Q -ci,.__ I 3- APTINAL,. affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) • yW,illproposed revision/corrections add additional square footage to original submittal? RNo ❑ Yes(additional s.f.to be added: ) • Wail,proposed revision/corrections add additional increase in building value to original submittal? LKNo ❑*Yes (additional increase in building value:$ ) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: _ _� (Office Use Only) LTJ Approved ❑ Denied ❑ Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments Department Review Required: / Buil ^ RTang&Zoning Reviewed By Tree Administrator �� `' u is Wo , PAUG 1 3 2019 d&Y.-1g Public-Utilities Public Safety Date Fire Services BY:— Updated 10/17/18 1APPL�t..�T -; City of Atlantic Beach ICATION NUMBER et. :,:.;,, Building Department (To be assi ned by the Building Department.) r i .tr800 Seminole Road E C`/�� b�31- j . lr Atlantic Beach, Florida 32233-5445 w4�1 Phone(904)247-5826 • Fax(904)247-5845 ( � ( r V--)_o;�. E-mail: building-dept@coab.us Date routed: 'C City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 111(o S\ (its S- • C •ity web-site: http://wYes No • B-uildin. Applicant: la--Ld iD S fs(v s Planning &Zon n , Tor Project: C-Ot5h( k(.,-J nt c.J S l V tt-4 l Lki CPu6 c Wor ati YLO C Public Utilities 1't 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 n 1 l.� 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 ' ION STATUS Reviewing Department First Review: 0 a pproved. Denied. Not applicable (Circle one.) Comments: BUILDING I PLANNING &ZONING Reviewed by: - [�-�G-- Date: f-/51/7 TREE ADMIN. Second Review: ❑Approved as revised. r (Denied. ❑Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: (Approved as revised. Denied. ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 PUBLIC UTILITIES PLAN REVIEW COMMENTS 7 Date: / Z / / Application#: . e S/ b Z 1] Project Address: ll D(p S T O C " ,J Check Box Check APPLICATION TRACKING COMMENTS to Add Box to Cornr7t Print Underground Avoid damage to underground water and sewer utilities. Verify vertical and Water Sewer horizontal location of utilities. Hand dig if necessary. If field coordination is Utilities needed,call 247-5878. Meter Boxes Ensure all meter boxes,sewer cleanouts and valve covers are set to grade Sewer Cleanout and visible. A sewer cleanout must be installed at the property line. Cleanout must be Rn Sewer covered with an RTi concrete box with metal lid. Cleanout to be set to grade Cleanout and visible. A reduced pressure zone backflow preventer must be installed if irrigation will RPZ be provided or if there is a private well on the property. Backflow preventer ❑ ❑ Backflow must be tested by a certified tester and a copy of the results sent to Public Utilities. Plans note the building will be unsprinkled. If plans change,any fire line Sensus installed must be metered with a Sensus touch-read meter in a properly sized Touch-Read vault and an appropriate backflow preventer installed. Backflow preventer ❑ ❑ Meter must be tested by a certified tester and a copy of the results sent to Public Utilities. Fire Sprinkler If fire sprinkler system Is provided,call 247-5878 for backflow requirements. Backflow At a minimum,will require a double check backflow preventer. 0 ❑ Requirement Fire Line Fire lines must be metered with a Sensus touch-read meter. Meters larger ❑ ❑ Meter than 2"must be installed in a vault as noted in JEA specifications. Utility Map See attached Utility Map. 0 0 Disconnect &Cap Disconnect and cap water and sewer lines. ❑ 0 Inspection Must call the Inspection Line at 247-5814 to request an inspection of the Prior disconnected and capped water and sewer lines prior to demolition. ❑ 0 ❑ ❑ ❑ 0 O ❑ O 0 scE Visr, City.of Atlantic:Beach - APPLICATION NUMBER i tt� Building Department a r� q v _ (To be assi ned by the.Building Department:) • 800 Seminole.Road JUL 2019 .Es`/` s„ Atlantic Beach,Florida 32233-5445 '• `'"1 Phone(904)247-5826• Fax(90.4) %,4845 E-mail: building-dept@coab.us Date routed: 771 City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING °FORM lU • DC S S Property Address: A 13 S1 De rtment review required Yes : No. • � ` uildinn9 v`6 PI nn &Zonin Applicant: -LA.04T \ hS �.. 9 . �-��''.. - • Tree ,-- o Project: : . : e_6c I�1.Q �J S t�i' It—dam, �ufil it�rn` -,mss ,,,� (—Public Utilities (AZ \IVOS t Public Safety • Fire Services review fee $ Dept Signature --- —' l • Review or Receipt Other Agency Review or Permit Required • Date : of Permit Verified By Florida Dept. of Environmental Protection ^1 Florida Dept.of Transportation St.Johns River Water Management District -Army Corps of.Engineers Division of Hotels:and Restaurants Division of:Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department :First Review: Approved. ❑Denied. INot applicable (Circle one.) Comments: w ,� BUILDING ( /ea&'(�d . � 'r'/A J4c4 PLANNING &ZONING Reviewed by. 4/ Date � '� 1` r . lam' TREE ADMIN. - Second Review: Approved as revised. ❑Denied. .❑Not applicable, PIJ.BLI WORKS Comments: PUBLIC.UTILITIES:.: : . PUBLIC SAFETY • . Reviewed by: __--,. -. Date: FIRE SERVICES Third Review: ['Approved as revised. ❑Denied. ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 Stormwater Treatment Calculations OFFICE Project: Altman Stocks St.Lots 1-4 COPY 7/11/2019 Required Storage Volume Criteria: Section 24-66 of the City of Atlantic Beach's Zoning,Subdivsion,and Land Development Regulations requires that stormwater runoff from impervious areas be stored onsite. Volume to be retained is as follows: V=CAR/12 which is the Modified Rational Method for estimating stormwater runoff Where: V=Volume of Runoff to be stored(cubic feet) C=Runoff Coefficient,0.92,the difference between impervious area(C=1.0) and undeveloped conditions(C=0.08). A=Impervious Area(square feet) R=25-yr/24-hr rainfall depth(9.3 inches for Atlantic Beach) Onsite Storage Volume Required for Impervious Area: Lot Area= a, rem~=-,ft2 Impervious Area(A) = 9 : ft2 = 23.8% IA= 1192+24 for entranceway= 1,216 V= 0.92 x 1,216.0 x 9.3 / 12 V= 867 ft3 Provided Storage: Cumulative Area 1 -Elevation Area Storage Storage (ft) ft2 ft3) ^ ft3 a@ 874 230 1 618 1 BOTTOM op 661 388 388 115 0 0 TOB Area 2-Elevation Area Storage (ft ft2) ft3) an 0 0 ( 0 BOTTOM 0 0 0 ao 0 0 0 TOB Area 3- Elevation Area Storage ft ft2 ft3 OTO 0 0 S 0 . 1 BOTTOM 0 0 0 0 0 0 TOB Bottom Inground Storage: =A*d/pf _:,... _ _...",..:.;,i2.-.,.... Total Storage Area at TOB(A)= 115.0 ft2 Seasonal High Groundwater Elevation= 4.0 - Depth to ESHT from BOTTOM(d)= : ft,default is 2.0 ft,verify W90onsite ESHWVT-- --- _ Pore Factor(pf)= 0.4 default is 0.4 _ - Inground Storage Provided=r 46,0 ft3 ..._ ., .._ .. ----..':-..1- \°'‘tp `r\7 k941 Retention Onsite SW Calcs-Altman Stocks St Lots 1-4-1 Ft Deep Storage Area 7/15/2019 4 -- _1-9-9-J_J-S 5 AO 13:13 ---L- ...._,... - - . ... • , 4.'V.'.-7,-,.r7-•C_ . Nmil••••Misr• 412'"..)%1..0 Li\..t D • { rd.3 !)11)0130 1 ti n .1 . c,t1, '''3 flkrip o"i •• , • ..,_c a oui ols le W4-YMiefli : - lea .,.•.;.:' rAlt..,....;T' ...,ir- ,.•2, ------ — -- — --, — -,-- ,,, -.. •.-- R.- 43 .4 v.- -,- — * . . , . . .. i . 1 , • V' i Cg, r:.-- : _• . . 13 ,.....„. I .............. ....,...3 - - ,,..- 0,3 ' Li_. i ' ' ,' :11,7 . . " . •,......,.„e..4 ..:, ,': . \ • i q 111-. , —, ii 11•,-. : t t. •. . f'...;4 t ''-•• 40 9 1 !..., ‘,.., 1.-:.;...4 . ...__ 11 i ... cf..) • :r.p, ., —..,......,--,...-,—, , 11.-0a,,s , " •,,, : 1 - \ir i I 114 t i ‘4 4,...:,..;,...•244.4414402.1.1441.e.tiiiiKi..4.1446,...g.44.24111 1 \ . 4if 7,c3::'i•; I.S177'.t,,i. 4 1. f...,, ..,. , .... E ,..., qr.. '—' • -,-- — i if) , I ... . • . moo 311 LL • \1, 1/ OFFICE COPY 1PpEPaRT,p�Fh FLORIDA DEPARTMENT OF eDeSt. 4 o Environmental Protection Jeanette Wm o Lt.Governor `..iQO sw� Northeast District stoln 4'fiTAL p¢p'. 8800 Baymeadows Way West,Suite 100 W�taYa!®0taiy Secretary Jacksonville,Florida 32256 May 29,2019 Stephen Altman ASM Riverside Holdings LLC 2000 Florida Boulevard Neptune Beach,Florida, 32266 info@mederoshomes.com File No.: 16-0376040-001 EE,Duval County Dear Mr. Altman: On May 09,2019,we received your request for verification of exemption to perform the following activities: Construct a private,residential,single family home with attendant features within the uplands located in lots 1-4,parcel number 1710140000R,at 0 Stocks Street Atlantic Beach,Florida 32233,Latitude 30°20'0.3594" at Longitude-81°25'16.0485" in Section 17, Township 2 South,Range 29 East,Duval County. Your request has been reviewed to determine whether it qualifies for(1)regulatory exemption, (2)proprietary authorization(related to state-owned submerged lands),and(3)federal approval that may be necessary for work in wetlands or waters of the United States. Your project did not qualify for the federal review portion of this verification request. Additional authorization must be obtained prior to commencement of the proposed activity. This letter does not relieve you from the responsibility of obtaining other federal, state, or local authorizations that may be required for the activity. Please refer to the specific section(s)dealing with that portion of the review below for advice on how to proceed. If you change the project from what you submitted,the authorization(s)granted may no longer be valid at the time of commencement of the project. Please contact us prior to beginning your project if you wish to make any changes. If you have any questions regarding this matter,please contact Mark Marousky at the letterhead address or at 904 256-1662 and mark.marousky@floridadep.gov. 1. Regulatory Review—Verified Based on the information submitted,the Department has verified that the activity as proposed is exempt, under Chapter 62-330.051(13)(a),Florida Administrative Code,from the need to obtain a regulatory permit under Part IV of Chapter 373 of the Florida Statutes. This exemption verification is based on the information you provided the Department and the statutes and rules in effect when the information was submitted. This verification may not be valid if site conditions materially change,the project design is modified, or the statutes or rules governing the exempt activity are amended. In the event you need to re-verify the exempt status File Name:ASM Lots 1-4 Upland Home Verification OFFICE C O PY FDEP File No.: 16-376040-001 EE Page 2 of 8 for the activity, a new request and verification fee will be required. Any substantial modifications to the project design should be submitted to the Department for review,as changes may result in a permit being required. General Conditions for Exemptions The following apply when specified in an exemption in Rule 62-330.051,F.A.C.: 1. Activities shall not exceed a permitting threshold in section 1.2 of the applicable Volume II; 2. Construction, alteration,and operation shall not: a. Adversely impound or obstruct existing water flow, cause adverse impacts to existing surface water storage and conveyance capabilities, or otherwise cause adverse water quantity or flooding impacts to receiving water and adjacent lands; b. Cause an adverse impact to the minimum flows and levels established pursuant to Section 373.042,F.S. c. Cause adverse impacts to a Work of the District established pursuant to Section 373.086, F.S.; d. Adversely impede navigation or create a navigational hazard; - e. Cause or contribute to a violation of state water quality standards. Turbidity, sedimentation, and erosion shall be controlled during and after construction to prevent violations of state water quality standards, including any antidegradation provisions of paragraphs 62-4.242(1)(a)and(b),subsections 62-4.242(2)and(3)and Rule 62-302.300, F.A.C., and any special standards for Outstanding Florida Waters and Outstanding National Resource Waters due to construction-related activities. Erosion and sediment control best management practices shall be installed and maintained in accordance with the guidelines and specifications described in the State of Florida Erosion and Sediment Control Designer and Reviewer Manual(Florida Department of Environmental Protection and Florida Department of Transportation,June 2007), incorporated by reference herein(https://www.flrules.org/Gateway/reference.asp?No=Ref-02530),and the Florida Stormwater Erosion and Sedimentation Control Inspector's Manual(Florida Department of Environmental Protection,Nonpoint Source Management Section, Tallahassee,Florida,July 2008), incorporated by reference herein (https://www.flrules.org/Gateway/reference.asp?No=Ref-02531). f. Allow excavated or dredged material to be placed in a location other than a self-contained upland disposal site, except as expressly allowed in an exemption in rule 62-330.051, F.A.C. 3. When performed in waters accessible to federally-or state-listed aquatic species, such as manatees,marine turtles, smalltooth sawfish,and Gulf sturgeon, all in-water work shall comply with the following. a. All vessels associated with the project shall operate at"Idle Speed/No Wake"at all times while in the work area and where the draft of the vessels provides less than a four-foot clearance from the bottom. All vessels will follow routes of deep water whenever possible. b. All deployed siltation or turbidity barriers shall be properly secured,monitored, and maintained to prevent entanglement or entrapment of listed species. c. All in-water activities, including vessel operation, must be shut down if a listed species comes within 50 feet of the work area. Activities shall not resume until the animal(s)has moved beyond a 50-foot radius of the in-water work,or until 30 minutes elapses since the last sighting within 50 feet. Animals must not be herded away or harassed into leaving. File Name:ASM Lots 1-4 Upland Home Verification OFFICE COPY FDEP File No.: 16-376040-001 EE Page 3 of 8 All on-site project personnel are responsible for observing water-related activities for the presence of listed species. d. Any listed species that is killed or injured by work associated with activities performed shall be reported immediately to the Florida Fish and Wildlife Conservation Commission (FWC)Hotline at 1(888)404-3922 and ImperiledSpecies@myFWC.com. Copies of incorporated materials identified above may be obtained from the Agency,as described in subsection 62-330.010(5),F.A.C. 2. Proprietary Review-Not required The activity does not appear to be located on sovereign submerged lands and does not require further authorization under chapter 253 of the Florida Statutes, or chapters 18-20 or 18-21 of the Florida Administrative Code. 3. Federal Review-SPGP Not Approved Your proposed activity as outlined on your application and attached drawings does not qualify for Federal authorization pursuant to the State Programmatic General Permit and a SEPARATE permit or authorization shall be required from the Corps. You must apply separately to the Corps using their Application for Department of Army Permit,ENG Form 4345, or alternative as allowed by their regulations.More information on Corps permitting may be found online in the Jacksonville District Regulatory Division Sourcebook at: https://www.saj.usace.army.mil/Missions/Regulatory/Source-Book/ Authority for review-an agreement with the USACOE entitled"Coordination Agreement Between the U. S. Army Corps of Engineers(Jacksonville District)and the Florida Department of Environmental Protection,or Duly Authorized Designee, State Programmatic General Permit", Section 10 of the Rivers and Harbor Act of 1899, and Section 404 of the Clean Water Act. Additional Information Please retain this letter. The activities may be inspected by authorized state personnel in the future to ensure compliance with appropriate statutes and administrative codes. If the activities are not in compliance, you may be subject to penalties under Chapter 373, F.S.,and Chapter 18- 14,F.A.C. NOTICE OF RIGHTS This action is final and effective on the date filed with the Clerk of the Department unless a petition for an administrative hearing is timely filed under Sections 120.569 and 120.57,F.S., before the deadline for filing a petition. On the filing of a timely and sufficient petition,this action will not be fmal and effective until further order of the Department. Because the administrative hearing process is designed to formulate final agency action,the hearing process may result in a modification of the agency action or even denial of the application. Petition for Administrative Hearing A person whose substantial interests are affected by the Department's action may petition for an administrative proceeding(hearing)under Sections 120.569 and 120.57,F.S.Pursuant to Rules 28-106.201 and 28-106.301,F.A.C., a petition for an administrative hearing must contain the following information: OFFICE COPY File Name:ASM Lots 1-4 Upland Home Verification FDEP File No.: 16-376040-001 EE Page 4 of 8 (a)The name and address of each agency affected and each agency's file or identification number, if known; (b)The name,address,any e-mail address, any facsimile number, and telephone number of the petitioner, if the petitioner is not represented by an attorney or a qualified representative;the name, address, and telephone number of the petitioner's representative,if any,which shall be the address for service purposes during the course of the proceeding; and an explanation of how the petitioner's substantial interests will be affected by the agency determination; (c)A statement of when and how the petitioner received notice of the agency decision; (d)A statement of all disputed issues of material fact. If there are none,the petition must so indicate; (e)A concise statement of the ultimate facts alleged, including the specific facts that the petitioner contends warrant reversal or modification of the agency's proposed action; (f)A statement of the specific rules or statutes that the petitioner contends require reversal or modification of the agency's proposed action, including an explanation of how the alleged facts relate to the specific rules or statutes; and (g)A statement of the relief sought by the petitioner, stating precisely the action that the petitioner wishes the agency to take with respect to the agency's proposed action. The petition must be filed(received by the Clerk) in the Office of General Counsel of the Department at 3900 Commonwealth Boulevard, Mail Station 35,Tallahassee,Florida 32399- 3000,or via electronic correspondence at Agency_Clerk@dep.state.fl.us. Also, a copy of the petition shall be mailed to the applicant at the address indicated above at the time of filing. Time Period for Filing a Petition In accordance with Rule 62-110.106(3),F.A.C., petitions for an administrative hearing by the applicant and persons entitled to written notice under Section 120.60(3),F.S., must be filed within 21 days of receipt of this written notice. Petitions filed by any persons other than the applicant, and other than those entitled to written notice under Section 120.60(3),F.S.,must be filed within 21 days of publication of the notice or within 21 days of receipt of the written notice, whichever occurs first. You cannot justifiably rely on the finality of this decision unless notice of this decision and the right of substantially affected persons to challenge this decision has been duly published or otherwise provided to all persons substantially affected by the decision. While you are not required to publish notice of this action,you may elect to do so pursuant Rule 62- 110.106(10)(a). The failure to file a petition within the appropriate time period shall constitute a waiver of that person's right to request an administrative determination(hearing)under Sections 120.569 and 120.57,F.S., or to intervene in this proceeding and participate as a party to it. Any subsequent intervention(in a proceeding initiated by another party)will be only at the discretion of the presiding officer upon the filing of a motion in compliance with Rule 28-106.205,F.A.C. If you do not publish notice of this action,this waiver will not apply to persons who have not received written notice of this action. Extension of Time Under Rule 62-110.106(4),F.A.C.,a person whose substantial interests are affected by the Department's action may also request an extension of time to file a petition for an administrative hearing. The Department may,for good cause shown,grant the request for an extension of time. Requests for extension of time must be filed with the Office of General Counsel of the Department at 3900 Commonwealth Boulevard,Mail Station 35, Tallahassee,Florida 32399- 3000,or via electronic correspondence at Agency_Clerk@dep.state.fl.us,before the deadline for File Name:ASM Lots 1-4 Upland Home Verification OFFICE COPY FDEP File No.: 16-376040-001 EE Page 5 of 8 filing a petition for an administrative hearing. A timely request for extension of time shall toll the running of the time period for filing a petition until the request is acted upon. Mediation Mediation is not available in this proceeding. FLAWAC Review The applicant, or any party within the meaning of Section 373.114(1)(a)or 373.4275,F.S.,may also seek appellate review of this order before the Land and Water Adjudicatory Commission under Section 373.114(1) or 373.4275,F.S.Requests for review before the Land and Water Adjudicatory Commission must be filed with the Secretary of the Commission and served on the Department within 20 days from the date when this order is filed with the Clerk of the Department. Judicial Review Once this decision becomes final, any party to this action has the right to seek judicial review pursuant to Section 120.68,F.S.,by filing a Notice of Appeal pursuant to Florida Rules of Appellate Procedure 9.110 and 9.190 with the Clerk of the Department in the Office of General Counsel(Station#35,3900 Commonwealth Boulevard,Tallahassee,Florida 32399-3000)and by filing a copy of the Notice of Appeal accompanied by the applicable filing fees with the appropriate district court of appeal. The notice must be filed within 30 days from the date this action is filed with the Clerk of the Department. File Name:ASM Lots 1-4 Upland Home Verification ()FACE FDEP File No.: 16-376040-001 EE COPY Page6of8 EXECUTION AND CLERKING Executed in Jacksonville,Florida. STATE OF FLORIDA DEPARTMENT OF ENVIRONMENTAL PROTECTION Michelle Neeley Permitting Manager KP:mm Enclosures: Chapter 62-330.051(13)(a),F.A.C. Project drawings,4 Pages CERTIFICATE OF SERVICE The undersigned duly designated deputy clerk hereby certifies that this document and all attachments were sent on the filing date below to the following listed persons: Jonathan Summerfield,ERS Inc., jsummerfield(cr�ersenvironmental.com Tom Kallemeyn,FDEP NED Michelle Neeley, FDEP NED Mark Marousky,FDEP NED Kim Pearce,FDEP NED FILING AND ACKNOWLEDGMENT FILED, on this date,pursuant to Section 120.52,F. S.,with the designated Department Clerk, receipt of which is hereby acknowledged. a, --.4&a,— May 29,2019 Clerk Date File Name:ASM Lots 1-4 Upland Home Verification OFFICE FDEP File No.: 16-376040-001 EE Page 7 of 8 62-330.051 Exempt Activities The activities meeting the limitations and restrictions below are exempt from permitting.However,if located in,on, or over state-owned submerged lands,they are subject to a separate authorization under chapters 253 and 258,F.S., as applicable. (13)Single-Family Residences and Associated Residential Improvements— (a)The construction,alteration,maintenance,removal,and abandonment of one individual single-family dwelling unit,duplex,triplex,or quadruplex,and associated residential improvements,that: 1.Do not involve any work in wetlands or other surface waters; 2.Are not part of a larger common plan of development or sale requiring a permit or modification of a permit under part IV of chapter 373,F.S.;and 3.Comply with the limitations and restrictions in subsection 62-330.050(9),F.A.C. 62-330.050 Procedures for Review and Agency Action on Exemption Requests (9)The following apply when specified in an exemption in rule 62-330.051,F.A.C.: (a)Activities shall not exceed a permitting threshold in section 1.2 of the applicable Volume II; (b)Construction,alteration,and operation shall not: 1.Adversely impound or obstruct existing water flow,cause adverse impacts to existing surface water storage and conveyance capabilities, or otherwise cause adverse water quantity or flooding impacts to receiving water and adjacent lands; 2.Cause an adverse impact to the minimum flows and levels established pursuant to section 373.042,F.S.; 3.Cause adverse impacts to a Work of the District established pursuant to section 373.086,F.S.; 4.Adversely impede navigation or create a navigational hazard; 5.Cause or contribute to a violation of state water quality standards.Turbidity,sedimentation,and erosion shall be controlled during and after construction to prevent violations of state water quality standards, including any antidegradation provisions of paragraphs 62-4.242(1)(a)and(b),subsections 62-4.242(2)and(3)and rule 62-302.300, F.A.C.,and any special standards for Outstanding Florida Waters and Outstanding National Resource Waters due to construction-related activities. Erosion and sediment control best management practices shall be installed and maintained in accordance with the guidelines and specifications described in the State of Florida Erosion and Sediment Control Designer and Reviewer Manual (Florida Department of Transportation and Florida Department of Environmental Protection, June 2007), incorporated by reference herein (https://www.flrules.org/Gateway/reference.asp?No=Ref-02530), and the Florida Stormwater Erosion and Sedimentation Control Inspector's Manual (Florida Department of Environmental Protection, Nonpoint Source Management Section, Tallahassee, Florida, July 2008), incorporated by reference herein (https://www.flrules.org/Gateway/reference.asp?No=Ref-02531);nor 6.Allow excavated or dredged material to be placed in a location other than a self-contained upland disposal site, except as expressly allowed in an exemption in rule 62-330.051,F.A.C. (c) When performed in waters accessible to federally-or state-listed aquatic species,such as manatees,marine turtles,smalltooth sawfish,and Gulf sturgeon,all in-water work shall comply with the following: 1. All vessels associated with the project shall operate at"Idle Speed/No Wake" at all times while in the work area and where the draft of the vessels provides less than a four-foot clearance from the bottom.All vessels will follow routes of deep water whenever possible. 2.All deployed siltation or turbidity barriers shall be properly secured, monitored, and maintained to prevent entanglement or entrapment of listed species. 3.All in-water activities, including vessel operation,must be shut down if a listed species comes within 50 feet of the work area.Activities shall not resume until the animal(s)has moved beyond a 50-foot radius of the in-water work,or until 30 minutes elapses since the last sighting within 50 feet.Animals must not be herded away or harassed into leaving. All onsite project personnel are responsible for observing water-related activities for the presence of listed species. 4. Any listed species that is killed or injured by work associated with activities performed shall be reported immediately to the Florida Fish and Wildlife Conservation Commission (FWC) Hotline at 1(888)404-3922 and OFFICE COPY File Name:ASM Lots 1-4 Upland Home Verification FDEP File No.: 16-376040-001 EE Page 8 of 8 ImperiledSpecies@myFWC.com. Copies of incorporated materials identified above may be obtained from the Agency,as described in subsection 62- 330.010(5),F.A.C. Rulemaking Authority 373.026(7), 373.043, 373.4131, 373.4145, 403.805(1)FS.Law Implemented 373.109, 373.406, 373.4131, 373.4145,403.813(1),668.003,668.004,668.50 FS.History—New 10-1-13,Amended 6-1-18. 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ERE Garmi q©OperiStreetMap contnbutoi�Gopyng t. d- ip% ( .& r; .4 t/ t ,a p ' taNatFonal Geographic SocFety„eF`cubed a,' `� Section: 38 0 2,000' Township: 2 South Lat: 30° 20' 00.51” N (30.333475 dd) Range: 29 East Long: 81° 25' 16.06" W(-81.421128 dd) -��` 8711 Perimeter Park Blvd., Stocks Street Project No.: 19001 N l .44...,„E Environmental�� Jacksonville,FL 32216 USGS Topographic Exhibit No.: 1 e 1 w Resource Solutions (904)285-1397 Quadrangle Map Date: 3-6-19 Our Science.Your Success. mail@ersenvironmental.com Duval County,Florida By:MEF Rev.Date: s Source:7.5' SGS Jacksonville Beach FL To•o•ra•hie euadra •le.Arc IS Online A To•o Ma•S 0:2019 19001 Gra.hies mod 19001 focoibn 3.5-19 cued OFFICE COPY 1 �' T ,."k a µ 4.."Y bl lu. 1 A*. I1 `k 00 ... . 1 4LEGEND�. �� a4,,�s i _- ¢ SOILS LEGEND , .. t-r - 1 �,fi s f r� �;r. 14- Boulogne fine sand a ApproxImate,Protect Area ;.,'‘...,a-,..,,,,.. ,.,R , a ?z4 * r; r 32-Leon fine sand e, ., USDA=NRCS Solii;S nvey,Classifications i ,� . ,' 68-Tisonia mucky peat F� r V,'4,--14-,-,:, ,,,,',V st }1- I r t Fez'.f� " ,4 lilk.t. PV 'p 1.1.1:*- - _ , {: I1 I , iv* ` Ifi X68 =t I ," yr tiI a ,t , - I e ii , , .1 ` '`y" ' !I , 0 4 1 ,V,.'‘ ,.....• i fes"" 7 14 • i F' 'a • J t fir. -. s 1 I CO) '''' / . '4..' . r ro. \ rz o 50' I = ,Ga m n ©OpenStreet ap contnb to s Es I A'. D gitalGlobe GeoEye<Earthstar Geogr ohies,ONES/ ir6 AlgrilUSDAtiU,SGS;. fr't : ' 'e oGRID IG,N Yan 4he'GI LW?G%omm city. ". 5,4 til Az 8711 Perimeter Park Blvd., Project No.: 19001 N led Suite 1 Stocks Street Jacksonville,FL 32216 Soils MapExhibit No.: 2 w�\e Environmental F ' Resource Solutions (904)285-1397 Date 3-6-19 Our Science.Your Success. mall@ersenvlronmental.com Duval County,Florida By:MEF Rev.Date: s Source:AraGIS Online Imagery.USDA-NRCS soil survey classifications(data obtained from NRCSI X:\2019\roam\G,epMcs\rnsd\19001 sa0s 3.6-19.msd OFFICE COPY Cl+ LEGEND Y " $ ,, Approximate Project Area - 0.81 ac. *� �, -- . Q3j Approximate Data Point Locations FLUCFCS Classification Boundaries 11 �'Approximate Hardwood Conifer Mixed(434)- 0.48 ac# = t - A i j Approximate Mixed Wetland Hardwoods(617)-0.33 ac± wiir. h• , ,i y ,=„.<v , , si"., is.,,,,...,,- <! � j' I'K ':, tF �` '� ••7,-,,,.,- 4 4 •,, , 4.- "1" - • - , .• ,.k) *.- z! -, ..?„ "I' ,- ,,k.A.,',. 4.4 +, 617 t 4- ! zti v '+'any, A. „ A �...tT' 'tL . r may,, 1 ..� P , ' k • r •7 1 y 'L i rc i'''L�. *, Y. r e 14hNi Y as Mr. E t . • , w F -^ .. /' 434 �.. ,. NOTE: Depicted FLUCFCS classifications and boundaries are approximate. This map o • I. is intended to be used for illustrative purposes only.zr 1 ..,4: ad HERAC O Open eeMap co tnbutars.' =.7`` 8711 Perimeter Park Blvd., Project No.: 19001 N �. Suite 1 Stocks Street Exhibit No.: 3 Environmental.' Jacksonville,FL 32216 FLUCFCS Map W*nE Resource Solutions (904)285-1397 Date: 3-6-19 Our Science.Your Success. mail@ersenvironmental.com By:MEF Rev.Date: S Source:ArcG1S Online Data Imagery X:\2019\19001\Gmphln\mxd\19001 FLUCKS_3-6-19.mxd OFFICE COPY LEGEND Wetland to Remain 7 Iy 29' n 19' Single Family Home Driveway q I.� Qt° 15 CO �' � '�f \ ��✓ Nie \ Silt Fence L._ _ \, J, s, J, Silt Fence ` J, Je .y \le \le w 4, 4, v J, '1, J/ \V J. J, w J, J, w J, J, J, J, J. J, .i, •v J, • Ji J, J, '1, J/ J, v J/ \le Jr J, \l, J, J. J, J. .1, J, v J. `I, J, J, \t, '4, J, ..., J, Jr J, 'S, J/ v J, J, • J, J, v Jr JrJr Lots 1-4 J, J, J, J, I Ji J✓ J/ J/ v J- I I Scale: 1"=30' ��t` 8711 Perimeter Park Blvd., Project No.: 19001 N ►, Suite 1 Stocks Street - Lots 1-4 Jacksonville,FL 32216 - Exhibit No.: 1 J/ Environmental�� Proposes! Site Plan W j�E Resource Solutions (904)285-1397 Date: 4-29-19 '. ""'`"""` malleersenvironmental.com S Our Science.lbur Success. By:OF Rev.Date: X.-12Gf91f990f1Grophleslcadlf999f DEP lolsf-4.¢29-f9.dwg ti�x of DEPARTMENT OF THE ARMY 4c, \,'I:-I �t JACKSONVILLE DISTRICT CORPS OF ENGINEERS :' I' 7� POST OFFICE BOX 4970 w Ems:"� \y Q��` .v JACKSONVILLE,FLORIDA 32232-0019 "'�o �o-r May 15, 2019 Srere5°c REPLY TO ATTENTION OF Regulatory Division North Permits Branch OFFICE COPY Jacksonville Permits Section SAJ-2019-01247 (NPR-BJC) Mederos Homes Attn: Mr. Stephen Altman Post Office Box 507765 Jacksonville Beach, Florida 32240 Dear Mr. Altman: Reference is made to the application for a Department of the Army permit to construct three single-family residences. The proposed project site is located near 1145 Stocks Street, in Section 17, Township 2 South, Range 29 East, Jacksonville Beach, Duval County, Florida. The project site central coordinates are Latitude 30.333312°, Longitude -81.421127. The application has been assigned the file number SAJ-2019- 01247. The project as proposed will not require a Department of the Army permit in accordance with Section 10 of the Rivers and Harbors Act of 1899, as it is not located within the navigable waters of the United States. Furthermore, a permit will not be required in accordance with Section 404 of the Clean Water Act as it will not involve the discharge of dredged or fill material into waters of the United States. Provided the work is done in accordance with the enclosed drawings, Department of the Army authorization will not be required. This determination has been conducted to identify the limits of the Corps Clean Water Act jurisdiction for the particular site identified in this request. This determination may not be valid for the wetland conservation provisions of the Food Security Act of 1985, as amended. If you or your tenant are U.S. Department of Agriculture (USDA) program participants, or anticipate participation in USDA programs, you should request a certified wetland determination from the local office of the Natural Resources Conservation Service prior to starting work. Please be advised this determination reflects current policy and regulations and is valid for a period of no longer than 5 years from the date of this letter unless new information warrants a revision of the determination before the expiration date. If after the 5-year period, the Corps has not specifically revalidated this determination, it will automatically expire. Any reliance upon this determination beyond the expiration date may lead to possible violation of current Federal laws and/or regulation. OFFICE COp , -2- This NPR does not address nor include any consideration for geographic jurisdiction on aquatic resources and shall not be interpreted as such. Additionally, your project site may contain species protected by the Endangered Species Act (ESA) of 1972, as amended. You should contact your local U.S. Fish and Wildlife Service (FWS) office to determine if federally listed species or their habitat are present on your project site. If it is determined,that federally listed species may be affected by the proposed project, authorization for"incidental take" may be required. FWS offices can be contacted by the following telephone numbers: Jacksonville at 904- 232-2580, Panama City at 850-769-0552, St. Petersburg at 727-570-5398, or Vero Beach at 772-562-3909. This letter does not obviate the requirement to obtain any other Federal, State, or local permits that may be necessary for your project. Should you have any questions, please contact Brad Carey at the letterhead address or by telephone at 904-232-2405. Thank you for your cooperation with our permit program. The Corps Jacksonville District Regulatory Division is committed to improving service to our customers. We strive to perform our duty in a friendly and timely manner while working to preserve our environment. We invite you to take a few minutes to visit http://per2.nwp.usace.army.mil/survey.html and complete our automated Customer Service Survey. Your input is appreciated—favorable or otherwise. Please be aware this web address is case sensitive and should be entered as it appears above. Sincerely, S-u_sab,RK0Aratt. Susan Kaynor Chief, Jacksonville Permits Section Enclosures cc: Environmental Resource Solutions Inc., Attn: Mr. Jonathan Summerfield, 8711 Perimeter Park Boulevard, Suite 1, Jacksonville, Florida 32216. OFFICE COPY r- •til • ,.� ! �\ \ ,. ., r /G ` nbe i i0 `'•t J*' ' a --pp - r, - - •�r� 1 ` p A T'F r'AV• •1a' • ,. +� moi 4ilt, . 11 ,x,1,.11 . ,- 1:, ''.'. :,,'"',c,4..ar cr. :-4.:'').-.... tr:'1. : 'IV 141h St 'yv ti? •�7 'iS a.. ,t: 30 333312 f/81 42112C-' 7 •Itn r e! Pelf .. IIW9th St �; N - � t = M "r. W oln St- a J r - s r r. J) i1 - A R• --V4' 4b,9�' ''' r:•• fir,,}• • .t 1 Hate ,n ' 4 t; !yl� ' _I\J 4 ' ' k r i'. - r�.Ir.a;"-1 Google ear i `` ' '_ N . t,v -.x, ii -r- t . 1 i l{y n 7't LEGEND 29' 1 - - Esi Driveway Gi of 19'� Single Family Home Wetland to Remain i-_p- 20 }}�E.„, 151C+1 "-?- \ l O/ Silt Fence 4, .y .I, ,y Silt Fence 1J) w 4, 4, 4, 4, 4' 4 W 4, W CL 4, .y 4, 4, 4, 4, 4• 4, 4, 4' 4, 4• 4, 4, W 4• 4, 4, 4, C.). W 4, 4, 4, 4, 4, 4, ILL, 4, 4, 4, 4, 4, 4, 4, 4, 4, 4, 4, 4, 4, 4, 4, * 4, 4, 4, 4, 4, • 4' 4, 4, 4, 4, 4, 4, 4, 4, 4, 4, 4/ 4' 4, ' 4, 4, v 4, 4, 4, 4, 4, W 4, W 4, 4, 4, Lots 1-4* 4, 4, 4. 4, E.-, 4, 4, 4, 4, 4, 4. 4, 4, 4, 4, 4, ' Lots 5-6 4- 4- 4, 1 E- v 4, Cr) 4, 4, Slit Fence PO /� h. �-- /�� 14 &a 1v1 1___. 19' Single Family Home, Driveway t` Unit 2 10'¢ • 20' 32' 19' Single Family Home, Driveway L ce Unit 1 4 `•• A2 i .�- .-, Scale: 1"=40' � � Project No.: 19001 N ..�� 8711 Perimeter Park Blvd., Stocks Street s Suite 1 Exhibit No.: 1 Jacksonville,Fl.32216 N, Environmental Fes' Proposed Site Plan w -F Resource Solutions (904)285-1397 Date: 4-29-19 fl • `° -°MS(navy,,kas LEG mall@ersenvironmental.com Our Science.'sburSuccess. By:DF Rev.Date: X.•120f91f900IIGGaphIc tead1f909f ACOEp/en J-29.99.dwg OFFICE COPY Building:Permit Application Updated 10/9/18 t . •l* 'a., ,="� City of Atlantic Beach Building Department **ALL INFORMATION ' 800 Seminole Road, Atlantic Beach, FL 32233 HIGHLIGHTED IN GRAY a1t9^�r IS REQUIRED. Phone: (904) 247-5826 Email: Building-Dept@coab.us - 1_ Job Address: Stocks St Permit Number: .L �5 6G ✓D3,— Legal Description`Lots 1-4 Block 198 as shown on map of section"H°Atlantic Beach RE# 171014-0000 Valuation of Work(Replacement Cost)$110,000 Heated/Cooled SF 1,536 Non-Heated/Cooled 261 • Class of Work: 69New ❑Addition ❑Alteration ❑Repair OMove ❑Demo ❑Pool ❑Window/Door • Use of existing/proposed structure(s): ❑Commercial (i9 Residential • If an existing structure,is a fire sprinkler system installed?: ❑Yes ❑No ▪ Will tree(s)be removed in association with proposed proiect?fnYes(must submit separate Tree Removal Permit) ❑No Describe in detail the type of work to be performed: Construct new single-family home with attached garage Florida Product Approval# for multiple products use product approval form Property Owner Information Name.ASM Riverside Holdings LLC Address; PO Box 50765 - City Jacksonville Beach State FL Zip_: 32240 'Phone.904-626-4628 - E-Mail.Stephen@mederoshomes.com. Owner or Agent(If Agent,Power of Attorney or Agency Letter Required) Contractor Information Name of Company ASM Riverside Holdings dba Mederos Homes Qualifying Agent Stephen B.Altman Address PO Box 50765 - . ,City,Jacksonville Beach State' ,Zip 32240 Office Phone,904-626-4628 - Job Site Contact Number 904-626-4628 State Certification/Registration#CBC1250049 E-Mail .Stephen@mederoshomes.com• Architect Name&Phone# Stephen B.Altman 904-626-4628 Engineer's Name&Phone# Floyd S.Simpson 904-886-2401 - Workers Compensation Insurer -. OR Exempt X Expiration Date 1/02/2020 Application is hereby made to obtain a permit to do the work and installations as indicated.I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all the laws regulating construction in this jurisdiction.I understand that a separate permit must be secured-for ELECTRICAL WORK,PLUMBING,SIGNS, WELLS,POOLS;FURNACES,BOILERS,HEATERS,TANKS,and AIR CONDITIONERS,etc. )NOTICE-In addltiomtothe requirements of this I`er?nit thereama beiadditional"restrictions applicable to thisproperty that be>found in the ublic records of thisCounty, l?tili , ,� Y pp ,- may P , ani� tied earl a en additional permits required from other governmental entities such as water management districts,state agencies,or g 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 PAYING TWICE FOR-IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING; CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE c , RECORDING YO OF COMMENCEMENT. PI I i it 11 1 ter ._ -_ i`tcti N V.p iv (Signature of Owner or Agent) (Signature of Contractor) 1 y:r 1.;1 U]Z p Signed and sworn to(or affirmed)before me this'S ay of Signed and sworn to(or affir ed before me this/c, day of '•�'I S, .–S-G1..kt) . ab i�,by S-�-e t v A('I"1�e+7 -3-(4 11 , ao I.C ,by hQ ti ASI-1-11,14-11iii`5`'u;a I11 I/ { ,.. / y o02 z. (Signa ure of o �tary) (Signatur- • 4 --a m [.1 Personally Known OR [ 1 Personally Known OR _ d`' b�'= �s Produced Identificatio [cation ,' I'a.. Type of Identification: �L �— t: .s*arvip , KAYLA ANN B Ppe of Identificat n: L commission#GG 251914i Pi " Ex Lees August 23,2022 4 3 �? --� 77 Z r. �FOF f _Bonded Nu Troy Fain Insurance 800-385-7019. C.- OFFICE COPY PERMITTED BUILDING DATA DO NOT WRITE BELOW— OFFICE USE ONLY Applicable Codes: 6th Edition (2017) Florida Building Code DEVELOPMENT SIZE: Habitable Space (ft2): /CS Sr.. 9 Non-Habitable Space (ft2): 6 ` LAND INFORMATION: Zoning District: Rip Flood Zone: fi 6- P 1-' Minimum FFE: 7. 5- , BUILDING INFORMATION: Construction Type: U Occupancy Group: S'i p , /4 PSG/ m i 02� Si God 9i; a- S Number of stories: 2- Max. Max. Occupancy Load: Fire Sprinklers Required: CONDITIONS/COMMENTS: S 4-0 i-e 01 nor r 01 FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 1 Block 198,Stocks Street Builder Name: Mederos Homes Street: Lot 1 Block 198,Stocks Street Permit Office: City of Atlantic Beach City,State,Zip: Atlantic ,FL,32233 Permit Number: Owner: Stocks Street Townhomes Jurisdiction: City of Atlantic Bea Design Location: FL,Jacksonville County: Duval(Florida Climate Zone 2) 1. New construction or existing New(From Plans) 9. Wall Types(2187.3 sgft.) Insulation Area 2. Single family or multiple family Single-family a.Frame-Wood,Exterior R=13.0 1966.10 ft2 b.Frame-Wood,Adjacent R=13.0 221.22 ft2 3. Number of units,if multiple family 1 c.N/A R= ft2 4. Number of Bedrooms 3 d.N/A R= ft2 10.Ceiling Types (868.4 sgft.L Insulation Area 5. Is this a worst case? No a.Under Attic(Vented) V R=30.0 868.37 ft2 6. Conditioned floor area above grade(ft2) 1535.97900390 11 b.N/A R= ft2 Conditioned floor area below grade(ft2) 0 c.N/A R= ft2 11.Ducts R ft2 7. Windows(204.0 sqft.) Description Area a.Sup:Attic,Ret:Attic,AH:System 1 6 307.19 a. U-Factor: Dbl,U=0.30 ✓ 204.00 ft2 SHGC: . SHGC=0.30 b. U-Factor: N/A ft2 12.Cooling systems kBtu/hr Efficiency SHGC: a.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 24.0 HSPF:8.50 SHGC: Area Weighted Average Overhang Depth: 0.206 ft. Area Weighted Average SHGC: 0.300 14.Hot water systems 8. Floor Types (955.8 sqft.) Insulation Area a. Electric Cap:40 gallons EF:0.940 a.Slab-On-Grade Edge Insulation R=0.0 723.85 ft2 b. Conservation features b.Floor over Garage R=11.0 232.00 ft2 None c.N/A R= ft2 15.Credits Pstat • Total Proposed Modified Loads: 50.88 Glass/Floor Area: 0.133 PASS Total Baseline Loads: 51.01 I hereby certify that the plans and specifications covered by Review of the plans and 0�-I1<IE Sx�7� this calculation are in compliance with the Florida Energy specifications covered by this &,' ' , -,,a _ p '� Code. calculation indicates compliance rtico i;,,,;��'_t ' `,=�, ., Xjj with the Florida EnergyCode. ti !rr,,,' Fsss., PREPARED BY: Before construction is completed u s !--.--4 iv '.---- ""1" DATE: 24 June 2019 this building will be inspected for ,. $,� j compliance with Section 553.908 *'.• I hereby certify that this building, as designed, is in compliance Florida Statutes. ,� .,•� ' •c;S$. with the Florida Energy Code COD• ihrGTO., OWNER/AGENT: - S A(�s"°�'`' BUILDING OFFICIAL: 7// 1 DATE: `�I _® �" (y DATE: _____4F -) /l - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory-sealed in accordance with R403.3.2.1. -Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 7.00 ACH50(R402.4.1.2). 6/24/2019 5:36 PM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 1 of 5 )&ai1 by Entity Name http://search.sunbiz.org/Inquiry/CorporationSearch/SearchResultDet... Detail by Entity Name OFFICE COPY Florida Limited Liability Company ASM RIVERSIDE HOLDINGS, LLC Filing Information Document Number L16000110105 FEIIEIN Number 81-2873825 Date Filed 06/07/2016 State FL Status ACTIVE Last Event LC AMENDMENT Event Date Filed 12/04/2017 Event Effective Date NONE Principal Address 2000 Florida Blvd Neptune Beach, FL 32266 Changed:03/14/2017 Mailing Address 2000 Florida Blvd Neptune Beach, FL 32266 Changed: 03/14/2017 Registered Agent Name&Address MEDEROS,ASHLEY S 2000 Florida Blvd Neptune Beach, FL 32266 Address Changed:03/14/2017 Authorized Person(s)Detail - Name&Address Title MGR MEDEROS,ASHLEY S 2000 Florida Blvd Neptune Beach, FL 32266 Title AMBR ALTMAN, STEPHEN B 2000 Florida Blvd Neptune Beach, FL 32266 Annual Reports Report Year Filed Date 2017 03/14/2017 >.of 3 6/28/19,1:38 PM f.ecoided 01/29/2019 08:23 AM, RONNIE FUSSELL CLERK CIRCUIT COURT DUVAL COUNTY RECORDING $18 .50 DEED DOC ST $700 . 00 OFFICE COPY PREPARED BY,R&R TO: w•. '; RA TITLE SERVICES, INC. 1845 East West Parkway, Suite 5 Fleming Island, Florida 32003 File Number: TM 18-585 Consideration $100,000.00 General Warranty Deed Made this January 25,2019 A.D.By Daniel Soo and Dominic Soo Bush,as Co-Trustees for John Soo and Clara Soo Family Trust July 7,1994,whose address is: 1700 Woodlawn Road,lot 3,St Augustine,Florida 32084,hereinafter called the grantor,to ASM Riverside Holdings,LI.0 a Florida Limited Liability Company,whose post office address is: 2000 Florida Blvd,Neptune Beach, Florida 32266,hereinafter called the grantee: (Whenever used herein the term"grantor"and"grantee"include all the parties to this instrument and the heirs,legal representatives and assigns of individuals, and the SUceessor3 and assigns of corporations) Witnesseth,that the grantor,for and in consideration of the sum of Ten Dollars, ($10.00)and other valuable considerations, receipt whereof is hereby acknowledged,hereby grants, bargains,sells,aliens,remises,releases,conveys and confirms unto the grantee, all that certain land situate in Duval County,Florida,viz: Lot(s) 1,2,3,4,5 and 6,Block 198,Section"H"Atlantic Beach,according to the map or plat thereof,as recorded in Nat Book 18,Page(s)34,of the Public Records of Duval County,Florida. Parcel ID Number: 171014-0000 Together with all the tenements,hereditaments and appurtenances thereto belonging or in anywise appertaining. To Have and to Hold, the same in fee simple forever. • • And the grantor hereby covenants with said grantee that the grantor is lawfully seized of said land in fee simple; that the grantor has good right and lawful authority to sell and convey said land; that the grantor hereby fully warrants the title to said land and will defend the same against the lawful claims of all persons whomsoever; and that said land is free of all encumbrances except taxes accruing subsequent to December 31,2018. • „,; OFFICE COPY PREPARE])BY,R&12 TO: • r. I EMAR IITLE SERVICES, INC. 1845 East West Parkway, Suite 5 Fleming Island, Florida 32003 File Number: TMI 8-585 L Consideration $100,000.0( • In Witness Whereof, the said grantor has signed and sealed these presents the day and year first above written. Signed, sealed and delivered in our presence: John Soo ant lara Soo Family Trust July 7, 1994 _] 4s ce.)-7 0STE (Seal) Witness Printed Name �— .r'1, a1A"..rNS7�. Daniel Soo as Co-Trustee Address: 7345 Apache Way,Sedalia,CO 80135 Ldiiq0Q n"Se �Z�CA ' ,�.C. ._,/v_Or`i.G�Tt,c.�.- � 61.0W �-174 -{Seal) 020 d Dominic Soo Bush,as Co- Trustee% Witness Printed Name A(Kra KA 5-hb-e.1) l ? Address: 1700 Woodlawn Road,lot 3, St Augustine, Florida 32084 State of Florida County of Clay The foregoing instrument was acknowledged before me this 25th day of January, 2019, by Daniel Soo and Dominie Soo Bush, as Co-Trustees for John Soo and Clara Soo Family Trust July 7, 1994, who is/are personally known to me or who has produced A VALID I.D. as identification. zsa a :t+.�rAr_NGEsrIeA:+FM.:..vS:te7rI,N*C:SsPaiRYIN n g X !/Lo / e Notary Public oMu4,, PrinName:Omission#FF206649, V Dr.tires March 23 2019 .;ar, Row ThruTroy F:�hrsureuouG0431'r1019 1�1y Commission Expires:utr,iA r,.• Stormwater Treatment Calculations OFFICE COPY Project: Altman Stocks St.Lots 1-4 7/11/2019 Required Storage Volume Criteria: Section 24-66 of the City of Atlantic Beach's Zoning, Subdivsion,and Land Development Regulations requires that stormwater runoff from impervious areas be stored onsite. Volume to be retained is as follows: V=CAR/12 which is the Modified Rational Method for estimating stormwater runoff Where: V=Volume of Runoff to be stored(cubic feet) C=Runoff Coefficient,0.92,the difference between impervious area(C=1.0) • and undeveloped conditions(C=0.08). A=Impervious Area(square feet) R=25-yr/24-hr rainfall depth(9.3 inches for Atlantic Beach) Onsite Storage Volume Required for Impervious Area: Lot Area= 00 ti: ft2 Impervious Area(A) _ ft2 = 23.8% IA=1192+24 for entranceway= 1,216 V= 0.92 x 1,216.0 x 9.3 / 12 V= 867 ft3 Provided Storage: Cumulative Area 1 -Elevation Area Storage Storage (ft) (ft) (ft3) (ft3). 6F3r 874 230 1 618 ___f BOTTOM 661 388 __388 • 115 0 0 TOB Area 2-Elevation Area Storage (ft) (ft) (ft3) i o 0 0 -0 ,] BOTTOM 0 0 0 0 0 0 TOB Area 3- Elevation Area Storage l (ft) (ft) (ft3) -- ;" 4 0.0 • 0 0 0 BOTTOM ^�..,is �',�' , • 0 0 - -U ax4 0 0 ` ' 0 0 0 TOB • Bottom Inground Storage: =A*d/pf Total Storage Area at TOB(A)= 115.0 ft2 .• Seasonal High Groundwater Elevation= 4.0 Depth to ESHWT from BOTTOM(d)= ft,default is 2.0 ft,verify onsite ESHWT Pore Factor(pf)= 0.4 default is 0.4 Inground Storage Provided= _46.0_��ft3 k Oa\T) Le Retention Onsite SW Calcs-Altman Stocks St Lots 1-4-1 Ft Deep Storage Area 7/15/2019 + ,r OFFICE COPY City of Atlantic Beach PUBLIC UTILITIES DEPARTMENT 6 1 902 Assisi Lane r - Jacksonville, FL 32233 (904)247-5834 NEW WATER/ SEWER TAP REQUEST Date 7-09-2019 Service Address Stocks Street, Atlantic Beach FL 32233 Number of Units 01 Commercial�_ Residential a Multi-Familyin_. New Water Tap(s) &Meter(s) 0 Meter Size(s) New Irrigation Meters Upgrade Existing Meterfrom: to (size) New Reclaim Water Meter n Size. New Connection to City Sewer 0 -Applicant Name Mederos Homes Stephen B. Altman Billing Address PO Box 50765 City Jacksonville Beach State FL Zip 32240 Phone 904-626-4628 Email Stephen@mederoshomes.com Applicant Signature = — CITY STAFF USE ONLY Application# Water System Development Charge. $ Sewer System Development.Charge $ Water Meter Only ( Reclaim Meter Only Water Meter Tap $ Sewer Tap $ Cross Connection Other $ TOTAL $ (Notes) APPROVED Date. Public Utilities Director or Authorized Signature Building Permit Application Updoted10/9/18 i Cityof Atlantic Beach BuildingDepartment�; ' t p **ALL INFORMATION 800 Seminole Road, Atlantic Beach, FL 32233 HIGHLIGHTED IN GRAY Phone: (904) 247-5826 Email: Building-Dept@coab.us IS REQUIRED. Job Address: Stocks St Permit Number: ELS tc Legal Description Lots 1-4 Block 198 as shown on map of section"H"Atlantic Beach RE# 171014-0000 l/ Valuation of Work(Replacement Cost)$110,000 Heated/Cooled SF 1,536 Non-Heated/Cooled 261 • Class of Work: ( New ❑Addition ❑Alteration ❑Repair ❑Move ❑Demo OPool ❑Window/Door • Use of existing/proposed structure(s): ❑Commercial XResidential • If an existing structure,is a fire sprinkler system installed?: ❑Yes ❑No • Will tree(s)be removed in association with proposed project?1glYes(must submit separate Tree Removal Permit) ❑No Describe in detail the type of work to be performed: Construct new single-family home with attached garage Florida Product Approval# _ for multiple products use product approval form Property Owner Information Name ASM Riverside Holdings LLC Address PO Box 50765 City Jacksonville Beach State FL Zip 32240 Phone 904-626-4628 E-Mail Stephen@mederoshomes.com Owner or Agent(If Agent, Power of Attorney or Agency Letter Required) Contractor Information Name of Company ASM Riverside Holdings dba Mederos Homes Qualifying Agent Stephen B.Altman Address PO Box 50765 City Jacksonville Beach State FL Zip 32240 Office Phone 904-626-4628 Job Site Contact Number 904-626-4628 State Certification/Registration#CBC1250049 E-Mail Stephen@mederoshomes.com Architect Name&Phone# Stephen B.Altman 904-626-4628 Engineer's Name&Phone# Floyd S.Simpson 904-886-2401 Workers Compensation Insurer OR Exempt a4 Expiration Date 1/02/2020 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all the laws regulating construction in this jurisdiction.I understand that a separate permit must be secured for ELECTRICAL WORK,PLUMBING,SIGNS, WELLS,POOLS, FURNACES,BOILERS, HEATERS,TANKS,and AIR CONDITIONERS,etc. NOTICE:In addition to the requirements of this permit,there may be additional restrictions applicable to this property that may be found in the public records of this county,and there may be additional permits required from other governmental 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 PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE , RECORDING YO OF COMMENCEMENT. , / °? L 2 (Signature of Owner or Agent) (Signature of Contractor) E51.-L: a '' -8 �Z U lS Signed and sworn to(or affirmed)before me this ay of Signed and sworn to(or affirmed before me this A day of 730 g a S(4L) , a0(ct,by S-f-emskvt A( 4n 3i4 1/11 , aO1�i ,by .S h 4( c1 K w moo- (Signa ure of otary) (SignaturOrr' ' u1 [ 1 Personally Known OR [ 1 Personally Known OR's ••o Produced Identifrcatio kation ,,.... ° type of Identification: r �— wv° KAY1.A ANN B cipe of Identificat n: 1)L , Commission#GG 251974 Expires August 23,2022 pr-4 3 cs-/C5 Z 2-1 Z'd SZ —� Bonded Thru Troy Fain insurance 800-385.7019 ,),(:-.--2--_,-,,,„, OFFICE COPY ;1 ,` INFORMATION SHEET FOR THE CITY OF ATLANTIC BEACH, FLORIDA (*REQUIRED) :;;, � PRODUCT APPROVAL *Project Address: Stocks Street, Atlantic Beach FL 32233 Permit#: £ .19"C-'2.'9 *Owner/Project Name: ASM Riverside Holdings dba Mederos Homes / Stocks Single Family 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 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.org. Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# A. EXTERIOR DOORS 1.Swinging Plastpro Fiberglass Door FL-15221.1 & 15220.1 2.Sliding 3. Sectional 4. Garage Roll-Up Clopay 9x7 Steel FL-15504.2 5.Automatic 6. Other B.WINDOWS 1. Single hung Mi Windows & Doors Vinly FL-17676.1 2. Horizontal slider Mi Windows & Doors Vinyl FL-13349.2 3. Casement 4. Double hung 5. Fixed Mi Windows & Doors Vinyl FL-18644.1 6.Awning 7. Pass-through 8. Projected 9. Mullion 10.Wind breaker 11. Dual action 12. Other Page 1 of 4 Updated 10/17/18 Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# C. PANEL WALL 1.Siding James Hardie Panel & Lap FL-13192.2 & 13192.4 2.Soffits CertainTeed Vinyl Soffits FL- 13389 3. EIFS 4. Storefronts 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 Asphalt Shingle FL-10124 2. Underlayments Owens Corning _ Rhino FL-27945 3. Roofing fasteners 4. Nonstructural metal roof 5. Built-up roofing 6. Modified bitumen 7.Single ply roofing 8. Roofing tiles 9. Roofing insulation 10.Waterproofing 11.Wood shingles/shakes 12. Roofing slate 13. Liquid applied roofing 14. Cement-adhesive coats 15. Roof tile adhesive 16. Spray applied polyurethane roof 17. Other Page 2 of 4 Updated 10/17/18 Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# E.SHUTTERS 1.Accordion 2. Bahama 3.Storm panels 4. Colonial 5. Roll-up 6. Equipment 7. Other F.STRUCTURAL COMPONENTS 1.Wood Quick Tie Cable FL-13468 connector/anchor 2.Truss plates Simpson Strong-Tie FL-10456 3. Engineered lumber 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 2. Other H. NEW EXTERIOR ENVELOPE PRODUCTS 1. 2. Page 3 of 4 Updated 10/17/18 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. , *Contractor Name (Print Name): Stephen B.Altman *Contractor Signature: *Company Name: ASM Riverside Holdings dba Mederos Homes *Mailing Address: PO Box 50765 *City: Jacksonville Beach *State: FL *Zip Code: 32240 *Telephone Number: 904-626-4628 *E-mail Address: Stephen@mederoshomes.com Cell Phone Number: 904-626-4628 Fax Number: • Page 4 of 4 Updated 10/17/18 �U1c"rio�, gi+e Mhe# 0\1 Cfl h,S�" LOT 1 x BLOCK 198 c 1 \ I .'''' %.,L' 'kAAlk ' i 0 ° _ d \ ki.,(, r7 d = f • A il-4A, ,,I. T1 At '1. AN( A i ' cb I\ 1N.I -'? 1MM mega; d r iii1"imiio Siaage d ! t •! Material 0 Storage c Lotto,' ,, & 4 _ uvi Oaitr „ P cif h,r q V Parking ' arking Site Access _ • -__--_. Sia Gicc s-rie.. 61- --� Stormwater Treatment Calculations Project: Altman Stocks St. Lots 1-4 7/11/2019 Required Storage Volume Criteria: Section 24-66 of the City of Atlantic Beach's Zoning, Subdivsion,and Land Development Regulations requires that stormwater runoff from impervious areas be stored onsite. Volume to be retained is as follows: V=CAR/12 which is the Modified Rational Method for estimating stormwater runoff Where: V=Volume of Runoff to be stored(cubic feet) C=Runoff Coefficient,0.92,the difference between impervious area(C=1.0) and undeveloped conditions(C=0.08). A= Impervious Area(square feet) R=25-yr/24-hr rainfall depth(9.3 inches for Atlantic Beach) Onsite Storage Volume Required for Impervious Area: Lot Area= 5,100 ft2 Impervious Area(A) = 1,216 ft2 = 23.8% IA = 1192+24 for entranceway= 1,216 V= 0.92 x 1,216.0 x 9.3 I 12 V= 867 ft3 Provided Storage: Cumulative Area 1 -Elevation Area Storage Storage (ft) (ft2) (ft) (ft3) 6.3 874 230 618 BOTTOM 6.0 661 388 388 5.0 115 0 0 TOB Area 2-Elevation Area Storage (ft) (ft) (ft3) 0.0 0 0 0 BOTTOM 0 0 0 0.0 0 0 0 TOB Area 3- Elevation Area Storage (ft) (ft2) (ft) 0.0 0 0 0 BOTTOM 0 0 0 0.0 0 0 0 TOB Bottom Inground Storage: =A*d/pf Total Storage Area at TOB(A)= 115.0 ft2 Seasonal High Groundwater Elevation= 4.0 Depth to ESHWT from BOTTOM(d)= 1.0 ft,default is 2.0 ft,verify onsite ESHWT Pore Factor(pf)= 0.4 default is 0.4 Inground Storage Provided= 46.0 ft3 ii„\c-(J Retention Onsite SW Calcs-Altman Stocks St Lots 1-4-1 Ft Deep Storage Area 7/15/2019 Stormwater Treatment Calculations Project: Altman Stocks St. Lots 1-4 7/11/2019 Sideslope Inground Storage: =A*d/pf Area 1 -Elevation Area Storage Storage (ft) (ft) (ft3) (ft3) 6.3 874 230 618 BOTTOM 6.0 661 388 388 5.0 115 0 0 TOB 1/2 treatment volume 434 CF 1/2 1/2 Treatment Treatment Elevation Elevation Calculated Area 1/2 Treatment 6.3 618 6.06 693 (ft2) Between Elevations= 6 388 Average Sideslope Area-Bottom= 693 115 289.19 Depth to ESHWT from BOTTOM= 1.0 ft,default is 2.0 ft,verify onsite ESHWT Column height to Apply Average End area(d)= 2.06 Pore Factor(pf)= 0.4 default is 0.4 Inground Sideslope Storage Provided= 238.2 ft3 Required Treatment Volume= 867 ft3 Supplied Treatment Volume= I 902 Ift3 • Retention Onsite SW Calcs-Altman Stocks St Lots 1-4-1 Ft Deep Storage Area 7/15/2019 Stormwater Treatment Calculations Project: Altman Stocks St. Lots 1-4 7/11/2019 Required Storage Volume Criteria: Section 24-66 of the City of Atlantic Beach's Zoning, Subdivsion, and Land Development Regulations requires that stormwater runoff from impervious areas be stored onsite. Volume to be retained is as follows: V=CAR/12 which is the Modified Rational Method for estimating stormwater runoff Where: V=Volume of Runoff to be stored(cubic feet) C=Runoff Coefficient, 0.92,the difference between impervious area(C=1.0) and undeveloped conditions(C=0.08). A=Impervious Area(square feet) R=25-yr/24-hr rainfall depth(9.3 inches for Atlantic Beach) Onsite Storage Volume Required for Impervious Area: Lot Area= 5,100 ft2 Impervious Area(A) = 1,216 ft2 = 23.8% IA = 1192+24 for entranceway= 1,216 V= 0.92 x 1,216.0 x 9.3 / ' 12 V= 867 ft3 Provided Storage: Cumulative Area 1 -Elevation Area Storage Storage (ft) (ft2) (ft) (ft3) 6.3 874 230 618 BOTTOM 6.0 661 388 388 5.0 115 0 0 TOB Area 2-Elevation Area Storage (ft) (ft) (ft3) 0.0 0 0 0 BOTTOM 0 0 0 0.0 0 0 0 TOB Area 3- Elevation Area Storage (ft) (ft) (ft3) 0.0 0 0 0 BOTTOM 0 0 0 0.0 0 0 0 TOB Bottom Inground Storage: =A*d/pf Total Storage Area at TOB(A)= 115.0 ft2 . Seasonal High Groundwater Elevation= 4.0 Depth to ESHWT from BOTTOM(d)= 1.0 ft,default is 2.0 ft,verify onsite ESHWT Pore Factor(pf)= 0.4 default is 0.4 Inground Storage Provided= 46.0 ft3 Ay1,756 Jr Retention Onsite SW Calcs-Altman Stocks St Lots 1-4-1 Ft Deep Storage Area 7/15/2019 Stormwater Treatment Calculations Project: Altman Stocks St.Lots 1-4 7/11/2019 Sideslope Inground Storage: =A*d/pf Area 1 -Elevation Area Storage Storage (ft) (ft2) (ft3) (ft3) 6.3 874 230 618 BOTTOM 6.0 661 388 388 5.0 115 0 0 TOB 1/2 treatment volume 434 CF 1/2 1/2 Treatment Treatment Elevation Elevation Calculated Area 1/2 Treatment 6.3 618 6.06 693 (ft2) Between Elevations= 6 388 Average Sideslope Area-Bottom= 693 115 289.19 Depth to ESHWT from BOTTOM= 1.0 ft,default is 2.0 ft,verify onsite ESHWT Column height to Apply Average End area(d)= 2.06 Pore Factor(pf)= 0.4 default is 0.4 Inground Sideslope Storage Provided= 238.2 ft3 Required Treatment Volume= 867 ft3 Supplied Treatment Volume= I 902 Ift3 • Retention Onsite SW Calcs-Altman Stocks St Lots 1-4-1 Ft Deep Storage Area 7/15/2019 City of Atlantic Beach.•"-; City UTILITIES DEPARTMENT �'- i !j 902 Assisi Lane Jacksonville, FL 32233 r%%/ (904) 247-5834 NEW WATER / SEWER TAP REQUEST Date e- I t4- 19 Service Address 11 , (4, 'fl. Number of Units Commercial Residential Multi-Family New Water Tap(s) & Meter(s) Meter Size(s) 'c/ New Irrigation Meter Upgrade Existing Meter from to (size) New Reclaim Water Meter Size New Connection to City Sewer Applicant Name Billing Address City State Zip Phone Email Applicant Signature CITY STAFF USE ONLY Application#. -5 ( 61 - 0 'Z 3 7 Water System Development Charge $ i I tf 0‘ 00 Sewer System Development Charge $ (-ft (, gn I 00 Water Meter Only $ BS—4 Oa Reclaim Meter Only $ Water Meter Tap $ Sewer Tap $ Cross Connection $ 5O • 00 Other $ TOTAL $ V 2$-O (Notes) APPROVED r t Date p"f 1 7 ublic Utilities Director or Authorized Signature ALL TAP REQUESTS MUST BE APPROVED BY THE PUBLIC UTILITIES DEPARTMENT BEFORE FEES CAN BE ASSESSED -- .. .. IL! Li--LI r I N r L K _ { 2 WEST ELEVATION -1 /4"= 1 '-®" A6 LOT 6 - BLOCK 198 COMMUNITY DEVELOPMEN CA21 APPRoV r (--)oED E.i3 ( N\c)1 12 1 (TYP OH) 1'-4" 5 BRG _ Idilki I ! I 4x6 FC TRIM ' ! I ! YP) 14/2171 1 • I 514x6 FC FRIEZE SMOOTH LAP SIDING -- • (TYP) 5/4x6 FC TRIM " EXPOSURE) 2 = I i FC B&B SIDING � I (BATTEN 12" O.C.) A10 ! � � i i r : SUB FLR i 11 i I METAL ROOF ,8„ 4:12 I BRG I BRG irm—ai --- I I D vlapy summismi (SIM) 1 An" z• bo co z 0 D 0 i -1M111 \FLR _-,r GR.AoE -I' d EAST ELEVATION 1 /4"= 1 a-O` AR / 1 nT R _ RI nrK 1 QP, - 1 OFFICE COPY Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. Greener Solutions Air11. Stocks Block 1981 JacksQnyille,-FL 32257 Page 1 Load Preview Report Scope Ton /To Are, Gai Gain Gain LoNet e F Clg ASA Sys ct S¢- CM CFM CFM Building 1.81 849 1,536 18,436 3,285 21,721 18,696 606 857 857 System 1 1.81 849 1,536 18,436 3,285 21,721 18,696 606 857 857 18 Supply Duct Latent 188 188 Return Duct 1,476 435 1,911 694 Zone 1-Cla..49%,Htq.:66% 696 9,224 1,435 10,659 11,826 398 466 466 12 I 1-Family 357 4,129 606 4,735 5,157 174 209 209 2-- 2-Kitchen 180 2,365 415 2,780 2,160 73 120 120 1- 3-Powder Room 33 460 54 514 694 23 23 23 1-- 4-Hallway 1 70 223 47 270 535 18 11 18 1-- I 5-Foyer 56 2,047 313 2,360 3,280 111 103 111 1-- 1 Zone 2-Cla.:51%.Hta.:34% 840 9,727 1,227 10,954 6,175 208 492 492 14 6-Bedroom 3140 2,113 339 2,452 1,355 46 107 107 1-- 7-Bath 2 61 503 45 548 503 17 25 25 1- 8-Bedroom 2 150 1,560 275 1,835 768 26 79 79 1--: 9-Owners Bedroom 221 3,703 377 4,080 1,620 55 187 187 2--: 10-Owners Bath 65 764 98 862 733 25 39 39 1--, 11-Laundry Room 27 214 40 254 288 10 11 11 1- 12-Stair Landing 155 829 53 882 884 30 42 42 1--, ' 13-Meth 21 41 0 41 24 1 2 2 0--0 Sum of room airflows may be Greater than system airflow because system has multiple zones and system room airflow option uses the areater of heating or cooling. I C:\...\19 06 24 Sto ... t Resize.rh9 Friday,August 9, 2019, 9:18 AM OFFICE COPY • , ..- iirliizioi_,� .isles w v ., - � f4 ) \waitimm , t At T. 11 11 • / !I 1111/1111:1I 9sr ll IIIi- . i1iiiiipIi i ' ILIAL2L11...114111Trk N [\j ae 10 a t , , , . '' tlir"144,,, 111111111 i \ --ier7 allaWdlic.„-Z ' ,„,,... ' { rte It ir . . an Alip. . ... ,....„ .. , i 4111.MIR.' ..._._ • st ' 6....*"''.-s i .. CU ja-M111...4 i..., ir 0 szel P... F........„1- ,.. tL W fix- 1E, " lit a, , • . , • ci:, - Ylk OFFICE COPY Product Evaluation Report Rule 61G2-3 F.A.C. I Report No. 2511 I Project No. 417-0612 111/27/17 I Page 1 of 4 Product Manufacturer Product Name, Model and/or Description Kaycan Ltd. Vinyl Soffit-Various emorial Drive - Richford, VT 05476 Fi75T Code: Current Edition of the Florida Building Code Compliance Method: 61G20-3.005(1)(d)— Product Evaluation Report by a Licensed Professional Engineer Product Name, Model and/or Designation: Products covered by this evaluation include the following. • KAY0007—Single Spans o 12"TRIPLE 4 SOLID SOFFIT o 12"TRIPLE 4 VENTED SOFFIT o 12"TRIPLE 4 CENTER-VENT SOFFIT o 12" TRIPLE 4 CENTER-O-VENT SOFFIT o 12" TRIPLE 4 FULL-O-VENT SOFFIT o 10" DOUBLE 5 SOLID SOFFIT o 10" DOUBLE 5 VENTED SOFFIT o 8" BEADED SOLID SOFFIT o 8" BEADED VENTED SOFFIT • KAY0009— Unlimited Spans o 12"TRIPLE 4 SOLID, NO. 0623 SOLID SOFFIT o 12"TRIPLE 4 FULL-O-VENT, NO. 0622 VENTED SOFFIT o 12"TRIPLE 4 FULL-O-VENT ECO, NO. 0639 VENTED SOFFIT • KAY0011—Single Spans o 12"TRIPLE 4 SOLID, NO. 0623 SOLID SOFFIT o 12"TRIPLE 4 FULL-O-VENT, NO. 0622 VENTED SOFFIT o 12"TRIPLE 4 FULL-O-VENT ECO, NO. 0639 VENTED SOFFIT • KAY0012— Unlimited Spans o 12" TRIPLE 4 FULL-O-VENT ECO, NO. 0639 VENTED SOFFIT • KAY0013—Single Spans o 12"TRIPLE 4 FULL-O-VENT ECO, NO. 0639 VENTED SOFFIT Product Installation Instructions: • PTC Product Design Group LLC, Drawing No. KAY0007, Rev. C, Dated 11/27/17, by Robert J. Amoruso, P.E., Kaycan LTd. Vinyl Soffit-Solid and Vented, Installation Anchorage Details. • PTC Product Design Group LLC, Drawing No. KAY0009, Rev. A, Dated 11/27/17, by Robert J. Amoruso, P.E., Kaycan LTd. Vinyl Soffit—Various Solid and Vented with Unlimited Spans, Installation Anchorage Details. • PTC Product Design Group LLC, Drawing No. KAY0011, Rev. A, Dated 11/27/17, by Robert J. Amoruso, P.E., Kaycan LTd. Vinyl Soffit—Solid and Vented with Single Spans, Installation Anchorage Details. PTC Product Design Group, LLC I PO Box 520775 I Longwood, FL 32752-0775 ISL 321-690-1788 I FBPE Certification of Authorization No. 25935 Product Evaluation Report Rule 61G2-3 F.A.C. I Report No. 2511 I Project No. 417-0612 111/27/17 I Page 2 of 4 • PTC Product Design Group LLC, Drawing No. KAY0012, Rev. A, Dated 11/27/17, by Robert J.Amoruso, P.E., Kaycan LTd. Vinyl Soffit- 12"Triple 4 Full-O-Vent Eco (No.0639)with Unlimited Spans, Installation Anchorage Details. • PTC Product Design Group LLC, Drawing No. KAY0013, Rev.A, Dated 11/27/17, by Robert J.Amoruso, P.E., Kaycan LTd. Vinyl Soffit- 12"Triple 4 FuII-O-Vent Eco (No. 0639)with Single Spans, Installation Anchorage Details. • Industry Standard-Vinyl Siding Institute's Vinyl Siding Installation Manual, December 2015. Test Reports and Performance Testing Standards Used: KAY0007 • Fenestration Testing Laboratory, Inc.Testing Report No. 7367, dated 6/1/13 including associated laboratory stamped drawings for Kaycan Vinyl Soffit testing to ASTM E330-02. • Architectural Testing Inc. Test Report No.ATI 55983.01-106-18, dated 1/3/2006 for Kaycan Vinyl Soffit and Siding, materials testing to: i) ASTM D3679-01c,Standard Specification for Rigid Poly(Vinyl Chloride) (PVC)Siding ii) ASTM G155-00ae1,Standard Practice for Operating Xenon Arc Light Apparatus for Exposure of Non- Metallic Materials iii) ASTM D638-03,Standard Test Method for Tensile Properties of Plastics iv) ASTM D2843-99,Standard Test Method for Density of Smoke from the Burning or Decomposition of Plastics v) ASTM D1929-96(2000)e0 1,Standard Test Method for Determining Ignition Temperature of Plastics vi) ASTM D635-98, Standard Test Method for Rate of Burning and/or Extent and Time of Burning of Plastics in a Horizontal Position KAY0009, KAY0011, KAY0012&KAY0013 • Molimo Architectural Product Testing, 1410 Eden Road,York, Pennsylvania 17402—Vinyl Soffit Product Testing i) Test Report No. 1169.01-106-11,SERIES/MODEL:0623 Solid Vinyl Soffit, "J" Channel/Fascia Installation, ASTM E330-14, dated 2/13/17 ii) Test Report No. 1169.02-106-11,SERIES/MODEL:0623 Solid Vinyl Soffit, "J"Channel/"J"Channel Installation,ASTM E330-14,dated 2/13/17 iii) Test Report No. 1170.01-106-11,SERIES/MODEL:0622 Vented Vinyl Soffit, "1" Channel/Fascia Installation,ASTM E330-14,dated 2/13/17 iv) Test Report No. 1170.02-106-11,SERIES/MODEL: 0622 Vented Vinyl Soffit, "J" Channel/"1" Channel Installation,ASTM E330-14,dated 2/13/17 v) Test Report No. 1171.03-106-11,SERIES/MODEL: 0639 Vented Vinyl Soffit, "1" Channel/Fascia Installation,ASTM E330-14, dated 2/13/17 vi) Test Report No. 1171.04-106-11,SERIES/MODEL: 0639 Vented Vinyl Soffit, "J" Channel/"J" Channel Installation,ASTM E330-14,dated 2/13/17 vii) Test Report No. 1171.01-106-11-R1,SERIES/MODEL:0639 Vented Vinyl Soffit, "1" Channel/ Fascia Installation,ASTM E330-14, dated 1/31/17 ... ..mr PTC Product Design Group, LLC I PO Box 520775 I Longwood, FL 32752-0775 P'.L 321-690-1788 I FBPE Certification of Authorization No. 25935 Product Evaluation Report Rule 61G2-3 F.A.C. I Report No. 2511 I Project No. 417-0612 111/27/17 I Page 3 of 4 • Architectural Testing Inc. Test Report No. ATI 55983.01-106-18, dated 1/3/2006 for Kaycan Vinyl Soffit and Siding, materials testing to: i) ASTM D3679-01c, Standard Specification for Rigid Poly (Vinyl Chloride) (PVC) Siding ii) ASTM G155-00ae1, Standard Practice for Operating Xenon Arc Light Apparatus for Exposure of Non- Metallic Materials iii) ASTM D638-03, Standard Test Method for Tensile Properties of Plastics iv) ASTM D2843-99, Standard Test Method for Density of Smoke from the Burning or Decomposition of Plastics v) ASTM D1929-96 (2000)e0 1, Standard Test Method for Determining Ignition Temperature of Plastics vi) ASTM D635-98, Standard Test Method for Rate of Burning and/or Extent and Time of Burning of Plastics in a Horizontal Position Engineering Evaluation: • See Appendix A for Code Conformance Evaluation • Anchorage engineering and test result interpretation are documented in the following: o PTC Product Design Group LLC, Report No. 2240, Engineering analysis for Kaycan Vinyl and Aluminum Soffit, dated 7/11/13, by Robert J. Amoruso, P.E. o PTC Product Design Group LLC, Report No. 2492, Engineering analysis for Kaycan Vinyl and Aluminum Soffit, dated 3/20/17, by Robert J. Amoruso, P.E. Limitations&Conditions of Use: • This product has not been evaluated for use inside the High Velocity Hurricane Zone (HVHZ). • Refer to Product Installation Instructions noted above for: o Maximum allowable wind loads at related maximum allowable size(s). o Overall dimensions and material/grade of main product components, accessories, etc. o Illustrated diagrams of the attachment of the product to substrate structure. o Anchor type(s), size(s), substrate(s), embedment, edge distance,and spacing/locations. • Site wind pressures shall be determined by a licensed professional engineer in accordance with the current edition of the Florida Building Code and/or ASCE 7-10 for components and cladding based on allowable stress design. • Site conditions not covered in this product evaluation document are subject to additional engineering analysis by a licensed professional engineer or registered architect as required by the authority having jurisdiction. • Adequacy of the existing structural substrates as a main wind force resisting system capable of withstanding and transferring applied product loads to the foundation is the responsibility of the licensed professional engineer or registered architect acting as the design professional of record for the project of installation. amammilmr PTC Product Design Group, LLC I PO Box 520775 I Longwood, FL 32752-0775 IT'S IL, 321-690-1788 I FBPE Certification of Authorization No. 25935 Product Evaluation Report Rule 61G2-3 F.A.C. I Report No. 2511 I Project No. 417-0612 111/27/17 I Page 4 of 4 Certificate of Independence per Product Approval Rule 61G20-3.009 PTC Product Design Group, LLC and Robert J. Amoruso, P.E. does not have, nor will acquire, any financial interest in the company manufacturing or distributing product(s) covered by this Product Evaluation Report. PTC Product Design Group, LLC and Robert J. Amoruso, P.E. do not have, nor will acquire any financial interest in any other entity involved in the Evaluated by: approval process or testing of the product(s)covered Robert J. Amoruso, P.E. by this Product Evaluation Report. FL PE License No.49752 Appendix A—Code Conformance Evaluation • Vinyl soffit certified and labeled as conforming to the requirements of ASTM D3679. • Vinyl soffit tested to 1.5 x Design Pressure. • Vinyl soffit labeled in accordance with the Florida Building Code. • Vinyl soffit plastics comply with Chapter 26 of the Florida Building Code as shown below. v en cc i mi ONp 000 en ck —, v, 14 M Tr el in A - = en Test Standard A q A F d d Q d Q Q Acceptance Criteria Tensile Self- SmokeTest Ignition Class P/F N/A Density CC1 or Test Variation75 Temp CC2 Test Report Report Product <10% — >343°C Date 0 55 83.01 - 1/3/2006 Vinyl Soffit , Passed Tested 8.1% 46.0 4 to C CC1 106-18 Passed max max 497°C 11111UNIIIMI PTC Product Design Group, LLC I PO Box 520775 I Longwood, FL 32752-0775 IrIIL 321-690-1788 I FBPE Certification of Authorization No. 25935 KAYCAN LTD N VINYL SOFFIT - SOLID AND VENTED 9 is- WITH SINGLE SPANS i U LU INSTALLATION ANCHORAGE DETAILS o a- a 3ENERAL NOTES: DESIGN PRESSURE (PSF) RATING AT 10" SPAN (NOTE 2) I. THIS PRODUCT HAS BEEN TESTED AND DESIGNED TO COMPLY WITH THE INSTALLATION METHOD DESIGN PRESSURE NET FREE AREA NET FREE AREA CURRENT EDITION OF FLORIDA BUILDING CODE-BUILDING AND RESIDENTIAL VINYL SOFFIT SERIES (SEE NOTE 2) (PSF)(SEE NOTE 1) (SQ.IN./LINEAL FT.) (SQ.IN./SO.FT.) VOLUMES EXCLUDING THE HIGH VELOCITY HURRICANE ZONE(HVHZ)AT THE DESIGN PRESSURES SHOWN ON SHEET 1.THESE PRODUCTS WERE TESTED FASCIA / J-CHANNEL +66.7/-63.3 N/A N/A TO ASTM E330-14.STRUCTURAL TEST RESULTS BASED ON ASTM E330-14 12" TRIPLE 4 SOLID FASCIA / F-CHANNEL -17 WERE DIVIDED BY 1.5 AS REQUIRED BY THE BUILDING CODE. NO. 0623 SOLID SOFFIT J-CHANNEL / J-CHANNEL w F-CHANNEL / F-CHANNEL +66.7/-60 N/A N/A 5. DESIGN PRESSURE(DP)RATINGS SHOWN ON THIS SHEET ARE BASED ON 10" Z¢ EAVE WIDTHS IN SINGLE SPANS.SPAN WIDTHS AT 10",12",14"AND 16"ARE FASCIA / J-CHANNEL +66.7/-56.7 4.18 4.18 c5 K 3 SHOWN ON SHEET 2. FASCIA / F-CHANNEL LULU "- 12" TRIPLE 4 FULL-O-VENT NO. 0622 VENTED SOFFIT J-CHANNEL / J-CHANNEL O U 3. THE PRODUCT DETAILS CONTAINED HEREIN ARE BASED UPON TESTING +66.7/-66.7 4.18 4.18 co ?Q F-CHANNEL / F-CHANNEL w n PERFORMED AT MOLIMO ARCHITECTURAL PRODUCT TESTING,11410 EDEN ) ROAD,YORK,PA 1740. FASCIA / J-CHANNEL FASCIA / F-CHANNEL +66.7/-60 4.18 4.18 cI p p mce 12" TRIPLE 4 FULL-O-VENT ECO S 5 °lY 1. ADEQUACY OF THE EXISTING STRUCTURAL CONCRETE,MASONRY AND NO. 0639 VENTED SOFFIT J-CHANNEL / J-CHANNEL Q Q w 1 p WOOD FRAMING COMPRISING THE ATTACHMENT SUBSTRATE FOR THE F-CHANNEL / F-CHANNEL +66.7/-60 4.18 4.18 j%)p <ao SOFFIT SHALL BE DETERMINED TO BE CAPABLE OF WITHSTANDING AND QQ O TRANSFERRING APPLIED PRODUCT LOADS TO THAT STRUCTURE AND IS THE NOTE 1: DESIGN PRESSURE RATINGS SHOWN ABOVE SHALL BE COMPARED TO LOADING BASED ON Vasd BASIC WIND SPEEDS. THUS PROJECT Y w= z RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD FOR THE 2_.) -W DESIGN PRESSURES AS DETERMINED FROM ASCE 7-10 BASED ON Vult BASIC WIND SPEEDS ARE PERMITTED TO BE MULTIPLIED BY 0.6 PER THE PROJECT. CURRENT EDITION OF THE FLORIDA BUILDING CODE FOR COMPARISON TO THE DESIGN PRESSURE RATINGS ABOVE. E O~O 5. OVERHANGS RECEIVING SOFFIT SHALL BE CHECKED FOR STRUCTURAL NOTE 2: SEE SHEET 2 FOR DESIGN PRESSURES AT 10", 12", 14" AND 16". SEE SHEETS 3 AND 4 FOR SINGLE SPAN INSTALLATIONS FOR u)Z ADEQUACY,DAMAGE,CRACKS OR DEFECTS THAT MAY PRECLUDE THE TRUSS/WOOD FRAMING CANTILEVER AND OVERHANG EAVE CONSTRUCTION. SEE SHEET 5 FOR CONNECTION DETAILS. i SOFFIT FROM PERFORMING ITS INTENDED FUNCTIONS.SUCH DEFECTS 5 w SHALL BE ELIMINATED PRIOR TO SOFFIT INSTALLATION. w I 3. INSTALLATION OF SOFFIT AND ACCESSORIES SUCH AS CORNER POSTS, STARTER STRIPS,AND TRIM AROUND OPENINGS SHALL BE DONE IN ACCORDANCE WITH THE CURRENT EDITION OF THE FLORIDA BUILDING CODE -BUILDING AND RESIDENTIAL VOLUMES AND THE MANUFACTURER'S INSTRUCTIONS. SITE CONDITIONS THAT DEVIATE FROM THE DETAILS OF THIS DRAWING REQUIRE FURTHER ENGINEERING EVALUATION BY A LICENSED ENGINEER OR REGISTERED ARCHITECT 3. SOFFIT SHALL BE LABELED IN ACCORDANCE WITH THE CURRENT EDITION OF THE FLORIDA BUILDING CODE. 3. SOFFIT NET FREE AREA IN ACCORDANCE WITH THE CURRENT EDITION OF THE FLORIDA BUILDING CODE ARE SHOWN IN THE APPROVED SOFFIT SCHEDULE ON SHEET 1. Robert J.Amoroso,P.E Ronda P.E.No.48752 10. MATERIALS: TABLE OF CONTENT 10.1. KAYCAN BUILDING PRODUCTS VINYL SOFFIT AND TRIM IS SHEET DESCRIPTION MANUFACTURED FROM A FORMULATED PVC POWDER COMPOUND MEETING THE SPECIFICATIONS OF ASTM D3879. 1 GENERAL NOTES AND PERFORMANCE RATINGS 10.2. KAYCAN BUILDING PRODUCTS ALUMINUM TRIM IS MANUFACTURED FROM 2 INSTALLATION NOTES AND DP RATINGS AT VARIOUS SPANS ALUMINUM ALLOY WITH ASTM E8 TESTED TENSILE STRENGTH OF 21 KSI - - - - - AND YIELD STRENGTH OF 9.86 KSI. 3 INSTALLATION DETAILS, CANTILEVER CONSTRUCTION 4 INSTALLATION DETAILS, OVERHANG CONSTRUCTION 5 INSTALLATION DETAILS A THROUGH F 6 SOFFIT PROFILES • 7 CHANNEL AND FASCIA PROFILES / BOM / SOFFIT SCHEDULE VINYL SOFFIT INSTALLATION INSTRUCTIONS DP RATINGS AT VARIOUS SPANS o INSTALLATION NOTES: DESIGN PRESSURE (PSF) AT VARIOUS SINGLE SPAN LENGTHS i • 1. EAVE WIDTHS(SPANS) 12"TRIPLE 4 SOLID/NO.0623 SOLID SOFFIT 12"TRIPLE 4 FULL-O-VENT ECO/NO.0639 VENTED SOFFIT 0 Lu 1.1. THE INSTALLATION CROSS SECTIONS SHOWN ON SHEETS 3 AND 4 DEPICT SINGLE INSTALLATION INSTALLATION a SPANS FOR EAVE CONSTRUCTION OF TRUSS/WOOD FRAMING IN EITHER Single Span Single Span cc CANTILEVER OR OVERHANG CONFIGURATIONS.HOWEVER,THIS DOES NOT LIMIT Length"L„ DETAILS A THRU F Positive Negative Length"L„ DETAILS A THRU F Positive Negative o_ SOFFIT INSTALLATION TO THESE CONFIGURATIONS ONLY AS LONG AS MINIMUM (SHEET 5) (SHEET 5) FASTENER REQUIREMENTS AND SPAN LIMITS ARE MAINTAINED. 10 D&CorE&F 66.7 -63.3 10 D&CorE&F 66.7 -60.0 1.2. SEE TABLE ON THIS SHEET FOR SPANS OF 10",12",14"AND 16". A&BorA&C 66.7 60.0 A&BorA&C 66.7 60.0 D&CorE&F 55.6 -52.8 D&CorE&F 55.6 -50.0 CO z 2. INSTALLATION FASTENERS 12 A&BorA&C 55.6 -50.0 12 A&BorA&C 55.6 -50.0 as TI 2.1. FASTENERS SHALL BE THE TYPE,SIZE,EMBEDMENT AND EDGE DISTANCE SHOWN 14 D&CorE&F 47.6 -45.2 14 D&CorE&F 47.6 -42.9 Nco o HEREIN FOR RESPECTIVE SUBSTRATE.SEE FASTENER SCHEDULE TABLE ON THIS A&BorA&C 47.6 -42.9 A&B or A&C 47.6 -42.9 z o SHEET. 16 D&CorE&F 41.7 -39.6 16 D&CorE&F 41.7 -37.5 o< a 2.2. MINIMUM EMBEDMENT EXCLUDE WALL FINISHES(INCLUDING BUT NOT LIMITED TO A&BorA&C 41.7 -37.5 A&BorA&C 41.7 -37.5 d STUCCO,FOAM,BRICK VENEER AND SIDING).EDGE DISTANCES SHALL BE SUCH TOw`r,° vzz PREVENTIVE CRACKING OF SUBSTRATE MATERIAL. 12"TRIPLE 4 FULL-O-VENT/NO.0622 VENTED SOFFIT 0 it O Z Q J 0 o z F 'K 2.3. FASTENER LENGTHS SHOWN IN THE INSTALLATION DETAILS DO NOT TAKE INTO INSTALLATION Z¢y F 5 ACCOUNT WALL FINISHES.WALL FINISH THICKNESS SHALL BE ADDED TO THE Single Span g DETAILS A THRU F Positive Negative u it= e 0 REQUIRED FASTENER LENGTHS.SEE FASTENER SCHEDULE TABLE ON THIS SHEET. Length"L" y O O ,_ (SHEET 5) w" 22 3.2X2 NOMINAL BATTEN INSTALLATION TO SUPPORTING SUBSTRATE STRUCTURE IS THE D&CorE&F 66.7 -56.7 2 0 r-< RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD. 10 A&BorA&C 66.7 -66.7 -E o F 4.ALL FASTENERS SHALL HAVE CORROSION RESISTANT COATINGS OR BE MADE OF 12 D&CorE&F 55.6 -47.3 .'OZ I CORROSION RESISTANT MATERIALS COMPATIBLE WITH THE SUBSTRATE MATERIALS. A&BorA&C 55.6 -55.6 K OO D&CorE&F 47.6 -40.5 ~ I 5.SEE INSTALLATION MOUNTING DETAILS AND ILLUSTRATIVE INSTALLATIONS ON SHEETS 14 -J 3,4AND5. A&BorA&C 47.6 -47.6 D&CorE&F 41.7 -35.4 ul I 16 w Zg A&BorA&C 41.7 -41.7 r g FASTENER SCHEDULE FASTENER DESCRIPTION SUBSTRATE MIN(SEET.EMBENODEMENT1) EDGE DISTANCE 0.097" DIAMETER x CONCRETE 1" 1/4" 1-1/2"T-NAIL OR MASONRY 0.072" DIAMETER X WOOD 1-3/4" 1/4" 1-3/4" TRIM NAIL Robert J.Amoroso,P.E. 16 GA. X 7/16" WIDTH Florida P.E.No.48752 CROWN STAPLE 1" MIN. WOOD 7/8" 1/4" LENGTH #8 x 3" FH WOOD SCREW OR #8 x 3" FH TAPPING WOOD 1-1/2" 5/8" SCREW. 3/16" 11W TAPCON CONCRETE 1" 1-1/8" CONCRETE SCREW OR MASONRY NOTE 1: EMBEDMENT BASED ON NOMINAL LENGTH OF FASTENER THROUGH SOFFIT OR CHANNEL INTO SUPPORTING SUBSTRATE W/O WALL FINISHES. WHERE WALL FINISHES ARE PRESENT, THE FASTENER LENGTH WILL BE INCREASED AS REQUIRED TO MAINTAIN EMBEDMENT DEPTH INTO SUPPORTING SUBSTRATE. TRUSS/FRAMING CANTILEVER EAVE CONSTRUCTION N SPAN "L" SPAN "L" EAVE WIDTHEAVE WIDTH 011) (ROOF NI" (ROOF 0 w OVERHANG) OVERHANG) 3 rc a 11111111k .Itilaii& 1, 1/1 �� CONCRETE, i 5 CMU OR /� SOFFIT a g 8 SOFFIT /, WOOD SEE DETAIL "D"J SEE DETAIL "C"� CONCRETE, W N a J (NOTE 1) CMU OR SEE DETAIL 'A SEE DETAIL "B" � i� EAVE CROSS-SECTION EAVE CROSS-SECTION (WO E 1) ct- 6 P�o SINGLE SPAN W/F-CHANNEL SINGLE SPAN W/J-CHANNELS .1 6 s : ' F-CHANNEL @ WALL,FASCIA @ FASCIA END J-CHANNEL @ WALL AND FASCIA END >- 0 y J LTJ =< 0 F `'62o 1 co let SPAN "L" I z EAVEWIDTH i (R . (ROOO F OVERHANG) SEE SHEET 2 FOR INSTALLATION _ IIIANOTES, FASTENER SCHEDULE AND W/VDESIGN PRESSURE PERFORMANCE RATING TABLES. SEE SHEET 5 OR "A" " �' CONCRETE. DETAILS A, B, C & D. CMU OR ROUe tJM mxo,PE. SOFFIT " WOOD Fb tle P.E.No.19752 SEE DETAIL A SEE DETAIL C" (NOTE 1) EAVE CROSS-SECTION SINGLE SPAN W/J-CHANNEL NOTE 1: MINIMUM SPRUCE-PINE-FIR FRAMING 0 24" O.C. J CHANNEL @ WALL,FASCIA @ FASCIA END OR CONCRETE/MASONRY. BUILDING CODE REQUIREMENTS FOR SUBSTRATE MATERIAL MUST BE MET. TRUSS/FRAMING OVERHANG EAVE CONSTRUCTION SPAN "L" . . N SPAN "L" 01) . i EAVE WIDTH EAVE WIDTH (ROOF (ROOF 0 OVERHANG) ILOVERHANG) 0 a 01111 a i1 All ki I r 3 CONCRETE, r_ ( I CONCRETE, rn 1 CMU OR - CMU OR WOOD " SOFFIT " WOOD u) 3 SOFFIT __, (NOTE 1) (NOTE 1) w", SEE DETAIL "A" SEE DETAIL B" SEE DETAIL F" SEE DETAIL E" . _3 EAVE CROSS-SECTION EAVE CROSS-SECTION °a g : Ll SINGLE SPAN W/F-CHANNEL SINGLE SPAN W/J-CHANNELS 5 o5 F-CHANNEL @ WALL,FASCIA @ FASCIA END J-CHANNEL @ WALL AND FASCIA END ) o c !UI� SPAN "L" SPAN "L" ¢ t❑❑6 0" N~ I y EAVE WIDTH EAVE WIDTH i (ROOF (ROOF > OVERHANG) , OVERHANG) _ I e I,1 l, I,,. CONCRETE, kitillidi CONCRETE, : CMU OR _ �. CMU OR WOOD WOOD SOFFIT " (NOTE 1) " SOFFIT "B"--V (NOTE 1) SEE DETAIL "A" SEE DETAIL E" SEE DETAIL F" SEE DETAIL B" Robert J.Amoroso,P.E. Florida P.E.No.49752 EAVE CROSS-SECTION EAVE CROSS-SECTION SINGLE SPAN W/J-CHANNEL SINGLE SPAN W/F-CHANNEL J-CHANNEL @ WALL,FASCIA @ FASCIA END F-CHANNEL @ WALL,J-CHANNEL @ FASCIA END SEE SHEET 2 FOR INSTALLATION NOTES, FASTENER SCHEDULE AND DESIGN PRESSURE PERFORMANCE RATING TABLES. SEE SHEET 5 OR DETAILS A, B, E & F. NOTE 1: MINIMUM SPRUCE-PINE-FIR FRAMING ® 24" 0.C. OR CONCRETE/MASONRY. BUILDING CODE REQUIREMENTS FOR SUBSTRATE MATERIAL MUST BE MET. N WOOD FRAMING O STAPLES INST . 7 0 24'O.C.IHfO FRAMMiG 1- o W OSTAPLES INSTALLED O 24"O.0 MAIL(INTO WOOD)ON F-CHANNEL 0_' LEG OR T-NAIL 0 12"O.C. MAX 0_ ©;IRILI LLNED (INTO CONCRETE/MASONR1� THROUGH FASCIA 016' fR APIES INSTALLED O APLES INSTALLED O.C. MAX //, WO O.C. MF-(INTO O 12"O.C.MAX O _ �Afi'C rt 7 WOOD) IN F-CWWNEL (INTO WOOD) IN INSTALLED AT _- __ 7G1111_1,- - 7 J-CHANNEL SLOT S 0, MAX nrro OR T-NAIL 0 it SIN VALLEYS L HEM AND OSOFFfT _..-CINNN i IN 8 CONCRETE/MASONRY) 1 SOFA -Z1.111111111.11 CCONCRETEMAX�MAASOONRY) ^ Pal I ©F �, S 3 J-cww �l 1 B MAX. CONCRETE O CONCRETE, r O CMU OR I CMU OR H b ®F WOOD WOOD W x -CWWN1IO (NOTE 1) (NOTE 1) W 0:1 z O 1/8" MAX. R§ N K DETAIL A DETAIL B 5 FASCIA DETAIL C o o,d E. F-CHANNEL W= 2 6 2X2 WOOD BATTEN CI J-CHANNEL f o t F STAPLES INST �Ft O0 24'D.0.INTO 2X2 WOOD BATTEN 0 y'i I INSTALLATIONSCREW, BATTEN ATTACHMENT APLES INSTALLED FASTENER SPACED 24" 9 > 0 24"O.C. INTO O MAX.O.C. APLES INSTALLED I FRAMING % 24"O.C. MRO -7FRAMING /01 MISS INSULLED OR O 12'O.C. MAX MRNC SCREW,CREW•IJ-OWW�D)SIN LOTI' 0 V// ATTACHMENT FASTENER 7 SPACED 24"MAX.O.C. OR T-NAIL 0 12' MI° ® ifS 5 O.C. MAX(MRO Frar,r,-,SOFFTT t� CONCRETE/MASONRI� O -. =W -- - O OJ-CFLAHN �� , O STAPLES INSTALLED O •FFR MI 7 12.O.C.MAX(INTO 1/8" MAX. li 7 571 WSTAX(INTO AIM 1 WOOD)IN J-CHANNEL -CHANNEL q I O 12'O.C.IMX(INTO �J WOOD)IN J-CHANNEL -CHANNEL() 1/8" MAX. SLOT Robert J.Amoroso,P.E. 1/8" MAX. Flaida P.E.No.49752 CONCRETE. CMU OR DETAIL D DETAIL E (WOOD 1) DETAIL F J-CHANNEL J-CHANNEL FASCIA J-CHANNEL NOTE 1: MINIMUM SPRUCE-PINE-FIR FRAMING ® 24" O.C. OR CONCRETE/MASONRY. FASCIA BUILDING CODE REQUIREMENTS FOR SUBSTRATE MATERIAL MUST BE MET. ` 13519 - ��\ �'� .375 — .375 i `�� [ ,486_ 3.625 36'5 — 366 I- 8 _ie....) 5 5 C 0.084 o.oa— a 12 .-� - DETAIL A r, 12" TRIPLE 4 SOLID SOFFIT — VINYL — NO. 623 i co a J P'€ a CO A (VII' ll Q 13519 R E.g 00r tl `•gf: • .375 — .375 <g 0 5 w g 486 3625—� 1625 306 )Q 0 0 y 0 596 .45 •'CC LL Z 1 i. 004— N' -- ____.,� 1 DETAIL A I 1277 TRIPLE 4 FULL—O—VENT SOFFIT — VINYL — NO. 622 .:7___�" ':':::=: •:•... 13519 . ,'` '•' — .375 — .375 = = 49 3625--.- /.• 3.625 3.66 !-..�' ... V + RobJ.AmoruwP. .RE. � Florida P.E.No.49752 038_ 12 DETAIL A 12" TRIPLE 4 FULL—O—VENT SOFFIT ECO — VINYL — NO. 639 N_ c i . I— U BILL OF MATERIALS o ITEM DESCRIPTION MATERIAL D_ 0- 1,793 1 SOFFIT - SEE SCHEDULE ON SHEET 1 AND DRAWINGS R0.093 I 1,165 \ ON SHEETS 6 VINYL F-CHANNEL - SEE DRAWING ON SHEET 7 (SEE NOTE 10 ON SHEET 1) 2 T. 3 .1-CHANNEL - SEE DRAWING ON SHEET 7 J 0,:18 '5` 4 FASCIA - SEE DRAWING ON SHEET 7 ALUMINUM o O, ?6 (SEE NOTE 10 ON SHEET 1) _ '�� ` 5 0.097" DIAMETER x 1-1/2" T-NAIL FOR CONCRETE AND id 1.499 0,0420 4 6 MASONRY SUBSTRATES. STEEL U 1.54 0.072" DIAMETER X 1-3/4"TRIM NAIL STEEL coCL LL b 7 16 GA. X 7/16" WIDTH CROWN STAPLE 1" MIN. LENGTH STEEL CICO -- 1/2" J—CHANNEL/TRIM 1.5 8 SCREW•USEDWTTO°ATTACCHWOR BATTENBTO WOOD STRUTAPPING CTURE. STEL 0 a o (?e, m g 2 VINYL (No. 1 100) 9 EMBEDMENT1 " 1111/ TAPCON CONCRETE SCREW. MIN. 1" STEEL �o 0- -1-2 - Pm1 251 1 1,022 10 2" X 2" NOMINAL WOOD BATTEN - SG - 0.42 MIN. WOOD >O,2;5 .E__, 17. x- z —1,2 VINYL SOFFIT AND TRIM SCHEDULE 2 o 4" FASCIA VINYL SOFFIT —cc NQ I J-CHANNEL F-CHANNEL FASCIA LL I SMOOTH SERIES Z z .18 1 .51 .18 ALUMINUM 12" TRIPLE 4 SOLID 'a NO. 0623 SOLID i • I (No. 9700) SOFFIT 12" TRIPLE 4 .2 ,625 FULL-O-VENT 1/2" J-CHANNEL 1/2" F-CHANNEL 4" FASCIA NO. 0622 VENTED VINYL VINYL ALUMINUM 7 7 5 SOFFIT NO. 1100 NO. 1178 NO. 9700 R,156 12" TRIPLE 4 LL-0-VENT ECO -- FUNO. 0639 VENTED R0.156 0.02 0.04 SOFFIT ' .78 .715 Robert J.Amaruao,P.E. Florida P.E.No.49752 3 1 /2" F—CHANNEL/TRIM VINYL (No. 1178) OFFICE COPY Florida Product Approval (IrdiePanel® SidiFL ; 3223 , 2_. • For use inside HVHZ: o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami-Dade County Florida NOA 17- 0406.06. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. • For use outside of HVHZ, o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with Engineering Evaluation Reports RIO-2686-17 or RIO-2689-17. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. HardiePane la. JamesHardie Vertical Siding EFFECTIVE SEPTEMBER 2013 win I INSTALLATION REQUIREMENTS RESIDENTIAL SINGLE FAMILY ONLY-PRIMED&COLORPLUS® PRODUCTS Visit www.jameshardie.com for the most recent version. SMOOTH • CEDARMILL© SELECT SIERRA 8 • STUCCO IMPORTANT:FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY,AFFECT SYSTEM PERFORMANCE,VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY.BEFORE INSTALLATION,CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS. INSTALLATION OF HZ1 OTm PRODUCTS OUTSIDE AN HZ1 O®LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION,VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343(866 9HARDIE) STORAGE & HANDLING: .2., CUTTING INSTRUCTIONS Store flat and keep dry and OUTDOORS INDOORS covered prior to installation.Installing 1.Position cutting station so that wind will blow dust away from user 1.Cut only using score and snap,or shears(manual,electric or pneumatic). sidingwet or saturated mayresult in and others in working area. 2.Position cutting station in well-ventilated area 2.Use one of the following methods: shrinkage at butt joints.Carry planks a.Best: i.Score and snap on edge. Protect edges and corners ii.Shears(manual,electric or pneumatic) -NEVER use a power saw indoors from breakage.James Hardie is not b.Better i.Dust reducing circular saw equipped with a -NEVER use a circular saw blade that does not carry the HardieBlade saw blade trademark 9 HardieBlade"saw blade and HEPA vacuum extraction -NEVER dry sweep-Use wet suppression or HEPA Vacuum responsible for damage caused c.Good: i.Dust reducing circular saw with a HardieBlade saw blade by improper storage and handling of (only use for low to moderate cutting) the product. -. Important Note:For maximum protection(lowest respirable dust production),James Hardie recommends always using"Best"-level cutting methods where feasible. NIOSH-approved respirators can be used in conjunction with above cutting practices to further reduce dust exposures.Additional exposure information is available may-"® . at www.jameshardie.com to help you determine the most appropriate cutting method for your job requirements.If concem still exists about exposure levels or you ' - do not comply with the above practices,you should always consult a qualified industrial hygienist or contact James Hardie for further information. GENERAL REQUIREMENTS: I • These instructions to be used for residential single family installations only.For Commeraal/Multi-Family installation requirements go to www.JamesHardieCommercial.com • HardiePanel®vertical siding can be installed over braced wood or steel studs spaced a maximum of 24"o.c.See genemal fastening requirements.Irregularities in framing and sheathing can mirror through the finished application.James Hardie recommends installing HardiePanel on a capillary break(rainscreen/furring)as a best practice. • Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at www.jamehardie.com • A water-resistive barrier is required in accordance with local building code requirements.The water-resistive barrier must be appropriately installed with penetration and junction flashing in accordance with local building code requirements.James Hardie will assume no responsibility for water infiltration.James Hardie does manufacture HardieWrap®Weather Barrier,a non-woven non-perforated housewrapl,which complies with building code requirements. • When installing James Hardie products all clearance details in figs.5,6,7,8,9,10&11 must be followed. • Adjacent finished grade must slope away from the building in accordance with local building codes-typically a minimum of 6"in the first 10'. • Do not install James Hardie products,such that they may remain in contact with standing water. • HardiePanel vertical siding may be installed on vertical wall applications only. • DO NOT use HardiePanel vertical sidingg in Fascia or Trim applications. • Some application are not suitable for ColorPlus.Refer to ColorPlus section page 3. i • DO NOT use stain,oil/alkyd base paint,or powder coating on James Hardie®Products. • For larger projects,includingcommercial and multi-family projects,where the span of the wall is significant in length,the designer and/or architect should take into consideration the coefflcient of thermal expansion and moisture movement of the product in their design.These values can be found in the Technical Bulletin #8"Expansion Characteristics"at www.JamesHardie.com. INSTALLATION: Joint Treatment Fastener Requirements • Vertical Joints-Install panels in moderate contact(fig.1),alternatively Position fasteners 3/8"from panel edges and no closer than joints may also be covered with battens,PVC or metal jointers or 2"away from corners.Do not nail into corners. caulked(Not applicable to ColorPlus®Finish)(fig.2). HardiePanel Vertical Siding Installation • Horizontal Joints-Provide Z-flashing at all horizontal joints(fig.3). • Framing must be provided at horizontal and vertical edges for nailing. Figure 2 Figure 3 • HardiePanel vertical siding must be joined on stud. water-resistive barrier water-resistive barrier • Double stud may be required to maintain minimum edge 2 a stud ¶ter-resiative water-resistive nailing distances. ,t f.:—.-4--, 'stud barrier barrier „r—-�— _upper panel 4—upper panel Figure 1 stud T1° i •water-resistive`, ulk 1/4 }ap CDaulk1/4 g�p barrier f sheathing I .J HardiePanel Batten Joint "H"Joint Z-flashing t r Z-flashing, r vertical siding water-resistive barrier ; decorative keep nails , `! 2 x 4 stud r band board 3/8'min. -_ _ �r:rr; from panel O • corn edges plate r IIFigure4 ill' leave appropriate gap between Recommendation:When —.—...... o panels,then caulk' installing Sierra 8,provide IJPJ 111 moderate contact Caulk Joint a double stud at panel (Not applicable to ColorP1us®Finish) joints to avoid nailing keep fasteners 2" 'Apply caulk in accordance with caulk through grooves, away from corners manufacturer's written application instructions. 'For additional information on HardieWrapTM Weather Barrier,consult James Hardie at 1-866-4Hardie or wwu.hardiewrap.com _ WARNING:AVOID BREATHING SILICA DUST James Hardie®products contain respirable crystalline silica,which is known to the State of California to cause cancer and is considered by ARC and NIOSH to be a cause of cancer from some occupational sources. Breathing excessive amounts of respirable silica dust can also cause a disabling and potentially fatal lung disease called silicosis,and has been linked with other diseases.Some studies suggest smoking may increase these risks. During installation or handling:(1)work in outdoor areas with ample ventilation;(2)use fiber cement shears for cutting or,where not feasible,use a HardieBlade5 saw blade and dust-reducing circular saw attached to a HEPA vacuum; (3)warn others in the immediate area;(4)wear a properly-fitted.NIOSH-approved dust mask or respirator(e.g.N-95)in accordance with applicable government regulations and manufacturer instructions to further limit respirable silica exposures. During clean-up,use HEPA vacuums or wet cleanup methods-never dry sweep. For further information,refer to our installation instructions and Material Safety Data Sheet available at mew.jameshardie com or by calling 1-800-9HARDIE(1-800-942-7343). FAILURE TO ADHERE TO OUR WARNINGS.MSDS,AND INSTALLATION INSTRUCTIONS MAY LEAD TO SERIOUS PERSONAL INJURY OR DEATH. CLEARANCES Install siding and trim products in Maintain a minimum 1" Maintain a minimum 1"-2"clearance At the juncture of the roof and vertical Maintain a 1/4" compliance with local building code -2"clearance between between James Hardie products surfaces,flashing and counterflashing clearance between requirements for clearance between James Hardie® and decking material. shall be installed per the roofing the bottom of James q manufacturer's instructions.Provide a Hardie products and the bottom edge of the siding and products and paths, Figure 7 minimum 1"-2"clearance between horizontal flashing. the adjacent finished grade. steps and driveways. 1 II the roofing and the bottom edge of the Do not caulk gap. ��water siding and trim. Refer to fig.3 on Figure 5 stud Figure 6 siding resistive Figure 8 page 1. -----i barrier siding , i 11 N 1'-2'min. deck matenal — + 111 1'. T min 1"-2" min ��lip— ! 44111,41 • Pbottom ! Alai joist ! Flashing -`�i� WIledger �-_Ioncretea"min. I oundation Do not bridge floors with HardiePanel®siding.Horizontal KICKOUT FLASHING joints should always be created between floors(fig.10). Water- Because of the volume of water that can pour down a sloped gutterResistive IN Framing one of the most critical flashing details occurs where a Maintain a minimum 1"gap Barrier Framing roof intersects a sidewall. The roof must be flashed with step between end caps and Figure 10 siding&trim. Horizontal •W r-Floonng flashing. Where the roof terminates,install a kickout to deflect Figure 9 Trim j water away from the siding.It is best to install a self-adhering F MOM'Air 1 \II Irt _ membrane on the wall before the subfascia and trim boards are nailed in place,and then come back to install the kickout. Figure 11,Kickout Flashing To prevent water from siding . 7.--'" , dumping behind the siding and the end of the roof ti t r----^ ii Sheathing intersection,install a"kickout"as required by IRC code '" I R905.2.8.3:"...flashing shall be a mon.of 4"high and 4" �i',. fascia HardiePanel° wide."James Hardie recommends the kickout be angled gutter and end cap 11 between 100°-110°to maximize water deflection Figure 11 BLOCKED PENETRATIONS stepflazhing/',`,®•.;` Penetrations such as hose bibs and holes 1 /"or larger such as dryer vents should .�+ �. membrane should have a block of trim around point of penetration. .�— J} ,' � lf-adhenng GENERAL FASTENING REQUIREMENTSililr/e-ismemhrane Kickout Fasteners must be corrosion resistant,galvanized,or stainless steel.Electro-galvanized are acceptable but may exhibit premature corrosion.James Hardie recommends the use of quality, p�'�` hot-dippedgalvanized nails. James Hardie is not responsibleo pp for the corrosion resistance of I[- fasteners. Stainless steel fasteners are recommended when installing James Hardie products near Heusewrap the ocean,large bodies of water,or in very humid climates. • Consult applicable product evaluation or listing for correct fastener type and placement to achieve specific design wind loads. • NOTE:Published wind loads may not be applicable to all areas where Local Building Codes have PNEUMATIC FASTENING specific jurisdiction.Consult James Hardie Technical Services if you are unsure of applicable James Hardie products can be hand nailed or fastened with a compliance documentation. • Drive fasteners perpendicular to siding and framing. pneumatic tool.Pneumatic fastening is highly recommended. • Fastener heads should fit snug against siding(no air space).(fig.A) Set air pressure so that the fastener is driven snug with the • Do not over-drive nail heads or drive nails at an angle. surface of the siding.A flush mount attachment on the • If nail is countersunk,fill nail hole and add a nail.(fig.B) pneumatic tool is recommended. This will help control the • For wood framing,under driven nails should be hit flush to the plank with a hammer(for steel depth the nail is driven.If setting the nail depth proves difficult, framing,remove and replace nail). choose a setting that under drives the nail.(Drive under driven • NOTE:Whenever a structural member is present,HardiePlank should be fastened with even nails snug with a smooth faced hammer-Does not apply for spacing to the structural member.The tables allowing direct to OSB orplywood should only be installation to steel framing). used when traditional framing is not available. • Do not use aluminum fasteners,staples,or clipped head nails. Snug Flush '� i ` Countersunk, 41°P. NO ,W `�\\ fill&add nail Mi OF do not under oO NOT Figure A Figure B drive nails STAPLE HS1236-P2/3 8/13 /yto. CAULKING For best results use an Elastomeric Joint Sealant complying with ASTM C920 Grade NS,Class 25 or higher or a Latex Joint Sealant complying with ASTM C834. Caulking/Sealant must be applied in accordance with the caulking/sealant manufacturer's written instructions.Note:OSI Quad as well as some other caulking manufacturers do not allow tooling. DO NOT caulk nail heads when using ColorPlus products,refer to the ColorPlus touch-up section CUT EDGE TREATMENT PAINTING Caulk,paint or prime all field cut edges. I DO NOT use stain,oil/alkyd base paint,or powder coating on James Hardie®Products.James Hardie products James Hardie touch-up kits are required must be painted within 180 days for primed product and 90 days for unprimed.100%acrylic topcoats are to touch-up ColorPlus products. recommended.Do not paint when wet.For application rates refer to paint manufacturers specifications. Back-rolling is recommended if the siding is sprayed. COLORPLUS®TECHNOLOGY CAULKING,TOUCH-UP & LAMINATE • Care should be taken when handling and cutting James Hardie®ColorPlus®products. During installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product, then rinse with a garden hose. •Touch up nicks,scrapes and nail heads using the ColorPlus®Technology touch-up applicator.Touch-up should be used sparingly. If large areas require touch-up, replace the damaged area with new HardiePanel®siding with ColorPlus Technology. • Laminate sheet must be removed immediately after installation of each course. •Terminate non-factory cut edges into trim where possible,and caulk. Color matched caulks are available from your ColorPlus®product dealer. •Treat all other non-factory cut edges using the ColorPlus Technology edge coaters,available from your ColorPlus product dealer. Note:James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products. Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie touch-up,will not be covered under the James Hardie ColorPlus Limited Finish Warranty. The following outlines the recommended applications for ColorPlus and Primed panels. Not all designs will be suitable for every application: •Exposed fasteners or battens is the recommended application for ColorPlus panel products •Do not use touch-up over fastener heads for smooth ColorPlus products -primed panel recommended •For ColorPlus panel applications that require fasteners in the field, it is acceptable to use touch-up over fasteners for Cedarmill and Stucco panel only,but correct touch-up application is important.Some colors may show touch-up when applied over fasteners.Trim is recommended to cover joints when appropriate. PAINTING JAMES HARDIF SIDING AND TRIM PRODUCTS WITH COLORPLUS®TECHNOLOGY When repainting ColorPlus products,James Hardie recommends the following regarding surface preparation and topcoat application: • Ensure the surface is clean,dry,and free of any dust,dirt,or mildew • Repriming is normally not necessary • 100%acrylic topcoats are recommended • DO NOT use stain, oil/alkyd base paint,or powder coating on James Hardie®Products •Apply finish coat in accordance with paint manufacturers written instructions regarding coverage,application methods,and application temperature RECOGNITION:In accordance with ICC-ES Evaluation Report ESR-1844.HardiePanel®vertical siding is recognized as a suitable alternate to that specified in:the 2006.2009,&2012 International Residential Code for One-and Two-Family Dwellings and the 2006,2009,&2012 International Building Code.HardiePanel vertical siding is also recognized for application in the following:City of Los Angeles Research Report No.24862,State of Florida listing FL1889.Dade County.Florida NOA Na 02-0729.02,U.S.Dept.of HUD Materials Release 1263c,Texas Department of Insurance Product Evaluation EC-23,City of New York MEA 223-93-M,and California DSA PA-019. These documents should also be consulted for additional information concerning the suitability of this product for specific applications. ©2013 James Hardie Building Products. All rights reserved. ca> TM,SM,and®denote trademarks or registered trademarks of Additional Installation Information, James HardieTechnology Limited ;4 is a registered Warranties,and Warnings are available at Jame$HardIe trademark of James Hardie Technology Limited. www.jameshardle.com PROJECT RIO-2686-17 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE® BRAND FIBER-CEMENT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS JAMES HARDIE BUILDING PRODUCTS. INC. 10901 ELM AVENUE FONTANA. CA 92337 TABLE OF CONTENTS PAGE COVER PAGE 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 3 TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 3 TABLE 18. SHEAR VALUES 3 DESIGN WIND LOAD PROCEDURES 4 TABLE 2. COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4 TABLE 3. ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 5 TABLE 4. ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 5 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 5 TABLE 6. ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 6-7 LIMITATIONS OF USE 7 AS PRODUCT EVALUATOR. THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7-10. THE 2017 FLORIDA BUILDING CODE. AND THE 2015 INTERNATIONAL BUILDING CODE. ' PREPARED BY: 4 t ! OGAWA _ RONALD I. OGAWA &ASSOCIATES, INC. �� `- 16835 ALGONQUIN STREET#443 pie HUNTINGTON BEACH. CA 92649 NJ' ii, 1 ., • -3( z 714-292-2602 714-847-4595 FAX S. . ()f s `r (I RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT:RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS.INC. 1-888-542-7343 info@jameshardie.com EVALUATION SUBJECT HardiePanel®Siding James Hardie Product Trade Names covered in this evaluation: HardiePanel®Siding.Cempanel0 Siding,Prevail"Panel Siding EVALUATION SCOPE: ASCE 7-10 2017 Florida Building Code 2015 International Building Code') EVALUATION PURPOSE: This analysis is to determine the maximum design 3-second gust wind speed to be resisted by an assembly of HardiePanel(Cempanel,Prevail Panel)siding fastened to wood or metal framing with nails or screws. REFERENCE REPORTS: 1.Inlertek Report 3067913(ASTM C1186)Material properties HardiePanel Siding 2.Ramtech Laboratories Report IC-1270-94(ASTM E330)Transverse Load Test,5/16"Thick by 48 inch wide HardiePanel Siding instated on 2X4 Hem-Fir wood studs spaced at 16 inches on center with a 6d common galvanized nail 3.Ramtech Laboratories Report IC-1271-94(ASTM E330)Transverse Load Test,5/16"Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem-Fir wood studs spaced at 24 inches on center with a 6d common galvanized nail 4.Ramtech Laboratories.Inc.Report 10868-97/1475(ASTM E330)Transverse Load Test,5/16"Thick by 48 inch wide HardiePanel Siding instated on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on center with a 4d,0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nail 5.Ramtech Laboratories,Report IC-105489(ASTM E330)Transverse Load Test,1/4"Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 inches on center with a No 8 X 1 in.long X 0.323 in head diameter ribbed bugle head screw 6.Ramtech Laboratones.Report IC-1055-89(ASTM E330)Transverse Load Test,1/4"Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 24 inches on center with a No 8 X 1 in.long X 0.323 in head diameter ribbed bugle head screw 7.Ramtech Laboratories.Report 11149-98/1554d(ASTM E330)Transverse Load Test,1/4"Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 and 24 inches on center with a ETBF 0.100 in.knurled shank X 1.5 in.long X 0.25 in.head diameter pin fastener 8.Ramtech Laboratories Report IC-1273-94(ASTM E72)Racking Shear Test.5/16"Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem-Fir wood studs spaced at 16 inches on center with a 6d common galvanized nail 9.Ramtech Laboratories Report IC-1274-94(ASTM E72)Racking Shear Test,5/16"Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem-Fir wood studs spaced at 24 inches on center with a 6d common galvanized nail 10.Ramtech Laboratories,Inc.Report 10868-97/1475(ASTM E72)Racking Shear Test,5/16"Thick by 48 inch wide HardiePanel Siding instated on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on center with a 4d,0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nail 11.Ramtech Laboratories Report IC-1057-89(ASTM E72)Racking Shear Test.5/16"Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem-Fir wood studs spaced at 16 and 24 inches on center with a No 8 X 1 in.long X 0.323 in head diameter ribbed bugle head screw 12.Ramtech Laboratories Report 11284-99/1580(ASTM E72)Racking Shear Test,5/16"Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem-Fir wood studs spaced at 16 and 24 inches on center with a ET&F 0.100 in.knurled shank X 1.5 in.long X 0.25 in.head diameter pin fastener 'Wisp/Jlir//s >� AW'ji11 .117 STATE OF y9M ziZA 2 RONALD I.OGAWA ASSOCIATES.INC 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT:RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 info@jameshardre.com TEST RESULTS: Table la,Results of Transverse Load Testing Fastener Spacing (in.) Allowable Frame Ultimate Design Thickness Width Spacing Perimeter Field Load Load' Report Number Test Agency (in.) (in.) Frame Type (in.) Supports Supports Fastener Type (PSF) (PSF) IC-1270-94 Ramtech 0.3125 48 2X4 wood Hem-Fir 16 6 6 6d common -149 -49.7 IC-1270-94 Ramtech 0.3125 48 2X4 wood Hem-Fir 16 4 4 6d common -236 -78.7 IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem-Fir 24 6 6 6d common -94 -31.3 IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem-Fir 24 4 4 6d common -143 -47.7 10868-97/1475 Ramtech 0.3125 48 2X4 wood.SG L.0.36 16 4 g 4d,0.091 in.shank X 0.225 in. -90 -30.0 HD X 1.5 in.long nng shank nail Min.No.20 gauge X 3.625 in.X Min.No 8 X 1 in.long X 0.323 in 1C-1054-89 Ramtech 0.25 48 1.375 in metal stud 16 6 6 head diameter ribbed bugle -169.9 -56.6 head screw Min.No 8 X 1 in.long X 0.323 in Min.No.20 gauge X 3.625 in.X IC-1055-89 Ramtech 0.25 48 1.375 in metal stud 24 6 6 head diameter ribbed bugle -9 i_9 -30.6 head screw Min.No.20 gauge X 3.625 in.X ET&F 0.100 in.knurled shank X 11149-98/1554d Ramtech 0.3125 48 1.375 in metal stud 16 4 8 1.5 in,long X 0.25 in.head -170 -56.7 diameter pin fastener Min.No.20 gauge X 3.625 in.X ET&F 0.100 in.knurled shank X 11149-98/1554d Ramtech 0.3125 48 1.375 in metal stud 24 4 8 1.5 in.long X 0.25 in.head -101 -33.7 diameter pin fastener 1.Allowable Load is the Ultimate Load divided by a Factor of safety of 3. 2.HardiePanel Siding complies with ASTM C1186,Standard Specification for Grade il, Type A Non-asbestos Fiber-Cement Flat Sheets. Table 1 b,Shear Values Allowable Loads in Pounds Per Lineal Foot for Panel Shear Walls''2 Fastener Spacing (in.) Frame Ultimate Allowable Thickness Width Spacing Perimeter Field Load3 Load3 Report Number Fest Agency (in.) (in.) Frame Type (in.) Supports Supports Fastener Type (plf) (plf) IC-1273-94 Ramtech 0.3125 48 2X4 wood Hem-Fir 16 6 6 6d common 603.8 201.3 IC-1273-94 Ramtech 0.3125 48 2X4 wood Hem-Fir 16 4 4 6d common 698.8 232.9 IC-1274-94 Ramtech 0.3125 48 2X4 wood Hem-Fir 24 6 6 6d common 460.0 153.3 IC-1274-94 Ramtech 0,3125 48 2X4 wood Hem-Fir _ 24 4 4 6d common 637.5 212.5 10868-9711475 Ramtech 0.3125 48 2X4 wood,SGS 0.36 16 4 8 4d,0.091 in,shank X 0.225 in. 595.4 198.5 HD X 1.5 in.long nng shank nail Min.No.20 gauge X 3.625 in.X Min.No B X 1 in.long X 0.323 in IC-1057-89 Ramtech 0.25 48 1.375 in metal stud 16&24 6 6 head diameter nbbed bugle 990.0 123.8 head screw Min.No.20 gauge X 3.625 in.X ET&F 0.100 in.knurled shank X 11284-99/1580 Ramtech 0.3125 48 1.375 in metal stud 16 4 8 1.5 in.long X 0.25 in.head 1227.0 153.4 diameter pin fastener Min.No.20 gauge X 3.625 in.X ETBF 0.100 in.knurled shank X 1/1 11284-99/1580 Ramtech 0.3125 48 1,375 in metal stud 24 4 8 1.5 in.long X 0.25 in.head 1060.0 132.5 diameter pin fastener 1.All board edges shall be supported by framing.Panels shall be applied with the long dimension either parallel or perpendicular to studs. i i i/!i✓/O,/6,/r 2. in this is 2:1. ruction le 3.In the steel framed assemblies the allowablet load is based onbthe average load at 1/8 inch net deflection. �l �.I \, G GA VV nr+% Are • . STA . tF r $`r vcF-0R Or0 3 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH.CA 92649 714-292-2602 714-847-4595 FAX PROJECT RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 info@jameshardie.com DESIGN WIND LOAD PROCEDURES: Fiber-cement siding transverse load capacity(wind load capacity)is determined via compliance testing to transverse load national test standards. Via the transverse load testing an allowable design load is determined based on a factor of safety of 3 applied to the ultimate test load. Since the allowable design load is based on factor of safety of 3.allowable design loads on fiber-cement siding correlate directly to required design pressures for Allowable Stress Design.and therefore should be used with combination loading equations for Allowable Stress Design(ASD). By using the combination loading equations for Allowable Stress Design(ASD).the tested allowable design loads for fiber-cement siding are aligned with the wind speed requirements in ASCE 7- 10 Figure 26.5-1A.Figure 26.5-16,and Figure 26.5-1C. For this analysis.to calculate the pressures in Tables 3,4.and 5,the load combination will he in accordance with ASCE 7-10 Section 2.4 combining nominal loads using allowable stress design, load combination 7. Load combination 7 uses a load factor of 0.6 applied to the wind velocity pressure. Equation 1, q,=0.00256*K,`Ks,*Kd'V2 (ref ASCE 7-10 equation 30.3-1) qi,velocity pressure at height z Kr,velocity pressure exposure coefficient evaluated at height z Kr,,topographic factor Kd,wind directionality factor V,basic wind speed(3-second gust MPH)as determined from[2015 IBC,2017 FEC]Figures 1609.3(1),(2),or(3);ASCE 7-10 Figures 26.5-1A,B, or C Equation 2, V=Vs (ref 2015 IBC&2017 FBC Section 1602.1 definitions) V„e,ultimate design wind speeds(3-second gust MPH)determined from[2015 IBC,2017 FBC]Figures 1609.3(1),(2),or(3):ASCE 7-10 Figures 26.5-1A,B.or C Equation 3, p=q,`(GCo GC„) (ref ASCE 7-10 equation 30.6-1) GC,,product of external pressure coefficient and gust-effect factor GC„,product of internal pressure coefficient and gust-effect factor p.design pressure(PSF)for siding(allowable desgn load for siding) ro determine design pressure,substitute q;into Equation 3, Equation 4, p=0.00256`K,`Kn`K,`V„e21GCe GCe) Allowable Stress Design,ASCE 7-10 Section 2 4.1,load combination 7 Equation 5, 0.6D+0.6W (ref ASCE 7-10 section 2.4.1,load combination 7) D,dead load W,wind load To determine the Allowable Stress Design Pressure,apply the load factor for W(wind)from Equation 4 to p(design pressure)determined from equation 4 Equation 6, p„d=0.61p] Equation 7, pig,=0.610.002561c`Krt K,`V Y2`(GC;GCq)( Equation 7 is used to populate Table 3,4.and 5 To determine the allowable ultimate basic wind speed for Hardie Siding in Table 6,solve Equation 7 for V,,,, Equation 8, V„e=(p,;d/0.6`0.00256`K_`KY1K,`(GCP GC,;p°i Applicable to methods specified in Exceptions 1 through 3 of(2015 IBC,2017 FBC)Section 1609.1 1.,to determine the allowable nominal design wind speed(Vasd)for Hardie Siding in Table 6.apply the conversion formula below. Equation 9, V„,=V,,,`(0.6)°' (ref 2015 IBC&2017 FBC Section 1609 3 1) V,,,.Nominal design wind speed(3-second gust mph) (ref 2015 IBC B 2017 FBC Secti t jg9P,1sW>seo, i. , Table 2,Coefficients and Constants used in Determining V and p, 4A'3R �•OGA�v4 K. Wall Zone 5 �� t Height(ft) Exp B Exp C Exp D Kr, K, GC, GC, ````\ 4 � .,,e'.. � 0-15 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 20 0.7 0.9 1.08 1 0.85 -1.4 0.18 ' o 21, ;t 1 �, 25 0.7 0.94 1.12 1 0.85 -14 0.18 30 0.7 0.98 1.16 1 0.85 -1.4 0.18 ` 1, 35 0.73 1,01 1.19 1 0.85 -1.4 0.18 w 7C • -t'n �. 40 0.76 1.04 1.22 1 0.85 -1.4 0.18 ... .. ''., S 1 r"1T' ,.``(',,4 j y% 45 0.785 1.065 1.245 1 0.85 -1.4 0.18 �-s,Z �q 50 0.81 1.09 1.27 0.85 t.4 0.18 _20A.,•'• FL0p\�.. ' ":' d • ,. `. 55 0.83 1.11 1.29 1 0.85 -1.4 0.18 ••{ 600.85 1.13 1.31 1 0.85 -1.4 0.18 • _ ]f,4 ` i 100 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 (/,,,/J/+, 4 RONALD I.OGAWA ASSOCIATES.INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT.RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS.INC. 1-888-542-7343 info@jameshardie.com Table 3,Allowable Stress Design-Component and Cladding(C&C)Pressures(PSF)to be Resisted at Various Wind Speeds-Wind Exposure Category B, Wind Speed(3-second gust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height(ft) 8 B B B B B B B B B B B ' B B 0-15 -14.4 -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 -37.0 -41.7 -46.8 -52.1 -57.8 -63.7 20 -14.4 -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 -37.0 -41.7 -46.8 -52.1 -57.8 -63.7 25 -14.4 -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 -37.0 -41.7 -46.8 -52.1 -57.8 -63.7 30 -14.4 -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 -37.0 -41.7 -46.8 -52.1 -57.8 -63.7 35 -15.1 -16.6 -18.2 -19.9 -21.7 -25.4 -29,5 -33.9 -38.6 -43.5 -48.8 -54.4 -60.2 -66.4 40 -15.7 -17.3 -19.0 -20.7 -22.6 -26.5 -30.7 -35.3 -40.1 -45.3 -50.8 -56.6 -62.7 -69.1 45 -16.2 -17.9 -19.6 -21.4 -23.3 -27.4 -31.7 -36.4 -41.5 -46.8 -52.5 -58.5 -64.8 -71.4 50 -16.7 -18.4 -20.2 -22.1 -24.1 -28,2 -32.7 -37.6 -42.8 -48.3 -54.1 -60.3 -66.8 -73.7 55 -17.1 -18.9 -20.7 -22.6 -24.7 -28.9 -33.6 -38.5 -43.8 -49.5 -55.5 -61.8 -68.5 -75.5 60 -17.5 -19.3 -21.2--23.2 -25.2 -29.6 -34.4 ' -39.5 -44.9 -50.7 -56.8 -63.3 -70.1 -77.3 100 -25.6 -28.2 -31.0 -33.8 -36.9 -43.3 -50.2 -57.6 -65.5 -74.0 -82.9 -92.4 -102.4 -112.9 Table 4,Allowable Stress Design-Component and Cladding(C&C)Pressures(PSF)to be Resisted at Various Wind Speeds-Wind Exposure Category C, Wind Speed(3-second gust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height(ft) C C C C C C C C C C C C C C 0-15 -17.5 -19.3 -21.2 -23.2 -25.2 -29.6 -34.4 -39.5 -44.9 -50.7 -56.8 -63.3 -70.1 -77.3 20 -18.6 -20.5 -22.5 -24.6 -26.7 -31.4 -36.4 -41.8 -47.5 -53.7 -60.2 -67.0 -74.3 -81.9 25 -19.4 -21.4 -23.5 -25.6 -27.9 -32.8 -38.0 -43.6 -49.6 -56.0 -62.8 -70.0 -77.6 -85.5 30 -20.2 -22.3 -24.5 -26.7 -29.1 -34.2 -39.6 -45.5 -51.8 -58.4 -65.5 -73.0 -80.9 -89.2 35 -20.8 -23.0 -25.2 -27.6 -30.0 -35.2 -40.8 -46.9 -53.3 -60.2 -67.5 -75.2 -83.3 -91.9 40 -21.5 -23.7 -26.0 -28.4 -30.9 -36.3 -42.0 -48.3 -54.9 -62.0 -69.5 -77.4 -85.8 -94.6 45 -22.0 -24.2 -26.6 -29.1 -31.6 -37.1 -43.1 -49.4 -56.2 -63.5 -71.2 -79.3 -87.9 -96.9 50 -22.5 -24.8 -27.2 -29.7 -32.4 -38.0 -44.1 -50.6 -57.6 -65.0 -72.9 -81.2 -89.9 -99.2 55 -22.9 -25.2 -27.7 -30.3 -33.0 -38.7 -44.9 -51.5 -58.6 -66.2 -74.2 -82.7 -91.6 -101.0 60 -23.3 -25.7 -28.2 -30.8 -33.6 -39.4 -45.7 -52.4 - -59.7 -67.4 - -75.5 -84.1 -93.2 -102.8 100 -32.6 -35.9 -39.4 -43.1 -46.9 -55.0 -63.8 -73.3 -83.4 -94.1 -105.5 -117.6 -130.3 -143.6 Table 5,Allowable Stress Design-Component and Cladding(C&C)Pressures(PSF)to be Resisted at Various Wind Speeds-Wind Exposure Category D, Wind Speed 13-second gust) 100 105 110 115 120 130 140 150 I 160 170 180 190 200 210 Height(ft) D D 0 D D D D D D D D D D D 0-15 -21.2 -23.4 -25.7 -28.1 -30.6 -35.9 -41.6 47.8 -54.4 -61.4 -68.8 -76.7 -85,0 -93.7 20 -22.3 -24.6 -27.0 -29.5 -32.1 -37.7 -43.7 -50.1 -57.0 -64.4 -72.2 -80.4 -89.1 -98.2 25 -23.1 -25.5 -28.0 -30.6 -33.3 -39.0 -45.3 -52.0 -59.1 -66.8 -74.9 -83.4 -92.4 -101.9 30 -23.9 -26.4 -29.0 -31.6 -34.5 -40.4 -46.9 -53.8 -61.3 -69.2 -77.5 -86.4 -95.7 -105.5 35 -24.5 -27.1 -29.7'-32.5 -35.3 -41.5 -48.1 -55.2 -62.8 -70.9 -79.5 -88.6 -98.2 -108.3 40 -25.2 -27.7 -30.5 -33.3 -36.2 -42.5 -49.3 -56.6 -64.4 -72.7 -81.5 -90.9 -100.7 -111.0 45 -25,7 -28.3 -31.1 -34.0 -37.0 -43.4 -50.3 -57.8 -65.7 -74.2 -83.2 -92.7 -102.7 -113.3 50 -26.2 -28.9 -31.7 -34.6 -37.7 -44.3 -51.3 -58.9 -67.1 -75.7 -84.9 -94.6 -104.8 -115.5 55 -26.6 -29.3 -32.2 -35.2 -38.3 -45.0 -52.2 -59.9 -68.1 -76.9 -86.2 -96.1 -106.4 -117.4 60 -27.0 -29.8 -32.7 -35.7 -38.9 -45.7 -53.0 -60.8 -69.2 -78.1 -87.6 -97.6 -108.1 -119.2 100 -37.0 -40.8 -44.7 -48.9 -53.2 -62.5 -72.5 -83.2 -94.6 -106.8 -119.8 -133,4 -147.9'-163.0 Tables 3,4,and 5 are based on ASCE 7-10 and consistent with the 2015 IBC,2015 IRC and the 2017 Florida Building Code fit +4- OGAVV,� . 4, 1 w:). i A 2:1 ".. .pc 1 -5)6pL.0 • �'.#rfdili : f / 5 RONALD I.OGAWA ASSOCIATES,INC. • 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT:RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS.INC ftalo(7�o(s}»o_„,� 1-888-542-7343 n o@jamesha die.com q t t 0 `�q 'e� J Table 6,Allowable Wind Speed(mph)for HardiePanel Siding(Analytical Method in ASCE 7-10 Chapter 30 CBC Part 1 and Part 3)' Vii. �1 �� 2015 IBC,2017 FBC 2015 IBC,2017 FBC '..° * 1 Allowable,Ultimate Allowable,Nominal .m Design Wind,Speed, Design Wind,Speed. = ....0 ', C��4 Y F-Cf �• . V„ Vase std `v i ((3-second gust mph) (3-second gust mph) ,, _ -„ 'Pon /wt.(t p�� • •.( ,4.6 . `\in-*'' Applicable to methods F specified in[2015 IBC. Applicable to methods e Fs�tn�: �r 9 2017 FBC]Section specified in Exceptions 1 e V O N A through 3 of[2015 IBC, "' 1609.1.t.as determined by 2017 FBC]Section --'-,,efi l Ji)J Figures 1609.3(1).(2) or 1609_1.1. (3) Coefficients used in Table 6 calculations for V,,,, Wind exposure category Wind exposure category Siding K; Product Stud Building Allowable Width Fastener Fastener Frame Design Product Thickness Spacing Height' B C D B C D (inches) (inches) Type Spacing Type ]inches) (feet) Load (PSF) Exp 8 Exp C Exp D K.„ IC, GC, GC, 0-15 186 168 153 144 130 118 -49.7 0.7 0.85 1.03 0560 1 0.85 -1.4 0.18 20 186 164 149 144 127 116 -49.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 186 160 147 144 124 114 -49.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 186 157 144 144 121 112 -49.7 0.7 0,98 1.16 1 0.85 -1.4 0.t8 2X4 35 182 154 142 141 120 110 -49.7 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePanel® 5/16 48 6d 6 wood 16 40 178 152 141 138 118 109 -49.7 076 1.04 1.22 1 0.85 -14 0.18 common Hem-Fir 45 175 150 139 136 117 108 -49.7 0.785 1.065 1.245 1 0.85 -14 0.18 50 172 149 138 134 115 107 -49.7 0.81 1,09 1.27 1 0.85 -1.4 0.18 55 170 147 137 132 114 106 -49.7 0.83 1.11 1.29 1,0.85 -1.4 0.18 60 168 146 136 130 113 105 -49.7 .. 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 139 124 116 108 96 90 49.7 0.99 1.26 1.43 h-60 1 0.85 -1.8 0.18 0-15 233 212 192 181 164 149 -78.7 0.7 0.85 1.03 hs60 1 0.95 -14 0.18 20 233 206 188 181 159 146 -78.7 0.7 0.9 1.08 1 0,85 -14 0.18 25 233 201 185 181 156 143 -78.7 0.7 0.94 1.12 1 0.85 -14 0.18 30 233 197 181 - 181 153 140 -78.7 0.7 0.98 1.16 1 0.85 -14 0.18 2X4 35 229 194 179 177 151 139 -78.7 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePanell99) 5/16 48 6d 4 wood 16 40 224 192 177 174 148 137 -78.7 0.76 104 1.22 1 0.85 -1.4 0.18 common Hem-Fir 45 220 189 175 171 147 136 -78.7 0.785 1.065 1245 1 0.85 -1.4 0.18 50 217 187 173 168 145 134 -78.7 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 214 185 172 166 144 133 -78.7 0.83 1.11 1.29 1 0.85 -t.4 0.18 60 212 184 171 164 142 132 -78.7 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 175 155 146 136 120 113 -78.7 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 147 134 121 114 103 94 -31.3 0.7 0.85 1.03 0560 1 085 -1.4 0.18 20 147 130 119 114 101 92 -31.3 0.7 0.9 1.08 1 0.85 -14 0.18 25 147 127 116 114 98 90 -31.3 0.7 0.94 1.12 1 0.85 -1,4 0.18 30 147 124 114 114 96 89 -31.3 0.7 0.98 1.16 1 0.85 -1.4 0.18 2X4 35 144 123 113 112 95 87 -31.3 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePanel® 5/16 48 6d 6 wood 24 40 141 121 112 109 94 86 -31.3 0.76 1.04 1.22 1 0.85 -14 0.18 common Hem-Fir 45 139 119 110 108 92 86 -31.3 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 137 118 - 106 91 - -31.3 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 135 117 - 105 91 - -31.3 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 134 116_-- 103 90 - -31.3 0.85 1.13 1.31 1 0.85 -1.4 0,18 100 111 - - 86 - - -31.3 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 182 165 150 141 128 116 -47.7 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 20 182 160 146 141 124 113 -47.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 182 157 144 141 121 111 -47.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 182 154 141 141 ' 119 109 -47.7 0.7 0.98 1.16 1 0.85 -1.40.18 2X4 35 178 151 139 138 117 108 -47.7 0.73 1.01 1.19 1 0.85 -1.4'0.18 HardiePanei5( 5/16 48 6d 4 wood 24 40 174 149 138 135 116 107 -47.7 0.76 1.04 1.22 1 0.85 -1.4 0.18 common Hem-Fir 45 172 147 136 133 114 106 -47.7 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 169 146 135 t31 113 105 -47.7 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 167 144 134 129 112 104 -477 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 165 143 133 128 111 103 -47.7 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 137 121 114 106 94 88 -47.7 0.99 t.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 144 131 119 112 101 92 -30.0 0.7 0.85 1.03 0560 1 0.85 -1.4 0.18 20 144 127 116 112 98 90 -30.0 0.7 0.9 1.08 1 0.85 -1.4 0.18 4d,0.091 25 144 124 114 112 96 88 -30.0 0.7 0.94 1.12 1 0.85 -1.4 0.18 in.shank X 30 144 122 112 112 94 87 -30.0 0.7 0.98 1_16 1 0.85 -1.4 0.18 0.225 in. 4 edge 2X4 35 141 120 111 109 93 86 -30.0 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePanel(?) 5/16 48 HD X 1.5 8 field wood 16 40 138 118 - 107 92 - -30.0 0.76 1.04 1.22 1 0.85 -1.4 0.18 in.long ring SG�0.36 45 136 117 - 105 91 - -30.0 0.785 1.065 1.245 1 0.85 -1.4 0.18 shank nail 50 134 116 - 104 89 - -30.0 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 132 114 - 103 89 - -30.0 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 131 113 - 101 88 - -30.0 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 - - - - - - -30.0 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 6 RONALD I.OGAWA ASSOCIATES.INC. • • 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 info@jameshardie.corn 2015(BC,2017 FBC 2015 IBC,2017 F8C Allowable,Ultimate Allowable.Nominal Design Wind,Speed. Design Wind,Speed. s s.s Vu V„sd (3-second gust mph) (3-second gust mph) Applicable to methods specified in[2015 IBC, Applicable to methods 2017 FBC]Section specified in Exceptions 1 1509.1.1.as determined by through 3 of[2015 IBC. Figures 1609.3(11.(2).or 2017 FBC]Section r3). 1609.1.1. Coefficients used in Table 6 calculations for V> Wind exposure category Wind exposure category Sidinglcr Product Stud Building Allrssable Width Fastener Fastener Frame Spacing Height B C D B C D Product Thickness 3' Design (inches) (inches) Type Spacing Type (inches) (feet) Load (P58) Exp 8 Exp C Exp r D lcK3 GC, DC, 0-15 198 180 163 153 139 126 -56.5 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 Min.Na 8 X 20 198 175 t59 153 135 123 -56.6 0.7 0.9 1.08 1 0.85 -1.4 0.18 1 in.long X Min.No. 25 198 171 157 153 132 121 -56.6 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.323 in 20 ga. 30 198 167 154 153 130 119 -56.6 0.7 0.98 1.16 1 0.85 -1.4 0.18 head (33 mil)X 35 194 165 _ 152 150 128 118 -56.6 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePanetA 1'4 48 diameter 6 3.625 in. 16 40 190 162 150 147 126 116 -56.6 0.76 1.04 1.22 1 0.85 -1.4 0.18 nbbed X 1.375 45 187 161 148 145 124 115 -56.6 0.785 1.065 1.245 1 0.85 -1.4 0.18 bugle head in metal 50 184 159 147 t43 123 114 -566 0.81 1.09 1.27 1 0.85 -1.4 0.18 screw' stud 55 182 157 146 141 122 113 -56.6 0.83 1.11 1.29 1 0.85 -1.4 018 60 180 156 145 139 121 112 -56.6 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 149 132 124 115 102 96 -56.6 0.99 1.26 1.43 8>60 1 0.85 -1.8 0 18 0-15 146 132 120 113 102 93 -30.6 0.7 0.85 1.03 h<_60 1 0.85 -1.4 0.19 111tH.Na 8 X 20 146 128 117 113 99 91 -30.6 0.7 0.9 1.08 1 0.85 -1.4 0.18 1 in.long X Min.No. 25 145 126 115 113 97 89 -30.6 0.7 0.94 1.12 I 0.85 -1.4 0.18, 0.323 in 20 ga. 30 146 123 113 113 95 88 -30.6 0.7 0.98 1.16 1 0.85 -1.4 0.18 head (33 mil)X 35 143 121 112 110 94 86 -30.6 0.73 1.01 1.19 1 085 -1.4 0.18 HardiePanelk 1r4 48 diameter 6 3.625 in. 24 40 140 119 110 108 93 85 -30.6 0.76 1.04 1.22 1 0.85 -1.4 0.18 ribbed X 1.375 45 137 118 - 106 91 - -30.6 0.785 1.065 1.245 1 0.85 -1.4 0.18 bugle head in metal 50 135 117 - 105 90 - -30.5 0.81 1.09 1.27 1 0.85 -t4 0.18 strew' stud 55 134 116 - 104 90 - -30.6 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 132 115 - 102 89 - -30.6 0.85 1.13 1.31 1 0.85 -14 0.18 100 - - - - - - -30.6 0.99 1.26 1.43 h>60 1 0.65 -1.8 0.18 ET&F 0-15 198 180 163 153 139 127 -56.7 0.7 0.85 1.03 90_60 1 0.85 -1.4 0.18 0.700 in. 20 198 175 160 153 135 124 -56.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 knurled Min.No. 25 198 171 157 153 132 121 -56.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 shank X 20 ga. 30 198 167 154 153 130 119 -56.7 0.7 0.98 1.16 1 0.85 -1.4 0.18 1.5 in.long 4 edge (33 mit)X 35 194 165 152 150 128 118 -56.7 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePanellh 5/15 48 X 0.25 in. 8 field 3.625 in. 16 40 190 163 150 147 126 116 -56.7 0.76 1.04 1.22 1 0.85 -1.4 0.18 head X 1.375 45 187 161 149 145 124 115 -56.7 0.785 1.065 1.245 1 0.85 -1_4 0.18 diameter in metal 50 184 159 147 143 123 114 -56.7 0.81 1.09 1.27 1 0.85 -1.4 0.18 pin stud 55 182 157 146 141 122 113 -56.7 0.83 1.11 1.29 1 0.85 -1.4 0.18 fasteners 60 180 156 145 139 121 112 -56.7 0.95 1.13 1.31 1 0.85 -1.4 0.18 100 149 132 124 115 102 96 -56.7 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 ET&F 0-15 153 139 126 118 107 98 -33.7 07 0.85 1.03 11560 1 0.85 -1.4 0.18 0.100 in. 20 153 135 123 118 104 95 -33.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 knurled Min.No. 25 153 132 121 118 102 94 -33.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 shank X 20 ga. 30 153 129 119 118 100 92 -33.7 0.7 0.98 1.16 1 0.85 -1.4 0.18 1.5 in.long 4 edge (33 mit)X 35 150 127 117 116 99 91 -33.7 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePanel© 5/16 48 X 0.25 in. 8 field 3.625 in. 24 40 147 125 116 114 97 90 -33.7 0.76 1.04 1-22 1 0.85 -1.4 0.18 head X 1.375 45 144 124 115 112 96 89 -33.7 0.785 1.065 1.245 I 0.85 -1.4 0.18 diameter in metal 50 142 122 113 110 95 88 -33.7 0.81 1.09 1.27 1 0.85 -1 4 0.18 pin stud 55 140 121 113 109 94 87 -33.7 0.83 1.11 1.29 1 0.85 -1.4 0.18 fastener` 60 139 120 112 107 93 87 -33.7 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 115 - - 89 - - _ -33.7 0.99 1.26 1 �f1>60 1 0.85 -1.8 0.18 I/! Ar 2.Knurl d shall pinsrate the shall penetrate the metal framing etal framing at st ee at lell astreads. 1/4 inch. y tal401" G n W�q'•" 3.Building height=mean roof height(in feet)of a building,except that eave height shall be used for roof angle 0 less than or equal to 10"(2-12 roof slope).s1' e`.' ,,>. • 1 4.V,4=ultimate design wind speed ,i •. 5.V„a=nominal design wind speed I. E 6.Linear interpolation of building height(<_60 ft)and wind speed is permitted. e 7.Wind speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3:K0=1.K3=0.85,GCp-1.4(h560),GC'1.\(h>60) - 1 ,110 /6 ••••• M LIMITATIONS OF USE: P • ♦` 0 • y w 1)Fastener pullout must be evaluated when installed a species of wood studs other than that which was tested. * : '* 211n High Velocity Hurricane Zones(HVHZ)install per Miami-Dade County Florida,NOA 17-0406.06 , * • F 7 ��9.i O.i/ /, Ili 1 1 qc„ s-4--b&k_c S-- MAP SHOWING SKETCH AND DESCRIPTION OF LOTS 1,2 AND 3,BLOCK 198,SECTION"H"ATLANTIC BEACH,ACCORDING TO THE MAP OR PLAT THEREOF,AS RECORDED IN PLAT BOOK 18,PAGE 34 OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY,FLORIDA. CERTIFIED TO: MEDEROS HOMES X 0 LO LOTS LOT8 BLOCK 227 BLOCK 228 t0Y(P) S89°23'51"E 102.001M) LOT 1 g. LOT 1 C BLOCK 199 g BLOCK 198 g 8KR O a 0O O 6 61 r J 1- " Uj lW♦ W LOT2 [1....: LOT -7 va 44 BLOCK 199 (11 BLOCK 198 m cc g - V U) a- co �rr^^ b 0 v�O O � zco _ t/1y 102'(P) rV�`� V O LOTS 64 BLOCK 199 9-7 LOTS g BLOCK 198 S89°23'51"E 101.83'(M) LOT 4 107(P) BLOCK 199 LOT 4 BLOCK 198 FERRET ANI) A,SS'OCIA IES, INC 1484 MONTICELLO ROAD,JACKSONVILLE,FLORIDA 32207-(904)805-0030 GENERAL NOTES: LEGEND (1) BEARINGS SHOWN HEREON ARE BASED ON THE P.C. WM 1:= OF TCURVATURE B C;4:-, RADIUS WEST RIGHT OF WAY UNE OF STOCKS STREET AS PRC. POOF REVERSE CURVE ARa'OO�� IDELTAICENTBM ANGLE) EM SOO'19'OB'W. P.C.C. POINT OF COMPOUND CURve '`.Ca'LT7"I p1C,or ,✓TM P.O.C. POW'ON CURVE (2) THIS PROPERTY HAS NOT BEEN ABSTRACTED FOR PAM PERMANENT REFERENCE MONUMENT ' ,Z: EASEMENTS,COVENANTS.RESTRICTIONS. P.Cp. •PERMANENT CONTROL POEM \' .� •_'4 Exu i9q�tVE BAL. BUE DING RESTRICTION LINE cOKae CLF CHAINLINK :--‘. `O •'f. (3) UNDERGROUND UTiLIT1E3 SERVING THIS PROPERTY RAF RION-rCHAIN�NK FlE OFFICIAL ERON HAVE NOT BEEN LOCATED OR SHOWN. O..B. ON UNE RECORDS BOOK ,'.I. (C,. R' (4) THIS SKETCH DOES NOT PURPORT TO BE A • BREAK UNE y'- • `�O ' C BOUNDARY SURVEY. .' �- SCALE 11-2 .. • 7 .(�� 09-11-2019 ' T', DATE OF SKETCH NATHAN P.PERRET,'FLA.CERT.'NO.6900 LB—6715 F.B. PG. NOT VAUD WITHOUT THE SIGNATURE 8 ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR 8 MAPPER ORDER NO. 2019-1938 S?-WC)1,i SC' 17?AAJ orud �c Y OFFICE COPY Florida Product Approval Hardie anke Lap Si t_. i9 2- - 2_ • For use i .4- . o HardiePlank Lap Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami-Dade County Florida NOA 17- 0406.06. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. • For use outside of HVHZ, o HardiePlank Lap Siding fastener types, fastening schedule, and installation shall be in accordance with Engineering Evaluation Reports RIO-2683-17, RIO-2687-17, or RIO-2688-17. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. HardiePlanki ._ Lap Siding U JamesHardie EFFECTIVE MAY 2016 — INSTALLATION REQUIREMENTS - PRIMED &COLORPLUS® PRODUCTS Visit www.hardieinstailation.com for the most recent version. SELECT CEDARMILL°•SMOOTH •CUSTOM COLONIAL'"SMOOTH •CUSTOM COLONIAL'"ROUGHSAWN CUSTOM BEADED CEDARMILL°•CUSTOM BEADED SMOOTH•STRAIGHT-EDGE SHINGLE PLANK IMPORTANT:FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY,AFFECT SYSTEM PERFORMANCE,VIOLATE LOCAL BUILDING CODES,AND VOID THE PRODUCT ONLY WARRANTY.BEFORE INSTALLATION,CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONET"PRODUCT INSTRUCTIONS. INSTALLATION OF HZ10®PRODUCTS OUTSIDE AN HZ10®LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONETM APPLIES TO YOUR LOCATION,VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343(866 9HARDIE) STORAGE & HANDLING: IN CUTTING INSTRUCTIONS Store flat and keep dry and covered prior OUTDOORS INDOORS to installation.Installing siding wet or 1.Position cutting station so that wind will blow dust away from user 1.Cut only using score and snap,or shears(manual,electric or pneumatic). saturated may result in shrinkage at butt and others in working area. 2.Position cutting station in well-ventilated area on edge. Protect 2.a.Bone of the following methods: joints.Carry planksg a.Best i.Score and snap edges and corners from breakage.James ii.Shears(manual,electric or pneumatic) -NEVER use a power saw indoors Hardie is not responsible for damage b.Better: i.Dust reducing circular saw equipped with a -NEVER use a circular saw blade that does not carry the HardeBlade saw blade trademark caused by improper storage and handling HardieBlade°saw blade and NEPA vacuum extraction -NEVER dry sweep—Use wet suppression or HEPA Vacuum of the product. c.Good: i.Dust reducing circular saw with a HardieBlade saw blade (only use for low to moderate cutting) Important Note:For maximum protection(lowest respirable dust production),James Hardie recommends always using"Best"-level cutting methods where feasible. NIOSH-approved respirators can be used in conjunction with above cutting practices to further reduce dust exposures.Additional exposure information is available at www.jameshardie.com to help you determine the most appropriate cutting method for your job requirements.if concem still exists about exposure levels or you ' do not comply with the above practices,you should always consult a qualified industrial hygienist or contact James Hardie for further information. S00831 05 GENERAL REQUIREMENTS: • HardiePlank®lap siding can be installed over braced wood or steel studs spaced a maximum of 24 in.o.c.or directly to minimum 7/16 in.thick OSB sheathing.See general fastening requirements.Irregularities in framing and sheathing can mirror through the finished application. • Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at www.jamehardie.com • A water-resistive barrier is required in accordance with local building code requirements.The water-resistive barrier must be appropriately installed with penetration and junction flashing in accordance with local building code requirements.James Hardie will assume no responsibility for water infiltration. James Hardie does manufacture HardieWrap®Weather Barrier,a non-woven non-perforated housewrap',which complies with building code requirements. • When installing James Hardie products all clearance details in figs.3-14 must be followed. • Adjacent finished grade must slope away from the building in accordance with local building codes- typically a minimum of 6 in.in the first 10 ft.. Figure 1 Double Wall Single Wall • Do not use HardiePlank lap siding in fascia or trim applications. Construction Construction • Do not install James Hardie products,such that they may remain in contact with standing water. water-resistive barrier let-in bracing • HardiePlank lap siding may be installed on flat vertical wall applications only. plywood or 24 in.o.c.max. • For larger projects,including commercial and multi-family projects,where the span of the OSB sheathing lor,wall is significant in length,the designer and/or architect should take into consideration the `coefficient of thermal expansion and moisture movement of the product in their design.These values can be found in the Technical Bulletin"Expansion Characteristics of James Hardie®Siding Products"at www.JamesHardie.com. *ili____Ifp • DO NOT use stain,oiValkyd base paint,or powder coating on James Hardie®Products. /�INSTALLATION: JOINT TREATMENT One or more of the followin ant treatment o tions Fi ure 2 Nail ils note f nail91 p 9 line is notI are required by code(as referenced 2009 IRC studpresent place R703.10.2) IPJllllll _ _ fastenerA.Joint Flashing(James Hardie recommended) �— between 314 r Qom_ in.&1"from °° B.Caulking'(Caulking is not recommended r i be Nal 3 8 in.horn top of plank) ' 00for ColorPlus for aesthetic reasons as the er edge of plank °Caulking and ColorPlus will weather , o° differently.For the same reason, flaosfiing ' ° °° 00 ° We. ..+� o barrier do not caulk nail heads on °•o /°°° fastener ColorPlus products.) HardiePlank°siding ° ° o C."H" jointer cover °°°° 00 Install a 1 1/4 in.starter strip to install planks in °o ,o ensure a consistent plank angle moderate contact at butt joints leave appropriate gap between planks and trim,then caulk.— Note:Field painting over caulking may produce a sheen difference when compared to the field painted PrimePlus. 'Refer to Caulking section in these instructions. 'For additional information on HardieWrap®Weather Barrier,consult James Hardie at 1-866-4Hardie or www.hardiewrap.com WARNING:AVOID BREATHING SILICA DUST James Hardie®products contain respirable crystalline silica,which is known to the State of California to cause cancer and is considered by ARC and NIOSH to be a cause of cancer from some occupational sources. Breathing excessive amounts of respirable silica dust can also cause a disabling and potentially fatal lung disease called silicosis,and has been linked with other diseases. Some studies suggest smoking may increase these risks. During installation or handling:(1)work in outdoor areas with ample ventilation;(2)use fiber cement shears for cutting or,where not feasible,use a HardieBlade®saw blade and dust-reducing circular saw attached to a NEPA vacuum;(3)wam others in the immediate area;(4)wear a properly-fitted,NIOSH-approved dust mask or respirator(e.g.N-95)in accordance with applicable government regulations and manufacturer instructions to further limit respirable silica exposures. During clean-up,use NEPA vacuums or wet cleanup methods-never dry sweep. For further information,refer to our installation instructions and Material Safety Data Sheet available at www.jameshardie.com or by calling 1-800-9HARDIE(1-800-942-7343). FAILURE TO ADHERE TO OUR WARNINGS,MSDS,AND CLEARANCE AND FLASHING REQUIREMENTS Figure 3 Figure 4 Figure 5 Figure 6 Roof to Wall Horizontal Flashing Kickout Flashing Slabs, Path,Step. aini Z-Flashing r. ,lured I � - Min. Min.1/4 in. Do not caulk iw 1 in.-2 in. r 1 / in. .i ��/� I '� 1 in.2 in. Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Deck to Wall Ground to Siding Gutter to Siding Sheltered Areas Mortar/Masonry Ra IS -------- II L-Flashing �� 111 Z-Flashing �' ilitt,7' F hing! �, �' �� t Z Fl+ hin011:� f' --.'Min.l4in. � 00111111Min.' in. in,Ye in. Figure 12 Figure 13 Figure 14 Drip Edge Block Penetration Valley/Shingle Extension (Recommended in 1-IZ10 �. . 1t1; 1�,�—/��,/�Z.�� /t' wheg gutters �/ are present • , iik ....... FASTENER REQUIREMENTS ** Blind Nailing is the preferred method of installation for HardiePlank'v lap siding products.Face nailing should only be used where required by code for high wind areas and must not be used in conjunction with Blind nailing(Please see JH Tech bulletin 17 for exemption when doing a repair).Pin-backed corners may be done for aesthetic purposes Only.Pin-backs shall be done with finish nails only,and are not a substitute for blind or face nailing. BLIND NAILING FACE NAILING Nails-Wood Framing Nails-Wood Framing •Siding nail(0.09 in.shank x 0.221 in.HD x 2 in.long) •6d(0.113 in.shank x 0.267 in.HD x 2 in.long) • 11 ga.roofing nail(0.121 in.shank x 0.371 in.HD x 1.25 in.long) •Siding nail(0.09 in.shank x 0.221 in.HD x 2 in.long) Screws-Steel Framing Screws-Steel Framing •Ribbed Wafer-head or equivalent(No.8 x 1 1/4 in.long x 0.375 in.HD)Screws •Ribbed Bugle-head or equivalent(No.8-18 x 1-5/8 in.long x must penetrate 3 threads into metal framing. 0.323 in.HD)Screws must penetrate 3 threads into metal framing. Nails-Steel Framing Nails-Steel Framing •ET&F Panelfast®nails or equivalent(0.10 in.shank x 0.313 in.HD x 1-1/2 in. •ET&F pin or equivalent(0.10 in.shank x 0.25 in.HD x 1-1/2 in.long) long) Nails must penetrate minimum 1/4 in.into metal framing. Nails must penetrate minimum 1/4 in.into metal framing. OSB minimum 7/16 in. OSB minimum 7116 in. •Siding nail(0.09 in.shank x 0.221 in.HD x 1-1/2 in.long)* • 11 ga.roofing nail(0.121 in.shank x 0.371 in.HD x 1.75 in.long) •Ribbed Wafer-head or equivalent(No.8 x 1 5/8 in.long x 0.375 in.HD). Stud In. O..Cc.max. Stud O CZmax IIIIc1lllilli4' -- Figure 15 Figure 16 1/4 in.min. IIII,LWIII - -- t—1� - overlap /Minimum overlap — -� j for Both Face \ – –t,--i--- ---;;;;-,----1- ! Nail Line/ m and Blind Nailing _ — — — – .0 / 3/4 in.-1 iri. —— �i� Blind Nail _ I O min I - o— face nail -I � 1 1r4 in 1 / overlap - ' 11111 I -- S water-resistive Water Resistive Bamer L_ barrier 1 1/4°min. I i ' t -_f--- Overlap Laminate sheet to be removed immediately after installation of each course for ColorPlusR products. * When face nailing to OSB,planks must be no greater than 9 1/4 in.wide and fasteners must be 12 in.o.c.or less. GENERAL FASTENING REQUIREMENTS PNEUMATIC FASTENING Fasteners must be corrosion resistant,galvanized,or stainless steel. James Hardie products can be hand nailed or fastened with a pneumatic tool. Electro-galvanized are acceptable but may exhibit premature corrosion. Pneumatic fastening is highly recommended. Set air pressure so that the James Hardie recommends the use of quality,hot-dipped galvanized nails. fastener is driven snug with the surface of the siding.A flush mount James Hardie is not responsible for the corrosion resistance of fasteners. attachment on the pneumatic tool is recommended. This will help control the Stainless steel fasteners are recommended when installing James Hardie® depth the nail is driven.If setting the nail depth proves difficult,choose a products near the ocean,large bodies of water,or in very humid climates. setting that under drives the nail. (Drive under driven nails snug with a smooth faced hammer-Does not apply for installation to steel framing). Manufacturers of ACQ and CA preservative-treated wood recommend spacer materials or other physical barriers to prevent direct contact of ACQ or CA preservative-treated wood and aluminum products.Fasteners used to attach ge HardieTrim Tabs to preservative-treated wood shall be of hot dipped 4 countersunk,fill&add nail zinc-coated galvanized steel or stainless steel and in accordance to 2009 IRC snug flush " DO NOT DO NOT R317.3 or 2009 IBC 2304.9.5. under drive nails staple Figure A Figure B • Consult applicable product evaluation or listing for correct fasteners type and placement to achieve specified design wind loads. PAINTING • NOTE:Published wind loads may not be applicable to all areas where Local DO NOT use stain,oiValkyd base paint,or powder coating on James Hardie® Building Codes have specific jurisdiction.Consult James Hardie Technical Products.James Hardie products must be painted within 180 days for primed Services if you are unsure of applicable compliance documentation. product and 90 days for unprimed.100%acrylic topcoats are recommended. • Drive fasteners perpendicular to siding and framing. Do not paint when wet.For application rates refer to paint manufacturers • Fastener heads should fit snug against siding(no air space).(fig.A) specifications.Back-rolling is recommended if the siding is sprayed. • Do not over-drive nail heads or drive nails at an angle. CUT EDGE TREATMENT • If nail is countersunk,fill nail hole and add a nail.(fig.B) • For wood framing,under driven nails should be hit flush to the plank with a Caulk,paint or prime all field cut edges.James Hardie touch-up kits are hammer(For steel framing,remove and replace nail). required to touch-up ColorPlus products. • NOTE:Whenever a structural member is present,HardiePlank should be fastened with even spacing to the structural member.The tables allowing CAULKING direct to OSB or plywood should only be used when traditional framing is For best results use an Elastomeric Joint Sealant complying with ASTM C920 not available. Grade NS,Class 25 or higher or a Latex Joint Sealant complying with ASTM • Do not use aluminum fasteners,staples,or clipped head nails. C834.Caulking/Sealant must be applied in accordance with the caulking/sealant manufacturer's written instructions.Note:OSI Quad as well as some other caulking manufacturers do not allow tooling. COLORPLUS®TECHNOLOGY CAULKING,TOUCH-UP& LAMINATE •Care should be taken when handling and cutting James Hardie®ColorPlus®products.During installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product,then rinse with a garden hose. •Touch up nicks,scrapes and nail heads using the ColorPlus®Technology touch-up applicator.Touch-up should be used sparingly. If large areas require touch-up,replace the damaged area with new HardiePlank®lap siding with ColorPlus Technology. •Laminate sheet must be removed immediately after installation of each course. •Terminate non-factory cut edges into trim where possible,and caulk.Color matched caulks are available from your ColorPlus®product dealer. •Treat all other non-factory cut edges using the ColorPlus Technology edge coaters,available from your ColorPlus product dealer. Note:James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products. Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie touch-up will not be covered under the James Hardie ColorPlus Limited Finish Warranty. PAINTING JAMES HARDIE® SIDING AND TRIM PRODUCTS WITH COLORPLUS®TECHNOLOGY When repainting ColorPlus products,James Hardie recommends the following regarding surface preparation and topcoat application: •Ensure the surface is clean,dry,and free of any dust,dirt,or mildew •Repriming is normally not necessary •100%acrylic topcoats are recommended •DO NOT use stain,oil/alkyd base paint,or powder coating on James Hardie®Products. •Apply finish coat in accordance with paint manufacturers written instructions regarding coverage,application methods,and application temperature •DO NOT caulk nail heads when using ColorPlus products,refer to the ColorPlus touch-up section • Ham _ COVERAGE CHART/ESTIMATING GUIDE Number of 12 ft.planks,does not include waste COVERAGE AREA LESS OPENINGS HARDIEPLANKv LAP SIDING WIDTH SQ 51/4 61/4 71/4 71/2 8 81/4 91/4 91/2 12 (1 SQ=100 sq.ft.) (exposure) 4 5 6 6 1/4 6 3/4 7 8 8 1/4 10 3/4 1 25 20 17 16 15 14 13 13 9 2 50 40 33 32 30 29 25 25 19 3 75 60 50 48 44 43 38 38 28 4 100 80 67 64 59 57 50 50 37 5 125 100 83 80 74 71 63 63 47 6 150 120 100 96 89 86 75 75 56 7 175 140 117 112 104 100 88 88 65 8 200 160 133 128 119 114 100 100 74 9 225 180 150 144 133 129 113 113 84 10 250 200 167 160 148 143 125 125 93 11 275 220 183 176 163 157 138 138 102 12 300 240 200 192 178 171 150 150 112 13 325 260 217 208 193 186 163 163 121 14 350 280 233 224 207 200 175 175 130 15 375 300 250 240 222 214 188 188 140 16 400 320 267 256 237 229 200 200 149 17 425 340 283 272 252 243 213 213 158 18 450 360 300 288 267 257 225 225 167 19 475 380 317 304 281 271 238 238 177 20 500 400 333 320 296 286 250 250 186 This coverage chart is meant as a guide.Actual usage is subject to variables such as building design.James Hardie does not assume responsibility for over or under ordering of product. RECOGNITION:In accordance with ICC-ES Evaluation Report ESR-2290,HardiePlank®lap siding is recognized as a suitable alternate to that specified in.the 2006,2009,&2012 International Residential Code for One- and Two-Family Dwellings,and the 2006,2009,&2012 International Building Code,.HardiePlank lap siding is also recognized for application in the following:City of Los Angeles Research Report No.24862,State of Florida listing FL#889,Dade County,Florida NOA No.02-0729.02,U.S.Dept.of HUD Materials Release 1263c,Texas Department of Insurance Product Evaluation EC-23,City of New York MEA 223-93-M,and California DSA PA-019.These documents should also be consulted for additional information concerning the suitability of this product for specific applications. ©2016 James Hardie Building Products. All rights reserved. Additional Installation Information, TM,SM,and®denote trademarks or registered trademarks of James Hardie Technology Limited.'A is a registered trademark Warranties,and Warnings are available atJamesHardie of James Hardie Technology Limited. www.jameshardle.com grA„,p3. Panelfast is a registered trademark of ET&F Fastening Systems,Inc. PROJECT RIO-2683-17 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE® BRAND FIBER-CEMENT PLANKS TO WOOD OR METAL FRAMED WALLS WITH VARIOUS FASTENERS JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA. CA 92337 TABLE OF CONTENTS PAGE COVER PAGE 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 3 TABLE 1A and1B. RESULTS OF TRANSVERSE LOAD TESTING 3-4 SUMMARY OF FASENTER DESIGN LOAD CALCULATIONS 5-6 TABLE 2A THROUGH TABLE 20. ALLOWABLE DESIGN LOADS BY PLANK WIDTH 7-11 DESIGN WIND LOAD PROCEDURES 12 TABLE 3, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 12 TABLE 4. ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 13 TABLE 5. ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 13 TABLE 6, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 13 TABLE 7, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPLANK SIDING 14-57 LIMITATIONS OF USE 57 AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7- 10 THE 2017 FLORIDA BUILDING CODE. AND THE 2015 INTERNATIONAL BUILDING CODE. PREPARED BY: RONALD I. OGAWA & ASSOCIATES, INC. i'aaasssss,,' 16835 ALGONQUIN STREET#443 ��+s/' oGAVV,4 '1 HUNTINGTON BEACH, CA 92649 te° Q`' 714-292-2602 4. _ 714-847-4595 FAX ; } 24 d STATE Of cL,4' i,` _.c) ' F• �0 RV©�7..:.. <--,c.,-, '''' (N.1. di ‘ '`,ail : -.,..„,„„„f, a t RONALD 1.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH.CA 92649 714-292-2602 714-847-4595 FAX PROJECT:RIO-2553-15 JAMES HARDIE BUILDING PRODUCTS.INC. 1-888-542-7343 info©jameshardie.com EVALUATION SUBJECT HardiePlank®Lap Siding James Hardie Product Trade Names covered in this evaluation: -lardiePlank®Lap Siding.CemPlank®Siding,Prevail'.Lap Siding EVALUATION SCOPE: ASCE 7-10 2017 Flonda Building Code 2015 International Building Code® EVALUATION PURPOSE: This analysis is to determine the maximum design 3-second gust wind speed to be resisted by an assembly of HardiePlank(CernPlank.Prevail Lap)siding fastened to wood or metal framing with nails or screws. REFERENCE REPORTS: 1.Intertek Report 3067913(ASTM C1186)Material properties HardiePlank Siding 2.Ramtech Laboratories.Inc.Report 10593-96/1395(ASTM E330)Transverse Load Test.5/16"Thick by 7.5 inch wide HardiePlank Lap Siding instated on 2X4 W-Fir wood studs space at 16 inches on center with a 0.093 inch shank by 0.222 inch head diameter by 2.5 inch long galvanized siding nail 3.Rarntech Laboratories.Inc. Report IC-1034-88(ASTM E330)Transverse Load Test.5/16"Thick by 9.5 inch wide HardiePlank Lap Siding installed on 2X4 Hem-Fir wood studs space at 16 inches on center with a Number 11 gauge 1-3/4 inch long galvanized roofing nail 4.Ramtech Laboratories,Inc. Report IC-1020-88(ASTM E330)Transverse Load Test,5/16"Thick by 9.5 inch wide HardiePlank Lap Siding instated on 2X4 Hem-Fir wood studs space at 16 inches on center with a 6d common nail 5.Ramtech Laboratories.Inc.Report 2149-07-10(C)(ASTM E330)Transverse Load Test,5/16"Thick by 8.25 inch wide HardiePlank Lap Siding instated on 2X4 Doug-Fir-Larch wood studs space at 16 inches on center with an 8d ring shank box nail.0.113 inch shank by 0.260 inch head diameter by 2.375 inch long 6.Ramtech Laboratories,Inc.Report 2149-07-10(E)(ASTM E330)Transverse Load Test.5/16"Thick by 8.25 inch wide HardiePlank Lap Siding installed on 2X4 Doug-Fir-Larch wood studs space at 16 inches on center with a 0.092 inch shank by 0.222 inch head diameter by 2.5 inch long galvanized siding nail 7.Ramtech Laboratories,Inc.Report 2341-08-06(ASTM E330)Transverse Load Test,5/16"Thick by 8.25 inch wide HardiePlank Lap Siding installed on 2X4 Doug-Fir-Larch wood studs space at 16 inches on center with a 0.092 inch Shank by 0.222 inch head diameter by 2 inch long galvanized siding nail 8.Ramtech Laboratories,Inc.Report 2149-07-10(F)(ASTM E330)Transverse Load Test,5/16"Thick by 8.25 inch wide HardiePlank Lap Siding installed on 2X4 Spruce-Pine-Fur wood studs space at 16 inches on center with a 0.092 inch shank by 0.222 inch head diameter by 2.5 inch long galvanized siding nail 9.Rarntech Laboratories,Inc.Report 11149/1554(ASTM E330)Transverse Load Test 5/16"Thick by 6.25 inch wide HardiePlank Lap Siding installed on 20 gauge metal studs spaced at 16 and 24 inches on center with ET&F knurled pin fastener 10.Ramtech Laboratories,Inc.Report 11149/15548(ASTM E330)Transverse Load Test 5/16"Thick by 8.25 inch wide HardiePlank Lap Siding installed on 20 gauge metal studs spaced at 16 and 24 iiiicy/1r/rsroB�� )�i \ QGAW,4 ri • • • • • �� ♦ :,4 �� x '121 * OF J LCC S� o�ti FL 0 • 10NFa\- 2 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 ' 714-292-2602 714-847-4595 FAX PROJECT.RIO-2553-15 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 info@ameshardie.com TEST RESULTS: Table 1A.Results of Transverse Load Testing for Configurations with Steel Framing Report Number 11149 11149 11149 11149 11149 11149 IC-1035-88 /1554 /1554 /1554B /1554B /1554A /1554A Test Agency Ramtech Ramtech Ramtech Ramtech Ramtech Ramtech Ramtech Thickness(in.) 0.3125 0.3125 0.3125 0.3125 0.3125 0.3125 0.3125 Width(in.) 6.25 6.25 8.25 8.25 12 12 9.5 20 ga.steel 20 ga. 20 ga. 20 ga. 20 ga. 20 ga. 20 ga.steel Frame Type studs steel studs steel steel studs steel steel studs studs studs studs Frame Spacing(in.) 16 24 16 24 16 24 16 ET&F ET&F ET&F ET&F ET&F ET&F No.8 X 1- 0.100" 0.100" 0.100" 0.100" 0.100" 0.100" 1/4"long X knurled knurled knurled knurled knurled knurled 0.375" Fastener Type shank shank shank shank shank shank head diameter x diameter x diameter diameter x diameter diameter diameter x 0.313" x 0.250' x 0.250" ribbed 0.250"HD 0.250"HD HD x 1.5' 0.313'HU HD x 1.5" HD x 1.5" wafer head x 1.5"long x 1.5"long x 1.5"long long long long screw Fastening Method Face nail Face nail Blind nail Blind nail Face nail Face nail Blind nail Uttimate Load Ips() 317 173 54 50 151 81 169.2 Design Load(psf) 105.7 57.7 21.3 16.7 50.3 27.0 56.4 Effective Tributary Area(sgft) 0.556 0.833 0.778 1.167 1.194 1.792 0.917 Fastener Load,as tested rib/fastener) 58.7 48.1 16.6 19.4 60.1 48.4 51.7 1.Allowable Design Load is the Ultimate Load divided by a Factor of safety of 3. 2.HardieShingle Siding complies with ASTM C1186.Standard Specification for Grade II, Type A Non-asbestos Fiber-Cement Flat Sheets. 111/1 ff✓,..✓si 0. ��,191 °GAW,N M 1 1-0. 4 k1 `•. f CC �• SIPaEOi Q./; N r FSS!Q N NI e5 1 rr�'`✓"reif1>1, 3 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT RIO-2553-15 JAMES HARDIE BUILDING PRODUCTS.INC. 1-888-542-7343 info@jameshardie.com Table 1 B.Results of Transverse Load Testing for Configurations with Wood Framing Report Number 10593- IC-1034-88 IC-1020- 2149-07- 2149-07- 2341-08- 2149-07-10 96/1395 88 10(C) 10(E) 06 (F) Test Agency Ramtech Ramtech Ramtech Ramtech Ramtech Ramtech Ramtech Thickness(in.) 0.3125 0.3125 0.3125 0.3125 0.3125 0.3125 0.3125 Width(in.) 7.5 9.5 9.5 8.25 8.25 8.25 8.25 Frame Type 2X4 wood 2X4 wood 2X4 wood 2X4 wood 2X4 wood 2X4 wood 2X4 wood Hem-Fir' Hem-Fir• Hem-Fir• DFL DFL DFL SPF Frame Spacing(in.) 16 16 16 16 16 16 16 8d siding 1-3/4" 8d ring 8d siding 6d siding 8d siding 6d shank box nail, nail, Fastener Typenail,0.093" No.11 ga. nail.0.092" common nail,0.113"0.092"X 0.092"X X 0.222"X Rooting nail X 0.260"X 0.222"X 0.222"X X 0.222" X 2.5" nail 2.375" 2.5" 2" 2.5" Fastener Length(in.) 2.5 1.75 2 2.375 2.5 2 2.5 Fastening Method Blind nail Blind nail Face nail Face nail Face nail Face nail Face nail Ultimate Load(psf) 92 146.6 199 296 253 165 168 Design Load(psf) 30.7 48.9 66.3 98.7 84.3 55.0 56.0 Effective Tributary Area(sgft) 0.694 0.917 0.917 0.778 0.778 0.778 0.778 Fastener Load,as tested (lb/fastener) 21.3 44.8 60.8 76.7 65.6 42.8 43.6 Adjusted withdrawal design load Calculated fastener withdrawal toad is compared with the test result (lb/fastener) W 51.1 43.5 39.2 84.0 67.0 49.1 43.0 and the more conservative one unit be used. Net Fastener Penetration(in.),P 2.188 1.438 1.375 1.750 1.875 1.375 1.875 Wood Specific Gravity,G 0.42' 0.42' 0.42' 0.50 0.50 0.50 0.42 Nail Shank Diameter(in.),D 0.093 0.120 0.113 0.113 0.092 0.092 0.092 Withdrawal design value per NDS 2015 or ESR-1539(1bfin.penetration), 14.6 18.9 17.8 30.0 22.3 22.3 14.3 W •The assigned specific gravity of Hem Fir in NOS-2015 is 0.43,however 0.42 is used in this analysis in order to match the specific gravity of SPF lumber,which is more popular. 1.Allowable Design Load is the Ultimate Load divided by a Factor of safety of 3. 2.HardieShingte Siding complies with AS FM C1186,Standard Specification for Grade IT Type A Non-asbestos Fiber-Cement Flat Sheets 3.Calculated fastener withdrawal load is compared with the test result and the more conservative one will be used. For all cases in the table,the adjusted withdrawal design value.W'.is calculated as W=CD•W•P Where. CD=load duration factor per NDS-2015 Table 2.3.2 for windlearthquake load=1.6 W=withdrawal design value,calculated per NDS-2015 or ESR-1539,whichever applicable P=fastener embedment depth,in. When nail shank.D.>_0.099 inch but s 0.375 inch for smooth shank nails,NDS-2015 equation(11.2-3)is used to calculate withdrawal design value W=1380'G(5/2)'D Where, G=wood specific gravity per Table 11.3.3A D=nail shank diameter,in. When nail shank.D,is less than 0.099 inch.or in the case of ring shank nails, the withdrawal design values were obtained from ICC-ES ESR-1539 Table 2. ,,,,,,,_,g'`o 11pttl \• OG•AW4„- ,aaaa1 1�. tl > ni7tt 2 * i --0 STATE 0 cc�C �,'1 ( • 9,c ' •Z0R0• •• �� Fs8�0NAtE ,1 ---,, ,rmsl1S - 4 RONALD L OGAWA ASSOCIATES.INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT RIO-2553-15 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 info@jameshardie.com Summary based on Report 10593-96(1395(2.5 in.long by 0.093 in.shank by 0.222 in.head diameter)siding nails blind nailed into wood studs): Nail withdrawal design load was determined to be 14.6 Ib(n.penetration,based on ESR-1539 Table 2,for 0.093"smooth shank nail with 0.42 wood specific gravity. The adjusted fastener withdrawal design value W=C-•W'P=1.6'14.6'2.188=51.1 lb. The tested design fastener load with a factor of safety 3 applied is 21.3 pounds per fastener,which is less than the adjusted fastener withdrawal design value of 51.1 pounds.so to he conservative,the tested fastener load of 21.3 pounds wit be used for the calculation. Calculation for 6d siding nail(2 in.long by 0.093 in.shank by 0.222 in. head diameter)blind nailed into wood studs: Using the same timber.but changing the nail length to a 6d siding nail(2 in.long by 0.093 in.shank by 0.222 in. head diameter)yields an adjusted fastener withdrawal design value of 42.13 pounds per fastener Nail withdrawal design value.W=14.6 bun penetration; Net Penetration for a 2"nail through 5/16"fiber cement,P=1.688": W'=Co'W'P=1.6'14.6'1.688=39.4 lb/fastener). Based on the rationale below,a 6d siding nail can be directly substituted for the 8d siding nail: t)The mode of failure for the 2.5 inch long by 0.093 inch shank by 0.222 inch head diameter siding nails is fastener head pull through the fiber-cement,the head diameter controls the failure,the 6d and 8d siding nail have the same head diameter(0.222"),and 2)The adjusted fastener withdrawal design value for the 2 inch long by 0.093 inch shank by 0.222 Inch head diameter siding nail is 39.4 Ib/fastener,this exceeds the test fastener design load of 21.31bs/fastener. For the two reasons above,the 6d siding nail blind nailed can directly substitute the 8d siding nail of the same shank and head diameters. Results in Table 2F are used to calculate allowable basic wind speed for the 6d siding nail(2 inch long by 0.093 inch shank by 0.222 inch head diameter)blind nailed into wood studs. +,'ff"R`,\ OGAW,q`' ,4 • tl V �o e • ,Q STAT' OF rv4 ,: e F�Q R�pP• °�; S •�vf�I �� t ;• Rf Y�y 5 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 • HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT:R10-2553-15 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 info@jameshardie.com Summary based on Report IC-1034-88(No.11ga 1.75"long roofing nail blind nailed into wood studs): The adjusted fastener withdrawal design value,W'.is calculated per NDS-2015. Specific gravity,G=0.42(use the specific gravity of SPF lumber instead of 0.43 for Hem Fir); Nail shank diameter.D=0.120 Nail penetration depth for 1.75"nail installed on 5/16"fiber cement plank,P=1.438": Calculated withdrawal design value,W=1380`G(512)'D=1380'(0.42)"2.5'0.120=18.9 Ibfin penetration: Adjusted withdrawal design value.W=CD'W•P=1.6`18.9'1.438=43.5 lb. The tested design fastener load with a factor of safety 3 applied is 44.8 pounds per fastener,which is larger than the NDS adjusted fastener withdrawal design value of 43.5 pounds. Hence for calculation of allowable basic wind speed,tested fastener load of 43.5 pounds for a No.11 gauge 1.75 inch long roofing nail will be used. In Table 2G below,the fastener load is held constant at 43.5 lbs/fastener for each plank width,the allowable siding design load is back calculated from the tested fastener design load_ Sidingdesign load is equal to fastener design load divided by fastener tributary. Results in Table 2G are used to calculate allowable basic wind speed for the Number 11 gauge 1.75 inch long roofing nail. Calculation for No.11 ga.1.25"long roofing nail blind nailed into wood studs: Report IC-1034-88(1.75"long 11ga.roofing nail)yielded a tested fastener load of 44.79 lb/fastener with the failure mode being fastener head pull through the fiber-cement. Therefore we know that the fiber-cement fastened blind nailed with a roofing nail is limited to 44.79 lb/fastener. Using the same timber as specified in Report IC-1034-88, but changing the nail length to a 1.25 inches long yields an adjusted fastener withdrawal design value of 28.4 pounds per fastener. Calculated withdrawal design value.W=18.9 Ibfin.penetration. Nail penetration depth for 1.25"nail installed over 5/16"fiber cement plank.P=0.938"; Adjusted withdrawal design value,W=CD'W•P=1.6'18.9'0.938=28.4 lb/fastener. In this case.the adjusted withdrawal design value is the control factor,since it's less than the tested design fastener load.Siding design load is equal to fastener design load of 28.4 lb/fastener divided by fastener tributary. See Table 2H below,for the calculated siding design loads for each plank width. Results in Table 2H are used to calculate allowable wind speed for the Number 11 gauge 1.25 inch long roofing nail used in a blind nail application. Summary based on Report 1020-88(6d common nail face nailed into wood studs): The adjusted fastener withdrawal design value based on NDS-2015 is 39.2 pounds per fastener. The tested design fastener load with a factor of safety 3 applied is 60.8 pounds per fastener. The NDS adjusted fastener withdrawal design value of 39.2 pounds is more conservative when compared against the tested fastener load. Hence for calculation of allowable basic wind speed,the siding design load for a 6d common nail face nailed will be calculated based on the NDS-2015 adjusted fastener withdrawal design value 39.2 lbs/fastener. See Table 21 below for the calculated siding design loads for each plank width using a 6d common. Results in Table 21 are used to calculate allowable basic wind speed for the 6d common nail,face nailed. Calculation for 8d common nail face nailed into wood studs: We would like to use the ultimate test values obtained in report 1020-88,to do this we propose substituting an 8d common nail for the tested 6d common nail. Doing this substitution resolves the disparity between the NDS and tested values on fasteners. Below are the rationale for substituting the 8d common for the 6d common nail used in testing report 1020-88 to achieve the stated ultimate test load of 199 psf,a design load of 66.3 psi: 1)Use the same timber as in the report,but change the nail to a larger 8d common nail(2.5"long x 0.131'shank diameter s 0.281"head diameter): 2)The 8d common yields an NDS adjusted fastener withdrawal design value of 65.8 pounds per fastener Specific gravity,G=0 42;Shank diameter,D=0.131",Net Penetration for a 2.5"nail through two layers of 5/16"fiber cement=1.875": Withdrawal design value,W=1380'G(512)•D=20.67 Ibfin penetration. Adjusted withdrawal design value,VV'=CD*WP=1.6'20.67'1.875=62.0 lb. 3)The mode of failure for the 6d common nail(report 1020-88)is fastener withdrawal from timber. Since the 8d common nail has a larger beanng area under the fastener head than the 6d common,we can anticipate at least the same fastener put through capacity from an 8d common nail- '6d common head beanng area(head diameter=0.266 inches,shank diameter 0.113 inches)=0.0455 sq inches, *8d common head bearing area(head diameter=0.281 inches,shank diameter 0.131 inches)=0.0485 sq inches, 4)The NOS adjusted fastener withdrawal design value for the 8d common is 62.0 lb/fastener,this exceeds the tested fastener design load of 60.8 lbsifastener(for a 6d common in report 1020-88),therefore we can use the ultimate failure pressure of 199 psf to tabulate a design pressure 66.3 psf with an 8d common nail(60.8 lbs/fastener),this will be used to calculate wind design. For the 4 reasons above,the 8d common can be directly substituted for the 6d common used in report 1020-88. See Table 2J for the calculated siding design loads for each plank width. Results in Table 2J are used to calculate allowable basic wind speed for the 8d common nail face nailed into wood studs. Summary based on Report 2149-07-10 IC)(8d ring shank box nail face nailed into wood studs): Nail withdrawal design load was determined to be 30 lb/in.penetration,based on ESR-1539 Table 2,for 0.113"deformed shank nail with 0.50 wood specific gravity. Nail penetration depth for 2.375"long nail through two layers of 5/16"fiber cement planks,P=1.75"; The adjusted fastener withdrawal design value W'=Co'W'P=1.610'1.75=84.0 lb. 1111 lox °GAN The tested design fastener load with a factor of safety 3 applied is 76.7 pounds per fastener,which is less than the adjusted fastener withdrawal design value of, t,d,pi) .•Henpu.fpt•. -- calculation of allowable basic wind speed,tested fastener load of 76.7 pounds will be used. _�' •f-• l4A In Table 2K below.the fastener load is held constant at 76.7 lbs/fastener for each plank width,the allowable siding design load is back calculated from the tested fan: ��i.,1t •�� e e Siding design load is equal to fastener design Toad divided by fastener tributary. Results in Table 21(are used to calculate allowable basic wind speed for 8d ring sh- ai nailed into wood studs. ' * r cc • fit DRIP it / 6 RONALD I.OGAWA ASSOCIATES.INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT:RIO-2553-15 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 info@(ameshardie.com For Table 2A to 2N the designs loads will be calculated by proportioning the tributary area to each fastener,thereby design load to each fastener will be kept constant. By doing so,the allowable design load for various HardiePlank widths and stud spacing will be determined. Table 2A,Allowable Design Loads Based on Constant Fastener Load,ET&F 0.100"knurled shank x 0.250"HD x 1.5"long,16"OC 20ga Metal Studs,fasteners exposed(face nail) Check for results using 6.25 inch plank values from Report Number 11149/1554 and 11149/1554A. Design load=ultimate failure load/FOS=-317psf/3=-105.7 psf Effective tributary=((plank width exposed to weather X stud spacing)/144)=((6.25-1.25)X 16)/144=0.556 sq.ft. Fastener load=design load X tnbutary area=-105.67 X 0.556=-58.7 pounds Calculated allowable design load=fastener load tested condition divided by area tnbutary for the condition to be calculated o `0 2 v ro 0 ar . N 0 d N c CO Sl c SI HardiePlank Width °' 7 E a L u a= 3_ a u- °a a � wQ (inches) i--r_.) cow i- aoa u.J 5.25 16 0.4444 -132.08 -58.70 6.25 -317 16 0.5556 -105.67 -58.70 7.25 16 0.6667 -88.06 -58.70 7.5 16 0.6944 -84.53 -58.70 8 16 0.7500 -78.27 -58.70 8.25 16 0.7778 -75.48 -58.70 9.25 16 0.8889 -66.04 -58.70 9.5 16 0.9167 -64.04 -58.70 12 -151 16 1.1944 -50.33 -60.12 Table 28,Allowable Design Loads Based on Constant Fastener Load,ET&F 0.100"knurled shank 5 0.250"HD x 1.5"long,24"OC 20ga Metal Studs,fasteners exposed(face nail) Check fur results using 6.25 inch plank values from Report Number 11149/1554 and 1114911554A. Design load=ultimate failure load/FOS=173psf/3=57.67 psf Effective tributary=((plank width exposed to weather X stud spacing)/144)=((6.25-1.25)X 24)/144=0.8333 sq.tt. Fastener load=design load X tributary area=57.67 X 0.8333=48.06 pounds Calculated allowable design load=fastener load tested condition divided by area tnbutary for the condition to be calculated arov a u Qi o O 7 p^ L .0 03 3:1 HardiePlank Width 01 v E m L " ,w 3-y'ri Q1. -0 u n 6 o a u) m (inches) %'<jt. ;n `w r= _9_ .,3 23 5.25 24 0.6667 -72.08 -48.06 6.25 -173 24 0.8333 -57.67 -48.06 7.25 24 1.0000 -48.06 -48.06 7.5 _ 24 1.0417 -.46.13 -48.06 8 24 1.1250 -42.72 -48.06 8.25 24 1.1667 -41.19 -48.06 9.25 24 1.3333 -36.04 -48.06 9.5 24 1.3750 -34.95 -48.06 12 -81 24 1.7917 -27.00 -48.38 Table 2C,Allowable Design Loads Based on Constant Fastener Load,ET&F 0.100"knurled shank x 0.313"HD x 1.5"long,16"OC 20ga Metal Studs,fasteners concealed(blind nail) Check for results using 8.25 inch plank values from Report Number 11149/15548. Design load=ultimate failure load/FOS=-64psf/3=-21.33 psf Effective tributary=((plank width exposed to weather X stud spacing)/144)=((8.25-1.25)X 16)/144=0.778 sq.ft. Fastener load=design load X tributary area a-21.33 X 0.778=-16.59 pounds Calculated allowable design load=fastener load tested condition divided by area tributary for the condition to be calculated c m d a a ro U Q N J c v N2` cm o m _ c.r. 3HardiePlank Width y cE a L v aa'u " a U 2 a a ov) 5' 5.25 16 0.4444 0j0 ` O� '�Q ''�• o '(1 (inches) -37.33 ' 6.25 16 0.5556 -29.87 -16.59 i • 7.25 16 0.6667 -24.89 -16.59 SI 7.5 16 0.6944 -23.89 -16.59 jti e 8 16 0,7500 -22.12 -16.59 ,�N� � _ on 8.25 -64 16 0.7778 -21.33 -16.59 _ eI t� 9.25 t6 0.8889 -18.67 -16.59 • • 0• 2' '. :• - ' 9.5 16 0.9167 -18.10 -16.59 i x ti 12 16 1.1944 -13.89 -16.59 ` � s- • [ i� RONALD I.OGAWA ASSOCIATES.INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH.CA 92649 714-292-2602 714-847-4595 FAX PROJECT R10-2553-15 JAMES HARDIE BUILDING PRODUCTS.INC. 1-888-542-7343 info@jameshardie.com Table 2D,Allowable Design Loads Based on Constant Fastener Load,ET&F 0.100"knurled shank x 0.313"HD x 1.5"long,24"OC 20ga Metal Studs,fasteners concealed(blind nail) Check for results using 8.25 inch plank values from Report Number 11149/15548. Design load=ultimate failure load/FOS=-50psf/3=-16.67 pst Effective tnbutary=((plank width exposed to weather X stud spacing)/144)=48.25-1.25)X 24)1144=1.1667 sq.ft. Fastener load=design load X tributary area=-16.67 X 1.1667=-19.44 pounds Calculated allowable design load=fastener load tested condition divided by area tributary for the condition to be calculated i-_- y D c--2.- Q m - o mn -o= dm a-' n c- HardiePlank Width m E y n .N u- H (inches) mac» u1 w� '�&" a0a u_ _t 5.25 24 0.6667 -29.17 -19.44 6.25 24 0.8333 -23.33 -19.44 7.25 24 1.0000 -19.44 -19.44 7.5 24 1.0417 -18.67 -19.44 8 24 1.1250 -17.28 -19.44 8.25 -50 24 1.1667 -16.67 -19.44 9.25 24 1.3333 -14.58 -19.44 9.5 24 1.3750 -14.14 -19.44 12 24 1.7917 -10.85 -19.44 Table 2E,Allowable Design Loads Based on Constant Fastener Load,No.8 X 1-518"long X 0.375"HD ribbed waferhead screw,20ga.Metal Studs,fasteners concealed(blind nail) Check for results using 9.5 inch plank values from Report Number IC-1035-88 Design load=ultimate failure load/FOS=-169.2psf/3=-56.4 psf Effective tributary=((plank width exposed to weather X stud spacing)/144)=1(9.5-1.25)X 16)/144=0.9167 sq.ft. Fastener load=design load X tnbutary area=-56.4 X 0.9167=-51.7 pounds Calculated allowable design toad=fastener load tested condition divided by area tributary for the condition to be calculated O) I a c N a c. Q j U o N a^n 1 6- S " 0.0 a N 1 6 Z c HardiePlank Width m e 0 v o 3 2'}- 2 v u)t c z 3 R u c. u d _ 6- o rn y m ° a ll o a 0 (inches) r°'-c.�5 m e w i "' ¢o' u- _, in w t= ' a o a 5.25 16 0,4444 -116.33 -51.70 24 0.6667 -77.55 6.25 16 0.5556 -93.06 -51.70 24 0.8333 -62.04 7.25 16 0.6667 -77.55 -51.70 24 1.0000 -51.70 7.5 16 0.6944 -74.45 -51.70 24 1.0417 -49.63 8 16 0.7500 -68.93 -51.70 24 1.1250 -45.96 8.25 16 0.7778 -66.47 -51.70 24 1.1667 -44.31 9.25 16 0.8889 -58.16 -51.70 24 1.3333 - -38.78 9.5 -169.2 16 0.9167 -56.40 -51.70 24 1.3750 -37.60 12 16 1.1944 -43.28 -51.70 24 1.7917 -28.86 Table 2F,Allowable Design Loads Based on Constant Fastener Load,fid siding nail 2.0"L,SPF Studs,fasteners concealed(blind nail) Check for results using 7.5 inch plank values from Report Number 10593-96/139.5. The following example will demonstrate the basic analysis' Design load=ultimate failure load/FOS=-92psf/3=-30.7psf Effective tnbutary=((plank width exposed to weather X stud spacing)/144)=((7.5-1.25)X 16)/144=0.694 sq.ft. Fastener load=design load X tnbutary area=-30.7 X 0.694=-21.3 pounds, which will be used for the calculation Adjusted fastener withdrawal load from NDS-2015=42.0 lb/fastener.which is larger than the tested fastener load Calculated allowable design load=fastener load tested condition divided by area tributary for the condition to be calculated m m w ci N Z., of 2 -a a 0 Q -0 Q m C �p N J y y-i O L n 0 1 a- n N a^ 1 d HardiePlank Width = E -o- i 3 C2'u ??-o a L u, = 3.m ri (inches) r0 c6 5 m e w f y ° m a m o = 2 V 42 & ° 3 a aC LL ins L11 Ft .7 CI 5.25 16 0.4444 -47.92 -21.30 24 0.6667 -31.94 BBQ////ld,fv� 6.25 16 0.5556 -38.33 -21.30 24 0.8333 -25.56 f B B ai 7.25 16 0.6667 -31.94 -21.30 24 1.0000 -21.30 3�I t O G A�yq 7.5 -92 16 0.6944 -30.67 -21.30 24 1.0417 -20.44 1i �° 8 16 0.7500 -28.40 -21.30 24 1.1250 -18.93 8.25 16 0.7778 -27.38 -21.30 24 1,1667 -18.25 t 11 .1 4 9.25 16 0.8889 -23.96 -21.30 24 1.3333 -15.97 �'+i !.- 9.5 16 0.9167 -23.23 -21.30 24 1.3750 15.49 /� 12 16 1.1944 -17.83 -21.30 24 1,7917 -11.89 a ''I• 2 -' a • VC 'Z' z. -Po'••• FLogat-/,,,,;. .i r"-osis's,,,e 8 RONALD I.OGAWA ASSOCIATES.INC 16835 ALGONQUIN STREET#443 - HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT:RIO-2553-15 JAMES HARDIE BUILDING PRODUCTS.INC. 1-888-542-7343 info@jameshardte.corn Table 2G,Allowable Design Loads Based on Constant Fastener Load,No.1198.Roofing nail 13/4"L,SPF Studs,fasteners concealed(blind nail) Check for results using 9.5 inch plank values from Report Number IC-1034-88. Design load=ultimate failure load/FOS=-146.6psf/3=-48.9 psf Effective tnbutary=((plank width exposed to weather X stud spacing)/144)=((8.25-1.25)X 16)/144=0.9167 sq.ft. Fastener load=design load X tributary area=-48.9 X.9167=-44.79 pounds,which will be used for the calculation Adjusted fastener withdrawal load from NDS-2015=43.5 Ib/fastener,in this case it's more conservative and will be used for the calculation Calculated allowable design load=fastener load tested condition divided by area tributary for the condition to be calculated rn N C NC O D 0. J 0 Q O O N a N a a N :V a ., it 5 --�N co 18 f uHardiePlank Width -II E o a• 3 -a -o n0 r 3 ='is O U N D O rn N N U w0 D (n (inches) 1±(S t H < LLonim wND .. t- Nao°- 5.25 16 0.4444 -97.88 -43.50 24 0.6667 -65.25 6.25 16 0.5556 -78.30 -43.50 24 0.8333 -52.20 7.25 16 0.6667 -65.25 -43.50 24 1.0000 -43.50 7.5 16 0.6944 -62.64 -43.50 24 1.0417 -41.76 8 16 0.7500 -58.00 -43.50 24 1.1250 -38.67 8.25 16 0.7778 -55.93 -43.50 24 1.1667 -37.29 9.25 16 0.8889 -48.94 -43.50 24 1.3333 -32.63 9.5 -146.6 16 0.9167 -47.45 -43.50 24 1.3750 -31.64 12 16 1.1944 -36.42 -43.50 24 1.7917 -24.28 Table 2H,Allowable Design Loads Based on Constant Fastener Load,No.11ga.Roofing nail 1-114"L,SPF Studs,fasteners concealed(blind nail) The design load in this case is limited by both test result of report IC-1034-88 and Adjusted withdrawal load from NDS-2015 . Siding design load in this case is equal to the adjusted fastener withdrawal design load(30.1 lb/fastener)divided by fastener tributary area. m c ma 0 ,O O Vaj N _> N C Ql C co t > t0 - r HardiePlank Width g o m a n es o 'O'N y m o u m r 9 2'L- m o _ w _ cn (inches) .S L 1-E . Q o s ag if 3 u)-� w-f= _ 8 0 9_ 5.25 16 0.4444 -63.90 -28.4 24 0.6667 -42.60 6.25 16 0.5556 -51.12 -28.4 24 0.8333 -34.08 7.25 16 0.6667 -42.60 -28.4 24 1.0000 -28.40 7.5 16 0.6944 -40.90 -28.4 24 1.0417 -27.26 8 16 0.7500 -37.87 -28.4 24 1.1250 -25.24 8.25 __ 16 0.7778 -36.51 -28.4 24 1.1667 -24.34 9.25 16 0.8889 -31.95 -28.4 24 1.3333 -21.30 9.5 16 0.9167 -30,98 -28.4 24 1.3750 -20.65 12 16 1.1944 -23.78 -28.4 24 1.7917 -15.85 Table 21,Allowable Design Loads Based on Constant Fastener Load,6d common nail 2"L,SPF Studs,fasteners exposed(face nail) Check for results using 9.5 inch plank values from Report Number IC-1020.88. Design load=ultimate failure load/FOS=-199psf/3=-66.3 psf Effective tributary=((plank width exposed to weather X stud spacing)/144)=1(9.5-1.25)X 16)/144=0.9167 sq.ft. Fastener load=design load X tributary area=-66.33 X 0.9167=-60.81 pounds Adjusted fastener withdrawal load from NDS-2015=39.2 lb/fastener,in this case it's more conservative and will be used for the calculation Calculated allowable design load=adjusted fastener withdrawal load divided by area tributary for the condition to be calculated o, m m C a C N -o O - 0 Q m C N Q y J o m a m > _ a n„ > Z a HardiePlank Width 1 V E w- z 3'mu- w a .9 i u 3.F.,'L- N O'« 3 C E'9 N 2 W y) tV O O u in= 6- O �(n (inches) -o 5 c.e. W1- a. Goa L.,.._.1 U) W 1t !'.. 0°.-. 5.25 16 0.4444 -88.20 -39.20 24 0.6667 -58.80 6.25 16 0.5556 -70.56 -39.20 24 0.8333 -47.04 7.25 16 0.6667 -58.80 -39.20 24 1.0000 -39.20 7.5 16 0.6944 -56.45 -39.20 24 1.0417 -37.63 9.25 .84 8.25 16 0.7778 0 -39.20 24 1.1667 16 0.8889 -50.40 -39.20 24 1.3333 -29.40 ti i i\�q J/O 4� 9 OAd9 /e .60 9.5 -199 16 0.9167 -42.76 -39.20 24 1.3750 -28.51 1t )C � ®_ 12 16 1.1944 -32.82 -39.20 24 1.7917 -21.88 i1r / i. 24 . tri it -o STATE O z 9 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH.CA 92649 714-292-2602 714-847-4595 FAX PROJECT:R10-2553-15 JAMES HARDIE BUILDING PRODUCTS.INC. 1-888-542-7343 info@jameshardie.com Table 2J,Allowable Design Loads Based on Constant Fastener Load,8d common nail 2.5"L,Hem-Fir Studs,fasteners exposed(face nail) The design load in this case is limited by both test result of report IC-1020-88 and Adjusted withdrawal load from NDS-2015 Siding design load in this case is equal to the adjusted fastener withdrawal design load(30.1 Ib/fastener)divided by fastener tributary area. Design load=ultimate failure load/FOS=-199psf/3=-66.3 psf Effective tnbutary=((plank width exposed to weather X stud spacing)/144)_((9.5-1.25)X 16)1144=0.9167 sq.ft. Fastener load=design load X tnbutary area=-66.33 X 0.9167=-60.81 pounds which will be used for the calculation Adjusted fastener withdrawal load from NDS-2015=65.8 Ib/fastener,which is larger than the tested fastener load Calculated allowable design load=fastener load tested condition divided by area tributary for the condition to be calculated at in m a c c ° o _ U a U Q o o O_ N y co Nii; >r0 a G c D co o 1 N._ U C _ HardiePlank Width N a E a u m a''= o _y' m .v U 2 c 0 a% (inches) mac» n c w ¢oa LL3 05 wi= Q <0 ez 5.25 16 0.4444 -136.82 -60.81 24 0.6667 -91.22 6,25 16 0.5556 -109.46 -60.81 24 0.8333 -72.97 7.25 16 0.6667 -91.22 -60.81 24 1.0000 -60.81 7.5 16 0.6944 -87.57 -60,81 24 1.0417 -58.38 8 16 0.7500 -81.08 -60.81 24 1.1250 -54.05 8.25 16 0.7778 -78.18 -60.81 24 1.1667 -52.12 9.25 16 0.8889 -68.41 -60.81 24 1.3333 -45.61 9.5 -199 16 0.9167 -66.33 -60.81 24 1.3750 -44.22 12 16 1.1944 -50.91 -60.81 24 1.7917 -33.94 Table 2K,Allowable Design Loads Based on Constant Fastener Load,8d(2-3/8"L)ring shank box nail,DEL Studs,fasteners exposed(face nail) Check for results using 8.25 inch plank values from Report Number 2149-07-10(C). Design load=ultimate failure load/FOS=-296psf/3=-98.7 psf Effective tributary=((plank width exposed to weather X stud spacing)/144)=((8.25-1.251 X 16)/144=0.778 sq.ft. Fastener load=design load X tnbutary area=-98.7 X 0.778=-76.74 pounds.which will be used for the calculation Adjusted fastener withdrawal load per ESR-1539=84 lb/fastener,which is larger than the test fastener load Calculated allowable design load=fastener load tested condition divided by area tnbutary for the condition to be calculated O) N T 0 c m -o v a - a o c o HardiePlank Width = 7 E -o i " 3.9.,LL a, .co � `v 5,>= 3°° 3 cp (inches) c°3 5. co c wH 7oa co u_� m w Toa 5.25 16 0.4444 -172.67 -76.74 24 0,6667 -115.11 6.25 16 0.5556 -138.13 -76.74 24 0.8333 -92.09 7.25 16 0.6667 -115.11 -76.74 24 1.0000 -76.74 7.5 16 0.6944 -110.51 -76.74 24 1.0417 -73.67 8 16 0.7500 -102.32 -76.74 24 1.1250 -68.21 8.25 -296 16 0.7778 -98.67 -76.74 24 1.1667 -65.78 9.25 16 0.8889 -86.33 -76.74 24 1.3333 -57.56 9.5 16 0.9167 -83.72 -76.74 24 1.3750 -55.81 12 ' 16 1.1944 -64.25 -76.74 24 1.7917 -42.83 Table 2L Allowable Design Loads Based on Constant Fastener Load,8d siding nail(0.092"shank),DFL Studs,fasteners exposed(face nail) Check for results using 8.25 inch plank values from Report Number 2149-07-10(E). Design load=ultimate failure load/FOS=-253psf/3=-84.3 psf Effective tributary=((plank width exposed to weather X stud spacing)/144)=((8.25-1.25)X 16)/144=0.778 sq.ft. Fastener load=design load X tnbutary area=-84.3 X 0.778=-65.59 pounds,which will be used for the calculation The adjusted nail withdrawal load per ESR-1539=67.0 lb/fastener,which is larger than the lest fastener load. Calculated allowable design load=fastener load tested condition divided by area tributary for the condition to be calculated m m a m y c a ' ri no 3 m -, 1.E.,2- c c� m > m� � c ! asp+ HardiePlank Width H e E u , m -� ri a u m n' r o , 940191\ 'J'tQ W 1 (inches) °) o - c t.` a m o c w m to I.- E �,. 5.25 16 0.4444 -147.58 -65.59 24 0.6667 -98.39 ,,i� l 6.25 16 0.5556 -118.07 -65.59 24 0.6333 -78.71 a�c, 7.25 16 0.6667 -98.39 -65.59 24 1.0000 -65.59 p : • 4 7.5 16 0.6944 -94.45 -65.59 24 1.0417 -62.97 \/ N- / n' , 8 16 0.7500 -87.46 - -65.59 24 1.1250 -58.30 • �f .� 0 8.25 -253 16 0.7778 -84.33 -65.59 24 1.1667 -56.22 .. y ' 9.25 16 0.8889 -73.79 -65.59 24 1,3333 -49.19 : R '. • T OF 9.5 16 0.9167 -71.56 -65.59 24 1.3750 -47.70 S��{ �" 12 16 1.1944 -54,91 -65.59 24 1.7917 -36.61 �.(i' / " ' c _sd �•.. . O�+�r�, • '•W 011' V i........ • 1 t s-0-p o N R!-,�fl ... 44 9,#_,i'�ra// 10 RONALD I.OGAWA ASSOCIATES.INC. 16835 ALGONQUIN STREET#443 - HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT:R10-2553-15 JAMES HARDIE BUILDING PRODUCTS.INC. 1-888-542-7343 info@jameshardie.com Table 2M,Allowable Design Loads Based on Constant Fastener Load,6d siding nail(0.092"shank),DFL Studs,fasteners exposed(face nail) Check for results using 8.25 inch plank values from Report Number 2341-08-06. Design load=ultimate failure load/FOS=-165psf/3=-55 psf Effective tributary=((plank width exposed to weather X stud spacing)/144)_((8.25-1.25)X 16)/144=0.778 sq ft. Fastener load=design load X Mbutary area=-55.0 X 0.778=-42.78 pounds,which will be used for the calculation The adjusted nail withdrawal load per ESR-1539=49.1 Ib/fastener,which is larger than the test fastener load. Calculated allowable design load=fastener load tested condition divided by area tributary for the condition to be calculated C m m m m -o c m n 'D 4 m CO .0 Qm m 0 a i all `gmDa ?° y4.3 m c c c HardiePlank Width ma E a m a 3o m LL H m r 0 o 9 y'u. O _ N _ y c _ D- O (n (inches) t-U5 w.` w1-- .S. ,oa u-� En-_-_. wr- f9 <o9 5.25 16 0.4444 -96.25 -42.78 24 0.6667 -64.17 6.25 16 0.5556 -77.00 -42.78 24 0.8333 -51.33 7.25 16 0.6667 -64.17 -42.78 24 1.0000 -42.78 7.5 16 0.6944 -61.60 -42.78 24 1.0417 -41.07 8 - 16 0.7500 -57.04 - -42.78 24 1.1250 -38.02 8.25 -165 16 0.7778 -55.00 -42.78 24 1,1667 -36.67 9.25 16 0.8889 -48.13 -42.78 24 1.3333 -32,08 9.5 16 0.9167 -46.67 -42.78 24 1.3750 -31.11 12 I6 1.1944 -35.81 -42.78 24 1.7917 -23.88 Table 2N,Allowable Design Loads Based on Constant Fastener Load,8d siding nail(0.092"shank),SPF Studs,fasteners exposed(face nail) Check for results using 8.25 inch plank values from Report Number 2149-07-10(F). Design load=ultimate failure load/FOS=-168psf/3=-56.0 psf Effective tributary=((plank width exposed to weather X stud spacing)/1441=((8.25-1.25)X 16)/144=0.778 sq.fL Fastener load=design load X tributary area=-56.0 X 0.778=-43.56 pounds The adjusted nail withdrawal load per ESR-1539=43.0 lb/fastener,which is mom conservative and will be used for the calculation. Calculated allowable design load=fastener load tested condition divided by area tributary for the condition to be calculated m m co - a .B a a - ei C m mn i m n c �' m'W . &' ,' -. c HardiePlank Width H E 3 0 a z o ' =m a c m . .. o.N 0. d cr (inches) �t w m2 n w 30� v;` wt`- 3ca 5.25 16 0.4444 -96.75 -43.00 24 0.6667 -64.50 6.25 16 0.5556 -77.40 -43.00 24 0.8333 -51.60 7.25 t6 0.6667 -64.50 -43.00 24 1.0000 -43.00 7.5 16 0.6944 -61.92 -43.00 24 1.0417 -41.28 8 16 0.7500 -57.33 -43.00 24 1.1250 -38.22 8.25 -168 16 0.7778 -55.29 -43.00 24 1.1667 -36.86 9.25 16 0.8889 -48.38 -43.00 24 1.3333 -32.25 9.5 16 0.9167 -46.91 -43.00 24 1.3750 -31.27 12 16 1.1944 -36.00 -43.00 24 1.7917 -24.00 oa(4' \.OGAWq'+.. ._ it .... It - i� PP'` -,i vit ems : TE OF > 7:'-::P0A,..%.---Ft 0 RO'''../.`-:' il 11 RONALD I.OGAWA ASSOCIATES.INC. 16835 ALGONQUIN STREET#443 • HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT:RIO-2553-15 JAMES HARDIE BUILDING PRODUCTS,INC. 1-888-542-7343 info@jameshardie.com ucaren •srrx� I elAn Fiber-cement siding transverse load capacity(wind load capacity)is determined via compliance testing to transverse load national test standards. Via the transverse load testing an allowable design load is determined based on a factor of safety of 3 applied to the ultimate test load. Since the allowable design toad is based on factor of safety of 3,allowable design loads on fiber-cement siding correlate directly to required design pressures for Allowable Stress Design.and therefore should be used with combination loading equations for Allowable Stress Design(ASD). 8y using the combination loading equations for Allowable Stress Design jASD),the tested allowable design loads for fiber-cement siding are aligned with the wind speed requirements in ASCE 7-10 Figure 26.5-IA,Figure 26.5-1B.and Figure 26.5-1C. For this analysis,to calculate the pressures in Tables 4.5,and 6,the load combination will be in accordance with ASCE 7-10 Section 2.4 combining nominal loads using allowable stress design,load combination 7. Load combination 7 uses a load factor of 0.6 applied to the wind velocity pressure. Equation 1, q,=0.00256*Kz`K„•K„'V2 (ref.ASCE 7-10 equation 30 3-1) qz,velocity pressure at height z Kz,velocity pressure exposure coefficient evaluated at height z Kn topographic factor Ka .wind directionality factor V,basic wind speed(3- Equation 2, V=V.,, (ref 2015 IBC&2017 FBC Section 1602 1 definitions) V„e.ultimate design wind speeds(3-second gust MPH)determined from[2015 IBC,2017 FRC]Figures 1609.3(1),1609.3(2),or 1609.3(3); ASCE 7-10 Figures 26.5-1A,B.or C Equation 3, p=gz•(GC,-GC,,) (ref ASCE 7-10 equation 30.6-1) GC,,product of external pressure coefficient and gust-effect factor GC,;,product of internal pressure coefficient and gust-effect factor p,design pressure(PSF)for siding(allowable design bad for siding) To determine design pressure,substitute q,into Equation 3, Equation 4, p=0.00256'Kz'K,;Ka'V, (GCp GC„) Allowable Stress Design,ASCE 7-10 Section 2.4.1.load combination 7. Equation 5, 0.6D+0.6W (ref.ASCE 7-10 section 2.4.1,load combination 7) D.dead load W,wind load(load due to wind pressure) To determine the Allowable Stress Design Pressure.apply the load factor for W(wind)from Equation 4 to p(design pressure)determined from equation 4 Equation 6, ps,=0.61p] Equation 7, p,=0.610.002561Kz1Kz,1('V„„2'(GC,,GC,;)] Equation 7 is used to populate Table 4,5,and 6. To determine the allowable ultimate basic wind speed for Hardie Siding in Table 7,solve Equation 7 for V,,, Equation 8, V.,_(p„/0.6'0.00256'Kz'K„•Ka'(GCp GC„))°s Applicable to methods specified On Exceptions 1 through 3 of(2015 iBC,2017 FEC]Section 1609.1.1,to determine the allowable nominal design wind speed(Vasd)for Hardie Siding in Table 7,apply the conversion formula below. Equation 9, V,.,=V,.'(0.6)05 (ref 2015 IBC 8 2017 FBC See 4 i$Inti..3mii �a�•,,� V,,Nominal design wind speed(3-second gust mph) (ref 2015!BC B 2017 FB�O�'ect n�y.,,n"",rn)�/(v//I s Table 3,Coefficients and Constants used in Determining V and p. ,4t K, Wall Zone 5 � •, • ' / I e Height(ft) Exp B Exp C Exp D K„ 4� '`' Ka GCP GC„ ,, •i �� •a 0-15 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 ; 1, 2• ` 20 0.7 0.9 1.08 1 0.85 -1.4 0.18 e ; ' 25 0.7 0.94 1.12 1 0.85 -1.4 0.18 ' `� Is 30 0.7 0.98 1.16 1 0.85 -1.4 0.18 S+ i-{ Q 35 0.73 1.01 1.19 1 0.85 -1.4 0.18 ••• .7��f '( ti 40 0.76 1.04 1.22 1 0.85 -1.4 0.18 -•-. Fr oRe". 45 0.785 1.065 1.245 1 0.85 -1.4 0.18 q/ - �t✓`�i //��}' 1 50 0.81 1.09 1.27 1 0.85 1.4 0.18 fids� �1 C I 6 55 0.83 1.11 1.29 1 0.85 -1.4 0.18 - V V GG/// �'�...:•'adds/t= 12 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH.CA 92649 714-292-2602 714-847-4595 FAX PROJECT:RIO-2553-15 JAMES HARDIE BUILDING PRODUCTS.INC. 1-888-542-7343 info@jameshardie.com 60 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 0.99 , 1.26 1.43 h>60 1 0.85 -1.8 0.18 Table 4,Allowable Stress Design-Component and Cladding(C&C)Pressures(PSF)to be Resisted at Various Wind Speeds-Wind Exposure Category B, Wind Speed(3- ' second gust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height ift) B 8 B 8 B B B B 8 B B B B B 0-15 -14.4 -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 -37.0 -41.7 -46.8 -52.1 -57.8 -63.7 20 -14.4 -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 -37.0 -41.7 -46.8 -52.1 -57.8 -63.7 25 -14.4 -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 ,. -32.5 -37.0 -41.7 -46.8 -52.1 -57.8 -63.7 30 -14.4 -15.9 -17.5 -19.1 -20.8 -24.4 -28.3 -32.5 -37.0 -41.7 -46,8 -52.1 -57.8 -63.7 35 -15.1 -16.6 -18.2 -19.9 -21.7 -25.4 -29.5 -33.9 -38.6 -43.5 -48.8 -54.4 -60.2 -66.4 40 -15.7 -17.3 -19.0 -20.7 -22.6 -26.5 -30.7 -35.3 -40.1 -45.3 -50,8 -56.6 -62.7 -69.1 45 -16.2 -17.9 -19.6 -21.4 -23.3 -27.4 -31.7 -36.4 -41.5 -46.8 -52.5 -58.5 -64.8 -71.4 50 -16.7 -18.4 -20.2 -22.1 -24.1 -28.2 -32.7 -37.6 -42.8 -48.3 -54.1 -60.3 -66.8 -73.7 55 -17.1 -18.9 -20.7 -22.6 -24.7 -28.9 -33.6 -38.5 -43.8 -49.5 -55.5 -61.8 -68.5 -75.5 60 -17.5 -19.3 -21.2 -23.2 -25.2 -29.6 -34.4 -39.5 -44.9 -50.7 -56.8 -63.3 -70.1 -77.3 100 -25.6 -28.2 -31.0 -33.8 -36.9 -43.3 -50.2 -57.6 -65.5 -74.0 -82.9 -92.4 -102.4 -112.9 Table 5,Allowable Stress Design-Component and Cladding(C&C)Pressures(PSF)to be Resisted at Various Wind Speeds-Wind Exposure Category C, Wind Speed(3- - - - -"-- ---� second gust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height(ft) C C C C C C C C C C C C C C 0-15 -17.5 -19.3 -21.2 -23.2 -25.2 -29.6 -34.4 -39.5 -44.9 -50.7 -56.8 -63.3 -70.1 -77.3 20 -18.6 -20.5 -22.5 -24.6 -26.7 -31.4 -36.4 -41.8 -47.5 -53.7 -60.2 -67.0 -74.3 -81.9 25 -19.4 -21.4 -23.5 -25.6 -27.9 -32.8 -38.0 -43.6 -49.6 -56.0 -62.8 -70.0 --77.6 -85.5 30 -20.2 -22.3 -24.5 -26.7 -29.1 -34.2 -39.6 -45.5 -51.8 -58.4 -65.5 -73.0 -80.9 -89.2 35 -20.8 -23.0 -25.2 -27.6 -30.0 -35.2 -40.8 -46.9 -53.3 -60.2 -67.5 -75.2 -83.3 -91.9 40 -21.5 -23.7 -26.0 -28.4 -30.9 -36.3 -42.0 -48.3 -54.9 -62.0 -69.5 -77.4 -85.8 -94.6_ 45 -22.0 -24.2 -26.6 -29.1 -31.6 -37.1 -43.1 -49.4 -56.2 -63.5 -71.2 -79.3 -87.9 _-96.9 50 -22.5 -24.8 -27.2 -29.7 -32.4 -38.0 -44.1 -50.6 -57.6 -65.0 -72.9 -81.2 -89.9 -99.2 55 -22.9 -25.2 -27.7 -30.3 -33.0 -38.7 -44.9 -51.5 -58.6 -66.2 -74.2 -82.7 -91.6 -101.0 60 -23.3 -25.7 -28.2 -30.8 -33.6 -39.4 -45.7 ' -52.4 -59.7 -67.4 -75.5 -84.1 -93.2 -102.8 100 -32.6 -35.9 -39.4 -43.1 46.9 -55.0 -63.8 -73.3 -83.4 - -94.1 -105.5 -117.6 -130.3 -143.6 Table 6,Allowable Stress Design-Component and Cladding(C&C)Pressures(PSF)to be Resisted at Various Wind Speeds-Wind Exposure Category Co, Wind Speed(3- second gust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height(ft) 0 D D 0 D D D D D 0 D D D 0 0-15 -21.2 -23.4 -25.7 -28.1 -30.6 -35.9 -41.6 -47.8 -54.4 -61.4 -68.8 -76.7 -85.0 -93.7 20 -22.3 -24.6 -27.0 -29.5 -32.1 -37.7 -43.7 -50.1 -57.0 -64.4 -72.2 -80.4 -89.1 -98.2 25 -23.1 -25.5 -28.0 -30.6 -33.3 -39.0 -45.3 -52.0 -59.1 -66.8 -74.9 -83.4 -92.4 -101.9 30 -23.9 -26.4 -29.0 -31.6 -34.5 -40.4 -46.9 -53.8 -61.3 -69.2 77.5 -86.4 -95.7 -105.5 35 -24.5 -27.1 -29.7 -32.5 -35.3 -41.5 -48.1 -55.2 -62.8 - -70.9 -79.5 -88.6 -98.2 -108.3 40 -25.2 -27.7 -30.5 -33.3 -36.2 -42.5 -49.3 -56.6 -64.4 -72.7 -81.5 -90.9 -100.7-111.0 45 -25.7 -28.3 -31.1 -34.0 -37.0 -43.4 -50.3 -57.8 -65.7 -74.2 -83.2 -92.7 -102.7 -113.3 50 -26.2 -28.9 -31.7 -34.6 -37.7 -44.3 -51.3 -58.9 -67.1 -75.7 -84.9 -94.6 -104.8 -115.5 55 -26.6 -29.3 -32.2 -35.2 -38.3 -45.0 -52.2 -59.9 -68.1 -76.9 -86.2 -96.1 -106.4 -117.4 60 -27.0 -29.8 -32.7 -35.7 -38.9 -45.7 -53.0 -60.8 -69.2 -78.1 -87.6 -97.6 -108.1'-119.2 100 -37.0 ' -40.8 -44.7 -48.9 -53.2 -62.5 -72.5 -83.2 -94.6 -106.8 -119.8 -133.4 -147.9 -163.0 Tables 4.5.and 6 are based on ASCE 7-10 and consistent with the 2015 IBC,2015 IRC and the 2017 Florida Building Code. �� 19P� /fo/sorry', ?1°1 r !110.4. A8 gki l Va« F Ft 40?,0--' ...."La 41 ,,,3 „„ _,,,w+...,...,...1 I'.- 13 RONALD I.OGAWA ASSOCIATES.INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH.CA 92649 714-292-2602 714-847-4595 FAX PROJECT:RIO-2683-17 0Iiii0J00,,,or J-888 AMESS HARDI3E BUILDING PRODUCTS.INC. 91�3`,�°^ ^1A 14 '1'- nfo@)ameshardie.com 1 ,9t c l ia 6e tZ i �' Table 7.Allowable Wind Speed(mph)for HardiePlank Lap Siding(Analytical Method in ASCE 7-10 Chapter 30 CBC Part 1 and Part 3) .� \, 0. ' . + k x 2015 IBC,2017 F8C 2015 IBC,2017 FSC • , .. { Allowable,Ultimate Allowable.Nominal SINS ° .' � Design Wind,Speed, Design Wind,Speed, "•• �'~"•,' 'F, `t vim« vas's � ti F� � �� < ''1� (3-second gust mph) (3-second gust mph) • .• s: t... Applicable to methods Applicable to methods�-r C�' specified in[2015 IBC, specified in Exceptions 1 �-��d5iys8,.,-y-'" 2017 EEC)Section through 3 of[2015 IBC. 1609.1.1.as determined by 2017 FRC]Section Figures 1609.3(1), 1609.1.1. 1609.3(2),or 1609.3(3) Coefficients used in Table 6 calculations for V,, Wind exposure categoryWind exposure category Siding K, Product Stud Building Allowable Width Fastener Fastener Frame Spacing Height':- B C D B C D Design Product Thickness 9 (inches) (inches) Type Spacing Type (inches) (feet) Load (PSE) Exp 8 Exp C Exp D K„ Ku GC, GC, 0-15 182 165 150 141 128 116 -47.9 0.7 0.85 1.03 11560 1 0.85 -1.4 0.18 20 182 161 147 141 124 114 -47.9 07 0.9 1.08 1 0.85 -14 0.18 25 182 157 144 141 122 112 -47.9 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.093" 30 182 154 142 141 119 110 -47.9 - 0.7 0.98 1.16 1 0.85 -14 0.18 shank X 2X4 35 178 152 140 138 117 108 -47.9 0.73' 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 5.25 0.222"HD Blind nail Wood 16 40 175 149 138 135 116 107 -47.9 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2.0"long a galv.Siding SPF 45 172 148 137 133 114 106 -47.9 0.785 1.065 1.245 1 0.85 -1.4 0.18 nail 50 169 146 135 131 113 105 -47.9 0.81 1.09 127 1 0.85 -1.4 0.18 55 167 145 134 130 112 104 , -47.9 0.83 1.11 1.29 1 0.85 -14 018 60 165 143 133 128 111 103 -47.9 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 137 121 114 106 94 88 -47.9 0.99 126 1.43 h>60 1 0.85 -1.8 0.18 0-15 163 148 134 126 114 104 - -38.3 0.7 0.85 1.03 fL60 1 0.95 -1.4 0.18 20 163 144 131 126 111 102 -38.3 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 163 141 129 126 109 100 -38.3 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.093" 30 163 138 127 126 107 96 -39.3 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 159 136 125 124 105 97 -38.3 0.73 101 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 6.25 0'222 HD Blind nail Wood 16 40 156 134 123 121 103 96 -38.3 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2.0"long a galv.Siding SPF 45 154 132 122 119 102 95 -38.3 0.785 1.065 1.245 1 0.85 -1.4 0.18 Wait 50 151 131 121 117 101 94 -38.3 081 1.09 1.27 1 0.85 -1.4 0.18 55 150 129 120 116 . 100 93 -38.3 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 148 128 119 114 99 92 -38.3 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 122 - - 95 - - -38.3 0.99 1,26 1.43 6060 1 0.85 -1.8 0.18 0-15 149 135 123 115 105 95 -31.9 0.7 085 1.03 h566 1 0.85 -14 0.18 20 149 131 120 115 102 93 -31.9 0.7 0.9 1.08 1 0.85 -1.4 0.18 0.093" 25 149 128 118 115 99 91 -31.9 0.7 0.94 1.12 1 0.85 -1.4 0.18 shank X 30 149 126 116 115 97 89 -31.9 0.7 0.98 1.16 1 0.85 -1.4 0.18 2X4 35 146 124 114 113 96 88 -31.9 0.73 1,01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 7.25 0-222"HO Blind nail Wood 16 40 143 122 113 111 95 87 -31.9 0.76 1.04 122 1 0.85 -1.4 0-18 X 2.0"long galv.Siding SPF° 45 140 121 112 109 93 86 -31.9 0.785 1.065 1.245 1 0.85 -1.4 0.18 nail 50 138 119 110 107 92 86 -31.9 0.81 1.09 1_27 1 0.85 -1.4 0.18 55 137 118 - 106 91 - -31.9 0.83 1.11 1.29 1 0.85 -14 0.18 60 135 117 - 105 91 - -31.9 0.85 1.13 1.31 1 0.85 -14 0,18 100 112 - - 87 - _- - -31.9 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 146 132 120 113 102 93 -30.7 0.7 0.85 1.03 h<_60 1 0.85 -1.4 0.18 20 146 129 117 113 100 91 -30.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 146 126 115 113 97 89 -30.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.093" 30 146 123 113 113 95 88 -30.7 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 143 121 112 111 94 87 -30.7 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 7.5 0222 HD Blind nail Wood 16 40 140 120 110 108 93 86 -30.7 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2.0"long e galv.Siding SPF 45 138 118 - 107 92 - -30.7 0.785 1.065 1 245 1 0.85 -1.4 0.18 nail 50 135 117 - 105 90 - -30.7 0.81 1.09 1.27 1 0.85 -1,4 0.18 55 134 116 - 104 90 - -30.7 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 132 115 - 102 89 -30.7 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 - - - - - - -30.7 0.99 1.26 143 h>60 1 0.85 -1.8 0.18 0-15 140 127 116 109 99 90 -28.4 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 20 140 124 113 109 96 87 .28.4 0.7 0.9 1.08 1 0.85 -1.4 0.18 0.093" 25 140 121 111 109 94 86 -284 0.7 0.94 1.12 1 0.85 -1.4 0.18 shank X 30 140 119 - 109 92 - -28.4 0.7 0.98 1.16 1 0.85 -1.4 0.18 2X4 35 137 117 - 106 90 - -284 0.73 1.01 1.19 1 0.85 -1.4 0.18 l'lardiePlank 5/16 8 0.222"HO Blind nail Wood 16 40 135 115 - 104 89 - -28.4 0.76 1.04 1-22 1 0.85 -1.4 0.18 X 2.0"long n gab/.Siding SPF 45 132 114 103 88 - -28.4 0 785 1.065 1.245 1 0.85 -1.4 0.18 nail 50 130 112 - 101 87 - -28.4 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 129 111 - 100 86 - -28.4 0.83 1.11 1.29 1 0.85 -14 0.18 60 127 110 - 99 85 - -28.4 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 - - - - - - -28.4 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 14 RONALD I.OGAWA ASSOCIATES.INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH.CA 92649 714-292-2602 0�#yli/ssss,�s 714-847-4595 FAX e a �. JAMES HARDIE BUILDING PRODUCTS.INC. PROJECT.RIO-2683-17 41)4'e OOAti'Vq �= 1-888-542-7343 a) ••• iiiJ info@jameshardie.com it 0 Si,• 2015 IBC,2017 FBC 2015 IBC.2017 FBC '� a . CC '‘.4i Allowable,Ultimate Allowable,Nominal o • C 4Aj�.�. LCI Design Wind,Speed, Design Wind,Speed, o• .Q J •' V*".e Vasdi S, A'� �"RtV1 'r\ �5 (3-second gust mph) (3-second gust mph) (//` ••.•••............. " �, �� Applicable to methods - N t� Applicable to methods � SI Q P"� specified in/2015 IBC, "�'o, '7 2017 FBC)Section specified in Exceptions 1 !"✓1�or11-#/j6 1609.1.1.as determined by through 3 of[2015 IBC, Figures 1609.3(11, 2017 FBC}Section 1609.1 1 1609.3)2),or 1609.3(3) - Coefficients used in Table 6 calculations for V,,,, Wind exposure category Wind exposure category/. Siding K, Product Stud Building Allowable Width Fastener Fastener FrameDesi g Product Thickness Spacing Height'' B C D B C D n (inches) (inches) Type Spacing Type (inches) Load (feet) (PSF) Exp B Exp C Exp 0 K„ K. GOp GC,„ 0-15 138 125 114 107 97 88 -27.4 0.7 0.85 1.03 11560 1 0.85 -1.4 0.18 20 138 121 111 107 94 86 -27.4 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 138 119 - 107 92 - -27.4 0.7 0.94 1.12 1 0.85 -1.4 0.18 0A93" 30 138 116 - 107 90 - -27.4 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 135 115 - 104 89 - -274 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 8.25 0.222"HD Blind nail Wood 16 40 132 113 - 102 88 - -27.4 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2.0"long galv.Siding SPF P 45 130 112 - 101 86 - -27.4 0.785 1.065 1.245 1 0.85 -1.4 0.18 nail 50 128 110 99 85 - -27.4 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 126 - - 98 - - -27.4 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 125 - - 97 - - -274 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 - - - - - - -27.4 0.99 1.26 1.43 h>60 11 0.85 -1.8 0.18 0-15 129 117 - 100 91 - -24.0 0.7 0.85 1.03 9560 1 0.85 -1.4 0.18 20 129 114 - 100 88 - -24.0 0.7 0 9 1.08 1 0.85 -1.4 0.18 25 129 111 - 100 86 - -24.0 0.7 094 1.12 1 0.85 -1.4 0.18 0.093" 30 129 - - 100 - - _ -24.0 0.7 0.98 116 1 0.85 -1.4 0.18 shank X 2X4 35 126 - - 98 - - -24.0 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 9.25 0.222"HD Blind nail Wood 16 40 124 - - 96 - - -24.0 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2.0"long gals.Siding SPF 45 122 - - 94 - - -24.0 0.785 1.065 1.245 1 0.85 -1.4 0.18 nail 50 120 - - 93 - - -24.0 0.81 1.09 1.27 1 0.85 -14 0.18 55 118 - - 92 - - -24.0 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 117 - - 91 - - -24.0 0.85 1.13 1.31 1 0.85 -14 0.18 I OO - - - - - - -24.0 0.99 1.26 1.43 9>60 1 0.85 -1.8 0.18 0-15 127 - 115 - 98 89 - -23.2 0.7 0.85 1.03 9460 1 0.85 -1.4 0.18 20 127 112 - 98 87 - -23.2 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 127 - - 98 - - -23.2 _ 0.7 _ 0.94 1.12 1 0.85 -1.4 0.18 0.093" 30 127 - - 98 - - -23.2 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 124 - - 96 - - -23.2 0.73 1.01 1.19 1 0.85 -1.4 0,18 HardiePlank 5/16 9.5 0.222"HD Blind nail Wood 15 40 122 - - 94 - - -23.2 076 1.04 1.22 1 0.85 -14 0.18 X 2,0"long SPF 3 45 120 - - 93 - gals.Siding _ - -23.2 0.785 1.065 1.245 1 0.85 -1.4 0.18 nail 50 118 - - 91 - - - -23.2 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 116 - - 90 - - -23.2 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 115 - - 89 - - -23.2 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 - - - - - - -23.2 0.99 1.26 1.43 9>60 1 0.85 -1.8 0.18 0-15 111 - - 86 - - -17.8 0.7 0.85 1.03 115_60 1 0.85 -1.4 0,18 20 111 - - 86 - - -17.8 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 111 - - 86 - - -17.8 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.093" 30 111 - - 86 - - -17.8 0.7 0.98 1.16 1 0.85 -1.4 0.18 Shank X 2X4 35 - - - - - - -17.8 0.73 1.01 1.19 1 1 0.85 -1.4 0.18 HardiePlank 5/16 12 0.222"HD Blind nail Wood 16 40 - - - - - - -17.8 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2.0"long gale.Siding SPF o 45 - - - - - - -17.8 0.785 1.065 1.245 1 0.85 -1.4 0.18 nail S0 - - - - - - -17.8 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 - - - - - - -17.8 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 - - - - - - -17.8 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 - - - - - - -17.8 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 ' -,0-15 149 135 123 115 105 95 -31.9 07 0.85 1.03 9_560 1 0.85 -1 4 0.18 20 149 131 120 115 102 93 - -31.9 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 149 128 118 115 99 91 -31.9 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.093" 30 149 126 116 115 97 89 -31.9 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 146 124 114 113 96 88 -31.9 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 5.25 0.222"HO Blind nail Wood 24 40 143 122 113 111 95 87 -31.9 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2.0"long , gale.Siding SPF' 45 140 121 112 109 93 86 -31.9 0.785 1.065 1.245 1 0.85 -1.4 0.18 nail 50 138 119 110 107 92 86 -31.9 0.81 1.09 1.27 1 0.85 -1.4 0,18 55 137 118 - 106 91 - -31.9 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 135 117 - 105 91 - -31.9 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 112 - - 87 - - -31.9 0.99 1.26 1.43 9>60 1 0.85 -1.8 0.18 15 RONALD I.OGAWA ASSOCIATES.INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 PROJECT:714-847-4595 FAX RIO-2683-17 �'198//dlddJsiBo'It, JAMES HARDIE BUILDING PRODUCTS.INC. ,l' \ pGAW -® 1-888-542-7343 157 _ info@jameshardie.com ' \ _/ ti N0 ` :: 4ft 2015 IBC,2017 FBC 2015 IBC,2017 FBC I %Allowable.Ultimate Allowable.Nominal -' -r 41f Design Wind,Speed, Design Wind.Speed, 5kl- 4'1 ; "WVV Via 6. Uss 5.6 ' _ �7, . r • (3-second gust mph) (3-second gust mph) ^ .. FLO `'� "'r Applicable to methods VFFr,,,. __"~ )�/ `1 Applicable to methods Cl i .n , l specified in[2015 IBC. specified in Exceptions 1 s� 1�]r ?'�' ', 2017 FBC]Section through 3 of[2015 IBC. rFA.>w :se '-E`r`"} 1609.1.1.as determined by 2017 FBC]Section Figures 1609.3(1), 1609.1.1. 1609.3(2),or 1609.3)3) Coefficients used in Table 6 calculations for V,,,, Wind exposure category Wind exposure category Siding K Product Stud Building Allowable Width Fastener Fastener FrameSpacing Height B C D B C D Product Thickness a, Cesign (inches) (inches) Type Spacing Type (inches) (feet) Load (PSF) Eop 9 Exp C Exp 0 I(0 K GC, GC„ 0-15 133 121 - 103 94 j - -25.6 0.7 , 0.85 1.03 hn30 1 0.85 -1.4 0.18 20 133 117 - 103 91 - -25.6 0.7 0.9 1_08 1 0.85 -1.4 0.18 25 133 115 - 103 89 - -25.6 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.093" 30 133 112 - 103 87 - -256 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 130 111 - 101 86 - -25.6 073 1.01 1.19 1 0 85 -1.4 0.18 HardiePlank 5116 6.25 0.222"HD Blind nail Wood 24 40 128 - - 99 - , - -25.6 0.76 1.04 1 22 1 0.85 -1.4 0.18 X 2.0"long galv.Siding SPF 45 126 - - 97 - - -25.6 0785 1.065 1.245 1 0.85 -1.4 0.18 nod 50 124 - - 96 - - -25.6 081 1.09 1.27 1 0.85 -1.4 0.18 55 122 - - 95 - - -25.6 0.83 1.11 1.29 1 0.85 -1,4 0.18 60 121 - - 94 - - -25.6 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 - - - - - -25.6 099 1,26 1.43 h>60 1 0.85 -1.8 0.18 0-15 121 110 - 94 85 - -21.3 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 20 121 - - 94 - - -21.3 0.7 0.9 1.08 1 0.85 -1.4 0.18 0.093" 25 121 - - 94 - - -21.3 0.7 0.94 1.12 1 0.85 -1.4 0.18 shank X 30 121 - - 94 - - -21.3 0.7 0.98 1.16 1 0.85 -1.4 0,18 0,222"HD 2X4 35 119 - - 92 - - -21 3 0.73 1.01 1.19 1 0.85 -1.4 0.18, HardiePlank 5/16 7.25 Blind nail Wood 24 40 117 - - 90 - - -21.3 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2.0"long e galv.Siding SPF 45 115 - - 89 - - -21.3 0.785 1.065 1.245 1 0.85 -1.4 018 nail 50 113 - - 87 - - -21.3 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 112 - - 86 - - -21.3 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 110 - - 85 - - -21.3 0.85 1.13 1.31 1 0.85 -1.4 0.18 . 100 - - - - - - -21.3 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 119 - - 92 - - -20.4 0.7 0.85 1.03 5860 1 0.85 -1.4 0.18 20 119 - - 92 - - -20.4 0,7 0.9 1.08 1 0.85 -1.4 0.18 0.093" 25 119 - - 92 - - -20.4 0.7 0.94 1.12 1 0.85 -1.4 0.18 shank X 30 119 - - 92 - - -20.4 0.7 0.98 1.16 1 0.85 -1.4 0.18 0-222"HO 2X4 35 117 - - 90 - - -20.4 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 7.5 Blind nail Wood 24 40 114 - - 88 - - -20.4 076 1.04 1.22 1 0.85 -1.4 0.18 X 2.0"long a galv.Siding SPF 45 112 - - 87 - - -20.4 0 785 1.065 1.245 1 0.85 -1.4 0.18 nail 50 111 - - 86 - - -20.4 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 - - - - - - -20.4 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 - - - - - - -20.4 0.85 1.13 1.31 1 0.85 -14 0.18 100 . - - - - - - -20.4 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 114 - - 89 - - -18.9 0.7 0.85 1.03 5860 1 0.85 -1.4 0.18 20 114 - - 89 - - -18.9 0.7 0.9 1.08 1 0.85 -1.4 0.18 0.093" 25 114 - - 89 - - -18.9 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 114 - - 89 - - -18.9 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 112 - - 87 - - -18.9 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 8 0.222"HD Blind nail Wood 24 40 - - - - - -18.9 0.76 1.04 1.22 1 0.85 -1_4 0.18 X 2.0"long - - galV.Siding SPF' 45 - - - - - - -18.9 0.785 1 065 1.245 1 0.85 -1.4 0.18 nail 50 - - - - - - -18.9 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 - - - - - - -18.9 0.83 1.11 1.29 1 0.85 -14 0.18 60 - - - - - - -18.9 0.85 1.13 1.31 1 0,85 -14 0.18 100 - - - - - - -18.9 0.99 1.26 1.43 h>50 1 0.85 -1.8 0.18 0-15 112 - - 87 - - -18.3 0.7 0.85 1.03 5560 1 0.85 -1.4 0.18 20 112 - - 87 - - -18.3 0.7 0.9 1.08 1 0.85 -1.4 0,18 25 112 - - 87 - - -18.3 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.093" 30 112 - - 87 - - -18.3 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 110 - - 85 - - -183 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 8.25 0.222"HD Blind nail Wood 24 40 - - - -183 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2.0"long - galy.Siding SPF 45 - - - - - - -18.3 0.785 1.065 1.245 1 0.85 -1.4 0.18 nail 50 - - - - - - -18.3 0.81 1.09 1.27 1 0.85 -1,4 0.18 55 - - - - - - -18.3 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 - - - - - - -183 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 - - - - - - -18.3 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 16 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH.CA 92649 714-292-2602 714-847-4595 FAX '8i/0/////ri... °I( .� PROJECT:RIO-2683-17 �) 1 QGLA ! . JAMES HARDIE BUILDING PRODUCTS.INC. t � 4i 1-888-542-7343 1sk, • _ a • • t) • nfo@jameshardie.com o�aa �y / t�, . ,.r �. �21 2015 IBC,2017 FBC 2015 IBC,2017 FBC k : R y Allowable,Ultimate Allowable,Nominal •• STATE OF Design Wind,Speed, Design Wind.Speed, • ry, c7:r•.r E aa� v,,", v.„56 jai•-• -'` n !` ••vt�• �� W , - (3-second gust mph) (3-second gust mph) 1,�L�ZI IK t dad Applicable to methods L r O l •• ,a-, ..// specified in[2015 IBC, Applicable to methods t ;� j OY�1�` specified in Exceptions 1 � 2017 FBC)Section •4r through 3 of[2015 IBC, .,,.-.(:•,:•t 1609.1.1.as determined by 2017 FBC)Section Figures 1609.3(1). 1609.1 1. 1609.3(2).or 1609,3(3) Coefficients used in Table 6 calculations for V„„ Wind exposure category Wind exposure category Siding K, Product Stud Building Allowable Width Fastener Fastener FrameSpacing Height'' B C D B C D Product Thickness 3• Design (inches) (inches) Type Spacing Type Load (inches) (feet) (PSF) Exp B Exp C Exp D Ka K., GC, GC, 0-15 260 236 215 202 183 166 -97.9 0.7 0.85 1.03 h<_60 1 0.85 -1.4 0.18 20 260 230 210 202 178 162 -97.9 0.7 0.9 1.08 1 0.85 -14 0.18 25 260 225 206 202 174 159 -97.9 0.7 0.94 1.12 1 0.85 -1.4 0.18 No.11 ga. 30 260 220 202 202 170 157 -97.9 0.7 0.98 1.16 1 085 -I d 0.18 X 1-3/4" 2X4 35 255 217 200 198 108 155 -97.9 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 5.25 long Blind nail Wood 16 40 250 214 197 194 165 153 -97.9 0.76 1.04 1.22 1 0.85 -1.4 0.18 Roofing SPF 6 45 246 211 195 190 164 151 -97.9 0.765 1.065 1.245 1 0.85 -1.4 0.18 nail 50 242 209 193 187 162 150 -97.9 0.81 1.09 1.27 1 0.85, -1.4 0.18 55 239 207 192 185 160 149 -97.9 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 236 205 190 183 159 147 -97.9 0.85 1.13 1.31 1 0.85 -1,4 0.18 100 196 173 163 151 134 126 -97.9 0.99 1.26 1.43 6>60 1 0.65 -1.8 0.18 0-15 233 211 192 180 164 149 -78.3 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 20 233 205 187 180 159 145 -78.3 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 233 201 184 180 156 143 -78.3 0.7 0.94 1.12 1 0.85 -1.4 0.18 No.11 ga. 30 233 197 181 180 152 140 -78.3 0.7 0.98 1.16 1 0 85 -1 4 0.18 X 1-314" 2X4 35 228 t94 179 177 150 138 -78.3 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 516 6.25 long Blind nail Wood 16 40 223 191 176 173 148 137 -78.3 0.76 1.04 1.22 1 0.85 -1.4 0.18 Roofing SPF' 45 220 189 175 170 146 135 -78.3 0.785 1.065 1.245 1 0.85 -1,4 0.18 nail 50 216 187 173 168 145 134 -78.3 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 214 185 172 166 143 133 -78.3 0.83 1.11 1.29 1 0.85 .1.4 018 60 211 183 170 164 142 132 -78.3 0.85 1.13 1.31 1 085 -1.4 0.18 100 _ 175 155 146 135 120 113 -78.3 0.99 1.26 143 5>60 1 0.85 -1.8 0.18 17 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 9 d�999t'1Pro,,o„ 714-847-4595 FAX 111 1 r^ �� PROJECT:RIO-2683-17 �i �. f1�/ JAMES HARDIE BUILDING PRODUCTS.INC. �1� ' _ 1-888-542-7343 ,,,��°��/ N _= info@jameshardie.com `' It/ If • ' 4 ' 21 2015 IBC,2017 FBC 2015 IBC,2017 FBC STA /�C Allowable,Ultimate Allowable.Nominal -53S A C Of p°°C '' y4, Design Wind,Speed, Design Wind,Speed, ti I l: - 4.t.,• i, VA'6, vaad5'6 AANN . <O R I`,l t`` ••°5°11,/ ,;e (3-second gust mph) (3-second gust mph) ' c;51 'h'•°ii" • "�°' 0� Applicable to methods Applicable to methods ��°°NAI A i of ^J specified in[2015 IBC, mar / 2017 FBC]Section specified in Exceptions 1 •"re.r,>S p,r/j 1 1609.1.1.as determined by through 3 of[2015 IBC, Figures 1608.3(1), 2017 FBC]Section 1609.3(2),or 1609.3(3) 1609.1.1. Coefficients used in Table 6 calculations for V,,, Wind exposure category Wind exposure category Siding K, Product Stud Building Allowable Width Fastener Fastener FrameDesign Product Thickness Spacing Height' B C D B C D (inches) (inches) Type Spacing Type (inches) (feet) Load(PSF) Exp K B Exp C Exp D „ Ke GC, GC,. 0-15 213 193 175 165 149 136 -65.3 0.7 0.85 1.03 1s60 1 0.85 -1.4 0.18 20 213 188 171 165 145 133 -65.3 0.7 0.9 1.08 1 0.85 -1.4 0-18 25 213 184 168 165 142 130 -65.3 0.7 0.94 1.12 1 0.85 -14 0.18 No.11 ga. 30 213 180 165 165 139 128 -65.3 0.7 0.98 1_16 1 0.85 -14 0.18 X 1-3/4" 2X4 35 208 177 163 161 137 126 -65.3 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5;16 7.25 long Blind nail Wood 16 40 204 174 161 158 135 125 -65.3 0.76 1.04 1.22 1 0.85 -1 4 0.18 Rooting SPF' 45 201 172 159 156 134 124 -65.3 0.765 1.065 1.245 1 0.85 -1.4 0.18 nail 50 198 170 158 153 132 122 -65.3 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 195 t69 157 151 131 121 -65.3 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 193 167 155 149 130 120 -65.3 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 160 142 133 124 110 103 -65.30.99 1.28 1.43 1>60 1 0,85 -1.8 0.18 0-15 208 189 172 161 146 133 -62.6 1 0.7 0.85 1.03 h<_60' 1 0.85 -1.4 0.18 20 208 184 168 161 142 130 -62.6 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 208 180 165 161 139 128 -62.6 0.7 0.94 1.12 1 0.85 -1.4 0.18 No.11 ga. 30 208 176 162 161 136 125 -62,6 0.7 0.98 1.16 1 0.85 -1.4 0.18 X 1-3/4" 2X4 35 204 173 160 158 134 124 -82.6 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5116 7.5 long Blind nail Wood 16 40 200 171 158 155 t32 122 -62.6 0.76 1.04 1.22 1 0.85 -1.4 0.18 Roofing SPF' 45 197 169 156 152 131 121 -62.6 0.785 1.065 1.245 1 0.85 -1.4 0.18 nail 50 194 167 ' 155 150 129 120 -62.6 0.81 1.09 1.27 1 0.85 -1.4 0.18' 55 191 165 153 148 128 119 -62.6 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 189 164 152 146 127 118 -62.6 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 156 139 130 121 107 101 -62.6 0.99 1.26 1.43 5560 1 0.85 -1.8 0.18 0-15 200 182 165 155 141 , 128 -58.0 0.7 0.35 1.03 85.60 1 0.85 -1.4 0.18 20 200 177 161 155 137 125 -58.0 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 200 173 158 155 134 123 -58.0 0.7 0.94 1.12 1 0.85 -1.4 0.18 No.11 ga. 30 200 169 156 155 131 121 -58.0 0.7 0.98 1.16 1 0.85 -1.4 0.18 X 1-3/4" 2X4 35 196 167 154 152 129 119 -58.0 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 8 long Blind nail Wood 16 40 192 164 152 149 127 118 -58.0 0.766 1.04 1.22 1 0.85 -1.4 0.18 Roofing SPF a 45 189 162 150 147 126 116 -58.0 0.785 1.065 1.245 1 0.85 -1.4 0.18 nail 50 186 161 149 144 124 115 -58.0 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 184 159 148 143 123 114 -58.0 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 182 158 147 141 122 113 -58.0 0.85 1.13 1.31 1 0.85 -14 0.18 100 151 133 125 117 103 97 -58.0 099 1.26 1.43 5>60 1 0.85 -1.8 0.18 0-15 197 179 162 152 138 126 -55.9 0.7 0.85 1.03 8560 1 0.85 -1.4 0.18 20 197 174 158 152 134 123 _ -55.9 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 197 170 156 152 132 120 -55.9 0.7 0.94 1.12 1 0.85 -1.4 0.18 No.11 ga. 30 197 166 153 152 129 118 -55.9 0.7 0.98 1.16 1 0.85 -1.4 0.18 X 1-3/4" 2X4 35 193 164 151 149 127 117 -55.9 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 3.25 long Blind nail Wood 16 40 189 161 149 146 125 115 -55.9 0.76 1.04 1.22 1 0.85 -1.4 0.18 Rooting SPF' 45 186 160 148 144 124 114 -55.9 0.785 1.065 1.245 1 0.85 -1.4 0.18 nail 50 183 158 146 142 122 113 -55.9 0.81 t09 1.27 1 0.85 -14 0.18 55 181 156 145 140 121 112 -55.9 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 179 155 144 138 120 111 -55.9 0.85 1.13 131 1 0.85 -1.4 0.18 100 148 131 123 114 101 95 -55.9 0.99 1.25 1.43 5>60 1 0.85 -1.8 0.18 0-15 184 167 152 143 129 118 -48.9 0.7 0.85 1.03 8560 1 0.85 -1.4 0.18 20 184 162 148 143 126 115 -48.9 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 184 159 145 143 123 113 -48.9 0.7 0.94 1.12 1 0.85 -1.4 0.18 No.11 ga. 30 184 156 143 143 120 111 -48.9 0.7 0.98 1.16 1 0.85 -1.4 0.18 X 1-3/4" 2X4 35 180 153 141 140 119 109 -48.9 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 9.25 long Blind nail Wood 16 40 177 151 139 137 117 108 -48.9 0.76 1.04 1.22 1 0.85 -1.4 0.18 Roofing SPF' 45 174 149 138 135 116 107 ° -48.9 0.785 1.065 1.245 1 0.85 -1.4 018 nail 50 171 147 137 133 114 106 48.9 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 169 146 136 131 113 105 -48.9 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 167 145 135 129 112 104 -48.9 0.85 1.13 1.31 1_0.85 -1.4 0.18 100 138 123 115 107 95 89 -48.9 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 18 RONALD I.OGAWA ASSOCIATES.INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH.CA 92649 714-292-2602 714-847-4595 FAX ++tl JJ J J/Jae/.,/�r„,d JAMES HARDIE BUILDING PRODUCTS,INC. PROJECT:RIO-268317 1a)1 �\ oU'pin� .-. 1-888-542-7343 1111 °N S info@jameshardie.com °° 1� • 2015 IBC,2017 FBC 2015 BC,2017 FBC '• to Allowable,Ultimate Allowable,Nominal c ;t nC Q Design Wind,Speed. Design Wind,Speed, -Q STATE Ut a Vas 5 Vasds.e • .� `�L/ ,t1 (3-second gust mph) (3-second gust mph) ;C„•••,• V Applicable to methods - `- y specified in[2015 IBC, Appkcable to methods � `flpltt 2017 FBC]Section specified in Exceptions 1 ., '-'/ONA --1'1 t.- 1609.1.1.as determined by through 3 of[2015 IBC. ,,Y!//lJIJJJ Figures 1609.3)1). 2017 FBC]S1 609.3)1). or 1609.3(3) 1609.1.1. Coefficients used in Table 6 calculations for V,,,, Wind exposure category Wind exposure category Siding K; Product Stud Building Allowable Width Fastener Fastener Frame Height B C D B C D Product Thickness t 7 Design (inches) (inches) Type Spacing Type (inches) (feet) Load (PSF) Exp B Exp C Exp D K„ K. GC, GCe 0-15 181 165 150 140 127 , 116 -47.5 , 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 20 181 160 146 140 124 113 -47.5 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 181 157 143 140 121 111 -47.5 0.7 0.94 1.12 1 0.85 -1.4 0.18 No.11 ga. 30 181 153 141 140 119 109 -47.5 0.7 0.98 1.16 1 0.85 -1.4 0.18 X 1-314" 2X4 35 1713 ' 151 139 138 117 108 -47.5 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 9.5 Iona Blind nail Wood 16 40 174 149 137 135 115 106 -475 0.76 1.04 1.22 1 0.85 -1.4 0.18 Roofing SPF s 45 171 147 136 133 114 105 -47.5 0.785 1.065 1.245 1 _0.85 -1.4 0.18 nail 50 169 145 135 131 113 104 -47.5 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 167 144 134 129 112 103 -475 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 165 143 133 127 111 103 -475 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 136 121 113 106 94 88 -47.5 0,99 1,26 1.43 0-60 1 0.85 -1,8 0.18 0-15 159 144 131 123 112 101 -36.4 0.7 0.85 1.03 h060 1 0.85 -1.4 0.18 20 159 140 128 123 108 99 -36.4 0.7 0.9 1_08 1 0.85 -1.4'0.18 25 159 137 126 123 106 97 -36.4 0.7 0.94 1.12 1 0.85 -1.4 0.18 No.11 ga. 30 159 134 123 123 104 96 -36.4 0.7 0.98 1.16 1 0.85 -1.4 018 X 1-3/4" 2X4 35 155 132 122 120 102 94 -36.4 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5116 12 long Blind nail Wood 16 40 152 130 120 118 101 93 -36.4 0.76 1.04 122 1 0.85 -1.4 0.18 Roofing SPF o 45 150 129 119 116 100 92 -36.4 0.785 1.065 1.245 1 0.85 -1.4 0.18 nail 50 148 127 118 114 99 91 -36.4 0.81 1.09 1.27 1 0.85 -14 0.18 55 145 126 117 113 98 91 -35.4 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 144 125 116 112 97 90 -36.4 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 119 - - 92 - - -36.4 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 213 193 175 165 „, 149 136 -65.3 _ 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 20 213 188 171 165 145 133 -65.3 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 213 184 168 165 142 130 -65.3 0.7 0.94 1.12 1 0.85 -1.4 0.18 No.11 ga. 30 213 180 165 165 139 128 -65.3 0.7 0.98 1.16 1 0.85 -1.4 0.18 X 1-3/4" 2X4 35 208 177 163 161 137 126 -65.3 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/19 5.25 long Blind nail Wood 24 40 204 174 161 158 135 125 -553 0.76 1.04 1.22 1 0.85 -1.4 0.18 Roofing SPF E 45 201 172 159 156 134 124 -65.3 0.785 1.065 1.245 1 0.85 -1.4 0.18 nail 50 198 170 158 153 132 122 -65.3 0.81 1.09 1.27 1 0.85 -1,4 0.18 55 195 169 157 151 131 121 -653 0.83 1.11 1.29 1 0.85 .1.4 0.18 60 193 167 155 149 130 120 -65.3 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 160 142 133 124 110 103 -65.3 0.99 1.26 1.43 1m>60 1 0.85 -1.8 0,18 0-15 190 173 157 147 134 121 -52.2 0.7 0.85 1-03 0460 1 0.85 -1.4 0.18 20 190 168 153 147 130 119 -52.2 0.7 0.9 1.08 1 0.85 -14 0.18 25 190 164 150 147 127 116 -52.2 0.7 0.94 1.12 1 0.85 -1.4 0.18 No.11 ga. 30 190 161 148 147 124 114 -52.2 0.7 0.98 1.16 1 0.85 -1.4 0.18 X 1314" 2X4 35 186 158 146 144 123 113 -52.2 0.73 1.01 1.191 0.85 -1.4 0.18 HardiePlank 5/16 6.25 long Blind nail Wood 24 40 182 156 144 141 121 112 -52.2 0.76 1.04 1.22 -1 0.85 -1.4 0.18 Roofing SPF a 45 180 154 143 139 119 110 -52.2 0.785 1.065 1.245 1 0.85 -14 0.18 nail 50 177 152 141 137 118 109 -52.2 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 175 151 140 135 117 108 -52.2 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 173 150 139 134 116 108 -52.2 0.85 1.13 1.31 1 0.85 -1.4 018 100 143 127 119 111 98 92 -52.2 099 1.26 1.43 h>60 1 0.85_-1.8 0.18 0-15 174 158 143 134 122 111 -43.5 0.7 0.85 1.03 0560 1 0.85 -1.4 0.18 20 174 153 140 134 119 108 -43.5 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 174 150 137 134 116 106 -43.5 0.7 0.94 1.12 1 0.85 -14 0.18 No.11 ga. 30 174 147 135 134 114 104 -43.5 0.7 0.98 1.16 1 0.85 -1.4 0.18 X 1-3/4" 2X4 35 170 144 133 132 112 103 -43.5 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 7.25 long Blind nail Wood 24 40 167 142 131 129 110 102 -43.5 0.76 1,04 1.22 1 0.85 -1.4 0.18 Roofing SPF 3 45 164 141 130 127 109 101 -43.5 0.785 1.085 1.245 1 0.85 -1.4 0.18 nail 50 161 139 129 125 108 100 -43.5 0.81 1.09 1.27 1 0.85 -14 0.18 55 159 138 128 123 107 99 -43.5 0.83 1.11 1.29 1 0.85 -1.4 0.18 80 158 137 127 122 106 98 -43.5 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 130 116 - 101 90 - -43.5 0.99 1.26 1.43 h>60 1 0.85 -1.8 i 0.18 19 RONALD I.OGAWA ASSOCIATES.INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX 1/Jiifii,sw,, PROJECT:RIO-2683-17 l+all o�7 i l. l. • JAMES HARDIE BUILDING PRODUCTS.INC. !! �.1. 064/1 = _ 1-888-542-7343 'i! info@jameshardie.con1 ,�! ,Lf :vapi,..6 4 121 '.. . 2015/BC,2017 FBC 201518C,2017 FBC � �' ,: a Allowable,Ultimate Allowable,Nominal a -.•p�y•1. �+_ 3 Design Wind,Speed, Design Wind,Speed, r !•' % STATE TE;F ryJ� iJf •'• P. viio vasa`V re)•°. /,,/ r �: (3-second gust mph) (3-second gust mph) /�{'-''• <� � 1S r.} •Applicable to methods �+, •• •• Applicable to methods t f specified in[2015 IBC. ep�!i/y{ .�k 2017 FBC]Section specified in Exceptions 1 IONIA S� t-; • 1609.1.1.as determined by through 301)2015 IBC. A J,i„,, ?0 2> Figures 1609.3(1), 2017 FBC]Section 2,or 1609.33) 1609.1.1. 1609.3 O ( Coefficients used in Table 6 calculations for V_„ Wind exposure category Wind exposure category Siding K, Product Stud Building Allowable Width Fastener Fastener Frame Spacing Height'' B C D B C D Design Product Thickness9 (inches) (inches) Type Spacing Type (inches) (feet) Load (PSF) Exp B Exp C Exp D Kr, Ku GC, DC, 0-15 170 154 140 132 120 109 -41.8 - 0.7 0.85 , 1.03 '11<_60 1 0.85 -1.4'0.18 20 170 150 137 132 116 106 -41.8 0.7 0.9 1.08 1 0.85 -1.4 018 25 170 147 135 132 114 104 -41.8 0.7 0.94 1.12 1 0.85 -1.4 0.18 No.11 ga. 30 170 144 132 132 111 102 -41.8 0.7 0.98 1.16 1 0.85 -1.4 018 X 1-3/4" 2X4 35 167 142 130 129 110 101 -41.8 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5116 7.5 long Blind nail Wood 24 40 163 140 129 126 108 100 -41.8 0.76 1.04 1.22 1 0.85 -1.4 0.18 Roofing SPF' 45 161 138 128 124 107 99 41.8 0.785 1.065 1.245 1 0.85 -1.4 018 nail 50 158 136 126 123 106 98 -41,8 0.81 1.09 1.27 1 0.85 -1,4 0.18 55 156 135 125 121 105 97 41,8 0.33 1.11 1.29 1 0.85 -14 018 60 154 134 124 120 104 96 41,8 0.85 1.13 1.31 1 0,85 -1.4 0.18 100 128 • 113 - ., 99 38 - -41.8 0.99 1.26 1.43 5>60 1 0.85 -1.8 018 0-15 164 149 135 127 115 105 -38.7 0,7 0.85 1.03 5560 1 0.85 -1.4 0.18 20 164 144 , 132 127 112 102 -38.7 0 7 0.9 1.08 1 0.85 -1.4 0.18 25 164 141 129 127 109 100 -38.7 0.7 0.94 1,12 1 0.85 -1.4 0.18 No.11 ga. 30 164 138 127 127 107 99 -38.7 0.7 0.98 1.16 1 0.85 -1.4 0.18 X 1-3/4" 2X4 35 160 136 126 124 106 97 -38.7 0.73 1.01 1.19 1 0.85 -14 018 HardiePlank 5/16 8 long Blind nail Wood 24 40 157 134 124 122 104 96 -38.7 0.76 1.04 1.22 1 0.85 -1.4 0.18 Roofing SPF 3 45 155 133 123 120 103 95 -38.7 0.785 1.065 1.245 1 0.85 -14 0,18 nail 50 152 131 122 118 102 94 -38.7 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 150 130 121 116 101 93 -38.7 0.83 1.11 1.29 1 0.85 -44 0.18 60 149 129 120 115 100 93 -38.7 0 85 1.13 1.31 1 0.85 -1.4 0.18 100 123 - - 95 . - -38.7 0.99 1.25 1,43 h>60 1 0.85 -18 0.18 0-15 161 146 132 124 113 103 -37.3 0.7 0.85 1.03 '0060 1 0.85 -1.4 0.18 20 161 142 129 124 110 100 -37.3 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 161 139 127 124 107 98 -37.3 0.7 0.94 1.12 1 0.85 -1.4 0.18 No. 11 ga. 30 161 136 125 124 105 97 -37.3 0.7 0.98 1.16 1 0.85 -1.4 0.18 X 1-3/4" 2X4 35 157 134 123 122 104 95 -37.3 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 8.25 long Blind nail Wood 24 40 154 132 122 119 102 94 -37.3 0.76 1.04 1.22 1 0.85 -1.4 0.18 Roofing SPF a 45 152 130 121 118 101 93 -37.3 0.785 1.065 1.245 1 0.85 -1.4 0.18 nail 50 149 129 119 116 100 92 -37.3 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 148 128 118 114 99 92 -37.3 0,83 1.11 129 1 0.85 -1.4 0.18 60 146 126 117 113 98 91 -37.3 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 121 - - 94 - - -37.3 0.99 1.26 1.43 11>60 1 0.85 -1.8 0.18 0-15 150 136 124 116 106 96 -32.6 0.7 0.85 1.03 5560 1 0.85 -1,4 0.18 20 150 133 121 116 103 94 -32.6 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 150 130 119 116 100 92 -32.6 0.7 094 1.12 1 0.85 -1.4 0.18 No.11 ga. 30 150 127 117 116 98 90 -32.6 0.7 0.98 1.16 1 0.85 -1.4 0.18 X 1-3/4" 2X4 35 147 125 115 114 97 89 -32.6 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 9.25 long Blind nail Wood 24 40 144 123 114 112 95 88 -32.6 0.76 1.04 1.22 1 0.65 -1.4 0.18 Roofing SPF 3 45 142 122 113 110 94 87 -32,6 0.785 1.065 1.245 1 0.85 -1.4 0.18 nail 50 140 120 112 108 93 86 -32.6 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 138 119 111 107 92 86 -32.6 0.83 1.11 1.29 1 0.85 -1,4 0.18 60 136 118 - 106 92 - -32.6 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 113 - - 87 - - -32.6 0.99 1.26 143 5>60 1 0.85 -1.8 0.18 0-15 148 134 122 115 104 94 -31.6 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 20 148 130 119 115 101 92 -31.6 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 148 128 117 115 99 91 -31.6 0.7 0.94 1.12 1 0.85 -1.4 0.18 No.11 ga. 30 148 125 115 115 97 89 -31.6 0.7 0.98 1.16 1 0.85 -1.4 0.18 X 1-3/4" 2X4 35 145 123 113 112 95 88 -31,6 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 9.5 tong Blind nail Wood 24 40 142 121 112 110 94 87 -31.6 0.76 1.04 1.22 1 0.85 -1.4 0.18 Roofing SPF' 45 140 120 111 108 93 86 -31.6 0,785 1.065 1.245 1 0.85 -1.4 0.18 nail 50 138 119 - 107 92 - -31,6 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 136 117 - 105 91 - -31.6 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 134 116 - 104 90 - -31.6 0.85 1.13 1.31 1 0.85 -1,4 0.18 100 111 - - y 86 - - f -31.6 0.99 1.26 1.43 h>60 1 0.85 -1,8 0.18 20 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 • HUNTINGTON BEACH.CA 92649 714-292-2602 714-847-4595 FAX PROJECT:RIO-2683-17 1-888-542-7343 JAMES BUILDING PRODUCTS,INC. 11��d�o\7 t1VY��i•� e info@jameshardie.com aa11 \• ski 44A-4,v, .., ... :. .... 2015(BC,2017 FBC 2015 IBC,2017 FBC 2►' i Allowable,Ultimate Allowable,Nominal " Design Wind,Speed, Design Wind,•Speed, . G (3-second gust mph) (3-second gust mph) 1 l l�Tl^C1.f� Applicable to methods Applicable to methods ,��raliL1' \�•^ specified in[2015 IBC. '��y��//}}�� 2017 NBC]Section specified in Exceptions 1 /wT"'^.Y• 1609.1.1.as determined bythrough 3 of[2015 IBC. fPr°°'' I r`f{ 2017 FBC1 Section �� :' ''1lf(:�� - Figures 1609.3(1). 1609.1.1 ''M`4osr.. y+}.Yx 1609.3(2),or 1609.3(3) Coefficients used in b''1 8 calculations for V,,, Wind exposure category Wind exposure category Siding K, Product Stud Building Allowable Width Fastener Fastener Frame Product Thickness Spacing Height' B C D B C D Designfinches) (inches) Type Spacing Type (inches) Load (feet) (PSF) Exp B Exp C Exp 0 Kn K., GC, GC. 0-15 , 130 118 - 100 91 - -24.3 0.7 0.85 1.03 5<_60 1 X0-85 -1.4 0.18 20 130 114 - 100 89 - -24.3 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 130 112 - 100 87 - -24.3 0.7 0.94 1.12 1 0.85 -1.4 0.18 No.11 ga. 30 130 - - 100 - - -24.3 0.7 0.98 1.16 1 0.85 -1.4 0.18 X 1-3/4" 2X4 35 127 - - 98 - - -24.3 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 12 long Blind nail Wood 24 40 124 - - 96 - - -24.3 0.76 1.04 1.22 1 0.85 -1.4 0.18 Roofing SPF' 45 122 - - 95 - - -24.3 0.785 1.065 1.245 1 0.85 -14 0.18 nail 50 121 - - 93 - - -24.3 0.81 1.09 1.27 1 0.85 -14 0.18 55 119 - - 92 - - -24.3 0.83 1.11 129 1 0.85 -1.4 0.18 60 118 - - 91 - - -24.3 0.85 1.13 1.31 1 0.85_-1.4 0.18 100 - - - - - - -243 0,99 1,26 1.43 h>60 1 0.85 -1.8 0.18 0-15 210 191 173 163 148 134 -63.9 0.7 0.85 1.03 5860 1 0.85 -1.4 0.18 20 210 186 169 163 144 131 -63.9 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 210 182 166 163 141 129 -63.9 0.7 0.94 112 1 0.85 -1.4 0.18 No.11 ga. 30 210 178 163 163 138 127 -63.9 0.7 0.98 1.16 1 0.85 -1.4 0.18 X 1-1/4" 2X4 35 206 175 161 160 136 125 63.9 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 5.25 long Blind nail Wood 16 40 202 173 159 156 134 123 -63.9 0.76 1.04 1.22 1 0.85 -1.4 0.18 Roofing SPF° 45 199 171 158 154 132 122 -63.9 0.785 1.065 1.245 1 085 -1.4 0.18 nail 50 196 169 156 151 131 121 1 -639 0,81 1.09 1.27 I 0.85 -1.4 0.18 55 193 167 155 150 129 120 -63.9 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 191 166 154 148 128 119 -63.9 0.85 1.13 1.31 1 0.85 -14 0.18 100 158 140 131 122 108 102 -63.9 0.99 326 143 5>60 1 0.85 -1.8 0.18 0-15 188 171 155 146 132 120 -51.1 0.7 085 1.03 5860 1 0.85 -1.4 0.18 20 188 166 151 146 129 117 -51.1 0.7 0.9 1.08 1 0.35 -1.4 0-18 25 188 162 149 146 126 115 -51.1 0.7 0.94 1.12 1 0.85 -1.4 0.18 No.11 ga. 30 188 159 146 146 123 113 -51.1 0.7 098 , 1.16 1 0.85 -1.4 0.18 X 1-1/4" 2X4 35 184 157 144 143 121 112 -51.1 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5)16 6.25 long Blind nail Wood 16 40 181 154 142 140 120 110 -51.1 0.76 1.04 1.22 1 0.85 -1.4 0.18 Roofing SPF 5 45 178 153 141 138 118 109 -51.1 0.785 1.065 1.245 1 0.85 -1.4 018 nail 50 175 151 140 135 117 108 -511 0.81 1,09 1.27 1 0.85 -1.4 0.18 55 173 149 139 134 116 107 -51.1 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 171 148 138 132 115 107 -51.1 0.85 1.13 1.31 1 0.85 -1.4 018 100 141 125 118 109 97 91 -51.1 0.99 1.26 1.43 5>60 1 0.85 -1.8 0.18 0-15 172 156 142 _ 133 121 110 -42.6 0.7 0.85 1.03 5060 1 0.85 -1.4 0.18 20 172 151 138 133 117 107 -42.6 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 172 148 136 133 115 105 -42.6 0.7 0.94 1.12 1 0.85 -1.4 0.18 No.11 ga. 30 172 145 133 133 112 103 -42.6 0.7 0.98 1.16 1 0.85 -1.4 0.18 X 1-1/4" 2X4 35 168 143 132 130 111 102 -42.6 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 7.25 long Blind nail Wood 16 40 165 141 130 128 109 101 -42.6 0.76 1.04 1.22 1 0.85 -1.4 0.18 Roofing SPF' 45 162 139 129 126 108 100 -42.6 0.785 1.065 1.245 1 0.85 -1.4 0.18 nail 50 160 138 128 124 107 99 -42.6 0.81 1.09 1.27 1 0.85 -1.4 0.13 55 ' 158 136 127 122 106 98 -42.6 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 156 135 126 121 105 97 -42.6 0.85 1.13 1,31 1 0.85 -1.4 0.18 100 129 114 - 100 89 - -42.6 0.99 1.26 1.43 5>60 1 0.85 -1.8 0.18 0-15 168 153 139 130 118 107 -40.9 07 0.85 1.03 5860 1 0.85 -1.4 0.18 20 168 148 135 130 115 105 -40.9 ' 07 0.9 1.08 1 0.85 r-1.4 0.18 25 168 145 133 130 112 103 -40.9 0.7 0 94 1.12 1 0.85 -1.4 0.18 No.11 ga. 30 168 142 131 130 110 101 -40.9 0.7 0.98 1.16 1 0.85 -1.4 0.18 X 1-1/4" 2X4 35 165 140 129 128 109 100 -40.9 0.73 1.01 119 1 0.85 -1.4 018 HardiePlank 5/16 7.5 long Blind nail Wood 16 40 162 138 127 125 107 99 -40.9 0.76 1.04 1.22 1 0.85 -1.4 0,18 Roofing SPE 2 45 159 136 126 123 106 98 -40.9 0.785 1,065 1,245 1 0.85 -1.4 0.18 nail 50 156 135 125 121 104 97 -40.9 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 155 134 124 120 104 96 -40.9 0.83 1.11 1.29 _1 0,85 -14 0.18 60 153 132 123 118 103 95 -40.9 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 126 112 - 98 87 - -40.9 0.99 1.26 143 5>60 1 0.85 -1.8 0.18 21 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 • HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT:R10.2683 17 lt't'rp ,AiNA �J�'-a JAMES HARDIE BUILDING PRODUCTS.INC. 1' 1-888-542-7343 . •i ,1 I:1 • - info@jameshardie.com /h X t i. 2015 IBC,2017 FBC 2015 IBC,2017 FBC ^b: CC Z Allowable,Ultimate Allowable,Nominal �� - . LLJ} Design Wind,Speed, Design Wind,Speed, tz„ 2JJ ;� (3-second gust mph) (3-second gust mph) . � ..• 17,Applicable to methods -'A' .n ,. Applicable to methods .11 rtaa ,U- spec+fied in[2015 IBC, specified in Exceptions 1 �- i.- t-x•' 2017 F9C]Section through 3 of[2015 IBC. ,.:.Rt+l'FK i 1609.1.1.as determined by 2017 FBCJ Section Figures 1609.3(1). 1609.1.1. 1609.3(2),or 1609.3(3) Coefficients used in Table 6 calculations for V,,,, Wind exposure category Wnd exposure category Siding K Product Stud Building Allowable Width Fastener Fastener Frame Spacing Height B C D B C D Design Product Thickness (inches) Type Spacing Type toad (inches) (inches) (feet) (PSF) Exp B Exp C Exp D K„ Ka GC, GC, 0-15 162 147 134 125 114 103 -37.9 0.7 0.85 103 hs60 __1,_'0.85 -1.4 0.18 20 162 143 130 125 111 101 -37.9 0.7 0.9 1-08 .1 0.85 -1.4 0.18 25 162 140 128 125 108 99 -37.9 0.7 0.94 1.12 1 0.85 -1.4 0.18 No. 11 ga. 30 162 137 126 125 106 97 -37.9 0.7 0.98 1.16 1 0.85 -1.4 0.18 X 1-1/4" 2X4 35 159 135 124 123 104 96 -37.9 0.73 1.01 1-19 1 0.85 -1.4 0.18 HardiePlank 5/16 8 long Blind nail Wood 16 40 155 133 123 120 103 95 -37.9 0.76 1.04 1.22 1 0.85 -1.4 0.18 Roofing SPF 8 45 153 131 121 119 102 94 -37.9 0.785 1.065 1.245 1 0.85 -1.4 0.18 nail 50 151 130 120 117 101 93 -37.9 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 149 129 119 115 100 92 -37.9 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 147 128 118 114 99 92 -37.9 0.85 1,13 1.31 I 0.85 -1.4 0.18 100 122 - - 94 - - -37.9 0.99 1.26 1.43 h>60 1-0.85 -1.8 0.18 0-15 159 144 131 123 112 102 -36.5 0.7 0.85 1.03 5060 1 0.85 -1.4 0.18 20 159 140 128 123 109 99 -36.5 0.7 0.9 1_08 1 0.85 -1.4 0.18 25 159 137 126 123 106 97 -36.5 0.7 0.94 1-12 1 0.85 -1.4 0.18 No.11 ga. 30 159 134 124 123 104 96 -36.5 0.7 0.98 1.16 1 0.55 -1.4 0.18 X 1-1/4" 2X4 35 156 132 122 121 103 94 -36.5 _ 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 8.25 long Blind nail Wood 16 40 153 • 130 - 120 118 101 93 -36.5 0.76 1.04 1.22 1 0.85 -1.4 0.18 Roofing SPF" 45 150 129 119 116 100 92 -36.5 0.785 1065 1245 1 0.85 -1.4 0.18 nail 50 148 127 118 114 99 9t -36.5 0.81 1.09 1,27 1 0.85 -1.4 0.18 55 146 126 117 113 98 91 -36.5 0.83 1.11 129 1 0.85 -1.4 0.18 60 144 125 116 112 97 90 -35.5 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 119 - - 93 - - -36.5 0.99 1 26 t 43 h>60 1 0.85 -1.8 0.18 0-15 149 135 123 115 105 95 -32.0 0.7 0.85 1.03 5060 1 0.85 -1.4 0.18 20 149 131 120 115 102 93 -32.0 07 0.9 1.08 1 0.85 -1.4 0.18 25 149 128 118 115 100 91 -32.0 0 7 0.94 1.12 1 0.85 -1.4 0.18 No.11 ga. 30 149 126 116 115 97 90 -32.0 0.7 0.98 1.16 1 0.85 -14 0.18 X 1-1/4" 2X4 35 146 124 114 113 96 88 -32.0 0.73 1.01 1.19 1 0.85 -14 0.18 HardiePlank 5/16 9.25 long Blind nail Wood 16 40 143 122 113 111 95 87 -32.0 0.76 1.04 1.22 1 0.85 -1 4 0.18 Roofing SPF" 45 141 121 112 109 93 86 -32.0 0.785 1.065 1,245 1 0.85 -1.4 0.18 nail 50 138 119 111 107 92 86 -32.0 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 137 118 - 106 92 - -32.0 0.83 1.11 1.29 1 085 -1.4 0.18 60 135 117 - 105 91 - -32.0 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 112 - - 87 - - -32.0 0,99 1.26 1.43 5>60 1 0.85 -1.6 0.18 0-15 147 133 121 113 103 94 -31.0 0.7 0.85 1.03 5060 1 0.85 -1.4 0.18 20 147 129 118 113 100 91 -31.0 0.7 0 9 1.08 1 0.85 -1.4 0.18 25 147 126 116 113 98 90 -31.0 0.7 0.94 1.12 1 0.85 -1.4 0.18 No.11 ga. 30 147 124 114 113 96 88 -31.0 0.7 0.98 1.16 1 0.85 -1.4 0.18 X 1-1/4" 2X4 35 143 122 112 111 94 87 -31.0 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 9.5 long Blind nail Wood 16 40 141 120 111 109 93 86 -31.0 0.76 1.04 1.22 1 0.85 -1.4 0.18 Roofing SPF a 45 138 119 - 107 92 - -31.0 0.785 1.085 1.245 1 0.85 -1.4 0.18 nail 50 136 117 - 106 91 - -31.0 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 135 116 - 104 90 - -31.0 0,83 1.11 1.29 1 0.85 -1.4 0.18 60 133 115 - 103 89 - -31.0 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 110 - - 85 - - -310 0.99 1.26 1.43 5>60 1 0.85 -1.6 0.18 0-15 128 117 - 99 90 - -23.8 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 20 128 113 - 99 88 - -23.8 0.7 0.9 1.08 1 0.85 -1.4 0,18 25 128 111 - 99 86 - -23.8 0.7 0.94 1.12 1 0.85 -1.4 0.18 No.11 ga. 30 128 - - 99 - - -23.8 0.7 0.98 1.16 1 0.85 -1.4 0.18 X 1-1/4" 2X4 35 126 - - 97 - - -23.8 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 12 long Blind nail Wood 16 40 123 - - 95 - - -23.8 0.76 1.04 1.22 1 0.85 -1,4 0.18 Roofing SPF' 45 121 - - 94 - -23.8 0.785 1,065 1.245 _1 0.85 -1.4 0.18 nail 50 119 - - 92 - - -23.8 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 118 - - 91 - - -23.8 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 117 - - 90 - - -23.8 085 1.13 1.31 1 0.85 -1.4 0.18 100 - - - - - - -23.8 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 22 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT RIO-2683-17 �gi�\ rO� n,�p'„„ JAMES HARDIE BUILDING PRODUCTS,INC. '10 1• illi A 1-888-542-7343 111 w info@jameshardie.com �1 �\ NS e M, 4 2015/BC,2017 FBC 2015 IBC,2017 FBC " k. 1 All % * a Allowable,Ultimate Allowable.Nominal Design/72nd,Speed, Design Wind,Speed, ' �1 STATE OF :/L"� 4' v,a5 Varese - n� •"',^'V (3-second gust mph) (3-second gust mph) �� .� {!�� L'. Applicable to methods ,�1,,(,f•• °"""�• ^l , Applicable to methods _ a specified in(2015!BC, ljf((''yy s4 2017 FBC]Section specified in Exceptions 1 E/ •� 1609.1.1 as determined by through 3 of[2015 IBC. '�'ssy.,�."f 0601'- Figures 1609.3(1), 2017 FBC]Section 1609.3(2,or 1609.31 3) 16G9.1.1. Coefficients used in Table 6 calculations for V,,,, Wind exposure category Wind exposure category Siding IC, Product Stud Building Allowable Width Fastener Fastener FrameDesi gn Product Thickness Spacing Height' B C D B C D (inches) (inches) Type Spacing Type Load (inches) (feet) ..- (PSF) Exp B Exp C Exp D ICe K., GC, GC, 0-15 172 156 142 133 121 ,_ 110 -42.6 - 0.7 0.85 , 1.03 hs60 1 0.85 -1.4 0.18 20 172 151 138 133 117 107 -42.6 0.7 0.9 1.00 1 0.85 -1-4 0.18 25 172 148 136 133 115 105 -42.6 0.7 0.94 1.12 1 0.85 -1.4 0.18 No.11 ga. 30 172 145 133 133 112 103 -42.6 0.7 0.98 1.16 1 0.85 -1.4 0.18 X 1-1/4" 2X4 35 168 143 132 130 111 102 -42.6 0.73 1 01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 5.25 long Blind nail Wood 24 40 165 141 130 128 109 101 -42.6 076 1.04 1.22 1 0.85 -1.4 0.18 Roofing SPF s 45 162 139 129 126 108 100 -42.6 0.785 1.065 1.245 1 0.85 -1.4 0.18 nail 50 160 138 128 124 107 99 -42.6 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 . 158 136 127 122 106 98 -42.5 0.83 1.11 1.29 1 0.85 -14 0.18 60 156 135 126 121 105 97 -42.6 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 129 114 - 100 69 .. -42.6 0.99 1.26 1.43 5>80 1 0.85 -1.8 0.18 0-15 154 139 127 119 108 98 -34.1 0.7 0.85 1.03 hs60 1 0.85 -14 r 0.18 , 20 - 154 ' 136 124 119 105 96 ,, -34.1 , 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 154 133 121 119 103 94 -34.1 0.7 0.94 1.12 1 0.85 -1.4 0.18 No.11 ga. 30 154 130 119 119 101 92 -34.1 0 7 0.98 1.16 1 0.85 -1.4 0.18 X 1-1/4" 2X4 35 150 128 118 . 117 _ 99 91 -34.1 073 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 6.25 long Blind nail Wood 24 40 147 126 116 114 98 90 -34.1 0.76 1.04 1.22 1 0.85 -1.4 0 18 Roofing SPF` 45 145 125 115 112 97 89 -34.1 0785;1.065 1.245 1 0.85 -1.4 0 18 nail 50 143 123 114 - 111 95 88 -34.1 0.81 1_09 1.27 1 1 0.85 -14 0.18 55 141 122 113 109 95 88 _ -34.1 0.83 1.11 1,29 1 0.85 -1.4 0.18 60 139 121 112 108 94 87 -34.1 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 115 - - 89 - - -34.1 099 1.26 1.43 1>60 1 0.85 -1.8 0.18 0-15 140 I 127 . 116 109 I 99 90 -28.4 0.7 0.85 1.03 5560 1 0.85 -1.4 0.18 20 140 124 113 109 96 87 -28.4 ( 0.7 0.9 1.08 1 0.85 -14 0.18 25 140 121 1 1 1 109 94 86 -28.4 0.7 0.94 1.12 1 0.85 -1 4 0.18 No.11 ga. 30 140 119 - 109 92 - -28.4 0.7 0.98 1.16 1 0.85 -14 0.18 X 1-1/4" 2X4 35 137 117 - 106 90 - -28.4 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 7.25 long Blind nail Wood 24 40 135 115 - 104 89 - -26.4 0.76 ' 1.04 1.22 1 0.85 -1,4 0.18 Roofing SPF' 45 132 114 - 103 88 - -284 0.785 1.065 1.245 1 0.85 -1.4 018 nail 50 130 112 - - 101 87 - -28.4 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 129 111 - - 100 86 - -28.4 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 127 110 - 99 85 - -28.4 0.85 1.13 1. 1.31 1 0.85_-1.4 0.18 100 - - - - - -28.4 0.99 1.26 143 h>60 1 0.85 -1,8 0.18 0-15 137 125 113 107 97 88 -27.3 0.7 0.85 1.03 5560 1 0.85 -1.4 0.18 20 137 121 111 107 94 86 -27.3 0.7 0.9 1.08 1 0.85 -1.4 0-18 25 137 119 - 107 92 - -27.3 0.7 0.94 1.12 1 0.85 -1.4 0.18 No.11 ga. 30 137 116 - 107 90 - -27.3 0.7 0.98 1.16 1 0.85 -1.4 0.18 X 1-1/4" 2X4 35 135 114 - 104 89 - -27.3 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5116 7.5 long Blind nail Wood 24 40 132 113 - 102 87 - -27-3 0.76 1.04 1.22 1 0.85 -1.4 0.18 Roofing SPF' 45 130 111 - 101 86 - -27.3 0.785 1.065 1.245( 1 0.85 -1.4 0.18 nail 50 128 110 - 99 85 - -27.3 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 126 - - 98 - - -27.3 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 125 - - 97 - - -27.3 0,85 1.13 1.31 1 0.85 -1.4 0.18 100 - - - - - - -27.3 0.99 1-26 1.43 h>60 1 0,85 -1.8 0.18 0-15 132 120 - 102 93 - r -25.2 0.7 0.85 1.03 54460 1 0.85 -1.4 018 20 132 117 - 102 90 - -25.2 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 132 114 - 102 88 - -25.2 0.7 0.94 1.12 1 0.85 -1.4 0.18 No.11 ga. 30 132 112 - 102 86 - -25.2 0.7 0.98 1.15 1 0.85 -1.4 0.18 X 1-1/4" 2X4 35 129 - - 100 - - -25.2 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 8 long Blind nail Wood 24 40 127 - - 98 - - -25.2 0.76 1.04 1.22 1 0.85 -1.4 0.18 Rooting SPF' 45 125 - - 97 - - -25.2 0.785 1.065 1.245 1 0.85 -1.4 0.18 nail 50 123 - - 95 - - -25.2 0.81 1.09 1,27 1 0.85 -1.4 0.18 55 121 - - 94 - - -25.2 0.83 1.11 1.29 1 0.85 -14 0.18 60 120 - - 93 - - -25.2 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 - - - - - - -25.2 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 23 RONALD I.OGAWA ASSOCIATES.INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH.CA 92649 714-292-2602 714-847-4595 FAX g !/f,itssli.,o' ' PROJECT:RIO-2683-17 Il of JAMES ME 6 zARDI3E BUILDING PRODUCTS.INC. lggill,\ OGAW4 - - 1-88info@jameshardie.com ,pit • i`.•'.to ... • . - ... .... ; j No. 421 �� 2015 IBC,2017 FBC 2015 IBC,2017 F8C 7 Allowable,Ultimate Allowable,Nominal '* Design Wind.Speed, Design Wind,Speed. : (�F ' V„R` Vam�.s, -"E1`. %. (3-second gust mph) (3-second gust mph) 1l F r ,- , . k , , 0, '.. LOP.\\) .•''. Applicable to methods �}. -• • �, Applicable to methods !- 1_. •" s specified in[2015 IBC, •(9t r� t c(' 4. 2017 FBC}Section specified in Exceptions 1 Li/0 1 t I.Y 1609.1.1.as determined by through 3 of[2015 IBC, A'^�,,.d „ f .1, Figures 1609.3(1). 2017 ESC}Section /!/!J 1609.3(2),or 1609.3(3) 1609.1.1. Coefficients used in Table 6 calculations for V„„ Wind exposure category Wind exposure category Siding K, Product Stud Building Allowable Product Thickness Width Fastener Fastener Frame Spacing Height'' B C D B C D Design (inches) (inches) Type Spacing Type Load (inches) (feet) (PSF) Exp B Exp C Exp D K„ Kd GC,, GC, 0-15 130 118 - 100 91 - a -24.3 0.7 0.85 , 1.03 6060 1 0,85 -1.4 0.18_ 20 130 114 - 100 89 - -24.3 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 130 112 - 100 87 - -24.3 0.7 0.94 1.12 1 0.85 -1.4 018 No.11 ga. 30 130 - - 100 - - -24.3 0.7 0.98 1.16 1 0.85 -1.4 0.18 X 1-1/4" 2X4 35 127 - - 98 - - -24.3 0.73 1.01 1.19 1 0.85 -1.4 0.19 HardiePlank 5/16 8.25 long Blind nail Wood 24 40 124 - - 96 - - -24.3 0.76 1.04 1.22 1 0.85 -1.4 0.18 Roofing SPF a 45 122 - - 95 - - -24.3 0.785 1.065 1.245 1 0.85 -1.4 0.18 nail 50 121 - - 93 - - -24.3 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 119 - - 92 - - -24.3 0.63 1.11 1.29 1 0.85 -1.4 0.18 60 116 - - 91 - - -24.3 0.85 1.13 1.31 1_0.85 -1.4 0.18 100 - - - - - - -24.3 0.99 1.26 1.43 h>60 1 0.85 -1,8 0.18 0-15 121 110 - 94 85 - -21.3 0.7 0.85 1.03`h<_60 1 0.85 -1.4 0.19 20 121 - - 94 - - _ -21.3 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 121 - - 94 - - -21.3 0.7 0.94 1.12 1 0.85 -14 0.18 No.11 ga. 30 121 - - 94 - - -21.3 0.7 0.98 1.16 1 0.85 -1.4 0.18 X 1-1/4" 2X4 35 119 - - 92 - - -21.3 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 9.25 long Blind nail Wood 24 40 117 - - 90 - - -21.3 0.76 1.04 1.22 1 0.85 -1.4_018 Rooting SPF s 45 115 - - 89 - - -21.3 0.785 1.065 1.245 1 0.85 -1.4 0.18 nail 50 113 - - 87 - - -21.3 0.81 1.09 1.27 t 0.85 -1.4 0 18 55 112 - - 86 - - -21.3 0.83 1.11 129 1 0.85 -1.4 018 80 110 - - 85 - - -21.3 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 - - - - - - -21.3 0.99 1.26 1.43 11-,60 1 0.85 -1.8 0.18 0-15 120 - - 93 - - -20.7 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.19 20 120 - - 93 - - -20.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 120 - - 93 - - -20.7 0.7 s 0.94 1.12 1 0.85 -1.4 0.18 No.11 ga. 30 120 - - 93 - - -20.7 0.7 0.98 1.16 1 0.85 -1.4 0.18 X 1-114" 2X4 35 117 - - 91 - - -20.7 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 9.5 long Blind nail Wood 24 40 115 - - 89 - - -20.7 0.76 1.04 1.221 0.85 -14 0.18 Roofing SPF a 45 113 - - 88 - - -20.7 0.785 1.065 1,245 s 1 0.85 -1.4 0.18 nail 50 111 - - 86 - - -20.7 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 - - - - - - -20.7 0.83 1.11 1,29 1 085 -1.4 0.18 60 - - - - - - -20.7 0.85 1.13 1.31 1 0.85 -14 0.18 100 - - - - - - -20.7 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 247 224 204 191 174 158 -88.2 0.7 0.85 1.03 6060 1_0.85 -1.4 0.18 20 247 218 199 191 169 154 -88.2 0.7 0.9 1.08 1 0.85 -14 0.18 25 247 213 195 191 165 151 -88.2 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 247 209 192 191 162 149 -88.2 0.7 0.98 1.16 1 0.85 -1.4 0.18 6d 2X4 35 242 206 190 187 159 147 -88.2 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 5.25 common Face nail Wood 16 40 237 203 187 184 157 145 -88.2 0.76 1.04 1.22 1 0.85 -1.4 0.18 nail SPF a 45 233 200 185 181 155 14-4 -88.2 0.785 1 065 1.245 1 0.85 -1.4 0.18 50 230 198 183 178 153 142 -88.2 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 227 196 182 176 152 141 -88.2 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 224 195 181 174 151 140 -88.2 0.85 1.13 1.31 1 0.85 -14 0.18 100 186 165 154 144 127 120 -88.2 0.99 1.26 1.43 11>60 1 0.85 -1.8 0.18 24 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 f✓fsf,oB HUNTGNBEACHCA 92649 yf1 °\ ()GA 714-292-2602 +i8 (, . � + 714-847-4595 FAX itipn PROJECT:RIO-2683-17 ip ! / . , JAMES HARDIE BUILDING PRODUCTS.INC. 4X1 .... 1-888-542-7343 ,0' • Z,info@jameshardie.com a * KA * 11 -o STATE OF ,;4 2015/BC,2017 FBC 2015!BC,2017 FBC :_�p••• pF }t1 �� - 7 Allowable,Ultimate Allowable,Nominal � ' .L 4V,. Design Wind,Speed, Design Wind,Speed. (�t'�Ff�� 4 (3-second gust mph) (3-second gust mph) r ''oifivll f/tff Applicable to methods Applicable to methods specified in[2015 IBC, specified in Exceptions 1 - 2D17 FBC]Section through 3 of[2015 IBC. 1609.1.1.as determined by 2017 FBCJ Section Figures 1609.3(1), 16G9.1.1_ 1609.3(2),or 1609.3(3) Coefficients used in Table 6 calculations for V,,,r Wind exposure category Wind exposure category Siding K, Product Stud Building Allowable Product Thickness Width Fastener Fastener Frame Spacing Height'' B C D B C D Design (inches) (inches) Type Spacing Type (inches) Load (feet) (PSF) Exp B Exp C Eap 0 Ku K, GC, GC, 0-15 221 201 182 171 155 141 -70.6 0.7 0.85 1.03 5_060 1 0.85 -1.4 0.18 20 221 195 178 171 151 138 -70.6 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 221 191 175 171 148 135 -70.6 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 221 187 172 171 145 133 -70.6 0.7 0.98 1.16 1 0.85 -1.4 0.18 6d 2X4 35 217 18-4 170 168 143 131 -708 0 73 1.01 1.19 1 0.85 -14 0.18 HardiePlank 5/16 6.25 common Face nail Wood 16 40 212 181 167 164 141 130 -70.6 0.76 1.04 1.22 1 0.85 -1.4 0.18 nail SPF' 45 209 179 166 162 139 128 -70.6 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 206 177 164 159 137 127 -70.6 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 203 176 163 157 136 126 -70.6 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 201 174 162 155 135 125 -70.6 0.85 1.13 1.31 1 0,85 -1.4 0.18 100 166 147 138 129 114 107 -70.0 0.99 1.26 1.43 h>60 1 0.85 -1,8 0.18 0-15 202 183 166 156 142 129 -58.8 0.7 0.85_ 1.03 0060 1 0.85 -1.4 0.18 20 202 178 162 156 138 126 -584 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 202 174 160 156 135 124 -58.8 0.7 0.94 1.12 4 1 0.85 -1.4 0.18 30 202 171 157 156 132 121 -58.8 0.7 0.98 1.16 1 0.85 -1_4 0.18 6d 2X4 35 198 168 155 153 130 120 -58.8 0.73 1.01 1.19 1 0.85 -14 0.18 HardiePlank 5/16 7.25 common Face nail Wood 16 40 194 166 153 150 128 118 -58.8 0.76 1.04 1.22 1 0.85 -14 0.18 nail SPF' 45 191 164 151 148 127 117 -58.8 0.785 1.065 1.245 1 0.85 -1_4 0.18 50 188 162 150 145 125 116 -58.8 0.81 1_09 1.27 1 0.85 -1.4 0.18 55 185 160 149 144 124 115 -58.8 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 183 159 148 142 123 114 -58.8 _0.85 1,13 1.31 1 0.85 -1.4 0.18 100 152 134 126 117 104 98 -58.8 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 198 179 163 153 139 126 -56.4 0.7 0.85 1.03 5560 1 0.85 -1.4 0.18 20 198 174 159 153 135 123 -56.4 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 198 171 156 153 132 121 -56.4 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 198 167 154 153 129 119 -56.4 0.7 0.98 1.16 1 0.85 -1.4 0.18 6d 2X4 35 194 165 152 150 127 117 -56.4 0.73 1-01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 7.5 common Face nail Wood 16 40 190 162 150 147 126 116 -56.4 0.76 1.04 1.22 1 0.85 -1.4 0.18 nail SPF' 45 187 160 148 145 124 115 -56.4 0.785 1.065 1.245 1 0.85 -14 0.18 50 184 158 147 142 123 114 -56.4 0.81 109 1.27 1 0.85 -1.4 0.18 55 181 , 157 146 141 122 113 -56.4 0.83 1.11 129 1 0.85 -1.4 0.18 60 179 156 144 139 120 112 -56.4 0.85 1.13 131 1 0.85 -1,4 0.18 100 148 132 124 115 102 96 -56.4 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 190 173 157 147 134 122 -52.3 0.7 0.85 1.03 0460 1 0.85 -1.4 0.18 20 190 168 153 147 130 119 -52.3 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 190 164 150 147 127 117 -52.3 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 190 161 148 147 125 115 -52.3 0.7 0.98 1.16 1 0.85 -1.4 0.18 6d 2X4 35 186 158 146 144 123 113 -52.3 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 8 common Face nail Wood 16 40 183 156 144 141 121 112 -52.3 0.76 1.04 1.22 1 0 85 -1.4 0.18 nail SPF a. 45 180 154 143 139 120 111 , -52.3 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 177 153 141 137 118 109 -52.3 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 175 151 140 135 117 109 , -52.3 0.83 1.11 1,29 1 0.85 -14 0.18 60 173 150 139 134 116 108 -52.3 0.85 1.13 131 1 0.85 -1.4 0.18 100 143 127 119 111 98 92 -52.3 0.99 1.26 1,43 5>60 1 0.85 -1.8 0.18 0-15 187 170 154 145 131 Il 119 -50.4 0.7 0.85 1.03 0-460 1 0.85 -1.4 0.18 20 187 165 150 145 128 117 -50.4 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 187 161 148 145 125 114 -50.4 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 187 158 145 145 122 112 -50.4 0.7 0.98 1.16 1 0.85 -1.4 0.18 6d 2X4 35 183 156 143 142 120 111 -50.4 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 8.25 common Face nail Wood 16 40 179 153 142 139 119 110 -50.4 0.76 1.04 1.22 1 0.85 -1.4 0.18 nail SPF' 45 176 151 140 137 117 109 -50.4 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 174 150 139 135 116 107 - -50.4 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 172 148 138 133 115 107 -50.4 0.83 1.11 1,29 1 0.85 -1.4 0.18 60 170 147 137 131 114 106 -50.4 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 140 124 117 109 96 90 -50.4 0.99 1.26 1.43 h>60 1 0,85 -1.8 0.18 25 RONALD I.OGAWA ASSOCIATES.INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 o,fiisrrrBBB 714-292-2602 9I1 Bis 714-847-4595 FAX '1`+, \,OGAV4 r PROJECT:RIO-2683-17 ,4I JAMES HARDIE BUILDING PRODUCTS.INC. t1r ' 1-888-542-7343 s' \taifit' t'' _ info@jameshardie.com ' , O , �� • ~4. ` • 4 , 2015 IBC,2017 FBC 2075 IBC,2077 FBC •••. STATE OF ti 4 Allowable,Ultimate Allowable,Nominal s (L Sit Design Wind,Speed, Design 1Nmd,Speed, 0/,'•• >�L it D 1)��•••�, Pt (3-second gust mph) (3-second gust mph) �f,vI�} tiiL 1 I�X„JJ J Applicable to methods Applicable to methods s'•/ // specified in[2015 IBC. �/ /r//�� 9 2017 FBC]Section specified in Exceptions 1 1609.1.1.as determined by through 3 of(2015 IBC Figures 1609.3(1). 2017 FBC]Section 2).or 1609.3 3) 1609.1.1. 1609.3 ( ( Coefficients used in Table 6 calculations for V, Wind exposure category Wind exposure tatego Siding K, Product Stud Building Allowable Product Thickness Width Fastener Fastener Frame Spacing Height'' B C D B C D Design (inches) (inches) Type Spacing Type (inches) Load (feet) (PSF) Exp B Exp C Exp D K„ Ka GC, GC, 0-15 175 159 144 135 123 112 -44.1 0.7 0.85 1,03 5.060 1 0.85 -1.4 0.18 20 175 154 141 135 119 109 -44.1 0.7 0.9 1.08 1 085 -14 0.18 25 175 151 138 135 117 107 44.1 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 175 148 136 135 114 105 -44.1 0.7 0.98 1.16 1 0.85 -1.4 0.18 60 2X4 35 171 145 134 133 113 104 -44.1 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 9.25 common Face nail Wood 16 40 168 143 132 130 111 103 -44.1 0.76 1.04 122 1 0.85 -14 0.18 nail SPF d 45 165 142 131 128 110 102 -44.1 0.785 1.065 1.245 1 0.85 -14 0.18 50 162 140 130 126 108 100 -44.1 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 160 139 129 124 107 100 -441 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 159 138 128 123 107 99 -44.1 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 131 116 - 102 90 - -44.1 0.99 1.26 1.43 5>60 1 0.85 -1.8 0.18 0-15 172 156 142 133 121 110 -42.8 0.7 0.85 1.03 h<-00 1 0.85 -1.4 0.18 20 172 152 139 133 118 107 -42.8 0.7 0 9 1.08 1 0.85 -1.4 0.18 25 172 149 136 133 115 105 -42.8 0.7 0,94 1.12 1 0.85 -1.4 0.18 30 172 146 134 133 113 104 -42.8 0.7 0.98 116 1 0.85 -14 0.18 66 2X4 35 169 143 132 131 111 102 -42.8 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 9.5 common Face nail Wood 16 40 165 141 130 128 109 101 -42.8 016 1.04 122 1 0.85 -1.4 0.18 nail SPF s 45 163 140 129 126 108 100 -42.8 0.785 1065 1.245 / 0.85 -1.4 0.18 50 160 138 128 124 107 99 -42.8 0.81 1.09 127 I 0.85 -1.4 0.18 55 158 137 127 122 106 98 -42.8 0.83 1,11 129 1 0.85 -1.4 0.18 60 156 136 126 121 105 97 -42.8 085 1.13 1.31 1 0.85 -1.4 0.18 100 129 115 - 100 89 - -42.8 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 151 137 124 117 106 96 -32.8 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 20 151 133 121 117 103 94 -32.8 0.7 0.9 1,08 1 0.85 -14 0.18 25 151 130 119 117 101 92 -32.8 0.7 0.94 1.12 1 0.85 -14 0.18 30 151 127 117 117 99 91 -328 0.7 0.98 1.16 1 0.85 -1.4 0.18 6d 2X4 35 148 125 116 114 97 90 -32.8 0.73 1.01 1.19 1 0.85 -1,4 0.18 HardiePlank 5/16 12 common Face nail Wood 16 40 145 124 114 112 96 88 -32.8 0.76 1.04 1.22 1 0.85 -1.4 0.18 nail SPF' 45 142 122 113 110 95 88 -32.8 0.785 1.065 1.245 1 0.85 -14 0.18 50 140 121 112 109 94 87 -32.8 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 138 120 111 107 93 86 -32.8 0.83 1.11 1.29 1 0,85 -1.4 0.18 60 137 119 110 106 92 85 -32.8 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 113 - - 88 - - -32.8 0.99 1.26 143 5>60 1 0.85 -1.8 0.18 0-15 202 183 166_ 156 142 129 -58.8 0.7 0.85 1.03 1n560 1 0.85 -1.4 0.18 20 202 178 162 156 138 126 -58.8 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 202 174 160 156 135 124 -58.8 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 202 171 157 156 132 121 -58.8 0.7 0.98 1.16 1 0.85 -1.4 0.18 6d 2X4 35 198 168 155 153 130 120 -58.8 0.73 1.01 1.19 1 0.85 -14 0.18 HardiePlank 5/16 5.25 common Face nail Wood 24 40 194 166 153 150 128 118 -58.8 0.76 1.04 1.22 1 0.85 -1.4 0.18 nail SPF a 45 191 164 151 148 ' 127 117 -58.8 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 188 162 150 145 125 116 -58.8 0.81 1.09 1.27 1 0,85 -1.4 0.18 55 185 160 149 144 124 115 -58.8 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 183 159 148 142 123 114 -588 0.85 1.13 1.31 1 0.85 -1.4 018 100 152 134 126 117 104 98 -58.8 0.99 1.26 1.43 5>60 1 0.85 -1.8 0.18 0-15 180 164 149 140 127 115 -47.0 0.7 0.85 1.03 hs60 1 0.85 -t4 0.18 20 180 159 145 140 123 113 -47.0 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 180 156 143 140 121 110 -47.0 0.7 0.94 1,12 1 0.85 -1.4 0.18 30 180 152 140 140 118 109 -470 0.7 0.98 1,16 1 0,85 -1.4 0.18 6d 2X4 35 177 150 138 137 116 107 -47.0 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5116 6.25 common Face nail Wood 24 40 173 148 137 134 115 106 -47.0 0.76 1.04 1.22 1 0.85 -1.4 0.18 nail SPF' 45 170 146 135 132 113 105 -47.0 0.7135 1.065 1.245 1 0.85 -1.4 0.18 50 168 145 134 130 112 104 -47.0 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 166 143 133 128 111 103 47.0 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 164 142 132 127 110 102 -47.0 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 136 120 113 105 93 87 -47.0 0.99 126 1.43 5>60 1 0.85 -1.8 0.18 26 RONALD I.OGAWA ASSOCIATES.INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX f////,o,isi JAMES HARDIE BUILDING PRODUCTS.INC. PROJECT:RIO-2683-17 ��04' \ OGQW®�•" I 1-888-542-7343 1 into@jameshardie.com et� \ ll a. 24� 1 2015 IBC,2017 FBC 2015 IBC,2017 FBC h * ; * Allowable.Ultimate Allowable,Nominal < e R Design Wind,Speed, Design Wind,Speed, \! 9 P 9 -0 '•- ST:�TE O F �' V,:n'", V>>,>>, - < .t ./ �6 (3-second gust mph) (3-second gust mph) •6 r, Applicable -.......- pto methods Applicable to methods 1`S C�i 1 specified in 20151BC. specified in Exceptions 1 •} J Al_ 2017 FEC]Section through 3 01(201518C. "✓r 3 i 1609.1.1.as determined by 2017 FBC]Section "°s•xl1:/It/il" Figures 1609.3(11, 2),or 1609.3(3 1609.1.1. 1609.3 ( ) Coefficients used in Table 6 calculations For V„„ Wind exposure category Wind exposure category Siding K, Product Stud Building Allowable Width Fastener Fastener Frame ,- Design Product Thickness Spacing Height B C D B C D g (inches) (inches) Type Spacing Type (inches) (feet) Load (PSF) Exp B Exp C Exp D Kn K" GC, GC„ 0-15 165 150 136 128 116 105 -39.2 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 20 165 145 133 128 113 103 -39.2 0.7 0.9 1.08 1 085 -1.4 0.18 25 165 142 130 128 110 101 -39.2 0.7 0.94 1.12 1 0.85 -1.4 0-18 30 165 139 128 128 108 99 -39.2 0.7 0.98 1.16 1 0.85 -1.4 0.18 6d 2X4 35 161 137 126 125 106 98 -39.2 0.73 1.01 1.19 1 0 a5 -1.4 0.18 HardiePlank 5/16 7.25 common Face nail Wood 24 40 158 135 125 122 105 97 -39.2 0.76 1.04 1.22 1 0.85 -1 4 0.18 nail SPF 45 156 134 124 121 103 95 -39.2 0.785 1.065'1.245 1 0.85 -1.4 0.18 50 153 132 122 119 102 95 -39.2 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 151 131 121 117 101 94 -39.2 0.83 1.11 1.29 1 0.85 -1.4 518 60 150 130 120 116 100 ' 93 -39.2 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 124 - - 96 - - -39.2 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 , 161 146 133 125 113 103 -37.6 0.7 0.85 1.03 hs60 1 0.85 -14 0.18 20 161 142 130 125 110 101 -37.6 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 151 139 128 125 108 99 -37.6 0.7 0.94 112 1 0.85 -1.4 0.18 30 161 136 125 125 106 97 -37.6 0.7 0.98 1_16 1 0.85 -1.4 0.18 6d 2X4 35 158 134 124 122 104 96 -37.6 0.73 1.01 1.19 _1 0.85 -1.4 0.18 HardiePlank 5/16 7.5 common Face nail Wood 24 40 155 132 122 120 103 95 -37.6 0.76 1.04 122 1 0.85 -1.4_0.18 nail SPF' 45 152 131 - 121 118 , 101 94 -376 0.785 1.065 1.245 1 065 -1.4 0.18 50 150 129 120 116 100 93 -37.6 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 148 128 119 115 99 92 -37.6 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 146 127 118 113 98 91 -37.6 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 t 121 - - 94 - - -37.6 0.99 1.26 1.43 5>60 1 0.85 -1.8 0.18 0-15 155 141 128 120 109 99 -34.8 0.7 0.85 1.03 h<_60 1 0.85 -14 0.18 20 155 137 125 120 106 97 -34.8 0.7 0.9 1.08 1 0.95 -14 0.18 25 155 134 123 120 104 95 -34.8 - 0.7 0.94 1.12 I 0.85 -1.4 0.18 30 155 131 121 120 102 93 -34.8 0.7 0.98 1.16 1 0.85 -1.4 0.18 ed 2X4 35 152 129 119 118 100 92 -34.8 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 8 common Face nail Wood 24 40 . 149 , 127 118 115 , 99 91 -34.8 0.76 1.04 1.22 1 0.85 -14 0.18 nail SPF' 45 147 126 116 114 97 90 -34.8 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 144 124 115 112 96 89 -34.8 0.81 1.09 127 1 0.85 -1.4 0.18 55 143 123 114 110 95 89 -34.8 0.83 1.11 1.29 1 0.85 -14 0.18 60 141 122 113 109 95 88 -34.8 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 117 - - 90 - - -34.8 0.99 1.26 1.43 11>60 1 0.85 -1.8 0.18 0-15 153 - 138 126 118 107 97 -33.6 0.7 0.85 1.03 11060 1 0.85 -1.4 0.18 20 153 135 123 118 104 95 , -33.6 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 153 132 121 118 102 93 -33.6 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 153 129 118 118 100 92 -33.6 0.7 0.98 1.16 1 0.85 -1.4 0.19 6d 2X4 35 149 127 117 116 98 91 -33.6 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 8.25 common Face nail Wood 24 40 146 125 116 113 97 90 -336 0.76 1.04 1.22 1 0.85 -1.4 0.18 nail SPF" 45 144 124 114 112 96 89 -33.6 0.785 1,065 1.245 1 0.85 -1.4 0.18 50 142 122 113 110 95 88 -33.6 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 140 121 112 109 94 87 -33.6 0.83 1.11 1.29 1 0.85 -14 0.18 60 138 120 112 107 93 86 -33.8 0.85 1.13 1.31 1 0.85 -1,4 0.18 100 115 - - 89 - - -33.6 0.99 1.26 1.43 6>60 1 0,85 -1.8 0.18 0-15 143 129 118 111 100 91 -29.4 0.7 0.85 1.03 h<_60 1 0.85 -1.4 0.18 20 143 126 115 111 97 89 -294 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 143 123 113 111 95 87 -29.4 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 143 121 111 111 93 86 -29.4 0.7 0.98 1.16 1 0.85 -1.4 0.18 6d 2X4 35 140 119 - 108 92 - -294 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 9.25 common Face nail Wood 24 40 137 117 - 106 91 - -29.4 0.76 1,04 1.22 1 0.85 -1.4 0.18 nail SPF s 45 135 116 - 104 90 - -29.4 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 133 114 - 103 89 - -29.4 0.81 1.09 1.27 1 0.85 -14 0.18 55 131 , 113 - 102 88 - -29.4 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 129 112 - 100 87 - -29.4 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 - - - - - - -29.4 0.99 1.26 1.43 5>60 1 0.85 -1.8 0.18 27 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH.CA 92649 714-292-2602 ffffffdi/"0, 714-847-4595 FAX Iola e oi, PROJECT:RIO-2683-17 bel k ' •AW4 • JAMES HARDIE BUILDING PRODUCTS.INC. .01 �' 1-888-542-7343 ,: LA info@jameshardie.com r 2015 IBC,2017 FBC 2015 IBC,2017 FBC w * a t a T /� Allowable,Ultimate Allowable,Nominal ��•.• s'IQ-TE OF :L 31y Design Wnd,Speed, Design Wind,Speed. _ •••'•(''' .d (3-second gust mph) (3-second gust mph) ••• •• } Applicable to methods Applicable to methods '" iv, ss�� , specified in[2015 IBC. specified in Exceptions 1 '''''6y ff 2017 FBC]Section through 3 of[2015160, s,f>/frf 1609.1.1.as determined by 2017 FBC]Section Figures 1609.3(1), 1609.1 1 1609 3(2).or 1609.3(3) Coefficients used in Table 6 calculations for V,,,, Wind exposure category Wind exposure category Siding K, Product Stud Building Allowable Width Fastener Fastener Frame Design Product Thickness Spacing Height' B C D B C D (inches) (inches) Type SpacingType e load (inches) (feet) (PSF) Exp 9 Exp C Exp 0 K„ K, GC,, GC, 0-15 140 127 116 109 99 90 -28.5 0.7 0.85 1.03 6<-60 1 0.85 -1.4 0.18 20 140 124 113 109 96 88 -28.5 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 140 121 111 109 94 86 -28.5 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 140 119 - 109 92 - -285 0.7 0.98 1.16 1 0.85 -1.4 0.18 60 2X4 35 138 117 - 107 91 - _ -28.5 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 9.5 common Face nail Wood 24 40 135 115 - 104 89 - -28.5 076 1.04 1.22 1 0.85 -1.4 0.19 nail SPF 9 45 133 114 - 103 88 - -28.5 0.785 1.005 1.245 1 0.85 .1.4 0.18 50 131 113 - 101 87 - -28.5 0.81 1.09 1.27 1 0.85 -14 0.18 55 129 112 - 100 86 - -28.5 0.83 1.11 1.29 1 0.85 -1.4 s 0.18 60 127 111 - 99 86 - -28.5 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 - - - - - - -28.5 0.99 1.26 1.43 6>60 1 085 -1.8 0.18 0-15 123 112 - 95 87 - -21.9 0.7 0.85 1.03 85.60 1 0.85 -1.4 0.18 20 123 - - 95 - - -21.9 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 123 - - 95 - - -21.9 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 123 - - 95 - - -21.9 0.7 0.98 1.18 1 0.85 -1.4 0.18 6d 2X4 35 121 - - 93 - - -21.9 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 12 common Face nail Wood 24 40 118 - - 92 - - -21.9 0.76 1.04 1.22 1 0.85 -1,4 0.18 nail SPF s 45 116 - - 90 - - -21.9 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 114 - - 89 - - -21.9 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 113 - - 88 - - -21.9 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 112 - - 87 - - -21.9 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 - - - - - - -21.9 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 308 279 254 238 _ 216 - 197 -1368 0.7 - 0.85 1.03 6060 1 0.85 -1.4 0.18 20 308 271 248 238 210 192 -136.8 07 0.9 _ 1.08 1 0.85 -1.4 0.18 25 308 266 243 238 206 188 -136.8 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 308 260 239 238 201 185 -136.8 0.7 0.98 1.16 1 0.85 -1.4 0.18 8d 2X4 35 301 256 236 233 198 183 -136.9 0.73 1.01 1.19 1 0.85 -14 0.18 HardiePlank 5/16 5.25 common Face nail Wood 16 40 295 253 233 229 196 181 -136.8 0.76 1.04 1.22 1 085 -1.4 0.18 nail SPF' 45 291 250 231 225 193 179 -136.8 0.785 1.085 1,245 1 0.85 -1.4 0.18 50 286 247 229 222 191 177 -136.8 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 283 244 227 219 189 176 -1368 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 279 242 225 216 188 174 -136.8 0.85 1.13 1.31 1 0,85 -1,4 0.18 100 231 205 192 179 159 149 -136.8 0.99 1_26 1.43 6>60 1 0.85 -1.8 0.18 0-15 275 250 227 213 194 176 -109.5 0.7 0.85 1.03 5560 1 0.85 -1.4 0.18 20 275 243 222 213 188 172 -109.5 0.7 0.9 1.08 1 0.85 -14 0.18 25 275 238 218 213 184 169 -109.5 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 275 233 214 213 180 166 -109.5 0.7 0.98 1.16 1 0.85 -1.4 0.18 8d 2X4 35 270 229 211 209 178 164 -109.5 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 6.25 common Face nail Wood 16 40 264 226 209 205 175 162 -109.5 0.76 1.04 1.22 1 0.85 -1.4 0.18 nail SPF' 45 260 223 206 201 173 160 -109.5 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 256 221 204 198 171 158 -109.5 0.81 1.09 1.27 1 0.85 -1.4 018 55 253 219 203 , 196 169 157 -109.5 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 250 217 201 194 168 156 -109.5 0,85 1.13 1.31 1 0.85 -1.4 0.18 100 207 183 172 160 142 133 -109.5 0.99 1.26 1.43 6>60 1 0.85 -1.8 0.18 0-15 251 228 207 195 177 160 -91.2 0.7 0.85 1.03 6550 1 0.85 -1.4 0.18 20 251 222 202 195 172 157 -91.2 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 251 217 199 195 168 154 -91.2 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 251 212 195 195 165 151 -91.2 0.7 0.98 1.16 1 0.85 -1.4 0.18 8d 2X4 35 246 209 193 191 162 149 -91.2 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 7,25 common Face nail Wood 16 40 241 206 190 187 160 147 -91.2 0,76 1.04 1.22 1 0.85 -1.4 018 nail SPF a 45 237 204 188 184 158 146 -91.2 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 234 201 187 181 156 145 -91.2 0.81 1,09 1.27 1 0.85 -1.4 0.18 55 231 200 185 179 155 143 -91.2 0.83 1.11 1.29 1 0,85 -1.4 0.18 60 228 198 184 177 153 142 -91.2 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 189 167 157 146 130 122 -91.2 0.99 1.26 143 h>60 1 0.85 -1.8 0.18 28 RONALD I.OGAWA ASSOCIATES.INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX 1-888-54 JAMESARDI3E BUILDING PRODUCTS.INC. PROJECT.RIO-2683-17 ilt�I,+`®u�f+�'✓�� • A info@lameshardie.com i ' ,. `rve 2015 IBC,2017 FBC 2015 IBC.2017 FBC 9. 0- C * 1 Allowable,Ultimate Allowable,Nominal Design Wind,Speed, Design Wind,Speed. 7 ,.(1•,,- ± p as • - �.r�°''1 ii' O Vier Vad . '8 . .s Uy `,1 (3-second gust mph) (3-second gust mph) - --"- `- r- " ..r.,-, -.. el ikk: r Applicable to methods specified in[2015 IBC. Applicable to methods specified in Exceptions 1 0.-12Ye' r 1 2017 FBC]Section J.i.,•.;1�d 1L„ 1609.1.1.as determined by through 3 of[2015 IBC. " SPi#� Figures 1609.311), 7017 FBCj Section + ,, ,•Fa43;",^,W 1609.3(2).or 1609.3(3) 1609.1.1. Coefficients used in Table 6 calculations for V,,,, Wind exposure category Wind exposure category Siding K, Product Stud Building Allowable Product Thickness Width Fastener Fastener Frame Spacing Height' B C D B C D Design (inches) 'inches) Type Spacing Type (inches) (feet) Load (PSF) Exp 9 Exp C Exp D lc, l(, GC0 GC, 0-15 246 224 203 191 173 157 -87.6 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 20 246 217 198 191 168 154 -87.6 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 246 213 195 191 165 151 -87.6 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 246 208 191 191 161 148 -87.6 0.7 0.98 1.16 1 0.85 -1.4 0.18 8d 2X4 35 241 205 189 187 159 146 -87.6 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5(16 7.5 common Face nail Wood 16 40 236 202 ( 187 183 157 145 -876 0.76 1.04 1 22 1 0.85 -1.4 0.18 nail SPF' 45 233 200 185 180 155 143 -87.6 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 229 197 183 177 153 142 -s7.6 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 226 196 181 175 152 141 -87.6 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 224 194 180 173 150 139 -87.6 0.85 1-13 1.31 1 0.85 -1.4 0.18 100 185 164 154 143 127 119 -87.6 0.99 1.26 1.43 0>60 1 0.85 -1.8 0.18 0-15 237 215 195 184 167 151 -81.1 0.7 0.85 103 hs60 1 0.85 -1.4 0.18 20 237 209 191 184 162 148 -81.1 0.7 0.9 1.08 1 0.85 -14 0,18 25 237 205 187 184 158 145 -81.1 0.7 0.94 1.12 1 0.85 -1.4 618 30 237 200 184 184 155 143 -811 0.7 0,98 116 1 0.85 -1.4 0.18 8d 2X4 35 232 197 182 180 153 141 -81.1 0.73 1.01 1.19 1 0.85 -14 0.18 HardiePlank 5/16 8 common Face nail Wood 16 40 227 194 180 176 151 139 -e1.1 0.76 1.04 1.22 1 0.85 -1.4 0.18 nail SPF' 45 224 192 178 173 149 138 -81.1 0.785 1.065 1.245 1 0.85 -14 0.18 50 220 190 176 171 147 136 -81.1 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 218 188 175 169 146 135 , -81.1 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 215 187 173 167 144 134 -811 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 178 158 148 138 122 115 -81.1 0.99 1.26 1.43 9>60 1 0.85 -1.8 0.18 0-15 233 211 192 180 164 149 -78.2 0.7 0.85 1.03 5560 1 0.85 -1.4 0.18 20 233 205 187 180 159 145 -78.2 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 233 201 184 180 156 143 -78.2 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 233 197 181 180 152 140 -78.2 0.7 0.98 1.16 1 0.85 -1.4 0.18 8d 2X4 35 228 194 178 177 150 138 -78.2 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 8.25 common Face nail Wood 16 40 223 191 176 173 148 137 -78.2 0.76 1.04 1.22 1 0.85 -1.4 0.18 nail SPF' 45 220 189 174 170 146 135 -78.2 0.785 1.065 1.245 1 0.85_-1.4 0.18 50 - 216 186 173 168 144 134 -78.2 0.81 1.09 127 1 0.85 -1.4 0.18 55 214 185 171 166 143 133 -78.2 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 211 183 170 164 142 132 -78.2 0.85 1.13 131 1 0.85 -1.4 0.18 100 175 155 145 135 120 113 -78.2 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 218 198 179 169 153 139 -68.4 0.7 0.85 1.03 9<60 1 0.85 -1.4 0.18 20 218 192 175 169 149 136 -68.4 0.7 0.9 1.08 1 0 85 -1.4 0.18 25 218 188 172 169 145 133 -68.4 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 218 184 169 169 142 131 -68.4 0.7 0.98 1.16 1 0.85 -1.4 0.18 8d 2X4 35 213 181 167 165 140 129 -68.4 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 9.25 common Face nail Wood 16 40 209 179 165 162 138 128 -68.4 0.76 1.04 1.22 1 0.85 -1.4 0.18 nail SPF' 45 206 176 163 159 137 126 -68.4 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 202 174 162 157 135 125 -68.4 0.81 n 1.09 1.27 1 0.85 -1.4 0.18 55 200 173 160 155 134 124 -68.4 0.83 1.11 1.29 1 0.85 -14 0.18 60 198 171 159 153 133 123 -68.4 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 163 145 136 127 112 105 -68.4 0.99 1.26 1.43 1>60 1 0.85 -1.8 0.18 0-15 214 194 177 166 151 137 -66.3 0.7 0.85 1.03 h560 1 0.85 -1.4 0.19 20 214 189 173 166 146 134 -66.3 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 214 185 169 166 143 131 -66.3 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 214 181 166 166 140 129 -66.3 0.7 0.98 1.16 1 0.85 -1.4 0.18 8d 2X4 35 210 178 164 163 138 127 -66.3 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/15 9.5 common Face nail Wood 16 40 206 176 162 159 136 126 -66.3 0.76 1.04 1.22 1 0.85 -1.4 0.18 nail SPF' 45 202 174 161 157 135 124 -66.3 0.785 1.065 1245 1 0.85 -14 0.18 50 199 172 159 154 133 123 -66.3 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 197 170 158 152 132 122 -66.3 0 83 1.11 1.29 1 0.85 -1.4 0.18 60 194 169 157 151 131 121 -66.3 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 161 143 134 125 111 104 -66.3 0.99 1.26 1.43 15-60 1 0.85 -1.8 0,18 29 RONALD I.OGAWA ASSOCIATES.INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAXi i il++/]/Afrofeoi PROJECT:RIO-2683-17 �aaaaaa°GAN 'r'- r JAMES HARDIE BUILDING PRODUCTS,INC. /1a ♦ , . 1-888-542-7343 into©jameshardie.com ,it.‘ 4/ . `. f ki•• ?_4 tiA 20151BC,2017 FBC 2015 IBC,2017 FBC �y,� Crk Allowable,Ultimate Allowable,Nominal 7 V` ° 41 Design Wind,Speed, Design Wind,Speed, `' 1 ;� $ Y Vfas.. V X56 .. .� �` �`' +, i, (3-second gust mph) (3-second gust mph) •.....•• I. Applicable to methods _ 7 r u ,, f, Rp t C i.}td \�'. specified in(2015 IBC. Applicable to methods _ V 2017 FEC]Section specified in Exceptions 1 ''!{e,,,,;,.. a 1 fSte 401, 1609.1.1.as determined by through 3 of[201518C, Figures 1609.3(1), 2017 FBC]Section 1609.1 1. 1609.3(2).or 1609.3(3) Coefficients used in Table 6 calculations for VU,, Wind exposure category Wind exposure category Siding K, Product Stud Building Allowable Product Thickness Width Fastener Fastener Frame Spacing Height'' B C D B G 0 Design (inches) Type Spacing Type . Load (inches) (nches) (feet) (PSF) Exp B Exp C Exp D K„ K,, GC, GC„, 0-15 188 170 155 , 145 , 132 120 -50.9 0.7 0.85 1.03 h<_60 1 0.85 -1.4 0.18 20 188 166 151 145 128 117 -50.9 0.7 0.9 1-08 1 0.85 -1.4 0.18 25 188 162 148 145 125 115 ' -50.9 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 188 159 146 145 123 113 -50.9 0.7 0.98 1.16 1 0.85 -1.4 0.18 Sd 2X4 35 184 156 144 142 121 112 -50.9 0 73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 12 common Face nail Wood 16 40 180 154 142 140 119 110 -50.9 0.76 1.04 1.22 1 0.85 -14 0.18 nail SPF' 45 177 152 141 137 118 109 -50.9 0.785 1.065 1-245 1 0.85 -14 0.18 50 175 150 139 135 117 108 -50.9 0,81 1.09 1.27 1 085 -1.4 0.18 55 172 149 138 134 115 t07 -50.9 0.83 1.11 129 1 0.85 -1.4 0.18 60 170 148 137 132 114 106 -50.9 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 141 125 117 109 97 91 -50,9 0.99 1.26 1.43 h060 1 0.85 -1.8 0.18 0-15 251 228 207 195 177 160 -91.2 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 20 251 222 202 195 172 157 -91.2 0.7 0.9 toe 1 0.85 -1.4 0.18 25 251 217 199 195 168 154 -91.2 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 251 212 195 195 165 151 -91.2 0.7 0.98 1.16 1 0.85 -1.4 0.18 8d 2X4 35 246 209 193 _ 191 162 149 -91.2 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5,16 5.25 common Face nail Wood 24 40 241 206 190 187 160 147 -91.2 0.76 1.04 1.22 1 0.85 -1.4 0.18, nail SPF 3 45 237 204 188 184 158 146 -91.2 0.785 1_065 1,245 1 0.85 -1.4 0.18 50 234 201 187 181 156 145 -91.2 0.81 109 127 1 0.85 -1.4 0.18 55 231 200 185 179 155 143 -91.2 0.83 1.11 129 1 0,85 -1.4 0.18 60 228 198 184 177 153 142 -91.2 0.85 113 1.31I 0.85 -1.4 0.18 100 189 167 157 146 130 122 -91.2 0.99 126 1.43 h>50• 1 0,85 -1,8 0.18 0-15 225 204 185 174 158 144 -73.0 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 20 225 198 181 174 154 140 -73.0 ' 0.7 0.9 1.08 1 0.85 -1.4 018 25 225 194 178 174 150 138 -73.0 0 7 0.94 1.12 1 0.85 -1.4 0.18 30 225 190 175 174 147 135 -73.0 0.7 0.98 1.16 1 0.85 -1.4 0.18 8d 2X4 35 220 187 172 171 145 134 -73.0 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 6.25 common Face nail Wood 24 40 216 184 170 167 143 132 -73.0 0.76 1.04 1.22 1 0.85 -1.4 0.18 nail SPF 1' 45 212 182 169 164 141 131 -73.0 0.785 1,065 1.245 1 0.85 -1.4 0.18 50 209 180 167 - 162 140 129 -73.0 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 206 179 166 160 138 128 -73.0 0.83 1.11 1.29 1 0.85 -14 0,18 60 204 177 164 158 137 127 -73.0 0.85 1.13 1.31 1 0.85 -1.4 018 100 169 150 141 131 116 109 -73.0 0.99 1.26 1.43 h>60 1 0,85 -1.8 0.18 0-15 205 186 169 159 144 131 -60.8 0.7 0.85 1.03 h<_60 1 '0.85 -1.4 0.18 20 205 181 165 159 140 128 -60.8 0.7 0.9 1.08 1 0_85 -1.4 0.18 25 205 177 162 159 137 126 -60.8 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 205 173 159 159 134 123 -60.8 0.7 0.98 1.16 1 0.85 -1.4 0.18 8d 2X4 35 201 171 157 156 132 122 -60.8 0.73 1-01 1-19 1 0.85 -1.4 0.18 HardiePlank 5/16 7.25 common Face nail Wood 24 40 197 168 155 153 130 120 -60.8 0.76 1.04 1.22 1 0.85 -1.4 0.18 nail SPF a 45 194 166 154 _ 150 129 119 -60.8 0.785 1.065 1.245 1 0.85 -1.4 0.l8 50 191 164 152 148 127 118 -60.8 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 188 163 151 146 126 117 -60.8 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 186 162 150 144 125 116 -60.8 0.85 1-13 1.31 I 0.85 -1.4 0.18 100 154 137 128 119 106 99 -60,8 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 201 183 166 156 141 128 -58.4 0,7 0.85 1.03 h<_60 1 0.85 -1.4 0.18 20 201 177 162 156 137 125 -58.4 0.7 0,9 1.08 1 0.85 -1.4 0.18 25 201 174 159 156 134 123 -58.4 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 201 170 156 156 132 121 -58.4 0.7 0.98 1.16 1 0.85 -1.4 0.18 8d 2X4 35 197 167 154 153 130 119 -58.4 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 7.5 common Face nail Wood 24 40 193 165 152 150 128 118 -58.4 0.76 1.04 1.22 1 0.85 -1.4 0.18 nail SPF' 45 190 163 151 147 126 117 -58.4 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 187 161 149 145 125 116 -58.4 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 185 160 148 143 124 115 -58.4 0.83 1.11 1.29 1 0.85 -14 0,18 60 183 ' 158 147 141 123 114 -58.4 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 151 134 126 117 104 97 -58.4 0.99 1.26 1.43 h>60 I 0.85 -1,8 0.18 30 RONALD I.OGAWA ASSOCIATES.INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT:RIO-2683-17 1-888-542-7343 ARDIE BUILDING PRODUCTS.INC. t��{1�,lill/Ir,,n,,,�/, nfo@jameshardie.comAx 11 `'` ot�/1 2015 IBC,2017 FBC 2015 IBC,2017 FBC e \ 2111 m Allowable,Ultimate Allowable,Nominal } y, a Design Wind,Speed, Design Wind,Speed, . 74 : * q Vd6. \4s6 STATE OF L „n �.a STATE I cc' $ (3-second gust mph) (3-second gust mph) v '•• t+,/(��j i(� [[[ Applicable to methods Applicable to methods _ x•••'•r_*-U{"1 1*' •• j specified in(2015 IBC, specified in Exceptions 1 •"' •• �kk�°°CC��^ddll(J))` 2017 FOCI Section i�!^ 1609.1.1.as determined by through 3 of[2015 IBC, t? J(1¢,q i Figures 1609.3(1), 2017 FOCI Section '`� iJ tY f'8 k- f i 1609.3(2).or 1609.3 3 1609.1.1. Table s l fid ( 1 Coefficients used in calculations for V,,„ Wed exposure category Wind exposure category Siding K, Product Stud Building Allowable Product Thickness Width Fastener Fastener Frame Spacing Height'' B C D B C D Design (inches) (inches) Type Spacing Type (inches) (feet) Load (PSF) Exp B Exp C Exp 0 Kia Kr GC, GC, 0-15 194 176 160 150 136 124 -54.1 0.7 0.85 1.03 1060 1 0.85 -14 0.18 20 194 171 156 150 132 121 -54.1 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 194 167 153 150 129 119 -54.1 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 194 164 150 150 127 116 -54.1 0.7 0.98 1.16 1 0.85 -1.4 0.18 8d 2X4 35 190 161 148 147 125 115 -54.1 0.73 1.01 1.19 1 085 -1.4 0.18 HardiePlank 5,16 8 common Face nail Wood 24 40 186 159 147 144 123 114 -54.1 076 1.04 1.22 1 0.85 -14 0.18 nail SPF 8 45 183 157 145 142 122 112 -54.1 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 180 155 144 139 120 111 -54.1 0.81 1.09 1.27 1 085 -1.4 0.18 55 178 154 143 138 119 110 -54.1 083 1.11 1.29 1 0.85 -14 019 60 176 152 141 136 118 110 -54.1 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 145 129 121 113 100 94 -54.1 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 190 172 157 147 134 121 -52.1 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 20 190 168 153 147 130 118 -52.1 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 190 164 150 147 127 116 -52.1 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 190 161 148 147 124 114 -52.1 0.7 0.98 1.16 1 0.85 -1.4 0.18 8d 2X4 35 186 158 146 144 122 113 -52.1 0.73 1.01 1.19 1 0.85 -1.4 0.18, HardiePlank 5/16 8.25 common Face nail Wood 24 40 182 156 144 141 121 111 -52.1 0.76 1.04 1.22 1 0.85 -1.4 0.18 nail SPF a 45 179 154 142 139 119 110 -52.1 0.785 1-065 1.245 1 0.85 -1.4 0.18 50 177 152 141 137 118 109 -52.1 0.81 1.09 1.27 t 0.85 -14 0.18 55 174 151 140 135 117 108 -52.1 0.83 1.11 1.29 I 0.85 -1.4 0.18 60 172 150 139 134 116 108 -52.1 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 143 126 119 111 98 92 -52.1 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 178 161 146 138 125 113 -45.6 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 20 178 157 143 138 121 111 -45.6 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 178 153 140 138 119 109 -45.6 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 178 150 138 138 116 107 -45.6 0.7 0.98 1.16 1 0.85 -14 0.18 8d 2X4 35 174 148 136 135 115 106 -45.6 0.73 1.01 1.19 1 0.85 -1.4 0.18 4ardiePlank 5/16 9.25 common Face nail Wood 24 40 171 146 135 _ 132 113 104 . -45.6 0.75 1.04 1.22 1 i 0.85 -1.4 0.18 nail SPF 45 168 144 133 130 112 103 -45.6 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 165 142 132 128 110 102 -45.6 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 163 141 131 126 109 101 -45.6 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 161 140 130 125 108 101 -45.6 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 133 118 111 103 92 86 -45.6 0.99 1.26 1.43 5>60 1 0.85 -1.8 0.18 0-15 175 159 144 136 123 112 -44.2 0.7 0.85 1.03 5560 1 0.85 -1.4 0.18 20 175 154 141 136 120 109 -44.2 07 0.9 1.08 1 0.85 -1.4 0.18 25 175 151 138 136 117 107 -44.2 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 175 148 136 136 115 105 -44.2 0.7 0.98 1.16 1 0.85 -1.4 0.18 84 2X4 35 171 146 134 133 113 104 -44.2 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 9.5 common Face nail Wood 24 40 168 14-4 133 130 111 103 -44.2 0.76 1.04 1.22 1 0.85 -1.4 0.18 nail SPF s 45 165 142 131 128 110 102 -44.2 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 163 140 130 126 109 101 -44.2 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 161 139 129 124 108 100 -44.2 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 159 138 128 123 107 99 -44.2 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 131 116 - 102 90 - -44.2 0.99 1.26 1.43 h>60 1 0.85 -18 0.18 0-15 153 139 126 119 108 98 -33.9 0.7 0.85 1.03 5560 1 0.85 -1.4 0.18 20 153 135 123 119 105 96 -33.9 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 153 132 121 119 102 94 -33.9 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 153 129 119 119 100 92 -33.9 0.7 0.98 1.16 1 0.85 -14 0.18 84 2X4 35 150 128 118 116 99 91 -33.9 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 12 common Face nail Wood 24 40 147 126 116 114 97 90 -33.9 0.76 1.04 1.22 1 0.85 -1.4 0.18 nail SPF° 45 145 124 115 112 96 89 -33.9 0.785 1.065 1.245 1 0.85 -1.4 0.18 50 142 123 114 11095 88 -33.9 0.81 1.09 1.27 1 0.85 -1,4 0.18 55 141 122 113 109 - 94 87 -33.9 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 139 121 112 108 93 87 -33.9 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 115 - - 89 - - -33.9 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 31 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,4-2922602 CA 92649 •#1'/////ttaara,ae 71714-847-4595 FAX tdidu ��, OGAlNq ��v PROJECT:RIO-2683-17 1d .• JAMES HARDIE BUILDING PRODUCTS,INC. ei� •' /4.... � • 1-888-542-7343 !3 41 info@jameshardie.com 3� v�, �� ., 5. . : , A 5.. ::r 5. * a 2015 IBC,2017 F8C 2015 IBC,2017 FBC m - • STATE 0 �+ Allowable,Ultimate Allowable,Nominal p �'i Design Wnd,Speed, Design Wind,Speed. °i< L Q f1� �' 2� (3-second gust mph) (3-second gust mph) 'a..�ION A\ d Applicable to methods to methods aa°1'rt>U////0 specified in[2015 IBC. 2017 FBCJ Section specified in Exceptions 1 1609.1.1,as determined by through 3 of[2015 IHC. Figures 1609.3(1), 2017 AK]Section 1609.3(2),or 1609.3(3) 7609.7.1. Coefficients used in Table 6 calculations for V,,,, Wind exposure category Wind exposure category Siding K, Product Stud Building Allowable Width Fastener Fastener Frame - Design Product Thickness (inches) Type Spacing Type Spacing Height' B C D B C D Load (inches) (inches) (feet) (PSF) Exp B Exp C Exp D Kn Ka GCp GC, 0-15 346 314 285 268 243 221 -172.7 0.7 0.85 1.03 5060 1 0.85 -1.4 0.18 Bd ring 20 346 305 278 268 236 216 -172.7 0.7 0.9 1.08 1 0.85 -1.4 0.13 shank box 25 346 298 273 268 231 212 -172.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 nail,0.113" 30 346 292 269 268 226 208 -172.7 0.7 +0.98 1.16 1 0.85 -1.4 0-18 shank X 2X4 35 339 288 265 262 223 205 -172.7 0.73 1 of 1.19 1 0.85 -14 0.18 HardiePlank 5/16 5.25 Face nail wood 16 40 332 284 262 257 220 203 -172.7 076 1.04 1.22 1 0.85 -1.4 0.18 0.260" DFL 45 327 280 259 253 217 201 -172.7 0.785 1.085 1.245 1 0.85 -1.4 0.18 Head Dia. 50 321 277 257 249 215 199 -172.7 0.81 1.09 1.27 1 0.85 -1.4 0.18 X 2.375" Long 55 318 275 255 246 213 197 -172.7 0.83 1.11 1.29 1 0.85 -14 0.18 60 314 272 253 243 211 196 -172.7 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 250 230 216 201 178 167 -172.7 0.99 1.26 1,43 9>60 1 0.85 -1.8 0.18 0-15 309 281 255 240 217 198 -138.1 0.7 0.85 1.03 h060 1 0.8.5 -1.4 0.18 20 309 273 249 240 211 193 -138.1 0.7 0.9 1.08 1 0.85 -1.4 0.18 8d ring 25 309 267 245 240 207 189 -138.1 0.7 0.94 1.12 1 0.85 -1.4 0.18 shank box 30 309 261 240 240 202 186 -138.1 0.7 0.98 1.16 1 0.85 -1.4 0.18 nail,0.113" 2X4 35 303 257 237 235 199 164 -138.1 0.73 1.01 1.19 1 0.85 -14 0.18 HardiePlank 5:16 6.25 shank X Face nail wood 16 40 297 254 234 230 197 181 -138.1 0.76 1.04 1.22 1 0.85 -1.4 0.18 0.260" DEL 45 292 251 232 226 194 180 -138.1 0.785 1.065 1,245 1 0.85 -1.4 0.18 Head Dia. X 2.375" 50 288 248 230 223 192 178 -138.1 0.81- 1.09 1.27 1 0.85 -1.4 0.18 Long 55 284 246 228 220 190 176 -138.1 0.83 1.11 1.29 I 0.85 -1.4 0.18 60 281 243 226 217 189 175 -138.1 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 232 206 193 180 160 150 -138.1 0.99 1.26 143 h>60 1 0.85 -1.8 0.18 0-15 282 256 233 219 198 180 -115.1 0.7 0.85 1.03 1i<_60 1 0,85 -1.4 0.18 8d ring 20 282 249 227 219 193 176 -115.1 0.7 0.9 1.08 1 0.85 -1A 0.18 shank box 25 282 244 223 219 189 173 -115.1 0.7 0.94 1.12 1 0.85 -14 0.18 nail,0.113" 30 282 239 219 219 185 170 -115.1 0.7 0.98 116 1 0.85 -14 0.18 shank X 2X4 35 276 235 217 214 182 168 -115.1 0.73 1.01 1_19 1 0.85 -1.4 0,18 HardiePlank 5/16 7.25 Face nail wood 16 40 271 232 214 210 179 166 -115.1 0.76 1.04 1.22 1 0.85 -1.4 0.18 0.260" DFL 45 267 229 212 207 177 164 -115.1 0.785 1.065 1.245 1 0.85 -1.4 0.18 Head Dia. - 50 262 226 210 203 175 162 -115.1 0.81 1.09 1.27 1 0.85 -1.4 0.18 X 2.375" Long 55 259 224 208 201 174 161 -115.1 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 256 222 206 198 172 160 -115.1 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 212 188 176 164 146 137 -115.1 0.99 126 1.43 8>60 1 0.85 -1.8 0.18 0-15 277 251 228 214 194 177 -110.5 0.7 0.85 1.03 h-60 1 0.85 -1.4 0.18 20 277 244 223 214 189 173 -110.5 0.7 0.9 1,08 1 0.85 -1.4 0.18 8d ring 25 277 239 219 214 185 169 -110.5 0.7 0.94 1.12 1 0.85 -1.4 0.18 shank box 30 277 234 215 214 181 166 -110.5 0.7 0.98 1.16 1 0.85 -1.4 0.18 nail,0.113" 2X4 35 271 230 212 210 178 164 -110.5 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5;16 7.5 shank X Face nail wood 16 40 265 227 210 206 176 162 -110.5 0.76 1.04 1.22 1 0.85 -1.4 0.18 0.250" DEL 45 261 224 207 202 174 161 -110.5 0.785 11.065 1.245 1 0.85 -1.4 0.18 Head Dia. 50 257 222 205 199 172 159 -110.5 0.81 1_09 1_27 1 0.85 -1.4 0.18 X 2.375" Long 55 254 220 204 197 170 158 -110.5 0.83 1.11 1,29 1 0.85 -1.4 0.18 60 251 218 202 194 169 157 -110.5 0.85 1,13 1.31 1 0.85 -1.4 0.18 100 208 184 173 161 143 134 -110.5 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 266 242 219 206 187 170 -102.3 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 8d ring 20 266 235 214 206 182 166 -102.3 0.7 0.9 1.08 1 0.85 -1.4 0.18 shank box 25 266 230 210 206 178 163 -102.3 0.7 0.94 1.12 1 0.85 -1.4 0.18 nail.0.113" 30 266 225 207 206 174 160 -102.3 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 261 222 204 202 172 158 -102.3 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 8 Face nail wood 16 40 255 218 202 198 169 156 -102.3 0.76 1.04 1.22 1 0.85 -1.4 0.18 0.260" DFL 45 251 216 200 195 167 155 -102.3 0.785 1.065 1.245 1 0.85 -1.4 0.18 Head Dia. X 2.375" 50 247 213 198 192 165 153 -102.3 0.81 1.09 1.27 1 0.85 -1.4 0.18 Long 55 244 211 196 189 164 152 -102.3 0.83 1.11 1.29 1 085 -1.4 0.18 60 242 210 195 187 162 151 -102.3 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 200 177 166 155 137 129 -102.3 0.99 1.26 1.43 6>50 1 0.85 -1.8 0.18 32 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 - HUNTINGTON BEACH.CA 92649 714-292-2602 714-847-4595 FAX JAMES88HARDIE BUILDING PRODUCTS,INC. PROJECT:RIO-2683-17 Ali+'�ga0o� �n�o�+�®o�� nfo@jameshardie.com r �\ • l7�"I•.• ,,.41,111/..A\1a 2015 IBC,2017 F8C 2015 IBC,2017 FBC rt• "k y Allowable,Ultimate Allowable,Nominal •'. Design Wind,Speed, Design Wind,Speed, �+. "k ."; c -{ Q� : CC a V V„,5 6, .?��sE t, tLu 4a (3-second gust mph) (3-second gust mph) �-r '°• r'O R,cam�-•• •ate/ Applicable to methods Applicable to methods :� •• •°••••••' specified in 1201510C. 2017 FBC]Section ( I'l specified in Exceptions 1 f NM- through j 1609.1.1.as determined by 3 of[2015 IBC. �® / Figures 1609.3(1), 2017 FBC]Section '�a�•rdss4ild'f d 1609.3(2),or 1609.3(3) ?609.?.1. Coefficients used in Table 6 calculations for V,a„ Wind exposure category Wind exposure category Siding K, Product Stud Building Allowable Product Thickness Width Fastener Fastener Frame Spacing Height'' B C D B C D Design Inches (inches) Type Spacing Type Load (inches) (feed (PSF) Exp B Exp C Exp 0 K, Kd GC, GC, 0-15 261 237 215 202 184 167 -98.7 0.7 0.85 1.03 5560 1 0.85 -1.4 0.18 20 261 231 210 202 179 163 -98.7 0.7 0.9 1.08 1 0.85 -1,4 0.18 Sd ring 25 261 226 207 202 175 160 -98.7 0.7 0.94 1.12 1 0.85 -1.4 0.19 shank box 30 261 221 203 202 171 157 -98.7 0.7 0.98 1.16 1 0.85 -1.4 0.18 nail,0.113" 2X4 35 256 218 200 198 169 155 -98.7 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5'16 3.25 shank X Face nail wood 16 40 251 214 198 194 166 153 -98.7 0.76 1.04 1.22 1 0.85 -1.4 0.18 0.260" DFL 45 247 212 196 191 164 152 -98.7 0.785 1.065 1.245 1 0.85 -1.4 0.18 Head Dia. 50 243 209 194 188 162 150 -98.7 0.81 1.09 1.27 1 0.85 -1.4 0.18 X 2.375" 55 240 208 193 186 161 149 -98.7 0.83 1.11 1.29 1 0.85 -1.4 0.18 Long 60 237 206 191 184 159 148 -98.7 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 196 174 163 152 135 127 -98.7 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 245 222 202 189 172 156 -86.3 0.7 0.85 1.03 hse0 1 0.85 -1.4 0.18 20 245 216 197 189 167 152 -86.3 0.7 0.9 1.08 1 0.85 -1.4 0.18 8d ng 25 245 211 193 189 163 150 -86.3 0.7 0.94 ' 1.12 1 0.85 -1.4 018 shank box 30 245 207 190 189 160 147 -86.3 0.7 0.98 1.16 1 0.85 -14 0.18 nail.0.113" 2X4 35 239 204 188 185 158 145 -86.3 0.73 1-01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 g shank X.25 Face nail wood 16 40 235 201 185 182 155 143 -86.3 0.76 1.04 1.22 1 0.85 -1.4 0.18 0.260" DFL 45 231 198 183 179 15-4 142 -86.3 0.785 1.065 1.245 1 0.85 -1.4 0.18 Head Dia. 50 227 196 182 176 152 141 -86.3 0.81 1.09 1.27 1 0.85 -1.4 0.18 X 2.375" Long 55 225 194 180 174 150 140 -86.3 0.83 1.11 1.29 1 0.85 -14 0.18 60 222 192 179 172 149 138 -86.3 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 184 163 153 142 126 118 -86.3 0.99 1.26 1.43 5>60 1 0.85 -1,8 0.18 0-15 241 219 199 187 169 154 -83.7 0.7 0.85 1.03 h_s60 1 0.85 -1.4 0.18 20 241 212 194 187 164 150 -83.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 Sd ring 25 241 208 190 187 161 147 -83.7 0.7 0.94 1-12 1 0.85 -1.4 0.18 shank box 30 241 204 187 187 158 145 -83.7 0.7 0.98 1.16 1 0.85 -1.4 0.18 nail,0.113" 2X4 35 236 200 185 183 155 143 -83.7 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 g 5 shank X Face nail wood 16 40 231 198 182 179 153 141 -83.7 0.76 1.04 1,22 1 0.85 -1.4 0.18 0.260" DFL 45 227 195 181 176 151 140 -83.7 0.785 1.065 1.245 1 0.85 -1.4 0.18 Head Dia. 50 224 193 179 173 149 138 -83.7 0.81 1.09 1.27 1 0.85 -1.4 0.18 X 2.375" 55 221 191 177 171 148 137 -83.7 0.83 1.11 1.29 1 0.85 -1.4 0,18 Long 60 219 190 176 169 147 136 -83.7 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 181 160 150 140 124 117 -83.7 0.99 1.26 1.43 11>60 1 0.85 -1.8 0.18 0-15 211 191 174 163 148 135 -64.3 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 8d ring 20 211 186 170 163 144 132 -64.3 0.7 0.9 1.08 1 0.85 -14 Ola 25 211 182 167 163 141 129 -64.3 0.7 0.94 1.12 1 0.85 -1.4 0.18 shank box 30 211 178 164 163 138 127 -64.3 0.7 0.98 1.16 1 0.85 -1.4 0.18 nail.0,113" 2X4 35 207 176 162 160 136 125 -134.3 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 12 shank X Face nail wood 16 40 202 173 160 157 134 124 -64.3 0.78 1.04 1.22 1 0.85 -1.4 0.18 0.260" DFL 45 199 171 158 154 132 123 -64.3 0.785 1.065 1.245 1 0.85 -1.4 0.19 Head Dia, 50 196 169 157 152 131 121 -64.3 0.81 1.09 1.27 1 0.85 -1.4 0.18 X 2.375" Long 55 194 168 155 150 130 120 -64.3 0,83 1,11 1,29 1 0.85 -1.4 0.18 60 191 166 154 148 129 119 -64.3 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 158 140 132 123 109 102 -64.3 0.99 1.26 1.43 5>601 0.85 -1.8 0.18 0-15 282 256 233 219 198 180 -115.1 0.7 0.85 1.03 55_60• 1 0.85 -1.4 0.18 8d ring 20 282 249 227 219 193 176 -115.1 0.7 0.9 1.08 1 0.85 -1.4 0.18 shank box 25 282 244 223 219 189 173 -115.1 0.7 0,94 1.12 1 0.85 -1.4 0.18 nail,0.113" 30 282 239 219 219 185 170 -115.1 0.7 0.98 1.16 1 0.85 -1.4 0.1e shank X 2X4 35 276 235 217 214 182 168 -115.1 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 5.25 Face nail wood 24 40 271 232 214 210 179 166 -115.1 0.76 1.04 1.22 1 0.85 -1.4 0.18 0.260" DFL 45 267 229 212 207 177 164 -115.1 0785 1.065 1.245 1 0.85 -1.4 018 Head Dia. X 2.375" 50 262 226 210 203 175 162 -115.1 0.81 1.09 1.27 1 0.85 -1.4 0.18 Long 55 259 224 208 201 174 161 -115.1 0.83 1.11 1.29 1 0.85 -1.4 0,18 60 256 222 206 198 172 160 -115.1 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 212 188 176 164 146 137 -115.1 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 33 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH CA 92649 1/1i!///rrrr 714-292-2602 PROJECT R714-847-450.2683-t7 ++�I95 FAX C1�',a 1. OGq PI/A ):-.. JAMES HARDIE BUILDING PRODUCTS,INC. \� `} 1-888-542-7343 \\4\/ •'�'••. `' ., +� info@jameshardie.com \ �► I \ o. 2;� w i w ! 2015 IBC.2017 FBC 2015 IBC,2017 FBC • STATE OF ct \\ Allowable.,Ultimate Allowable,Nominal m •_ � Design Wind,Speed, Design Wind,Speed. Q'yq F(-ORO'• '', jaiA (3-second gust mph) (3-second gust mph) -101\1AL � V� d� Applicable to methods d s,,. 1( speutied m[201518C, Applicable to methods •'✓ri,9��a✓ 2017 FBC]Section specified in Exceptions 1 1609.1.1.as determined by through 3 of[2015 IBC. Figures 1609.3(1), 2017 FBCI Section 1609.3(2),or 1609.3(3) 1609.1.1. Coefficients used in Table 6 calculations for V> Wind exposure category',Nind exposure category Siding K, Product Stud Building Allowable Width Fastener Fastener Frame Height B C D B C D Product Thickness 3' Uesign (inches) (inches) Type Spacing Type (inches) (feet) Load (PSF) Exp B Exp C Exp D Ke K. GC, GC„ 0-15 253 229 208 196 178 161 -92.1 0.7 0.85 1.03 h<_60 1 0.85 -1.4 0.18 ad ng 20 253 223 203 196 173 157 -92.1 0.7 0.9 1,08 1 0.85 -1.4 0.18 shank box 25 253 218 200 196 169 155 -92.1 0.7 0.94 1.12 1 0.85 -1.4 0.18 nail 0.113" 30 253 213 196 196 165 152 -92.1 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 247 210 194 192 163 150 -92.1 0.73 1.01 1.19 1 0.85 -t.4 0.18 HardiePlank 5/16 6.25 Face nail wood 24 40 242 207 191 189 160 148 -92.1 0.76 1.04 1.22 1 0.85 -1.4 0.18 0.260" DFL 45 236 205 189 185 159 147 -92.1 0.785 1.065 1.245 1 0.85 -1.4 0.18 Head Dia. 50 235 202 187 182 157 145 -92.1 0.81 1.09 1.27 1 0.85 -1.4 0.18 X 2.375" Long 55 232 201 186 180 155 144 -92.1 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 229 199 185 178 154 143 -92.1 0.85 1.13 1.31 1 0.85 -14 0.18 100 190 168 158 147 130 122 -92.1 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 231 209 190 179 162 147 -76.7 0.7 0.85 1.03 h<_601 0.85 -1.4 0.18 20 231 203 186 179 157 144 -76.7 0.7 0.9 1.08 •1 0.85 -14 0.18 81:1 ring 25 231 199 182 179 154 141 -76.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 shank box 30 231 195 179 179 151 139 -76.7 0.7 0.98 1.16 1 0.85 -1.4 0.18 nail,0.113" 2X4 35 226 192 177 175 149 137 -76.7 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5'16 7_25 shank X Face nail wood 24 40 221 189 175 171 146 135 -76.7 0.76 1.04 1.22 1 0.85 -1.4_0.18 0.260" DEL 45 218 187 173 169 145 134 -76.7 0.785 1.065 1.245 1 085 -1.4 0.18 Head Dia. 50 214 185 171 166 143 133 -76.7 0.81 1.09 1.27 10.85 -1.4 0.18 X 2.375" 55 212 183 170 164 142 132 -76.7 0.83 1.11 1.29 1'0.85 -1.4 0.18 Long 60 209 181 169 162 141 131 -76.7 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 173 153 144 134 119 112 -73.7 0.99 1.26 1.43 5>60 1 0.85 -1.8 0.18 0-15 226 205 186 175 159 144 -73.7 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 8d ting 20 226 199 182 175 154 141 -73.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 shank box 25 226 195 179 175 151 138 -73.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 nail.O.113" 30 226 191 175 175 148 136 -73.7 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 221 188 173 171 146 134 -73.7 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 7.5 Face nail wood 24 40 217 185 171 168 144 133 -73.7 0.76 1.04 1.22 1 0.85 -1.4 0.18 0.260" DFL 45 213 183 169 165 142 131 -73.7 0.785,1.065 1.245 1 0.85 -1.4 0.18 Head Dia. 50 210 181 168 163 140 130 -73.7 0.81 1.09 1.27 1 0.85 -1.4 0.18 X 2.375" Long 55 207 179 166 161 139 129 -73.7 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 205 178 165 159 138 128 -73.7 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 170 150 141 131 116 109 -73.7 0.99 126 1.43 6>50 1 0.85 -1.8 0.18 0-15 217 197 179 168 153 139 -68.2 0.7 0.85 1.03 �h_060 1 0.85 -1.4 0.18 20 217 192 175 168 148 136 -68.2 0.7 0.9 1.08 1 0.8.5 -1.4 0.18 8d ring 25 217 188 172 168 145 133 -68.2 0.7 0.94 1.12 1 0.85 -1.4 0.18 shank box 30 217 184 169 168 142 131 -68.2 0.7 0.98 1.16 1 0.85 -1.4 0.18 nail,0-113" 2X4 35 213 181 167 165 140 129 -68.2 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 8 shank X Face nail wood 24 40 209 178 165 162 138 128 -68.2 0.76 1.04 1.22 1 0.85 -1.4 0.18 0.260" DFL 45 205 176 163 159 136 126 -68.2 0.785 1.065 1.245 1 0.85 -1.4 0.18 Head Dia. X 2.375" 50 202 174 161 157 135 125 -68.2 0.81 1.09 1.27 1 0.85 -14 0.18 Long 55 200 173 160 155 134 124 -68.2 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 197 171 159 153 133 123 -68.2 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 163 145 136 126 112 105 -68.2 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 213 194 176 165 150 136 -65.8 0.7 0.85 1.03 50060 1 0.85 -1.4 0.18 8d ring 20 213 188 172 165 146 133 -65.8 0.7 0.9 1.08 1 0.85 -1.4 0.18 shank box 25 213 184 169 165 143 131 -65.8 0.7 0.94 1.12 1 0.85 -1.4 0.18 nail,0.113" 30 213 180 166 165 140 128 -65.8 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 209 178 164 162 138 127 -65.8 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 8.25 Face nail wood 24 40 205 175 162 159 136 125 -65.8 0.76 1.04 1.22 1 0.85 -1.4 0.18 0.260" DEL 45 202 173 160 156 134 124 -65.8 0.785 1.065 1.245 1 0.85 -1.4 0.18 Head Dia. 50 198 171 158 154 132 123 -85.8 0.81 1.09 1.27 1 0.85 -1.4 0.18 X 2.375" Long 55 196 169 157 152 131 122 -65.8 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 194 168 156 150 130 121 -65.8 0.85 1.13 1.31 1 0.85 -14 0.18 100 160 142 133 124 110 103 -65.8 0.99 1.26 1.43 5.60 1 0.85 -1.8 0.18 34 • RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 lillp/p�n>+ssm -4595 FAX 111 PROJE714-CT?RIO-2683-17 �9��a+�,1. QU�®e I"a JAMES HARDIE BUILDING PRODUCTS,INC. 11 1-888-542-7343 i info@jameshardie.com ..1%* °� � • n. y s i •I o ' 11 2015 IBC,2017 FBC 2015 IBC,2017 FBC o • Allowable,Ultimate Allowable.Nominal ` ••.... STATE OF •<z- %- Design Design Wind,Speed, Design Wind,Speed, 0,"•°•• l 7 p ' li ID (3-second gust mph) (3-second gust mph)_ 1 °•( t'�L•.'•-q•1••• /J Applicable to methods Applicable to methods /o+Y \'•� ' V specified in[2015 18C, specified in Exceptions 1 :'w',6#,,/ll 2017 FBCj Section 1609.1.1.as determined by through 3 of[2015 IBC, Figures 1609.3(1), 2017 FBCJ Section 1809.3(2),or 1609.3(3)3 1609.1.7. Coefficients used in Table 6 calculations for V,,,, Wind exposure categoryWind exposure category Siding Kr Product Stud Building Allowable Product Thickness Width Fastener Fastener Frame Spacing Height" B C D 0 C D Design (inches) (inches) Type Spacing Type (inches) (feet) Load (PSF) Sup B Exp C Exp 0 Ks Kd GC, GC, 0-15 200 181 165 155 140 127 -57.6 0.7 0.85 1.03 5060 1 0.85 -1.4 0.18 Sd ng 20 200 176 161 155 136 125 -57.6 0.7 0.9 1.08 1 085 -1.4 0.18 shank box 25 200 172 158 155 133 122 -57.6 0.7 0.94 1.12 1 0.85 -1.4 0.18 nail.0.113" 30 200 169 155 155 131 120 -57.8 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 1 35 196 166 153 151 129 119 -57.6 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 9.25 Face nail wood 1 24 40 192 164 151 148 127 117 -57.6 0.76 1.04 1.22 1 0.85 -1.4 0.18 0260" DFL 45 189 162 150 146 125 116 -576 0.785 1.065 1.245 1 0.85 -1.4 0.18 Head Dia. 50 186 160 148 144 124 115 -57.6 0.81 1.09 1.27 1 0.85 -1 4 0.18 X 2.375" Long 55 183 159 147 142 123 114 -57.6 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 181 157 146 140 122 113 -57.6 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 150 133 125 116 103 97 -576 0.99 1.28 1 43 h>60 1 0.85 -1.8 0.18 0-15 197 178 162 152 138 126 -55.8 0,7 0.85 1.03 5560 1 0.85 -1.4 0.18 20 197 173 158 152 134 123 -55.8 0.7 0.9 1.08 1 0.85 -1.4 0.18 8d ring 25 197 170 155 152 131 120 -55.8 0.7 0.94 1.12 1 0.85 -1.4 0.18 shank box 30 197 166 153 152 129 118 -55.8 0.7 0.98 1.16 1 0.85 -1.4 0.18 nail.0.113" 2X4 35 193 164 151 149 127 117 -55.8 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5716 9.5 shank X Face nail wood 24 40 189 161 149 146 125 115 -55.8 0.76 1.04 1.22 1 0.85 -1.4 0.18 0.260" DFL 45 186 159 147 144 123 114 -55.8 0.785 1.065 1.245 1 0.85 -1.4 0.18 Head Dia. 50 183 158 146 142 122 113 -55.8 0.81 1.09 1.27 1 0.85 -1.4 0.18 X 2.375" Long 55 181 156 145 140 121 112 -55.8 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 178 155 144 138 120 111 -55.8 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 148 131 123 114 101 95 -55.8 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 172 156 142 133 121 110 -42.8 0.7 0.85 1.03 5064 1 0.85 -1.4 0.18 20 172 152 139 133 118 107 -42.8 0.7 0.9 1.08 1 0.85 -1.4 0,18 8d ring 25 172 149 136 133 115 105 -42.8 0.7 0.94 1_12 1 0.85 -1.4 0.19 shank box 30 172 146 134 133 113 104 -42.8 0.7 0.98 1.16 1 0.85 -1.4 0.18 nail.0.113" 2X4 35 169 143 132 131 111 102 -42.8 073 101 1.19 1 0.85 -1.4 0.18 HardiePlank 5115 12 shank X Face nail wood 24 40 165 141 130 128 109 101 -42.8 0.76 1.04 1.22 1 0.85 -1.4 0.18 0.260" DFL 45 163 140 129 126 108 100 -42.8 0.785 1.065 1.245 1 0.85 -1.4 0.18 Head Dia. 50 160 138 128 124 107 99 -42.8 0.81 1.09 1.27 1 0.85 -1.4 0.18 X 2.375" Long 55 158 137 127 123 106 98 -42.8 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 156 136 126 121 105 98 -42.8 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 129 115 - 100 89 - -42,8 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 320 290 264 248 225 204 -147.6 0.7 0.85 1.03 5560 1 0.85 -1.4 0.18 20 320 282 257 248 218 199 -147.6 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 320 276 253 248 214 196 -147.6 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.092" 30 320 270 248 248 209 192 -147.6 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 313 266 245 242 206 190 -147.6 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 5.25 0.222"HD Face nail wood 16 40 307 262 242 238 203 188 -147.6 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2.5"long DFL 45 302 259 240 234 201 186 -147.6 0.785 1.065 1.245 1 0.85 -1.4 0.18 Siding nail 50 297 256 237 230 198 184 -147.6 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 294 254 235 227 197 182 -1476 0.83 1.11 1.29 1 0.85 -1.4 0.78 60 290 252 234 225 195 181 -147.6 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 240 213 200 186 165 155 -147.6 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 286 259 236 221 201 183 -118.1 0.7 0.85 1.03 6060 1 0.85 -1.4 0.18 20 286 252 230 221 195 178 -118.1 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 286 247 226 221 191 175 -118,1 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.092" 30 286 242 222 221 187 172 -118.1 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 280 238 219 217 184 170 -118.1 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 6.25 0.222"HD Face nail wood 16 40 274 235 217 213 182 168 -118.1 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2.5"long DFL 45 270 232 214 209 180 166 -118.1 0.785 1.085 1-245 1 0.85 -1.4 0.18 Siding nail 50 266 229 212 206 178 164 -118.1 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 263 227 211 203 176 163 -118.1 0.83 1.11 1.29 1 0.85 -14 0.18 60 259 225 209 201 174 162 -118.1 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 215 190 179 166 147 138 -118.1 0.99 1.26 1.43 11,60 1 0.85 -1.8 0.18 35 RONALD I.OGAWA ASSOCIATES.INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT:RIO-2683-17 i j>!>is44=4, 1-888-542-7343 JAMES BUILDING PRODUCTS,INC qtl'�� ®G�,- es y-= info@jameshardie.com ,0 ...41 �� .ii odir„F ...,,, 1, 2015 IBC,2017 FBC 2015 IBC,2017 FBC �0. .1 ; Allowable,Ultimate Allowable,Nominal * * % Design Wind,Speed, Design Wind,Speed, 1 MI V,0"5 v0,455 w -0 STATE OF • e (3-second gust mph) (3-second gust mph) . -p •, 2"'p Cyt +' Applicable to methods0:4"- '•, 1.0 RO. tiY Applicable 0 to methods specified in[2015 IBC. `y1; specified in Exceptions 1 �- I 2017 FBC)Section • zyr S ' � 1609.1.1.as determined by through 3 of[2015 IBC, „ S Figures 1609.3i 1), 2017 FBC)Section 1609.1.1. w�.0ddr`r„`iroi-if>«'�f#P 1609.3(2),or 1609.3(3) Coefficients used in Table 6 calculations for V„„ Wind exposure category Wind exposure category Siding K, Product Stud Building Allowable Product Thickness Width Fastener Fastener Frame Spacing Height" B C D B C D Design finches) (inches) Type Spacing Type (inches Load ) (feet) (PSF) Exp B Exp C Exp D Ka Ka GC5 GCp, 0-15 261 237 215 202 183 167 -98.4 0.7 0.85 1.03 6560 1 0.85 -1.4 0.18 20 261 230 210 202 178 163 _ -98.4 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 261 225 206 202 174 160 -98.4 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.092" 30 261 221 203 202 171 157 -98.4 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 256 217 200 198 168 155 -98.4 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 7.25 0.222"HO Face nail wood 16 40 251 214 198 194 166 153 -98.4 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2.5"long DFL 45 246 212 196 191 164 152 -98.4 0.785 1.065 1.245 1 0.85 -1.4 0.18 Siding nail 50 243 209 194 188 162 150 -98.4 0.81 1.09 1.27 , 1 0.85 -1.4 0.18 55 240 207 192 186 161 149 -98.4 0.83 1-11 1.29 1 0.85 -1.4 0.18 60 237 205 191 183 159 148 -98.4 0.85 1.13 131 1 0.65 -1.4 0.18 100 196 174 163 152 135 126 -98.4 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 256 232 211 198 180 163 -94.5 0.7 0.8.5 1.03 h o0 1 0.85 -1.4 0.18 . 20 256 226 206 198 175 159 -94.5 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 256 221 202 198 171 157 -94.5 0.7 0.94 1.12 1 0.85 -14 0.18 0.092" 30 256 216 199 198 167 154 -94.5 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 250 213 196 194 165 152 -94.5 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 7.5 0.222"HD Face nail wood 16 40 245 210 194 190 163 150 -94.5 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2.5"long DFL 45 242 207 192 187 161 149 -94.5 0.785 1.065 1.245 1 0.85 -1.4 0.118 Siding nail 50 238 205 190 t84 159 147 -94.5 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 235 203 188 182 157 146 -94.5 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 232 201 187 180 156 145 -94.5 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 192 170 160 r 149 132 124 -94.5 0.99 1.26 1.43 5=60 1 0.85 -1.8 0.18 0-15 246 223 203 191 173 157 -87.5 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 20 246 217 198 191 168 153 -87.5 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 246 212 195 191 165 151 -87.5 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.092" 30 245 208 191 191 161 148 -87.5 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 241 205 189 187 159 146 -87.5 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/15 8 0.222'HD Face nail wood 16 40 236 202 186 183 156 144 -87.5 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2.5"long OF). 45 232 200 185 180 155 143 -87.5 0.785 1.055 1.245 1 0.85 -1.4 0.18 Siding nail 50 229 197 183 177 153 142 -87.5 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 226 195 181 175 151 140 -87.5 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 223 194 180 173 150 139 -87.5 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 185 164 154 143 127 119 -87.5 0.99 1,26 1.43 h>60 1 0.85 -1.8 0.18 0-15 242 219 199 187 170 154 -84.3 0.7 0.85 1.03 5<60 1 0.85 -1.4 0.18 20 242 213 195 187 165 151 -84.3 0.7 0.9 1.08 1 0.85 -14 0.18 25 242 209 191 187 162 148 -84.3 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.092" 30 242 204 188 187 158 145 -84.3 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 237 201 185 183 156 144 -84.3 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 8.25 0.222"HD Face nail wood 16 40 232 198 183 180 154 142 -84.3 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2.5"long DFL 45 228 196 181 177 152 140 -84.3 0.785 1.065 1.245 1 0.85 -1.4 0.18 Siding nail 50 225 194 179 174 150 139 -84.3 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 222 192 178 172 149 138 -84.3 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 219 190 177 170 147 137 -84.3 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 182 161 151 141 125 117 -64.3 0.99 1.26 143 h>60 1 0.85 -1.8 0.18 0-15 226 205 186 175 159 144 -73.8 0.7 0.85 1.03 9460 1 0.85 -1.4 0.18 20 226 199 182 175 154 141 -73.8 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 226 195 179 175 151 138 -73.8 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.092" 30 226 191 176 175 148 136 -73.8 07 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 221 188 173 171 146 134 -73.8 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 9.25 0.222"HD Face nail wood 16 40 217 185 171 168 144 133 -73.8 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2.5"long DFL 45 213 183 170 165 142 131 -73.8 0.785 1,065 1.245 1 0.85 -1.4 0.18 Siding nail 50 210 181 168 163 140 130 -73.8 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 208 180 167 161 139 129 -73.8 0.83 1.11 1.29 1 0.85 -14 0.18 60 205 178 165 159 138 128 X3.8 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 170 151 141 132 117 109 -73.8 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 36 RONALD I.OGAWA ASSOCIATES.INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602714-847-4595 FAX t////riiy�,' PROJECT:RIO-2683-17 l��,'' /pGAINq`'�sw� JAMES HARDIE BUILDING PRODUCTS,INC. i0 ¢ w 1-888-542-7343 i0 .4 g ;r• ... nfo@jameshardie.com ,,,,N‘ `.'' a� ire !� •: 2015 IBC,2017 FBC 2015 IBC,2017 FBC 1 * •4 CCAllowable,Ultimate Allowable,Nominal T� SIN p� E k , Design Wnd,Speed, Design Wind,Speed. .• A Ep, ' v ' (3-second gust mph) (3-second gust mph) ) Applicable to methods - r ('7 Applicable to methods �[7e specified'a[2015IBC, - �' ' � 2017 FBCI Sectionspecified in Exceptions 1 6v... ,-; through 3 of(2015 IBC, 0,zysy;0,- 1609.1.1.as determined by 2017 FBC)Section Figures 1609.3(1), 1609.1.1, 1609.3(2),or 1609.3(3) Coefficients used in Table 6 calculations for V„❑ Wind exposure category Wind exposure category. Siding K, Product Stud Building Allowable Product Thickness Width Fastener Fastener Frame Design Spacing Height3' B C D B C D(inches) Type Spacing Type Load (inches) Cinches) (feet) Load (PSF) Exp 8 Exp C Exp D K,, K, GC, GC, 0-15 223 202 r 184 172 156 142 -71.6 ' 0.7 0.85 1.03 '11560 I 1 0.85 -14 0.18 20 223 196 179 172 152 139 -71.6 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 223 192 176 172 149 136 -71.6 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.092" 30 223 188 173 172 146 134 -71.6 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 218 185 171 169 144 132 -71.6 0.73 1.01 1.19 1 0.85 -1.4 0.18 i-4ardiePlank 5115 9.5 0.222"HD Face nail wood 16 40 214 183 169 165 141 131 -71.6 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2.5"long DFL 45 210 180 167 163 140 129 -71.6 0.785 1.065 1.245 1 0.85 -1.4 018 Siding nail 50 207 178 165 160 138 128 -71.6 0.81 1.09 1.27 1 0.85 -14 0.18 55 204 177 164 158 137 127 -71.6 0.83 1.11 1.29 1 0.85 -1.4 0.18- 60 202 175 163 156 136 126 -71.6 0.85 1.13 131 1 0.85 -1.4 0.18 100 167 148 139 130 115 108 -71.5 0.99 1.26 1.43 5>60 1 0.85 -1.80.19 0-15 195 177 161 151 137 125 -54.9 0.7 0.85 1.03 55_60 1 0.85 -1.4 X018 20 195 172 157 151 133 122 -54.9 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 195 168 154 151 130 119 -54.9 0.7 0.94 1.12 1 0.85 -14 0.18 0.092" 30 195 165 151 151 128 117 -54.9 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 191 162 150 148 126 116 -54.9 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 12 0.222"HD Face nail wood 16 40 187 160 148 145 124 114 -54.9 0.76 1.04 1.22 1 0.85 -1 4 0.18 X 2.5"long DEI 45 184 158 146 143 122 113 -54.9 0.785 1.065 1.245 1 0.85 -1.4 0 18 Siding nail 50 181 156 145 140 121 112 -54.9 0.81 1.09 127 1 0.85 -1.4 0.18 55 179 155 14-4 139 120 111 -54.9 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 177 153 143 137 119 110 -54.9 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 146 130 122 113 101 94 -54.9 0.99 1.26 1.43 5>60 1 0.85 -18 0.18 0-15 261 237 215 202 183 167 -98.4 0.7 r 0.85 1.03 5060 1 0.85 -1.4 0.18 20 261 230 210 202 178 163 -98.4 0.7 0.9 1.08 1 0.85 -14 0.18 25 261 225 206 202 174 160 -98.4 0.7 0.94 1.12 1 0.85 -14 0.18 0.092" 30 261 221 203 202 171 157 -98.4 0.7 0.98 1.18 1 0.85 -1.4 0.18 shank X 2X4 35 256 217 200 198 168 155 -98.4 0.73 1.01 1.19 1 0.85 -14 0.18 HardiePlank 5/16 5.25 0.222"HD Face nail wood 24 40 251 214 198 194 166 153 -98.4 0.76 1.04 122 1 0.85 -14 0.18 X 2.5"long DEL 45 246 212 196 191 164 152 -98.4 0.785 1,065 1.245 1 0.85 -1.4 0.18 Siding nail 50 243 209 194 188 162 150 -98.4 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 240 207 192 186 161 149 -98.4 0.83 1.11 129 1 0.85 -1.4 0.18 60 237 205 191 183 159 148 -984 0.85 1.13 1,31 1 0.85 -1.4 0.18 100 196 174 163 152 135 126 -98.4 0.99 1.26 1.43 5>60 1 0.85 -1.8 0.18 0-15 233 212 192 181 164 149 -78.7 0.7 0.85 1.03 5560 1 0.85 -1.4 0.18 20 233 206 188 181 159 146 -78.7 0.7 0.9 1.08 1 0.85 •1.4 0.18 25 233 201 185 181 156 143 -78.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.092' 30 233 197 181 181 153 140 -78.7 0.7 0.98 1.16 1 0.85 -14 0.18 shank X 2X4 35 229 194 179 177 151 139 -78.7 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 6.25 0.222"HD Face nail wood 24 40 224 192 177 174 148 137 -78.7 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2.5"long DFL 45 220 189 175 171 147 136 -78.7 0.785 1.065 1.245 1 0.85 -1.4 0.18 Siding nail 50 217 187 173 168 145 134 -78.7 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 214 185 172 166 144 133 -78.7 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 212 184 171 164 142 132 -78.7 0.85 1,13 1.31 1 0.85 -1.4 0.18 100 175 155 146 136 120 113 -78.7 0.99 1.26 1.43 5>60 1 0.85 -1.8 0.18 0-15 213 193 176 165 150 136 -65.6 0.7 0.85 1.03 5560 1 0.85 -1.4 0.18 20 213 188 172 165 146 133 -65.6 0.7 0.9 1.08 1 085 -1.4 0.18 25 213 184 168 165 142 131 -656 0.7 094 1_12 1 0.85 -1.4 0.18 0.092" 30 213 180 166 165 140 128 -65.6 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 209 177 163 162 137 127 -65.6 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 7.25 0.222"HD Face nail wood 24 40 205 175 161 158 135 125 -65.6 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2.5"long DFL 45 201 173 160 156 134 124 -85.6 0.785 1_065 1.245 1 0.85 -1.4 018 Siding nail 50 198 171 158 153 132 123 -65.6 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 196 169 157 152 131 122 -65.6 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 193 168 156 150 130 121 -65.6 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 160 142 133 124 110 103 -65.6 0.99 1.26 143 5>60 1 0.85 -1.8 0.18 37 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH.CA 92649 714-292-2602 7 14-847-4 595 FAX PROJECT:RIO-2683-17 d ///'J✓ois/./9„ass JAMES HARDIE BUILDING PRODUCTS.INC. tqt+^ �,GGA I�1/i1 1-888-542-7343 1r info@jameshardie.com It't , e , mss 2015 IBC,2017 FBC 201518C,2017 FBC ‘-s, * Allowable,Ultimate Allowable,Nominal Design Wind,Speed. Design Wind.Speed. '0,q•• STATE •F 44 (3-second gust mph) (3-second gust mph) OA. . ...�`0 R1 r`' icy Applicable to methods Applicable to methods r61/ �) specified in[2015 IBC. j"/0 N ak- '8 2017 FBC]Section specified in Exceptions 1 'r i 1609.1.1.as determined by through 3 of[2015 IBC. ''B''a'.954/.116 Figures 1609.3(1). 2017 FBC)Section 1609 3(2),or 1609.3(3) 1609.t.t. Coefficients used in Table 6 calculations for)/„„ Wind exposure category 1Mnd exposure category Siding K, Product Stud Building Allowable Product Thickness Width Fastener Fastener Frame Spacing Heights B C D B C D Design (inches) (inches) Type Spacing Type (inches) (feet) toad (PSF) Exp B Exp C Exp D Ka Kr GC, GC., 0-15 209 190 172 162 147 133 -63.0 0.7 0.85 1.03 9060 1 0.85 -1.4 0.18 20 209 184 168 162 143 130 -63.0 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 209 180 165 162 140 128 -63.0 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.092" 30 209 176 162 162 137 126 -63.0 0.7 0.98 1.16 1 0.85 -14 0.16 shank X 2X4 35 204 174 160 158 135 124 -63.0 0.73 1.01 1.19 1 0.85 -1.4 0.18' HardiePlank 5/16 7.5 0.222'HD Face nail wood 24 40 200 171 158 155 133 123 -63.0 0.76 1.04 122 1 0.85 -1.4 0.18 X 2.5"long DFL 45 197 169 157 153 131 121 -63.0 0.785 1.065 1.245 1 0.85 -1.4 0.18 Siding nail 50 194 167 155 150 130 120 -63.0 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 192 166 154 149 128 119 -63.0 0.83 1.11 1.29 1 0.95 -1.4 0.18 60 190 164 153 147 127 118 -63.0 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 157 139 131 122 108 101 -63.0 0.99 1.26 1.43 9>60 1 0.85 -1.8 0.18 0-15 201 182 166 156 141 128 -58.3 0.7 0.85 103 1-60 1 0.85 -1.4 0.18 20 201 177 162 156 137 125 -58.3 0.7 0.9 1.08_ 1 0.85 -1.4 0.18 25 201 173 159 156 134 123 -58.3 0.7 0.94 1.12 _1 0.85 -1.4 0.18 0.092" 30 201 170 156 156 132 121 -58.3 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 197 167 154 152 130 119 -58.3 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 8 0.222"HO Face nail wood 24 40 193 165 152 149 128 118 -58.3 0.76 1.04 1.22 1 0.85 -1 4 0.18 X 2.5"long DFL 45 190 163 151 147 126 117 -583 0.785 1.065 1.245 1 0.85 -1.4 0.18 Siding nail 50 187 161 149 145 125 116 -58.3 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 185 160 148 143 124 115 -58.3 0.83 1.11 129 1 0.85 -1.4 0.18 60 182 158 147 141 123 114 -58.3 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 151 134 126 117 104 97 -58.3 0.99 1.26 1.43 5>60 1 0.85 -1.8 0.18 0-15 197 179 163 153 139 126 -56.2 0.7 0.85 103 9560 1 0.85 -1.4 0.18 20 197 174 159 153 135 123 -56.2 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 197 170 156 153 132 121 -56.2 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.092" 30 197 167 153 153 129 119 -56.2 0.7 0.98 1.16 1 0.85 -1.4 018 shank X 2X4 35 193 164 151 150 127 117 -56.2 0.73 1.01 1.19 1 0.85 -14 0.18 HardiePlank 5/16 9.25 0.222"HD Face nail wood 24 40 189 162 149 147 125 116 -56.2 0 76 104 1.22 1 0.85 -1.4 0.18 X 2.5"long DFL 45 186 160 148 144 124 115 -56.2 0.785 1.065 1.245 1 0.85 -1.4 0.18 Siding nail 50 183 158 146 142 122 113 -56.2 0.81 1.09 1,27 6 1 0.85 -1.4 0.18 55 181 157 145 140 121 113 -56.2 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 179 155 144 '139 120 112 -56.2 0.85 1.13 1.31 1 0.85 -1.4 018 100 148 131 123 115 102 96 -56.2 0.99 1.26 1.43 9>60 1 0.85 -1.8 0.18 + 0-15 185 167 152 143 130 118 -49.2 0.7 0.85 1.03 9560 1 0.85 -1.4 0.18 20 185 163 149 143 126 115 -49.2 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 185 159 146 143 123 113 -49.2 0.7 0,94 1.12 1 0.85 -1.4 0.18 0.092" 30 185 156 143 143 121 111 -49.2 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 181 154 142 140 119 110 -49.2 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 9.25 0.222"HD Face nail wood 24 40 177 151 140 137 117 108 -49.2 0.761.04 1.22 1 0.85 -1.4 0.18 X 2.5"long DFL 45 174 150 138 135 116 107 -49.2 0.785 1 065 1 245 1 085 -14 0.18 Siding nail 50 172 148 137 133 115 106 -49.2 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 169 147 136 131 114 105 -49.2 0.83 1.11 1,29 1 0.85 -1.4 0.18 60 167 145 135 130 113 105 -49.2 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 139 123 115 107 95 89 -49.2 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 182 165 150 ' 141 128 116 -47.7 0.7 0.85 1.03 9560 1 0.85 -1.4 0.18 20 182 160 146 141 124 113 -47.7 0.7 0,9 1.08 1 0.85 -1.4 0.18 25 182 157 144 141 121 111 -47.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.092" 30 182 154 141 141 119 109 -47.7 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 178 151 139 138 117 108 -47.7 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 9.5 0.222"HD Face nail wood 24 40 174 149 138 135 116 107 -47.7 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2.5'long DFL 45 172 147 136 133 114 106 -47.7 0.785 1.065 1.245 1 0.85 -14 0.18 Siding nail 50 169 146 135 131 113 105 -47.7 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 167 144 134 129 112 104 -47.7 0.83 1.11 129 1 0.85 -1.4 0.18 60 165 143 133 128 111 103 -47.7 0.85 113 1.31 1 0.85 -14 0.18 100 137 121 114 106 94 88 -47.7 0.99 1.26 1.43 t1>60 1 0 85 -1.8 0.18 38 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX JAMES HARDIE BUILDING PRODUCTS,INC PROJECT:RIO-2683-17 , 11///0///,�sr,,,�� 1-888-542-7343 011+ '\ pGAW,q ��i, 11 info@jameshardie-com Dail 't « Y t' 41 % .. ey y 2015 IBC,2017 FBC 2015 IBC,2017 FBC * o• T • Allowable,Ultimate Allowable,Nominal * Design Wind,Speed, Design Wind,Speed, .. R .y ..; c Elft{. !44,, ..,A v,„,46, v. 56 �1•' J� � U V J N d (3-second gust mph) (3-second gust mph) ° I��UREO • '' Applicable to methods Applicable to methods `1 :°' U t U specified in(20151 BC. - F � ,••••�{ l specified in Exceptions 1 _ Sii , 2017 FBC Section through 3 01(2015 IBC. '}`J 1609.1.1.as determined by '�'r ii;°' *. Figures 1609.3(1). 2017 FBC)Section 1s;-_ri y, fl•• 1609.3(2).or 1609.3(3) 1609.1.1. Coefficients used in Table 6 calculations for V,, Wind exposure category Wind exposure category Siding K, Product Stud Building Allowable Product Thickness Width Fastener Fastener Frame Spacing Height- B C D B C D Design (inches) (inches) Type Spacing Type Load (inches) (feet) (PSF) Exp B Exp C Exp D K„ K, GC, GCe 0-15 159 144 131 123 112 102 -36.6 0.7 0.85 1.03 9460 1 0.85 -1.4 0.18 20 159 140 128 123 109 99 -36.6 0.7 0.9 1.08 1 0.85 -1.4 1 0.18' 25 159 137 126 123 106 98 -36.6 0.7 0.94 1.12 1 0415 -1.4 0.18 0.092" -_ 30 159 135 124 123 104 96 -36.6 0.7 0.98 1.16 1 0.85 -14 0.18 shank X 2X4 35 156 133 122 121 103 95 -36.6 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 12 0.222"HD Face nail wood 24 40 153 131 121 118 101 93 -36.6 0.76 1.04 1.22 1 0.85 -1.4 0.18 X2.5"long DFt 45 150 129 119 116 100 92 -36.6 0.785 1.065 1.245 1 0.85 -1.4 0.18 Siding nail 50 148 128 118 115 99 92 -36.6 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 146 126 117 113 98 91 -36.6 0.83 1.11 _1.29 1 0.85 -1.4 0.18 60 144 125 116 112 97 90 -36.6 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 120 - - 93 - - -36.6 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 258 234 213 200 181 165 -96.3 0.7 0.85 1.03 5560 1 0-85 -1.4 0.18 20 258 228 208 200 176 161 -96.3 0.7 0.9 1.08 1 0.85 -1.4 018 25 258 223 204 200 173 158 -96.3 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.092" 30 258 218 201 200 169 155 -96.3 0.7 0.98 1.16 1 0.85 -14 0.18 shank X 2X4 35 253 215 198 196 166 153 -96.3 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 5.25 0.222"HD Face nail wood 16 40 248 212 196 192 164 151 -96.3 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2"long 05/ 45 244 209 194 189 162 150 -96.3 0.785 1.065 1245 1 0.85 -1.4 0.18 Siding nail 50 240 207 192 186 160 148 -96.3 0.81 1.09 117 1 0.85 -14 0.18 55 237 205 190 184 159 147 -96,3 0.83 1.11 1-29 1 0.85 -1.4 0.18 60 234 203 189 181 157 146 -96.3 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 194 172 161 150 133 125 -96.3 0.99 1.26 1.43 5060 1 0.85 -1.8 0.18 0-15 231 210 190 179 162 147 -77.0 0.7 0.85 1.03 5160 1 0.85 -1.4 0.18 20 231 204 186 179 158 144 -77.0 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 231 199 183 179 154 141 -77.0 0.7 0.94 112 1 0.85 -1.4 0.18 0.092" 30 231 195 179 179 151 139 -77.0 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 226 192 177 175 149 137 -77.0 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 6.25 0.222"HD Face nail wood 16 40 222 189 175 _ 172 147 135 -77.0 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2"long DFL 1 45 218 187 173 169 145 134 -77.0 0.785 1.065 1.245 1 0.85 -1.4 0.18 Siding nail 50 215 185 171 166 143 133 -77.0 0.81 1.09 1.27 1 0.85, -1.4'0.18 55 212 183 170 164 142 132 -770 0.83 1.11 1,29 1 0.85 -1.4 0.18 60 210 182 169 162 141 131 -77.0 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 173 154 144 134 119 112 -77.0 0.99 1.26 1.43 6>60 1 0.85 -1.8 0.18 0-15 211 191 174 163 148 135 -64.2 0.7 0.85 1.03 5560 1 0.85 -1.4 0.18 20 211 186 170 163 144 131 -64.2 07 0.9 108 1 085 -1.4 0.18 25 211 182 167 163 141 129 -64.2 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.092" 30 211 178 164 163 138 127 -64.2 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 206 175 162 160 136 125 -64.2 0.73 1.01 1,19 1 0.85 -1.4 0.18 HardiePlank 5/16 7.25 0.222"HD Face nail wood 16 40 202 _173 160 157 134 124 -64.2 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2"long OIL 45 199 171 158 154 132 122 -64.2 0.785 1.065 1.245 1 0.85 -1.4 0.18 Siding nail 50 196 169 157 152 131 121 -64.2 0.81 1.09 1.27 1 0.85, -1.4018 4 55 194 167 155 150 130 120 -64.2 0.83 1.11 1-29 1 0.85 -1 ' 0.18 60 191 166 154 148 129 119 -64.2 0.85 1.13 1.31 1 0.85 -1.4 0.18- 100 158 140 132 123 109 102 -64.2 0.99 1.26 1.43 5>60 1 0.85 -1.8 0.18 0-15 207 187 170 160 145 132 -61.6 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 20 207 182 166 160 141 129 -61.6 0.7 0.9 1.08 1 0.85 -14 0.18 25 207 178 163 160 138 126 -616 0.7 0.94 1.12 1 0,85 -1.4 0.18 0.092" 30 207 175 160 160 135 124 -616 0.7 0.98 1.16 1 0.85_-1.4 0.18 shank X 2X4 35 202 172 158 157 133 123 -61.6 0.73 1.01 1.19 1 0.85 1.4 0.18 HardiePlank 5/16 7.5 0.222"HD Face nail wood 16 40 198 169 156 154 131 121 -61.6 0.76 1,04 1.22 1 085 -1.4 0.18 X 2"long DFL 45 195 167 155 151 130 120 -61.6 0.785 1.065 1.245 1 0.85 -1.4 0.18 Siding nail 50 192 166 153 149 128 119 -61.6 0.81 109 1.27 1 0.85 -1.4 0.18 55 190 164 152 147 127 118 -61.6 0.83 1.11 1.29 1 0.85 -14 0.18 60 187 163 151 145 126 117 -616 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 155 138 129 120 107 100 -81.6 0.99 126 1.43 5>60 1 0.85 -1.8 0.18 39 RONALD I.OGAWA ASSOCIATES.INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 5 FAX PROJECT 4R59 2683 17 ii .,'/„'/'/,,''' 714-847-JAMES HARDIE BUILDING PRODUCTS.INC. iii \ 1-888-542-7343 3ii1 . '•ANS N S� info@ameshardie.com , V L S •i v c 2015 IBC,2017 FBC 20151BC,2017 FBC a x gl * +i Allowable,Ultimate Allowable,Nominal e ` • cr. Design Wind,Speed, Design Wind.Speed, �/� S/fATE(0 �•jd,d ,ir' ic- (3-second gust mph) (3-second gust mph) e /C�+•�'••.,••,,,.• ••1'i Applicable to methods ". '+Sf(�N r� +( specified in[2015 IBC, Applicable to methods v !£1 j{ 2017 FBC)Section specified in Exceptions 1 �a�'AP,,,,,,,!? 1609.1.1,as determined by through 3 of[2015 IBC. Figures 1609.311). 2017 FBC]Section 1509 3(2),or 7609.3(3) 1609.1.1 Coefficients used in Table 6 calculations for V„„ Wind exposure category Wnd exposure category Siding K. Product Width Fastener Fastener Frame Stud Building Allowable Product Thickness Spacing Height'r B C D B C D Design (inches) (inches) Type Spacing Type (inches) (feet) Load r (PSF) Exp B Exp C Exp D K„ K3 GC, GC„, 0-15 199 180 164 154 140 127 -57.0 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 20 199 175 160 154 136 124 -57.0 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 199 172 157 154 133 122 -57.0 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.092" 30 199 168 154 154 130 120 -57.0 07 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 195 165 152 151 128 118 -57.0 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5116 8 2222"HD Face nail wood 16 40 191 163 151 148 126 117 -57.0 0.76 _104 1.22 1 0.85 -1.4 0.18 X 2"long DFL 45 188 161 149 145 125 115 -57.0 0.785 1 065 1.245 1 0.85 .11.4 0.18 Siding nail 50 185 159 148 143 123 114 -57.0 0.81 1-09 1.27 1 0.85 -1.4 0.18 55 183 158 146 141 122 113 -57.0 0.83 1.11 _ 1.29 1 0,85 -1.4 0.18 60 180 156 145 140 121 113 -57.0 0.85 1.13 1.31^ 1 0.85 -1.4 0.18 100 149 132 124 116 103 96 -57.0 0.99 1.26 143 11>60 1 0.85 -1.8 0,18 0-15 195 177 161 151 137 125 -55.0 0.7 , 0.85 ' 1.03 0460 1 0.85 -1.4 0.18 20 195 172 157 151 133 122 -550 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 195 168 154 151 130 120 -55.0 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.092" 30 195 165 152 151 128 117 -55 0 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 191 162 150 148 126 116 -55.0 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 8.25 0.222"HD Face nail wood 16 40 187 160 148 145 124 115 -55.0 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2"long 01-1.. 45 184 158 146 143 123 113 -55.0 0.785 1.065 1.245 1 0.85 -1.4 0.18 Siding nail 50 181 156 145 141 121 112 -55.0 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 179 155 144 139 120 111 -550 0.83 1.11 1.29 1 0.85 -1.4 0.1E 60 177 154 143 137 119 111 -55.0 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 147 130 122 114 101 94 -55.0 0.99 1,26 1.43 h>60 1 0.85 -1.8 0.18 0-15 183 166 151 141 128 117 -48.1 0.7 0.85 1.03 50_60 1 0.85 -1.4 0.18 20 183 161 147 141 125 114 -48.1 0.7 0.9 1.08 1 0.85 -14 0.18 25 183 158 144 141 122 112 -48.1 0.7 0.94 1.12 1 0.85 -1_4 0.18 0.092" 30 183 154 142 141 120 110 -48.1 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 179 152 140 138 118 108 -48.1 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 9.25 0.222"HD Face nail wood 16 40 175 150 138 136 116 107 -48.1 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2"long DFL 45 172 148 137 134 115 106 -48.1 0.785 1.065 1.245 1 0.85 -1.4 0.18 Siding nail 50 170 146 136 131 113 105 -48.1 0.81 1 09 1.27 1 0.85 -1.4 0.18 55 168 145 134 130 112 104 -48.1 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 166 144 133 128 111 103 -48.1 0,85 1.13 1.31 1 0.85 -1.4 0.18 100 137 122 114 106 94 88 -48.1 0.99 1.26 1.43 53-60 1 0.85 -1.8 0.18 0-15 180 163 148 139 126 115 -46.7 0.7 0.85 1.03 5060 1 0.85 -1.4 0.18 20 180 159 145 139 123 112 -46.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 180 155 142 139 120 110 -46.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.092" 30 180 152 140 139 118 108 -46.7 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 176 150 138 136 116 107 -46.7 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 9.5 0.222"HD Face nail wood 16 40 173 147 136 134 114 105 -46.7 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2"long DFL 45 170 146 135 132 113 104 -46.7 0.785 1.065 1.245 1 0.85 -1.4 0.18 Siding nail 50 167 144 133 129 112 103 -46.7 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 165 143 132 128 111 103 -46.7 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 163 141 131 126 110 102 -46.7 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 135 120 112 105 93 87 -46.7 0.99 1.26 1,43 1>60 1 0.85 -1,8 0.18 0-15 157 143 130 122 111 101 -35.8 0.7 0.85 1.03 5060 1 0.85 -1.4 0.18 20 157 139 127 122 108 98 -35.8 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 157 136 124 122 105 96 -35.8 0.7 0.94 1.12 1 0.85 -1.4 a18 0.092" 30 157 133 122 122 103 95 -35.8 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 154 131 121 119 102 94 -35.8 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 12 0.222"HD Face nail wood 16 40 151 129 119 117 100 92 -35.8 0.76 104 1.22 1 0.85 -1.4 0.18 X 2"long DFL 45 149 128 118 115 99 91 -35.8 0.785 1.065 1.245 1 0.85 -1.4 0.18 Siding nail 50 146 126 117 113 98 91 -35.8 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 145 125 116 112 97 90 -35.8 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 143 124 115 111 96 89 -35.8 0.85 1.13 1_31 1 0.85 -1.4 0.18 100 118 - - 92 - - -35.8 0.99 1.26 143 9>60 1 0.85 -1.8 0.18 40 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH.CA 92649 714-292-2602 714-847-4595 FAX PROJECT:RIO-2683-17 �>o>'>sf,,,,,s, JAMES 1-888-54 2-7343 BUILDING PRODUCTS,INC. 91'�te \ 017 R)A'�®e+ info@jameshardie.com 9� �1•d'• i 20(5(BC,2017 FBC 2015 IBC,2017 FBC S q 1 s t Allowable,Ultimate Allowable,Nominal a *• I •, '*' Z Design Wind,Speed, Design Wind,Speed, n 6 s „ 55 -'O STATE OF ' cc" V„1-'. xY (3-second gust mph) (3-second gust mph) "P '.. JJ }4'� 1. Applicable to methods m er �L 0 R t V '�� 4v/ Applicable to methods r .• ' e �� specified in[2015 IBC, �S '....••' ` specified in Exceptions 1 8 2017 PBC]Section t O p t A� 1609.1.1.as determined by through 3 of[2015 IBC. s� J C�f1� Figures 1609.3(1), 2017 FBC;Section �'�',-sefflIril'.r§ M 1609.3(2),or 1609.3(3) 16D9.1.1. Coefficients used in Table 6 calculations for V,,,, Wind exposure catego Wind exposure catego Siding tc, Product Stud Building Allowable Width Fastener Fastener Frame Product Thickness Spacing Height3' B C D B C D Design finches) (inches) Type Spacing Type (inches) (feet) Load (PSF) Exp B Exp C Exp 0 K,r K GCc GC. 0-15 211 191 174 163 148 135 -64.2 0.7 0.85 1.03 8560 1 0.85 -1.4 0.18 20 ® 186 ®1 111211m®INCEINIIMMEMI®t 1 0.95 -1.4 0.18 ®®1.3311®' 163 Ealla.' ®EEMEMI® 1 0.85 -1.4 0.18 0.092" 30 ®gym 163 ®10112111 '® 11E1 1 0.85 -1.4 0.18 shank X 2X4 ______ ®IIIITEMEIBIDINIEM 1 0.85 -1.4 0.18 HardiePlank 5116 5.25 0.222"HD Face nail wood 24 40 ®i ®MMII®ME1111113ER '®' ®® 1 0.85 -1.4 0.18 X 2"long DFL _111EM®REMEZE®® a_. nciwasimmi 1 0.85 -1.4 0.18 Siding nail 50 196 169 ®®®® -64 2 0.91 1.09 ® 1 0.85 -1.4 0.18 ® 111®' ®IIIIMIECIIMEMEIENEES®IIE3 1 0.85 -1.4 0.18 60 191 (66 154 148 129 119 -64.2 0.85 1.13 1,31 1 0.85 -1.4 0.18 100 158 140 132 123 109 102 -64.2 0.99 1.26 1.43 h>601 0.85 -18 0.18 0-15 189 171 155 146 133 120 -513 0.7 0.85 1.03 8460 1 0.85 -1,4 0.18 20 189 INCEI® 146 129 11111311MMIONIIIIIIIIIKI 1'6.85 -1.4 0.18 MEM 15 189 148 11E0111111111�iia®® 6® 1 0.85 -1.4 0.18 0.092" � 169 159 ®�� 1 0.85 -14 0.18 Shank X 2X4 35 ®111211111E111®®® '®MEMIKEI 1 0.85 -1.4 0.18 HardiePlank 5116 6.25 0.222"HD Face nail wood 24 mmum®imammun®i ®® '®®'' ® 1 0.85 -1.4 0.18 X 2"long DFL mEN311®1111:11111101 118 110 -51.3 1312111/Mailla 1 0.85 -1.4 0.18 Siding nail 0®®11E3 MEN® 108 ® r:, 11EI® 1 0.85 -1.4 0.18 ®®INECINE13m®=11® 0.83 ®111E1 1 0.85 -1.4 0.18 60 171 148 138 133 115 107 -513 0,85 1.13 1.31 1 0.85 -1.4 0.18 100 142 126 118 110 97 91 -51,3 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 172 156 142 133 121 110 -42.8 0.7 0.85 1.03 9560 1 0.85 -1.4 0.18 IECIIIIIIIENSEER 139 ®®' ®1 0,7 0.9 1.09 1 0.85 -1.4 0.18 25 ® 149 IMEIMME1111111111 105 -42.8 IIIMMICIZI® 1 0.85 -1.4 0.18 0.092" 30 ®lIKEINIEN®®m -42.9 0.7 0.98 . 1 0.85 -1.4 0.18 shank X 2X4 35 169 S®®® 102 -42.8 0.73 SEIM 1 0.85 -1.4 0.18 HardiePlank 5115 7.25 0.222"HD Face nail wood 24 40 IIIIIIIIIMIM®► IKEIREE111®i 111S0111EDIE111® 1 0.85 -1.4 0.18 X2"long DFL 45 163 140 129 126 ®is ®i -42,8 0,785 1.065 OZO1 0.85 -1.4 0.18 Siding nail $1 160 138 128 milimill 99 -42.8 0.81 gan® 1 0.85 -1.4 0.18 5511121111111/111INIMEE131 9811:E111111111311111111 1 0.85 -1.4 0.18 60 156 135 126 121 105 97 -42.8 0.85 1.13 1,31 1 0.85 -1.4 0.18 100 129 115 - 100 89 - -42.8 0.99 1.26 143 5>60 1 0.85 -1.8 0.18 0-15 169 153 139 131 119 108 -411 0,7 0.85 1.03 8460 1 0.85 -1.4 0.18 20 109 ®111151111111111111311111ME1 '®111111111131 1 0.85 -1.4 0.18 ®E111®'' ®®®masMillIZEI�" ® 1 0.85 -1,4 0.18 0.092" 11 169 143 ®®®i ®i 1110111111131 0.98 ® 1 0.85 -14 0.18 shank X 2X4 35 Meal140 ®' E1111®1' ®1 -411 MI 1,03 MEI 1 0.85 -1.4 0.18 HardiePlank 5/16 7.5 0.222"HD Face nail wood 24 40 162 11101:11.1/11® 107 99 MUM 0.76 Em® 1 0.85 -1.4 0.18 X 2"long DFL 45 159 ® 126 ®®i 98 MEI11111011011111111 '1 0.85 -1.4 0,18 Siding nail 50 ®®®® 105 97 -41.1 0.9, 1.09 ® 1 0.85 -1.4 0.18 55 ®$C:I 96 -41.1 0.83 ® 129 1 0.85 -14 0.18 60 153 133 123 119 103 95 -411 0.85 1.13 1.31 1 0.85 -14 0.18 100 127 112 - 98 87 - -41.1 0.99 1,26 143 6>60 1 0.85 -1.8 0.18 0-15 162 147 134 126 114 104 -38.0 0.7 0.85 1.03 8460 1 0.85 -1.4 0.18 IMMEENICE111110111111231111111111111LMINETMEMEUMEI 1 0.85 -1.4 0.18 25 162 1111311131:1111111111110:111 99 -38.0 113111111:11® 1 0.85 -1.4 0.18 0.092" 30 ®' ®®. 103311®1. mMEMIIIIMI 0.98 • 1 0.85 -1.4 0.18 shank X 2X4 35 ®NEM®®1 IIKENECIII 0.73 Mal 1,19 1 0.85 -1.4 0.18 HardiePlank 5/16 8 0.222"HD Face nail wood 24 40 156 ®®®mainzaminam 0.75 111111® 1 0.85 -1.4 0.18 X 2"long DFL ®®®IIIEI®i QIIIEIXMIM 1.065 EMI 1 0.85 -1.4 0.18 Siding nail ®®®i ®®i m111EtRIX111111:3® 1 0,85 -1.4 0.18 55 11111021111EINECIII® 11 11(911111EIMIrt�'c ®IIIMI 1 0.85 -1.4 0.18 60 147 128 119 114 99 92 -38.0 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 122 - - 94 - - -38.0 0.99 1.26 143 5>60 1 085 -1.8 0.18 41 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX ////////sioy, JAMES HARDIE BUILDING PRODUCTS.INC. PROJECT:RI0.2683-17 1111ai.`• OGA ,4 - 1-888-542-7343 111 U nfo@jameshardie.com to., 4„.... t• i/� �-r. . `...\•` . o. 2 21 2015 IBC,2017 FBC 2015 IBC,2017 FBC Z. * : . , b Allowable,Ultimate Allowable,Nominal , 1 Design Wind,Speed, Design Wind,Speed, -0 STATE OF ' 0. V,,,'", V 5.6 y .e • `Ao (3-second gust mph) (3-second gust mph) - °j N.' �4 0 R WIN' `it t,rrryyy,��'...' Applicable to methods a ,fi( "'•'• i 1 Applicable to methods v n(J+(� i1 ti r/ specified in(2015 IBC, specified in Exceptions 1 l •n ri 2017 FBCJ Section through 3 of[2015 IBC ''''''''‘.15/06/11 1609,1.1.as determined by 2017 FOCI Section Figures 1609.3(11. 1609.3(2).or 1609.3(3) 1609.1.1. Coefficients used in Table 6 calculations for V,,;, Wind exposure category Wind exposure category Siding K, Product Stud Building Allowable Width Fastener Fastener Frame Height B C 0 B C D Product Thickness 3- Deslgn (inches) (inches) Type Spacing Type Load (inches) (feet) (PSF) Exp B Exp C Exp D 1<, GC, GC„ 1 0-15 159 145 131 123 112 102 -36.7 0.7 0.85 1.03 11560 1 0,85 -1.4 0.18 20 159 141 128 123 109 99 -36.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 159 138 126 123 107 98 -36.7 0.7 0,94 1.12 1 0.85 -1.4 0.18 0.092" 30 159 135 124 123 104 96 -36.7 0.7 0.98 1.16 I 0.85 -14 0.18 shank X 2X4 35 156 t33 122 121 103 95 -36.7 0.73 1.01 1.19 I 0.85 -14 0.18 HardiePlank 5/16 8.25 0.222"HD Face nail wood 24 40 153 131 121 118 101 94 -36.7 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2"long DFI. 45 150 129 t 19 117 100 93 -36.7 0.785 1.065 1.245 1 0.85 -1.4 0.19 Siding nail 50 148 128 118 115 99 92 -36.7 0.81 1.09 1.27 1 0,85 -1A 0.18 55 146 127 117 113 98 91 -38.7 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 145 125 116 112 97 90 -38.7 0.85 1.13 1.31 I 085 -14 0.18 100 120 - - 93 - - -36.7 0.99 1.26 1.43 9>60 1 0.85 -1.8 0.18 0-15 149 135 123 115 105 95 -32.1 0.7 0 85 1.03 hs60 1 0.85 -1.4 0.18 20 149 131 120 115 102 93 -32.1 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 149 129 118 115 100 91 -32.1 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.092" 30 149 126 116 115 98 90 -32.1 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 146 124 114 t 13 96 89 -32.1 0.73 1.01 1.19 1 0.85 -1,4 0.18 HardiePlank 5116 9.25 0.222"HD Face nail wood 24 40 143 122 113 111 95 87 -32.1 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2"long DFL 45 141 121 t 12 109 94 87 -32.1 0.785 1.065 1_245 1 0.85 -1,4 0.18 Siding nail 50 139 119 111 107 93 86 -32.1 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 137 118 - 106 92 - -32.1 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 135 117 - 105 91 - -32.1 0.85 113 1.31 1 0.85 -1.4 0.18 100 112 - - 87 - - -32.1 099 1.26 1.43 5>60 1 0.85 -1.8 0.18 0-15 147 133 121 114 , 103 94 -31.1 0.7 0.85 1.03 51160 1 0.85 -1.4 0.18 20 147 129 118 114 100 92 -31.1 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 147 127 116 114 98 90 -31.1 0,7 0.94 1.12 1 0.85 -1.4 0.18 0.092" 30 147 124 114 114 96 88 _ -31.1 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 144 122 113 111 95 87 -31.1 0.73 1.01 1.19 1 0.85 -1.4 0.18 i iardiePlank 5115 9.5 0.222"HD Face nail wood 24 40 141 120 111 109 93 86 -31.1 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2"long DFL 45 139 119 110 107 92 85 -31.1 0.785 1.065 1.245! 1 0.85 -1.4 0.18 Siding nail 50 136 118 - 106 91 - -31.1 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 135 117 - 104 90 - -31.1 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 133 116 - 103 89 - -31.1 0,85 1.13 1.31 1 0.85 -1.4 0.18 100 110 - - 85 - - -31.1 0.99 1.26 143 h>60 1 0.85 -1.8 0.18 0-15 129 117 - 100 90 - -23.9 0.7 0.85 1.03 55.60 1 0.85 -1.4 0.18 20 129 113 - 100 88 - -23.9 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 129 111 - 100 86 - -23.9 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.092" 30 129 - - 100 - - -23.9 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 126 - - 98 - - -239 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5116 12 0.222"HD Face nail wood 24 40 123 - - 96 - - -239 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2"long DFL 45 121 - - 94 - - -23.9 0.785 1,085 1.245 1 0.85 -14 0.18 Siding nail 50 120 - - 93 - - -23.9 0.81 1.09 1.27 1 0.85 -1 4 0.18 55 118 - - 91 - - -23.9 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 117 - - 90 - - -23,9 0.85 1.13 1.31 1 0.85 -1.4 0,18 100 - - - - - - -23.9 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 259 235 213 201 182 165 -96.8 0.7 0.85 1.03 5560 1 0.85 -1.4 0.18 20 259 228 208 201 177 161 -96.8 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 259 223 205 201 173 159 -96.8 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.092" 30 259 219 201 201 169 156 -96.8 0.7 0.98 1.16 1 0.85 -1.4 0,18 shank X 2X4 35 254 216 199 196 167 154 -96.8 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 5.25 0.222"HD Face nail Wood 16 40 248 212 196 192 165 152 -968 0.76 1.04 1_22 1 0.85 -1 4 0.18 X 2.5"long SPF' 45 244 210 194 189 163 150 -96.8 0.785 1.065 1.245 1 0.85 -1.4 0.18 Siding nail 50 241 207 192 186 161 149 -96.8 0.81 1.09 1.27 1 0.85 -1.4 0,18 55 238 206 191 184 159 148 - -96,8 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 235 204 189 182 158 147 -96.8 0.85 1.13 ' 1.31 1 0.85 -1.4 0.18 100 194 172 162 151 134 125 -96.8 0.99 1.26 1.43 5>60 1 0.85 -1.8 0.18 42 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 . HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT:RIO-2683-17 l/B®!s,,,,, ' JAMES HARDIE BUILDING PRODUCTS.INC. 1t� �� 1-888-542-7343 mfofl{9�\ 0 A v ��` info@jameshardie.com tt �`' • 111 5'11 ,i �j �` -"vs r2, s 2015 18C,2017 F8C 2015/BC,2017 FRC i 0• Allowable,Ultimate Allowable.Nominal ' • y * i Design(Mod,Speed, Design Wind,Speed, ' * R vw„ , vas'°. ' Bile(E OF ma •': (3-second gust mph) (3-second gust mph) .•• eN 6; Applicable to methods i _9 _1, tt .applicable to methods (` specified in(2015180. '••....•"• specified in Exceptions 1 2017 F8C)Section F,f t r+ - 1605.1.1.as determined by through 3 of 12015 IBC _ �! 'NAN- 2017 FBC(Section •8- L Figures 1609.3(1), ?609.1.1. -- P--'e>."--'9,0iiii*"i4 1609.3(2),or 1609.3(3) Coefficients used in Table 6 calculations for V,,,, Wmd exposure category Wind exposure category Siding K, Product Stud Building Allowable Product Thickness Width Fastener Fastener Frame Spacing Height3- B C D B C D Design (inches) (inches) Type Spacing Type Load (inches) (feet) (PSF) Exp 8 Exp C Exp 0 Ka K, GC, GC, 0-15 ' 232 210 191 179 163 148 -77.4 0.7 0.85 1.03 h<_60 1 0.85'-1.4 0.18 20 232 204 186 179 158 144 -77.4 0.7 0.9 1.08 1 0.85 -14 0.18 25 232 200 183 179 155 142 -77.4 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.092" 30 232 196 180 179 152 139 -77.4 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 227 193 178 176 149 138 -77 4 0.73 1.01 1.19 1 0.85 -14 0.18 HardiePlank 5115 6.25 0.222"HD Face nail Wood 16 40 222 190 175 172 147 136 -774 0.76 1.04 122 1 0.85 -1.4 0.18 X 2.5"long SPF' 45 219 188 174 169 145 134 -774 0.785 1.065 1.245 1 0.85 -1.4 0.18 Siding nail 50 215 186 172 167 144 133 -77 4 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 213 184 171 165 142 132 -774 0.83 1.11 129 1 0.85 -1.4 0.18 60 210 182 169 163 141 131 -77 4 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 174 154 145 135 119 112 -77 4 099 1.26 143 5560 1 0.85 -1.8 0.18 0-15 211 192 174 164 149 135 -64.5 0.7 0.85 1.03 6600 1 0.85 -1.4 0.18 20 211 186 170 164 144 132 -64.5 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 211 182 167 164 141 129 -64.5 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.092" 30 211 179 164 164 138 127 -64.5 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 207 176 162 160 136 126 -64.5 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 7.25 0.222"HD Face nail Wood 16 40 203 173 160 157 134 124 -64.5 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2.5"long SPF a 45 200 171 158 155 133 123 -64.5 0.785 1.065 1.245 1 0.85 -1.4 0.18 Siding nail 50 196 169 157 152 131 122 -64.5 0.81 1.09 127 1 0.85 -1.4 0.18 55 194 168 156 150 130 121 -64.5 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 192 166 154 149 129 120 -64.5 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 159 141 132 123 109 102 -64.5 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 207 188 171160 146 132 -61.9 0.7 0.85 1.03 h>60 _1 0.85 -1 4 0.18 20 207 183 167 ' 160 141 129 -61.9 0.7 0.9 1.08 1 0.85 -14 0.18 25 207 179 164 160 138 127 -61.9 47 0.94 1.12 1 0.85 -1.4 0.18 0.092" 30 207 175 161 160 136 125 -61.9 0.7 0.98 1.16 0.85 -1.4 0.18 shank X 2X4 35 203 172 159 157 134 123 -61.9 0.73 1.01 1.19 1 0.85 -1.4 0.18 1iardiePlank 5116 7.5 0.222"HD Face nail Wood 16 40 199 170 157 154 132 121 -61.9 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2.5"long SPF s 45 196 168 155 151 130 120 -61.9 0.785 1.065 1.245 1 0.85 -1.4 0.18 Siding nail 50 192 166 154 149 129 119 -61.9 0.81 1.09 1.27 1 0.85, -1.4 0.18 55 190 164 153 147 127 118 -619 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 188 163 151 146 126 117 -51.9 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 156 138 129 120 107 100 -61.9 0.99 1.26 1.43 9>60 1 0.85 -1.8 0.18 0-15 199 181 164 154 140 127 -57.3 0.7 0.85 1.03 9560 1 0.85 -1.4 0.18 20 199 176 160 154 136 124 -57,3 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 199 172 157 154 133 122 -57.3 0.7 0-94 1.12 1 0.85 -1.4 0.18 0.092" 30 199 168 155 154 130 120 -57.3 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 195 166 153 151 128 118 -57.3 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5116 8 0.222"HD Face nail Wood 16 40 191 163 151 148 127 117 -57.3 076 1.04 1.22 1 0.85 -1.4 0.18 X 2.5"long SPF' 45 188 161 149 146 125 116 -57.3 0.785 1.065 1.245 1 0.85 -1_4 0.18 Siding nail 50 185 160 148 143 124 115 -57.3 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 183 158 147 142 123 114 -57.3 0 83 1.11 1.29 1 0.85 -1.4 0.18 60 181 157 146 140 121 113 -57.3 0.85 1.13 1.31 1 0.85 -14 0.18 100 150 133 125 116 103 96 -57 3 0.99 1.26 1.43 11>60 1 0.85 -1.8 0.18 0-15 196 178 161 152 138 125 -55.3 0.7 0.85 1.03 6760 1 0.85 -1.4 0.18 20 196 173 158 152 134 122 -55.3 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 196 169 155 152 131 120 -55.3 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.092" 30 196 165 152 152 128 118 -55.3 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 192 163 150 148 126 116 -55.3 0.73 1.01 1.19 1 0.85 -14 0.18 HardiePlank 5/16 8.25 0.222"HD Face nail Wood 16 40 188 161 148 145 124 115 -55.3 0.76 1.04 122 1 0.85 -1.4 0.18 X 2.5"long SPF' 45 185 _ 159 147 143 123 114 -55.3 0.785 1.065 1.245 1 0.85 -1.4 0.18 Siding nail 50 182 157 145 141 121 113 -55.3 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 180 155 144 139 120 112 -55.3 0.83 1.11 1.29 1 0.85 -14 0.18 60 178 154 143 138 119 111 -55.3 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 147 130 122 114 101 95 -55.3 0.99 1.26 1.43 9>60 1 0.85 -1.8 0.18 43 RONALD I,OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX ir////sss PROJECT:RIO-2683-17 +'' JAMES HARDIE BUILDING PRODUCTS.INC. �,4Q'��; 0 Gq ''. 1-888-542-7343 ,,1 `' y nfo@jameshardie com `',� 4 110. 2' a 2015 IBC,2017 FBC 2015 IBC,2017 FBC o • Allowable,Ultimate Allowable,Nominal a • Design Wind,Speed. Design Wind.Speed, w -O 7. STATE OF ' S V,,ae Va Ss .+` �1 (3-second gust mph) (3-second gust mph) ' ^ .•. O61 i V y` 0 Applicable to methods • Applicable to methods v •...... specified in[2015 IBC, per' tf t$tf,` L C 2017 FRC)Section specified in Exceptions 1 it'5'40NAL 1609.1.1.as determined by through 3 of(2015 IBC. p'''''`..-.70‘.$71,0$tr 1 .''"`..ts1.$71,0$tr1 Figures 1609.3(1). 2017 ESC)Section 10'09.1.1. 1609.3(2),or 1609.3(3) Coefficients used in Table 6 calculations for V>1, Wind exposure catego Wind exposure category Siding K, Product Stud Building Allowable Width Fastener Fastener FrameD9n Product Thickness (inches) Type Spacing Type Spacing Height'' B C D B C D Load (inches) (inches) (feet) (PSF) Exp 8 Exp C Exp D Ky K3 GCp GC, 0-15 183 166 151 142 129 117 -48.4 0.7 0.85 1.03 6460 1 0.85 -1.4 0.18 20 m®mm®m11311m11E1 1 0.85 -1.4 0.18 25 mmmm®®m11111m® 1 0.85 -1.4 0.18 0.092" ®m®mmm 110 11112111m1111:1111113 1 0.85 -1.4 0.18 shank X 2X4 ®11MI® 140 mmm1Z1�i 1 0.85 -1.4 0.18 HardiePlank 5115 925 0.222"HD Face nail 'hood 16 INIMIIImmm 136 116 m -48.4 ICIIII®" ® 1 0.85 -1.4 0.18 X 2.5"long SPF 3 ®111111®m® 106 1111EIMICEI 1 065® 1 0.85 -1.4 0.18 Siding nail 50 170 m 136 ®m 105 -48.4 0.81 1.09 ® 1 0.85 -1.4 0.18 55 168 m® 130 ® 104 -48.4 111111311111611 1 0.85 -1.4 0.18 60 166 144 134 129 112 104 -48.4 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 138 122 114 107 94 89 -48,4 0.99 1.26 1.43 6>60 I 0.85 -1.8 0.18 0-15 180 164 149 140 127 115 -46.9 0.7 0.85 103 6460 1 0.85 -1.4 0.18 IIIECIMImmmm®®MLIMEEMECIIIII 1 0.85 -1.4 0.18 ®m®m�140 ® 110 ��® 1 0.85 -1.4 0.18 0.092" mm®mii*i'�mmmEEN1 0.85 -1.4 0.15 shank X 2X4 MEM 176 mm®m�1t0T7�� 1 0.85 -1.4 0.18 HardiePlank 5/16 9.5 0.222"HD Face nail Wood 16 m®m®m®� IIM®'' ® 1 0.85 -1.4 0.18 X 2.5"long SPF 45 mm®®® 105 -48.9 0.785 11123® 1 0.85 -1.4 0.18 Siding nail 50 168 mmm® 104 1111011111111111111EI® 1 0.85 -1.4 0.18 1. 166 m®1EM®®IED31113311®111111 1 0.85 -1.4 0.18 60 164 142 132 127 110 102 -46.9 0.85 1.13 131 1 0.85 -1.4 0.18 100 135 120 113 105 93 87 -46.9 0,99 126 1.43 6>60 1 0.85 -1.8 0.18 0-15 158 143 130 122 111 101 -36.0 0.7 0.85 1.03 6s_60 1 0.85 -1.4 0.18 20 158 139 ®®mm -36,0 0.7 111111it' 1 0.85 -1.4 0.18 25 ®®®mm1111=111111111111:1=1® 1 0.85 -14 0.18 0.092" 30 158 ®®® 103 ®®'' 0.98 NEM 1 0.85 -1.4 0.18 shank X 2X4 35 ®®® 120 mmigeng 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/15 12 0.222"HO Face nail Wood 16 m®m®mmm -360 rs31.04 ® 1 0.85 -1.4 0.18 X 2.5"long SPF' 45 149 128 118 ®m 92 RammE3 1.065 lima 1 0.85 -1.4 0.18 Siding nail ©m®®m: m 91i®- ®' ® 1 0.85 -1.4 0.18 ®®®®' ®m 90 1•211111113® 1.29 1 0.85 -1.4 0.18 60 (43 124 115 111 96 89 -36,0 0.85 1.13 131 1 0.85 -1.4 0.15 100 119 - - 92 - - -36.0 0.99 1.26 1.43 8>60 1 0.85 -1.8 0.18 0-15 211 192 174 164 149 135 -64.5 07 0.85 1.03 1-560 1 0.85 -1.4 0.18 m®m115131 164 m® -64.5 11371111®i 1 0.85 -14 0.18 25 ®m 167 mmmE13111111311 0.94 ® 1 0.85 -1.4 0.18 0.092" 30 ®m 164 m 138 Will -64.5 ® 0.98 ZEE 1 0.85 -1.4 0.18 shank X 2X4 35 m 176 162 160 m®' -64.5 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 5.25 0.222"HD Face nail Wood 24 40 ®® 160 ®mmm♦ 0,76 1.04 ® 1 0.85 -14 0.18 X 2.5"long SPF> mm®m®®® -64.5 1111111111MIIMEM 1 0.85 -1.4 0.18 Siding nail 50 196 m®®®® -64.5 '®` 111111® 1 0.85 -1.4 0.18 ® 194 168 mm 130 UU rnL 1 0.85 -14 0.18 60 192 166 154 149 129 120 -64.5 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 159 141 132 123 109 102 -64.5 0.99 1.26 143 6>60 1 0.85 -1.8 0.18 0-15 189 172 156 146 133 121 -51.6 0,7 0.85 1.03 55_50 1 0.85 -1.4 0.18 20 189 ®' ®m®' mlIENIMESIEEM®i. 1 0.85 -1.4 0,18 25 189 163 mm 126 1(5 .® 0.94 ® 1 0.85 -1.4 0.18 0.092" 30 ®'.' mmmmmm111111 0.98 116 1 0.85 -1.4 0.18 shank X 2X4 ®m®mm®® -51.6 CM 101 1.19 1 0.85 -1.4 0.18 HardiePlank 5i15 6.25 0.222"HD Face nail Wood 24 40 m®mmm® -51.6 '®' 1.04 ® 1 0.85 -1.4 0.18 X 2.5"long SPF 3 mm®mlEDI®m -51.6 r®c IIERIMEMI 1 0.85 -1.4 0.18 Siding nail 50 176 ® 140 m® 109 imnigni 1.09 ® 1 0.85 -14 0.18 ®mm 139 m®' �i m_ 1®. ®111153 1 0.85 -1.4 0.18 60 172 149 138 133 115 107 -51.6 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 142 126 118 110 97 92 -51.6 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 44 RONALD I.OGAWA ASSOCIATES.INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT:RIO-2683-17 O01101i0/ys,.yyyy JAMES HARDIE BUILDING PRODUCTS.INC. 143+ ()GAN y r - 1-888-542-7343 1+1 ..• a 4.4 mfo@jameshardie.com 4. , �:• - 1 q , , i 2015/BC,2017 FBC 201518C,2017 FBC V Allowable,Ultimate Allowable,Nominal `., • e. >i Design Wind,Speed. Design Wind,Speed, 1 �� 4 65 .. • /.. U V,„", a �i (3-second gust mph) (3-second gust mph) s FLOWS) Applicable to methods L. Q ''......,..• •4:*a t specified in(2015 IBC. Applicable to methods g u� 2017 FBC]Section specified in Exceptions 1 ,r tSlt � through 3 of[2015 IBC. "`y® 1 41 1609.1.1.as determined by 2017 FBC]Section yyy%'t4f/9'<'j-- Figures 16083(1), 1609.1.1. 1609.3(2),or 1609.3(3) Coefficients used in Table 6 calculations for V,,, 72nd exposure category Wind exposure category Siding K, Product Stud Building Allowable Product Thickness Width Fastener Fastener Frame Design n Type Type Spacing Height' B C D B C D (inches) (inches) YP Spacing 9 Yp (inches) (feet) Load (PSF) Exp B Exp C Exp D Kr K, GC, GC„, 0-15 173 157 142 134 121 110 -43.0 0.7 0.85 ,1.03 h<_60 1 0.85 -1.4 0.18 20 173 152 139 134 118 108 -43.0 0.7 0,9 1.08 1 0.85 -1.4 0.18 25 173 149 ' 136 134 115 106 -43.0 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.092" 30 t73 146 134 134 113 104 -43.0 0.7 0.98 1.16 1 0.85 -1.4 0.18 Shank X 2X4 35 169 144 132 _ 131 111 103 -43.0 0.73 1.01 1.19 1 0.35 -1.4 0.18 HardiePlank 5/16 7.25 0.222"HD Face nail Wood 24 40 166 142 131 128 110 101 -43.0 0.76 1.04 1.22 1 0.85 -1.4 0 18 X 2.5"long SPF 8 45 163 140 129 126 108 100 -43.0 0.785 1,065 1.245 1 0.85 -1.4 0.18 Siding nail 50 160 138 128 124 107 99 -43.0 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 158 137 127 123 106 98 -43.0 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 157 136 126 121 105 98 -43.0 0,85 1.13 1,31 1 0.85 -1.4 0.18 100 130 115 - 100 89 - -43.0 0.99 1.26 1.43 6>60 1 0.85 -1.8 0.18 0-15 169 153 139 131 119 108 -41.3 0.7 0.85 1.03 hs60 1 0.85 -14 0.18 20 169 149 136 131 116 105 -41.3 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 169 146 134 131 113 104 -41.3 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.092" 30 169 143 131 131 111 102 -41.3 0.7 0.98 1.1E 1 0.85 -1.4 0.18 shank X 2X4 35 166 141 130 128 109 100 -41.3 0.73 1.01 1.19 1 0.85 -1_4 0.18 HardiePlank 5/16 7.5 0.222"HO Face nail Wood 24 40 162 139 128 126 107 99 -41.3 0.76 1.04 1.22 1 0.85 -1_4 0 18 X 2.5"long SPF 8 45 160 137 127 124 106 98 -41.3 0.785 1.065 1.245 1 0.85 -1.4 0.18 Siding nail 50 157 136 126 122 105 97 -41.3 0.81 1.09 1.27 I 0.85 -1.4 0.18 55 155 134 125 120 104 96 -41.3 0.83 1.11 129 1 0.85 -14 0.18 60 153 133 124 119 103 96 -413 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 127 113 - 98 87 - -41.3 0.99 1.26 1.43 1>60 1 0.85 -1,8 0,18 0.15 163 148 134 126 114 104 -38.2 0.7 0.85 1.03 5_60 1 0.85 -1.4 0.18 20 163 143 131 126 111 101 -38.2 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 163 140 129 126 109 100 -38.2 0 7 0.94 1.12 1 0.85 -1.4 0.18 0.092" 30 163 137 126 126 106 98 -38.2 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 159 135 125 123 105 97 -38.2 0.73 1.01 1.19 1 0.85 -14 0.18 HardiePlank 5115 8 0.222"HD Face nail Wood 24 40 156 133 123 121 103 95 -382 078 104 1.22 1 0.85 -1.4 0.18 X 2.5"long SPF 8 45 154 132 122 119 102 94 -38.2 0.785 1.065 1.245 1 0.85 -1.4 0.18 Siding nail 50 151 130 121 117 101 94 -38.2 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 149 129 120 116 100 93 -38.2 0.83 1.11 1.29 1 0.85 -14 0.18 60 148 128 119 114 99 92 -382 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 122 - - 95 - - -38.2 0.99 1.26 143 h>60 1 0.85 -1.8 0.18 0-15 160 145 132 124 112 102 -36.9 0.7 0.85 1.03 h060 1 0.85 -1.4 0.18 20 160 141 129 124 109 100 -36.9 0.7 0.9 1.08 1 085 -1.4 0.18 25 160 138 126 124 107 98 -36.9 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.092" 30 160 135 124 124 105 96 -36.9 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 157 133 123 121 103 95 -36.9 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 8.25 0.222"HD Face nail Wood 24 40 153 131 121 119 102 94 -36.9 076 1.04 1.22 1 0.85 -1.4 0.18 X 2.5"long SPF 8 45 151 130 120 117 100 93 -36.9 0.785 1.065 1.245 1 0.85 -1.4 0.18 Siding nail 50 149 128 119 115 99 92 -36.9 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 147 127 118 114 98 91 -36.9 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 145 126 117 112 97 91 -36.9 0.85 1.13 1,31 1 0.85 -1.4 0.18 100 120 - - 93 - - -36.9 0.99 126 1.43 h>60 1 0.85 -1.8 0.18 0-15 150 136 123 116 105 96 -32.3 0.7 0.85 1.03 11060 1 0.85 -1.4 0.18 20 150 132 120 116 102 93 -32.3 0.7 0.9 1.08 1 U.85 -1.4 0.18 25 150 129 118 116 100 92 -32.3 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.092" 30 150 126 116 116 98 90 -32.3 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 146 125 115 113 96 89 -32.3 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 9.25 0.222"HD Face nail Wood 24 40 144 123 113 111 95 88 -32.3 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2,5"long SPF 8 45 141 121 112 109 94 87 -32.3 0.785 1.065 1.245 1 0.85 -1.4 0.18 Siding nail 50 139 120 111 108 93 86 -32.3 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 137 119 110 106 92 85 -32.3 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 136 118 - 105 91 - -32.3 0.85 1,13 1.31 1 0,85 -1.4 0.18 100 112 - - 87 - - -32.3 0.99 1.26 1.43 5>60 1 0.85 -1.8 0.18 45 RONALD I.OGAWA ASSOCIATES.INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX PROJECT RIO-2683-17 +Il psis/s///,./+B JAMES HARDIE BUILDING PRODUCTS.INC. add °GAN 1-888-542-7343 aft 4\. info)jameshardie coin t4 ;;I►. � ` +' 2' 21 '; icy 2015 IBC,2017 FBC 2015/BC,2017 FBC i ' : 1\1®• . Allowable,Ultimate Allowable,Nominal a 1 * �� Design Wind.Speed, Design Wind,Speed, a 78 ' S111,1 1'7 (3-second gust mph) (3-second gust mph) ` �t. � -LDO\aQ'• �a \� Applicable to methods '•.......l• specified in[2015 IBC. Applicable to methods '�� `� 1E 2017 FBC]Section specified in Exceptions 1 I(1 N N 1609.1.1.as determined by through 2017 FBC]Section s��"'//:f/IJli�f f�� rD; Figures 1609.3(1). 1fi09.t.1. 1609.3(2),or 1609.3(3) Coefficients used in Table 6 calculations for V„„ Wind exposure category Wind exposure category Siding K, Product Stud Building Allowable Product Thickness Width Fastener Fastener Frame Spacing Height'' B C D 8 C D (Design (inches) Type Spacing Type (inches Load (feel) (PSF) ExpB Ex E 0 K„ p C Exp FCd GC, GC,; 0-15 147 134 121 114 103 94 -31.3 0.7 0.85 1.03 h<_60 1 0.85 -1.4 0.18 20 147 130 119 114 101 92 -31.3 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 147 127 116 114 98 90 -31.3 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.092" 30 147 124 114 114 96 - 89 -31.3 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 144 123 113 112 95 87 -31.3 0.73 1.01 1.19 1 0.85 -1,4 0,18 HardiePlank 5/16 9.5 0.222"HD Face nail Wood 24 40 141 121 112 109 94 86 -31.3 0.76 1.04 1.22 1 0.85 -14 0.18 X 2.5"long SPF e 45 139 119 110 108 92 86 -31.3 0.785 1.065 1.245 1 0.85 -1.4 0.18 Siding nail 50 137 118 - 106 91 - -31.3 0.81 1.09 1.27 1 0.85 -1.4 0.18 55 135 117 - 105 91 - -31.3 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 134 116 - 103 90 - -31.3 0.85 1.13 1.31 I 0.85 -1.4 0.18 100 111 - - 86 - - -31.3 0.99 1.26 1.43 h>60 1 0.85 -t.8 0.18 0-15 129 117 - 100 91 - -24.0 0.7 0.85 1.03 11050 1 0.85 -1.4 0.18 20 129 114 - 100 88 - -24.0 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 129 111 - 100 86 - -24.0 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.092" 30 129 - - 100 - - -24.0 0.7 0.98 1.16 1 0.85 -1.4 0.18 shank X 2X4 35 126 - - 98 - - -24.0 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 12 0.222"HD Face nail Wood 24 40 124 - - 96 - - -24.0 0.76 1.04 1.22 1 0.85 -1.4 0.18 X 2.5"long SPF" 45 122 - - 94 - -24.0 0.785 1.065 1.245 1 0.85 -1.4 0.18 Siding nail 50 120 - - 93 - -24.0 0.81 1.09 1.27 1 -0.85 -1.4 0.18 55 118 - - 92 - - -24.0 0.83 t.11 129 1 0.85 -1.4 0.18 60 117 - - 91 - - -24.0 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 - - - - - -24.0 0.99 1.26 143 h>60 1 0.85 -1.8 0.18 0-15 302 274 249 234 213 193 -132.1 0.7 0.85 1.03 0460 1 0.85 -1.4 0.18 20 302 267 243 234 207 189 -132.1 0.7 0.9 1.08 1 0.85 -14 0.18 ET&F 25 302 261 239 234 202 185 -132.1 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.100" 30 302 256 235 234 198 182 -132.1 0.7 0.98 1.16 1 0.85 -1.4 0.18 knurled 20ga 35 296 252 232 229 195 180 -132.1 0.73 1.01 1.19 1 0,85 -14 0.18 HardiePlank 5/16 5.25 shank Face nail Metal 16 40 290 248 229 225 192 177 -132.1 0.76 1.04 1.22 1 0.85 -1 4 0.18 diameter s 45 286 245 227 221 190 176 -132.1 0.785 1.085 1.245 1 0.85 -1.4 0.18 0.250'HD (33md) 50 281 242 225 218 188 174 -132.1 0.81 1.09 1.27 1 0.85 -1.4 0.18 x 1.5"long 55 278 240 223 215 186 173 -132.1 0.83 1.11 1.29 1 0.85 -14 0.18 60 274 238 221 213 184 171 -132.1 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 227 201 189 176 156 146 -132.1 0,99 1.26 1.43 h>60 1 0.85 -1,8 0.18 0-15 271 245 223 210 190 173 -105.7 0.7 0.85 1.03 1560 1 0.85 -1.4 0.18 20 271 239 218 210 185 169 -105.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 ET&F 25 271 233 214 210 181 166 -105.7 0.7 0.94 1.12 1 0.85 -1,4 0.18 0.100" 30 271 229 210 210 177 163 -105.7 0.7 0.98 1.16 1 0.85 -1.4 0.18 knurled 20ga 35 265 225 207 205 174 161 -105.7 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 6.25 shank Face nail Metal 16 40 260 222 205 201 172 159 -105.7 0.76 1.04 1.22 1 0.85 -1.4 0.18 diameter x 45 255 219 203 198 170 157 -105.7 0.785 1.065 1.245 1 0.85 -1.4 0.18 0.250"HD (33mi1) 50 251 217 201 195 168 156 -105.7 0.81 1.09 1.27 1 0.85 -1.4 0.18 x 1.5"long 55 248 215 199 192 166 154 -105.7 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 245 213 t98 190 165 153 -105.7 0.85 1,13 1.31 1 0.85 -1.4 0.18 100 203 180 169 157 140 131 -105.7 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 247 224 204 191 174 158 -88.1 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 20 247 218 199 191 169 154 -88.1 0.7 0.9 1.08 1 0.85 -1.4 0.18 F 1&F 25 247 213 195 191 165 151 -88.1 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.100" 30 247 209 192 191 162 149 -88.1 0.7 0.98 1.16 1 0.85 -1,4 0.18 knurled 2X4 35 242 206 189 187 159 147 -88.1 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5116 7.25 shank Face nail 20ga. 16 40 237 203 187 184 157 145 -88.1 0.76 1.04 1.22 1 0.85 -14 0.18 diameter x Metal 45 233 200 185 181 155 143 -88.1 0.785 1.065 1,245 1 0.85 -1.4 0.18 0.250"HD (33mi1) 50 230 198 183 178 153 142 -88.1 0.81 1.09 1.27 1 0.85 -1.4 0,18 x 1.5"long 55 227 196 182 176 152 141 -88.1 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 224 194 181 174 151 140 -88.1 - 0,85 1.13 1.31 1 0.85 -1,4 0.18 100 185 164 154 144 127 120 -88.1 0.99 1.26 1.43 1>60 1 0.85 -1.8 0.18 46 RONALD I.OGAWA ASSOCIATES.INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX i yis>./ss,,,,, JAMES HARDIE BUILDING PRODUCTS,INC. PROJECT:RIO-2683-17 ails''\��c AWA ''�� 1-888-542-7343 ,a8 f1 YY •I >0 nfo@jameshardie.com `j� Not • /� w v ::: ( t 0. - 4 . ` 2015 IBC,2017 FBC 2015/BC,2017 FBC * Allowable,Ultimate Allowable,Nominal '^, : Design Wind,Speed, Design V+And,Speed, S-W, OF 1 L.LdJ «1/4 V„n 5. V,„1." -••••/ (3-second gust mph) (3-second gust mph) F 0 B01:-'•• (1 Applicable to methods >�'�•,•'' speafied in[2015 IBC. Applicable to methods ,Q 2017 FBC)Section specified in Exceptions 1 v e.} 4 1609.1.1.as determined by through 3 of(2015 IBC. �aa��j J'afj f,�j1� Figures 1609.3(1), 2017 FBC]Section 1609.3(2),or 1609.3(3) 1609.1 1. Coefficients used in Table 6 calculations for Vo„ \And exposure category Wind exposure category Siding K, Product Stud Building Allowable Width Fastener Fastener Frame Product Thickness Spacing Height' B C C B C D Design (inches) (inches) Type Spacing Type Load (inches) (feet) (PSF) Exp B Exp C Exp D K„ K, GC, GC, 0-15 242 220 199 - 187 170 155 - -84.5 0.7 0.85 1.03 5s60 1 0.85 -1.4 0.18 20 242 213 195 187 165 151 -84.5 0.7 0.9 1.08 1 0.85 -14 0.18 ET&F 25 242 209 191 187 162 148 -845 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.100" 30 242 204 188 187 158 146 -84.5 0.7 0.98 1,16 1 0.85 -1.4 0.18 knurled 20ga 35 237 201 186 184 156 144 -84.5 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 7.5 shank Face nail Metal 16 40 232 198 183 180 154 142 -84.5 0.76 1.04 1.22 1 0.85 -1.4 0.18 diameters 45 228 196 181 177 152 141 -845 0.785 1.065 1.245 1 •0.85 -1.4 0.18 0.250"HD (33mi1) 50 225 194 180 174 150 139 -84.5 0.81 1.09 1.27 1 0.85 -1.4 0.18 x 1,5"long 55 222 192 178 172 149 138 -84.5 0.63 1.11 1.29 1 0.85 -1.4 0.18 60 220 190 177 170 148 137 -84.5 485 1.13 1.31 1 0.85 -1.4 0,18 100 182 161 _ 151 141 125 117 -84.5 0.99 1.26 143 5>60 1 0.85 -1.8 0.18 0-15 233 211 192 180 164 149 -78.3 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 20 233 205 187 180 159 145 -78.3 0.7 0.9 1.08 1 0.85 -1.4 0.18 ET&F 25 233 201 184 180 156 143 -78.3 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.100' 30 233 197 181 180 152 140 -78.3 0.7 0.98 1.16 1 0.85 -1.4 0.18 X4 knurled 20ga 35 228 194 179 177 150 138 -78.3 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5i15 8 shank Face nail Metal 16 40 223 191 176 173 148 137 -78.3 0.76 1,04 1.22 1 485 -1.4 0.18 - diameter x (33m10 45 220 189 175 170 146 135 -78.3 0.785 1.065 1.245 1 0.85 -1.4 0.18 0.250'HD 50 216 187 173 168 145 134 -78.3 0.81 1.05 1.27 1 0.85 -1,4 0.18 x 1.5"long 55 214 185 172 166 ' 143 133 -78.3 0.83 1.11 1,29 1 0.85 -1.4 0.18 60 211 183 170 164 142 132 -78.3 0.85 1.13 1.31 1 0.85 -14 0.18 100 175 155 146 135 120 113 -78.3 0.99 1.26 1.43 5>60 1 0.85 -1.8 0.18 0-15 229 207 188 177 161 146 -75.5 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.19 20 229 202 184 177 156 143 -75.5 0.7 0.9 108 1 0.85 -1.4 0.18 E f&F 25 229 197 181 177 153 140 -75.5 ' 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.100" 30 229 193 178 177 150 138 -75.5 0.7 0.98 1.16 1 0.85 -1.4 0.18 knurled 2X4 35 224 190 175 173 147 136 -75.5 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5176 8.25 shank Face nail 20ga. 16 40 219 188 173 170 ' 145 134 -75.5 0.76 1.04 1.22 1 0.85 -1 4 0.18 diameter x Metal 45 216 185 171 167 144 133 -75.5 0.785 1.065 1,245 1 0.85 -1.4 0.18 0.250"HD (33mi1) 50 213 183 170 165 142 131 -75.5 0.81 1.09 1.27 1 0.85 -1.4 0.18 x 1.5'long 55 210 182 168 163 141 130 -755 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 207 180 167 161 139 129 -75.5 0.85 1.13 1.31 1 0.85 -1.4 0.18. 100 172 152 143 133 118 111 -75.5 0.99 1.26 1.43 9>60 1 0.85 -1.8 0.18 0-15 214 194 176 166 150 137 -66.0 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 20 214 189 172 166 146 133 -66.0 0.7 0.9 1.08 1 0.85 -1.4 0.18 ET&F 25 214 185 169 166 143 131 -66.0 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.100" 2X4 30 214 181 166 166 140 129 -66.0 0.7 0.98 1.16 1 0.85 -1.4 0.18 knurled 35 209 178 164 162 138 127 -66.0 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 9.25 shank Face nail 20ga. 16 40 205 175 162 159 136 125 -66.0 0.76 1.04 1.22 1 0.85 -1.4 0.18 diameter s Metal 45 202 173 160 156 134 124 -66.0 0.785 1 065 1.245 1 0.85 -1.4 0.18 0.25T HD (33mi1) 50 199 171 159 154 133 123 -66.0 0.81 1.09 1_27 1 0.85 -1.4 0.18 x 1.5-long 55 196 170 158 152 132 122 -66.0 r 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 194 168 156 150 130 121 -66.0 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 161 142 134 124 110 104 -66.0 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 211 191 174 163 148 134 -64.0 0.7 0.85 1.03 5560 1 0.85 -1.4 0.18 20 211 186 170 163 144 131 -64.0 0.7 0.9 1.08 1 0.85 -1.4 0.18 ET&F 25 211 182 166 163 141 129 -64.0 0.7 0.94 1.12 ' 1 0.85 -1.4 0.18 0.100" 30 211 178 164 163 138 127 -64.0 0.7 0.98 1.16 1 0.85 -1.4 0.18 knurled 2X40 35 206 175 162 160 136 125 -64.0 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 9.5 shank Face nail Metal 16 40 202 173 160 157 134 124 -64.0 0.76 1.04 1,22 1 0,85 -1.4 0.18 diameter x (33m11) 45 199 171 158 154 132 122 -64.0 0.785 1.065 1.245 1 0.65 -1.4 0.18 0.250"HD 50 196 169 - 156 152 131 121 -64.0 0.81 1.09 1.27 1 0.85 -1.4 0.18 x 1.5"long 55 193 167 155 150 130 120 -64.0 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 191 166 154 148 128 119 -64.0 0.85 1.13 1.31 1 0.85 -14 0.18 100 158 140 132 123 109 102 -64.0 0.99 1.26 143 5>60 1 0.85 -1.8 0.18 47 RONALD I.OGAWA ASSOCIATES.INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 1�1fO`.roGY1o>®+a'+® 714-847-4595 FAX 315 *. A ` dv ` PROJECT:RIO-2683-17 y+ JAMES HARDIE BUILDING PRODUCTS,INC. 1‘, •i igj , `_r1-888-542-7343 e nfoQjameshardie.com t L I) 1 • t 2015IBC,2017 FBC 2015 IBC 2017 FBC a S P ��r� �� Allowable,Ultimate Allowable,Nominal -"•7'• 'P, •SJ F}} gpt � 1r �/ rF Design Wind,Speed, Design Wind,Speed, - �,..•- C �Y 5s,..+'> \ ..1f V.,'" Vass_ ''•...... (3-second gust mph) (3-second gust mph) - c'tYStar S (I Applicable to methods Applicable to methods s�f4"#EiPdTS specified in[2015 IBC. specified in Exceptions 1 2017 FEC]Section through 3 of[2015 IBC. 1609.1.1.as determined by 2017 PBC]Section Figures 1609.3{1), 1609.1.1. 1609.3(2),or 1609.3(3) Coefficients used in Table 6 calculations for VW1 Wind exposure category Wind exposure category Siding K, Product Stud Building Allowable I Product Thickness Width Fastener Fastener Frame Spacing Height' B C D B C D Design (inches) (inches) Type Spacing Type Cinches) (feet) Load (PSF) Exp B Exp C Exp 0 K> K,, GC, GC„, 0-15 187 169 154 145 131 119 -50.3 0.7 0.85 1.03 6<-60 1 0.85 -1.4 0.18 20 187 165 150 145 128 116 -50.3 0.7 0.9 108 1 0.85 -1.4 0.18 ET&F 25 187 - 161 148 145 125 114 -50.3 0.7 0.94 112 1 0.85 -1.4 0.18 0.100" 30 187 158 145 145 122 112 -50.3 0.7 0.98 1.16 1 0.85 -1.4 0.18 knurled 2X4 35 183 155 143 142 120 111 -50.3 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 12 shank Face nail 20ga. 16 40 179 153 141 139 119 110 -50.3 0.76 1.04 1.22 1 0.85 -1.4 0.18 diameter x Metal 45 176 151 140 137 117 108 -50.3 0.785 1.065 1.245 1 0.85 -1.4 0.18 0.250"HD 133mi1) 50 174 150 139 134 116 107 -50.3 0.81 1.09 1.27 1 0.85 -1.4 0.18 x 1.5"long 55 171 148 138 133 115 107 -50.3 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 169 147 136 131 114 106 -50.3 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 140 124 117 109 96 90 -50.3 0.99 1.26 1.43 5>60 1 0,85 -1,8 0.18 0-15 223 203 184 173 157 143 -72.1 0.7 0.85 , 1.03 11 9460 1 0.85 -1.4 0.18 20 223 197 180 173 153 139 -72.1 0.7 0.9 1.08 1 0.85 -1.4 0.18 ET&F 25 223 193 177 173 149 137 - -72.1 0.7 0.94 1_12 1 0.85 -1.4 0.18 0.100" 30 223 189 174 173 146 134 -72.1 0.7 0.98 1.16 1 0.85 -1.4 0.18 knurled 20ga 35 219 186 171 169 144 133 -72.1 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 5.25 shank Face nail Metal24 40 214 183 169 166 142 131 -72.1 0.76 1.04 1.22 1 0.85 -1.4 0.18 diameter s (33miq 45 211 181 168 163 140 130 -72.1 0.785 1.065 1.245 1 0.85 -1.4 0.18 0.250'HD 50 208 179 166 161 139 128 -72.-1 0.81 1.09 1.27 1 0.85 -1.4 0.18 x 1.5'long 55 205 177 165 159 137 127 -72.1 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 203 176 163 157 136 127 -72.1 0.85 1.13 1.31 1 0.85 -1.4 0,18 100 168 149 140 130 115 108 -72.1 0.99 1,26 1.43 5>60 1 0.85 -1.8 0.18 0-15 200 181 165 155 140 128 -57.7 , 0.7 0.85 1.03 9460 1 0.85 -1.4 0,18 20 200 176 161 155 137 125 -57.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 ET&F 25 200 I 172 158 155 134 122 , -57.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.100" 30 200 169 155 155 131 120 -57.7 0.7 0.98 1.16 1 0.85 -1.4 0.18 knurled 2X4 35 196 166 153 152 129 119 -57.7 0.73 1.01 1.19 1 0.85 -14 0.18 HardiePlank 5/16 6.25 shank Face nail 20ga. 24 40 192 164 151 149 127 117 -57.7 0.76 1.04 1.22 1 0.85 -14 0.18 diameter x Metal 45 189 162 150 146 125 116 -57.7 0.785 1.065 1.245 1 0.85 -1,4 0.18 0.250"HD (33m1{) 50 186 160 148 144 124 115 -57.7 0.81 1.09 1.27 1 0.85 -1.4 0.18 x 1.5"long 55 184 159 147 142 123 114 -57.7 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 181 157 146 140 122 113 -57.7 0.85 1,13 1.31 1 0.85 -1.4 0.18 100 150 133 125 116 103 97 -57.7 0.99 1.26 1.43 5>60 1 0.85 -18 0.18 0-15 182 166 150 141 128 116 -48.1 0.7 ' 0.85 1.03 9460 1 0.85 -1.4 0.18 20 182 161 147 141 125 114 -48.1 0.7 0.9 1.08 1 0.85 -1.4 0.18 ET&F 25 182 157 144 141 122 112 -48.1 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.100" 30 182 154 142 141 119 110 -48.1 0.7 0.98 1.16 1 0.85 -1.4 0.18 knurled 20ga 35 179 152 140 138 118 108 -481 0.73 1.01 1.19 1 0.85 -14 0.18 HardiePlank 5/16 7.25 shank Face nail Metal 24 40 175 150 138 136 116 107 -48.1 0.76 1.04 1.22 1 0.85 -1.4 0 18 diameter x (33mi1) 45 172 148 _ 137 133 115 106 -48.1 0.785 1.065 1,245 1 0.85 -1.4 0.18 0.250"HD 50 170 146 135 131 113 105 -48.1 0.81 _ 1.09 1.27 1 0.85 -14 0.18 x 1.5"long 55 168 145 134 130 112 104 -48.1 0.83 1.11 1.29 1 0,85 -1.4 0.18 60 166 144 133 128 111 103 -48.1 0.85 1.13 1.31 1 0.85 -1,4 0.18 100 137 121 114 106 94 88 -48.1 0.99 1.26 143 5>60 1 0.85 -1.8 0.18 0-15 179 162 147 138 126 114 -46.1 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 20 179 158 144 138 122 111 -46.1 0.7 0.9 1.08 1 0.85 -1.4 0.18 ET&F 25 179 154 141 138 119 109 -46.1 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.100" 30 179 151 139 138 117 108 -48.1 0.7 0.98 1.16 1 0.85 -1.4 0.18 knurled 20ga. 35 175 149 137 136 115 106 -46.1 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 7.5 shank Face nail Metal 24 40 172 147 135 133 114 105 -46.1 0.76 1.04 1.22 1 0,85 -1.4 0.18 diameter x (33mi1) 45 169 145 134 131 112 104 -46.1 0.785 1.065 1.245 1 0.85 -1.4 0.18 0.250"HD 50 166 143 133 129 111 103 -46.1 0.81 1,09 127 1 0.85 -1.4 0.18 x 1.5`long 55 164 142 132 127 110 102 -46.1 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 162 141 131 126 109 101 -46.1 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 134 119 112 104 92 87 -46.1 0,99 1.26 1.43 h>60 1 0.85 -1.8 0.18 48 RONALD I.OGAWA ASSOCIATES.INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 'dB/d///si„, 714-292-2602 714-847-4595 FAX 14846+�� OGAINq PROJECT:RI0-2683-17 t JAMES HARDIE BUILDING PRODUCTS,INC 1t %EN 1-888-542-7343 Si I f� info@jameshardie.com .ti • {`� ktr.+i , 121 t, i 41 2015 IBC,2017 FBC 2015 IBC,2017 FBC O '- sT by Allowable,Ultimate Allowable,Nominal /-1 n 4 /4J �� Design Wind,Speed, Design Wind,Speed. ✓,XN '-,1"1 Q[ ri4 • ik4 Vies, Vasa o - ctl -....... - �• �' (3-second gust mph) (3-second gust mph) L'OtkiAR Applicable to methods Applicable to methods g-�'W//S/J/. specified in[2015 IBC, specified in Exceptions 1 2017 FOC)Section of 3 through 2015 IBC. 1609.1.1.as determined by 9 [ Figures 1609.3(1), 2017 FOCI Section 1509.3(2or 1609.3 3 1609.1.1. I ) l ) Coefficients used in Table 6 calculations for V,,, Wind exposure category Wind exposure category Siding K, Product Stud Building Allowable Width Fastener Fastener FrameDesi gn Product Thickness Spacing Height' B C D B C D (inches) Type Spacing Type Load (inches) (inches) (feet) I (PSF) Exp B Exp C Exp 0 Kt K, GC, GC, 0-15 172 156 142 - 133 121 110 - -42.7 - 0.7 0.85 1.03 hs-60 1 0.85 -1.4 0.18 20 172 152 138 133 117 107 -42.7 0.7 0.9 1-08 1 0.85 -1.4 0.18 ET&F 25 172 148 136 133 115 105 -42.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.100" 30 172 145 134 133 113 103 -42.7 0.7 0.98 1.16 1 0.85 -1.4 0.18 knurled 2X4 35 168 143 132 - 131) 111 102 -42.7 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 8 shank Face nail Metal 24 40 165 141 130 128 109 101 -42.7 0.76 1.04 1.22 1 0,85 -1.4 0.18 diameter x 45 162 139 129 126 108 100 -42.7 0.785 1.065 1.245 1 0.85 -1.4 0.18 0.250"HD i33mil) 50 160 138 128 124 107 99 -42.7 0.81 1.09 1.27 1 0.85 -1.4 0.18 x 1.5`long 55 158 137 127 122 106 98 -42.7 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 156 135 126 121 105 97 -42.7 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 129 115 - 100 89 - -42.7 0.99 1.26 1.43 h>60 1 0,85 -1,6 0.18 0-15 169 153 139 131 119 108 -41.2 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 20 169 - 149 136 131 115 105 -41.2 0.7 09 1.08 1 0.85 -1.4 0.18 ET&F 25 169 146 134 131 113 103 -41.2 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.100" 30 169 143 131 131 111 102 -41-2 0.7 0.98 1.16 1 0.85 -1.4 0.18 knurled Oga 35 165 141 130 128 109 100 -41.2 0.73 1.01 1.19 1 0.85 -1.4 0.18 2HardiePlank 5/16 8.25 shank Face nail Metal 24 40 162 139 128 126 107 99 -41.2 0.76 1.04 1.22 1 0.85 -1.4 0.18 diameters l) _45 159 137 127 124 106 98 -41.2 0.785 1.065 1.245 1 0.85 -1.4 0.18 0.250'HD 50 157 135 125 122 105 97 -41.2 0.81 1.09 1.27 1 0.85 -1.4 0.18 x 1.5"long 55 155 134 124 120 104 96 -41.2 0,83 1.11 1.29 1 0.85 -1.4 0.18 60 153 133 123 119 103 96 -41.2 0.85 1.13 1.31 1 0.85_-1-1.4 0.18 100 127 112 - 98 87 - -41.2 0.99 1.26 1.43 5>60 1 0.85 -1.8 0.18 0-15 158 143 130 122 111 101 -36.0 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 20 158 139 127 ' 122 108 99 -36.0 0.7 0.9 1.08 1 0.85 -1.4 0.18 ET&F 25 158 136 125 122 106 97 -36.0 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.100' 30 158 134 123 122 103 95 _ -36.0 0.7 0.98 1.16 1 0.85 -1.4 0.18 knurled 2X4 35 155 132 121 120 102 94 -36.0 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 9.25 shank Face nail 20ga. 24 40 152 130 120 117 100 93 -36.0 0.75 1.04 1.22 1 0.85 -1.4 0.18 Metal diameter x 45 149 128 118 116 99 92 -36,0 0.785 1.065 1.245 1 0.85 -1.4 0.18 0.250"HD (33miq 50 147 127 117 114 98 91 -36.0 0.81 1.09 : 1.27 1 0.85 -1.4 0.18 x 1.5"long 55 145 125 116 112 97 90 -36.0 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 143 124 _ 115 111 96 89 -36.0 0.85 1.13 1.31 1 0.85 -1.4 0,18 - 100 119 - - 92 - - -36.0 0.99 1.26 1.43 5>60 1 0.85 -1.8 0.18 0-15 156 141 128 121 109 99 -35.0 0.7 0.85 1.03 5560 1 0.85 -1.4 0.18 20 156 137 125 121 106 97 -35.0 0.7 0.9 1.08 1 0.85 -1.4'0.18 ET&F 25 156 134 123 121 104 95 -35.0 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.100' 30 156 131 121 121 102 94 -35.0 0.7 0.98 1.16 1 0.85 -1.4 0.18 knurled 2X4 35 152 130 119 118 100 92 -35.0 0.73 1.01 1.19 1 0.85 -1.4 0 18 HardiePlank 5i16 9.5 shank Face nail 20ga. 24 40 149 128 118 116 99 91 -35.0 0.76 1.04 1.22 1 0.85 -1.4 0.18 diameter s Metal 45 147 126 117 114 98 90 -35.0 0.785 1.065 1.245 1 0.85 -1.4 0.18 0.250"HD 133mip 50 145 125 116 112 97 89 -35.0 0.81 1.09 1.27 1 0.85 -1.4 0.18 x 1.5"long 55 143 124 115 111 96 89 -35.0 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 141 122 114 109 95 88 -35.0 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 117 - - 91 - - -35.0 0.99 125 1.43 5>60 1 0.85 -1,8 0.18 0-15 137 124 113 106 96 87 -27.0 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 20 137 121 110 106 93 85 -27.0 0.7 0.9 1.08 1 0.85 -1.4 0.18 ET&F 25 137 118 - 106 91 - -27.0 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.100" 30 137 116 - 106 90 - -27.0 0.7 0.98 1.16 1 0.85 -1.4 0.18 knurled 220ga 35 134 114 - 104 88 - -27.0 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5116 12 shank Face nail Metal 24 40 131 112 - 102 87 - -27.0 0.76 1.04 1.22 1 0.85 -1.4 0.18 diameter x 45 129 111 - 100 86 - -27.0 0.785 1.065 1.245 1 0.85 -1.4 0.18 0.250"HD (33mB) 50 127 - - 98 - - _ -27.0 0.81 1.09 1.27 1 0.85 -1.4 0.18 x 1.5"long 55 126 - - 97 - - -27.0 0.83 1.11 129 1 0,85 -1.4 0.18 60 124 - - 96 - - -27.0 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 - - - - - - -27.0 0.99 1.26 1.43 5>60 1 0.85 -1.8 0.18 49 RONALD I.OGAWA ASSOCIATES.INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 7 4-292-2602 7141847-4595 FAX �4;j' �pCiA�W,q'"', PROJECT:RIO-2683-17 � . JAMES HARDIE BUILDING PRODUCTS.INC. aIO 1-888-542-7343 N y° nfo@lameshardie.com �' >1 ; 1 fl X4121 } * '4 2015 IBC,2017 F8C 2015 IBC,2017 Ft3C a Y h[ y Cr' Allowable,Ultimate Allowable,Nominal S-tVS = (;{,J -0 k, p. Design Wind,Speed, Design Nhnd,Speed, r\.�.: 1 F4 V.,", Vac,'°. "S.) .*•.:•.OR\V ..' (3-second gust mph) (3-second gust mph) .. ,� " ` � Applicable to methods Applicable to methods J Si 0 ONNtr specified in[2015 IBC. specified in Exceptions 1 a fs'arij,,,,0111'S'f'9 2017 FBC]Section of 3 through [2015 IBC. 1609.1.1.as determined by 9 Figures 1609.3(1), 2017 FBCJ Section 1609.3 O 2,or 1609.3(3) 1609.1 1 O Coefficients used in Table 6 calculations for Vw, VNnd exposure catego Wind exposure catego Siding K, Product Stud Building Allowable Product Thickness Width Fastener Fastener Frame Spacing Heights' B C D B C D Design (inches) 'inches) Type Spacing Type (inches Load (feet) (PSP) Exp 8 Exp C Exp 0 K„ K. GC, GC„, 0-15 161 146 133 125 113 103 -37.3 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 20 ®' ME11®' ®®i 1/ ®ICEOm®i-. 1 0.85 -1.4 018 ET&F 25 161 ®®® 107 mC ®ESIm® 1 0.85 -1.4 0.18 0.100" 2X4 30 161 ®®®®1 -37 3 11311E1111111131 0.85 -1.4 0.18 knurled 35 ®11ELV®®m1111230®1321411111101 1 0.85 -1.4 0.18 HardiePlank 5/16 5.25 shank Blind Nail 20ga. 16 m1113111®®111931111111111E11 -37.3 Wim® 1 0.85 -14 0.18 Metal ®®®®�®m®C°r ®� 1 0.85 -1.4 0.18 diameter x i33mi() 1 1 1 /• 0.313"HD MEM 149 129 119 igEgmaigo. -37.3 0.81 1.09 ® I 0.85 -1.4 0.18 x 1.5"long ®ME:11110ENIIIIIIIIIKIIIIIIM0® .®c ®11Ell 1 0.85 -1.4 0.18 60 146 127 118 113 98 -37.3 0.85 1.13 1.31 I 0.85 -1.4 0.18 100 121 - - 94 - -37.3 0.99 126 1.43 h>60 1 0.85 -1.8 0.18 0-15 144 131 119 111 101 -29.9 0.7 0.85 1.03 5560 1 0,85 -1.4 0.18 20 IIECIIIM31111111111111111111 98 IEEE MEM 0.7 0.9 1.08 1 0.85 -14 0.18 ET&F 25 MELEMEENEKI® 96 88 -29.9 1311113® 1 0.85 -1.4 0.18 0.100" 30 ®®® 94 87 NE= 0.7 0.98 1.16 1 0.85 -1.4 0.18 2X4 knurled ®�®i ®i 93 85 -29.9 '®®' 1 0.85 -14 0.18 HardiePlank 5/16 6.25 shank Blind Nail Metal 16 40 138 118 1111.1111311191 0sreasco®'' ® 1 0.85 -1.4 0.18 diameter x (33mi1) 45 136 ®a 105 90 M -29.9 0.785 111:311Ela 1 0.85 -1-4 0.18 0.313"HD ®IIIIII®a®1 tur a_ /®. 111111® 1 0.85 -1.4 0.18 x 1.5'long ®®111101a 102 88 01161111 ®111E1 1 0.85 -1.4 0.18 100 0-15 131 119 III 102II -24.9 0 .77 0.85 1.03 5560 1 0.85 -1.4 018 ®®' IIIIMIECOImaEEN11101111111m 1 0.85 -1.4 0.18 ET&F 25 ®®a11111311 88 0 -24.911111111:13113111 _1 0.85 -1.4 0.18 0.100" 2X4 30 ®®a 102 ma�� 0.98 1 0.85 -1.4 0.18 knurled 20ga ®�00 11 00� NI'® 1.19 1 0.85 -1.4 0.18 HardiePlank 5/15 7.25 shank Blind Nail Metal 16 40 126 0 00� '® 1.04 En 1 0.85 -1.4 018 diameter x (33mi1) ®®O��aO�� 1.065 1 0.85 -1.4 0.18 0.313'HD 50 ®00 95 00 -24.5 0.81 1 09 ® 1 0.85 -1.4 0.18 x 1.5"long m®aa 93 as -24.9 E1311111111E1 1 0.85 -1.4 0.18 2 015 129 II 10 0 90 -23.9 0.77 0.8 1 03 5560 1 0. 0- 85 -1.4 0.18 20 IIIIIMMIIIMMEC31 88 fla 4 1 0.85 -14 0.18 Er&F 25 129 ®0MIMI 86 0 -23.9 '® '®® 1 0.85 -1.4 0.18 0.100" ie 129 as 100 MIIIIIIIIINIMEEMEEN 0.98 1.16 1 0.85 -1.4 0.18 knurled 2X4 ®�aa 98 11111•1111111111191111131311011111E111111•1111111111191111131311011111E11 0.85 -1.4 0.18 HardiePlank 5/16 7.5 shank Blind Nail216 40 ®00000 .®11E111® 1 0.85 -1.4 0.18 diameter x Metal 45 ®OOm00111ZEICE21 1.065 11E21 1 0.85 -1.4 0.18 0.313'HD (33m11) 50 120 00 93 00 -23.9 0.81 1.09 ® 1 0.85 -14 0.18 x 1.5"long 55 118 as 91 aaIIISIMEIB®MIECI 1 0.85 -1,4 0.18 60 117 0-1015 124 ®® 96 IIIII -221 099 0.85 1-03 5560 1 085 -1.4 0.18 mIIELIIaa 96 ea®LMEICIIIIIII I_ 0.85 -1.4 0.18 ET&F m�aa 96 as®EM�® 1 0.85 -1.4 0.18 0.100' m�aaaa®� � 1 0.85 -1.4 -0.18 knurled 2X4 35 ®00000®ESEIEEMERI 1 0.85 -1.4 0.18 HardiePlank 5/16 8 shank Blind Nail 20ga. 16 IIMMEMEMIIIIII 92 00®ITal 1.04 ® I 0.85 -1.4 0.18 diameter x Metal m®aamaa®EEMIETEMBEI 1 0.85 -1.4 0.18 0.313"HD (33mi1) ®®00 89 00®CEIMIEM® 1 0.85 -1.4 0.18 x 1.5-long ®111111MIaaaa® .®c ®mo 1 0.85 -1.4 0.18 60 112 - - 87 - - -22.1 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 - - - - - - -22.1 0.99 1.26 1.43 h>80 1 0.85 -1.8 0.18 50 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 ,�,l lllllii�,�y�� 714-847-4595 FAX d 1 i 4 �� PROJECT:RIO-2683-17 �j9 "' 0 �1 �. JAMES HARDIE BUILDING PRODUCTS.INC. 0 • 7 p_ 1-888-542-7343 t� ti-,., ° nfo@jameshardie.com r ` - a i,rs, 24 1 a * ; y, R k. 2015 IBC,2017 FBC 2015 IBC 2017 FBC a STATE i Allowable,Ultimate Allowable,Nominal y° . OF Design Wind,Speed, Design Wind.Speed, !JA°'. ,A.', j-+e�.[ {�,�l Q! fi (3-second gust mph) )3-second gust mph) - "J ••"'t"°° 1LL Applicable to methods -':�-y. F° f n I specified in[2015 IBC, Applicable to methods rr o 1f 2017 FBC]Sectionspecified in Exceptions 1 '`jli/>ff= 1609.1.1.as determined by through 3 of[2015 IBC. Figures 1609.3(1'1, 2017 FBC]Section 1609.3 O 2,or 1609.3 3 1609.1.1. O Coefficients used in Table 6 calculations for V,,,, Wind exposure category Wind exposure category Siding K, Product Stud Building Allowable Product Thickness Width Fastener Fastener Frame Spacing Height' B C 0 B C D Design (inches) Type Spacing Type Load (inches) (inches) (feet) PSF) ( Exp B Exp C Exp D Ke K,, GC, GC, 0-15 122 110 - 94 85 - -21.3 0.7 0.85 1.03 5<_60 1 0.85 -1.4 0.18 20 122 - - 94 - - -21.3 0.7 0.9 1.08 1 0.85 -1.4 0.18 ET&F 25 122 - - 94 - - -21.3 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.100" 30 122 - - 94 - - -21.3 0.7 0.98 1.16 1 0.85 -1.4 0.18 knurled Zp90 35 119 - - 92 - - -21.3 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 8.25 shank Blind Nail Metal 15 40 117 - - 90 - - -21.3 0.76 1.04 1.22 1 085 -1.4 0.18 diameter x 45 115 - - 89 - - -21.3 0.785 1.065 1.245 1 0.85 -1.4 0.18 0.313'HD 133md) 50 113 - - 88 - - -21.3 0.81 1.09 1.27 1 0.85 -1.4 0.18 x 1.5'long 55 112 - - 86 - - -21.3 0.83 1.11 1,29 1 0.85 -1 4 0.18 60 110 - - 85 - - -21.3 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 - - - - - - -21.3 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 114 - - 88 - - -18.7 0.7 0.85 1.03 Bons 1 0.85 -1.4 0.18 20 114 - - 88 - - -18.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 E f&F 25 114 - - 88 - - -18.7 0 7 0.94 1.12 1 0.85 -1.4 0.18 0.100- 30 114 - - 88 - - -18.7 07 0.98 1.16 1 0.85 -1.4 0.18 knurled 2X4 35 111 - - 86 - - -18.7 0.73 1.01 1-19 1 0.85 -1.4 0.18 HardiePlank 5/16 9.25 shank Blind Nail 20ga. 16 40 - - - - - - -18.7 0.76 1.04 1.22 1 0.85 -1.4 0.18 diameter x Metal 45 - - - - - -18.7 0.785 1.065 1.245 1 0.85 -1.4 0.18 0.313"HO (33mi1) 50 - - - - - - -18.7 0.81 1.09 1.27 1 0.85 -1.4 0.t8 x 1.5"long 55 - - - - - - -18.7 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 - - - - - - -18.7 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 - - - - - - -18.7 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 112 - - 87 - - -18.1 0.7 0.85 1.03 h<_60 1 0.85 -1.4 0-18 20 112 - - 87 - - -18.1 0.7 0.9 1.08 1 0.85 -14 0.18 ET&F 25 112 - - 87 - - -18.1 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.100" 30 112 - - 87 - - , -18.1 0.7 0.98 1.16 1 0.85 -1.4 0.18 knurled 2 2X4 35 - - - - - - -18.1 0.73 1.01 1.19 1 0.85 -14 0.18 HardiePlank 5/16 9.5 shank Blind Nail Metal 16 40 - - - - - - -18.1 0.76 , 1-04 122 1 0.85 -1.4 0.18 diameter s 45 - - - - - - -18.1 0.785 1.065 1.245 1 0.85 -1.4 0.18 0.313"HD (33mil) 50 - - - - - - -18.1 0.81 1.09 1.27 1 0.85 -1.4 0.18 x 1.5"long 55 - - - - - - -18.1 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 - - - - - - -16.1 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 - - - - - - -18.1 0.99 126 1.43 h>80 1 0.85 -1.8 0.18 0-15 - - - - - - -13.9 0.7 0.85 1.03 hoes 1 0.85 -1.4 0.18 20 - - - - - - -13.9 0.7 0.9 1.08 1 0.85 -1.4 0 t8 ET&F 25 - - - - - - -13.9 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.100' 30 - - - - - - -13.9 0.7 0.98 1.16 1 0.85 -1.4 0.18 knurled 2X4 35 - - - - - - -13.9 0.73 1.01 1,19 1 0.85 -1.4 0.18 HardiePlank 5/16 12 shank Blind Nail Metal 16 40 - - - - - -13.9 0.76 1.04 1.22 1 0.85 -1.4 0.18 diameter x 45 - - - - - - -13.9 0.785 1.065 1.245 1 0.85 -1.4 0.18 0.313'HO 133mi0 50 - - - - - -13.9 0.81 1.09 1.27 1 0.85 -1.4 0.18 x 1.5"long 55 - - - - - - -13.9 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 - - - - . - -13.9 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 - - - - - - -13.9 0.99 1.26 1.43 5>60 1 0.85 -1.8 0.18 0-15 143 130 118 111 101 92 -29.7 0.7 0.85 1.03 5s60 1 0.85 -1.4 0.18 20 143 126 115 111 98 89 -29.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 ET&F 25 143 124 113 111 96 88 -29.7 0.7 0.94 1-12 1 0.85 -1.4 0.18 0.100" 30 143 121 111 111 94 86 -29.7 0.7 0.98 1.16 1 0.85 -1.4 0.18 knurled 2X4035 140 119 - 109 92 - -29.7 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 5.25 shank Blind Nail 24 40 138 118 - 107 91 - -29.7 0.76 1.04 1.22 1 0.85 -1.4 0.18 Metal diameter s 45 135 116 - 105 90 - -29.7 0.785 1.065 1.245 1 0.85 -1.4 0.18 0.313'HD (33mi1) 50 133 115 - 103 89 - -29.7 0.81 1.09 1.27 1 0.85 -1.4 0.18 x 1.5'long 55 132 114 - 102 88 - -29.7 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 130 113 - - 101 87 - -29.7 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 - - - - - - -29.7 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 51 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX JAMES HARDIE BUILDING PRODUCTS,INC. PROJECT RIO-2683-17 Eia6�8„of d'lA✓oa�� 1-888-542-7343 \49 \,OA ..••'ef.•... info@jameshardie.com \ aa\ s 2015 1® �1 18C,2017 FBC 201518C.2017 F8C - re Allowable,Ultimate Allowable,Nominal ' Design Wind,Speed. Design Wind,Speed, „ v vasa' o '• S AT-f-(F c (3-second gust mph) (3-second gust mph) / r( �VL� • t Applicable to methods w 'POF FL-0CI + ' • O speufied in[2015 IBC, Applicable to methods ••`' •'` specified in Exceptions 1 `- y 2017 P80]Section y', V f 160 Figures s determined by through FBC]tSection 2015 BC, c'A,�o®J�4i� lO• �g 1609.3(2),or 1609.3(3) 1809.1.3(1), 1. Coefficients used in Table 6 calculations for V,,,, Wind exposure category Wind exposure category Siding Ki Product Stud Building Allowable Product Thickness Width Fastener Fastener Frame Spacing Height B C D B C 0 Design (inches) (inches) Type Spacing Type (inches) (feet) Load (PSF) Exp B Exp C Exp D Ka K0 GC, GC„, 0-15 127 115 - 98 89 - -23.3 0.7 0.85 1.03 hs80 1 0.85 -1.4_0.18 20 127 112 - 98 87 - -23.3 0.7 0.9 1.08 1 0.85 -1.4 0.18 ET&F 25 127 - - 98 - - -23.3 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.100" 30 127 - - 98 - - -23.3 0.7 0.98 1.16 1 0.85 -1,4 0.18 knurled 20ga 35 124 - - 96 - - -23.3 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5i16 6.25 shank Blind Nail Metal 24 40 122 - - 94 - - -23.3 0.76 1.04 1.22 1 0,85 -1.4 0,18 diameter s 45 120 - - 93 - - -23.3 0.785 1.065 1.245 1 0.85 -1.4 0.18 0.313"HD (33mi1) 50 118 - - 92 - - -23.3 0.81 1.09 1.27 1 0.85 -1.4 0.18 x 1.5"long 55 117 - - 90 - - -23.3 0.83 1.11 1.29 1 0,85 -1.4 0.18 60 115 - - 89 - - -23,3 0.85 1.13 1.31 1 0,85 -1,4 0.18 100 - - - - - - -23.3 0.99 1.26 1,43 h>60 1 0.85 .18 0.18 0-15 116 - - 90 - - -19.4 0.7 0.85 1.03 hs60 1 0.85 -1.4 0,18 20 116 - - 90 - - -19.4 0.7 0.9 1.08 1 0.85 -1.4 0.18 ET&F 25 116 - - 90 - - -19.4 0.7 0.94 1.12 1 0.85 -1.4 0.18 0.100" 30 116 - - 90 - - -19.4 0.7 0.98 1.15 1 0.85 -1.4 0.18 knurled 2X4 35 114 - - 88 - - -19.4 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 7.25 shank Blind Nail Metal 24 40 111 - - 86 - - -19.4 0.76 1.04 1 22 1 0.85 -1.4 0.18 diameter x 45 - - - - - . -19,4 0.785 1.065 1.245 1 0.85 -1.4 0.18 0.313'HD (33mi1) 50 - - - - - - -19,4 0.81 1.09 1.27 1 0,85 -t4 0.18 x 1,5"long 55 - - - - - - -19.4 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 - - - - - - -19,4 0.85 1.13 1.31 1 0,85 -1.4 0.18 100 - - - - - - -19.4 0.99 1.26 143 h>50 1 0.85 -1.8 0.18 0-15 114 - - 88 - - -18.7 0.7 0.85 1.03 h<-60 1 0.85 -1.4 0.18 20 114 - - 88 - - -18.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 ET&F 25 114 - - 88 - - -18.7 0.7 0.94 1.12 1 0.85 -14 0.18 0.100" 30 114 - - 88 - - -18.7 0.7 0.98 1,16 1 0.85 -1.4 0.18 knurled 2X4 35 111 - - 86 - - -18.7 0.73 1.01 1,19 1 0.85 -1.4 0,18 HardiePlank 5115 7.5 shank Blind Nail Metal 24 40 - - - - - - -18.7 0.76 1.04 1.22 1 0.85 -1.4 0.18 diameter x 45 - - - - - - -18.7 0.785 1.065 1.245 1 0.85 -1.4 0.18 0.313"HD (33mi1) 50 - - - - - - -18.7 0.81 1.09 1.27 1 085 -1.4 0.18 x 1.5"long 55 - - - - - - -18.7 0.83 1.11 1.29 1 0.85 -14 0.18 60 - - - - - - -18.7 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 - - - - - - -18.7 0.99 1.26 1.43 5060 1 0.85 -1.9 0.18 52 RONALD I.OGAWA ASSOCIATES.INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH.CA 92649 714-292-2602 /�„iiii/////✓._,'i 714-847-4595 FAX cif pGAWq '�' PROJECT:RIO-2683-17 i V �S _ JAMES HARDIE BUILDING PRODUCTS.INC. i8{' �\ e 1-888-542-7343 1� 't t �+' info@jameshardie.com .4 '' �y -- is ,' +' 2� 3 Y ,s 2015 IBC,2017 FBC 2015 IBC,2017 FBC 4 •4 t4 Allowable.Ultimate Allowable,Nominal '3 s 1S' Design Wind.Speed, Design Wind,Speed. o, C''i'r.4t" N" (3-second gust mph) (3-second gust mph) '" ''•,ha4. .-�!sff�j�}t(�y�•s . Applicable to methods 4E1#isl`?''It Applicable to methods y y specified in[2015 IBC, specified in Exceptions 1 A'''r-44:0040 10 2017 FBCJ Section through 3 of(2015 IBC. 1609.1.1 as determined by 2017 FBC)Section Figures 1609.311). 1609.1.1. 1609.3(2),or 1609.3(3) Coefficients used in Table 6 calculations for V,,,, Wind exposure category Wind exposure category Siding K, Product Stud Building Allowable Width Fastener Fastener FrameCesi 9n Product Thickness Spacing Height'' B C D B C D (inches) (inches) Type Spacing Type (inches Load (feet) (PSF) Exp B Exp C Exp Di Ka K, GC, GC,„ 0-15 284 258 234 220 200 181 -116.3 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 No.8 X 20 284 250 229 220 194 177 -116.3 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 284 245 224 220 190 174 -116.3 0.7 0.94 1.12 1 0.85 -1.4 0.18 1.25"long 30 284 , 240 220 220 186 171 -116.3 0.7 0.98 1.16 1 0.85 -1.4 0.18 X 0.375" 2X4 35 278 236 218 215 183 169 -116.3 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 5.25 head Blind Nail ZOga. 16 40 272 233 215 211 180 167 -116.3 0.76 1.04 1.22 1 0.85 -1.4 0.18 diameter Metal 45 268 230 213 208 178 165 -116.3 0.785 1.065 1.245 1 0.85 -1.4 0.18 ribbed (33mil) 50 264 227 211 204 176 163 -116.3 0.81 1.09 1.27 1 0.85 -1.4 0.18 wafer head 55 261 225 209 202 175 162 -116.3 0.83 1.11 1.29 1 0.85 -1.4 0.18 screw 60 258 223 207 200 173 161 -116.3 0.85 1.13 1.31 1 0.85 -1.4 0.19 100 213 189 177 165 146 137 -116.3 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 254 230 209 197 178 162 -93.1 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 20 254 224 204 197 173 158 -93.1 0.7 0.9 1.08 1 585 -1.4 0.18 No.8 X 25 254 219 201 197 170 155 -93 1 0.7 0.94 1.12 1 0.85 -1.4 0 18 1.25"long 30 254 215 197 197 166 153 -931 0.7 0.98 1.19 1 0.85 -1.4 0.18 X 0.375" 2X4 35 249 211 195 193 164 151 -93.1 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5,116 6.25 head Blind Nail 20ga. 16 40 244 208 192 189 161 149 -93.1 0.76 1.04 1.22 1 0.85 -1 4 0.18 diameter Metal 45 240 206 190 186 159 147 -93.1 0.785 1.065 1.245 1 0.85 -1.4 0.18 ribbed (33mip 50 236 203 188 183 158 146 -93.1 0.81 1.09 1.27 1 0.85 -1.4 0.18 wafer head 55 233 202 187 181 156 145 -93.1 0.83 1.11 1.29 1 0.85 -1.4 0.18 screw - 60 230 200 186 178 155 144 -93.1 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 191 169 159 148 131 123 -93.1 099 1.26 1.43 5>60 1 085 -1.8 0.18 53 RONALD I.OGAWA ASSOCIATES.INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 g,/91✓11/00.,,,,,' 714-847-4595 FAX iIII° pGAWq .0 PROJECT RIO-2683-17 9"1 f1\• JAMES HARDIE BUILDING PRODUCTS.INC. 13 `` 1 rw 1-888-542-7343 i4 info@Jameshardie.com "i• ► �� y m 4 2015 IBC,2017 FBG 015/BC.2017 F8C N ' Allowable,Ultimate Allowable,Nominal li �� : 4C✓ +4 Design Wind,Speed, Design Wind.Speed, m �� '•. Ft OFk\V''' C,. yt (3-second gust mph) (3-second gust mph) o 'SS fVN Applicable to methods Applicable to methods ys 1.- } specified in(2015 IBC, '��s4111111d 2017 FBCj Sectionspecified in Exceptions 1 1609.1.1.as determined by through 3 of[2015 IBC. Figures 1609.3(1). 2017 FEC)Section 1609.3 2,or 1609.3(3) 1609.1.1. O Coefficients used in Table 6 calculations for V", Wind exposure catego Wind exposure catego Siding K, Product Stud Building Allowable Width Fastener Fastener Frame Product Thickness Spacing Height'-, 8 C D B C D Desi n (inches) (inches) Type Spacing Type (inches) Load (feet) )PSF) Exp B Exp C Exp D Ky Ka GC, GC, 0-15 232 210 191 180 163 148 -776 0.7 0.85 1.03 5560 1 0.85 -1.4 0.18 No.B X 20 ®�� 180 158 � L '® 0.9 m 1 0.85 -1.4 0.18 1.25"long 25 ® 11 180 ®��® 1 0.85 -1.4 0.18 X 0.375" 2X4 30 ®®' 180 ®L 1 ®�� 0.98 1.16 1 0.85 -1.4 0.18 ®®111131111151111115MME.111113111111=1111MIECEIRIEI 1 0.85 -1.4 0.18 HardiePlank 5/15 7.25 head Blind Nail 20ga. 16 m®m 176 ®111DENIE111117/311013 1.04 ® 1 0.85 -14 0.18 diameter Metal 1111011111113E11111111111100111111011111113111/31MIZEIMMIIIMIEM 1 0.85 -1.4 0.18 ribbed (33mi1) 50 IEEE 186 ® 167 MIEMEEEINIFEMECINEEMIE1 1 0.85 -1.4 0.18 wafer head ®® ®®®®®®®® screw 184 t' 1 0.85 -1.4 0.18 60 210 182 169 163 141 131 -77.6 0.85 113 1.31 1 0.85 -7.4 0.18 100 174 154 145 135 120 112 -77.6 0.99 1.26 1.43 11>60 1 0.85 -1,8 0.18 0-15 227 206 187 176 160 145 -74.5 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 m® 1/ ®®11103111111113E111 0.7 ®m 1 0.85 -1.4 0.19 No.8 X ®®IICE 180176 1111311116131 -74.5110111103 1.25"long ® 1 0.85 -1.4 0.18 30 X 0.375" 2X4 ® 192 176 176 �® -74.5 '® 0.98 En 1 0.85 -1.4 0.18 35 ®��®�® -74.5 �� 1 0.85 -1.4 0.18 head HardiePlank 5/16 7.5 Blind Nail Metal 76 ��®�m®� '�' �® 1 0.85 -1.4 0.18 diameter ribbed (Metal) 45 Nail184 NMI IIIMMEIM®RUM 0785 1.065 EMI 1 0.85 -14 0.18 ®111131E3311®'' ®1EZEINICIBIEEEM® 1 0.85 -1.4 0.18 wafer head ®�®®®®®®®® screw 55 1' 1 1 1 r- 1 0.85 -1.4 0.18 60 206 179 166 160 138 129 -74.5 0.85 1.13 1.31 1 0.85 -1,4 0.18 100 171 151 142 132 117 110 -74.5 099 1.26 1.43 h>60 1 0.85 -1.8 0,18 0-15 218 198 180 169 154 140 -68.9 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 No.8 X 20 218 193 176 169 136 -68.9 I 0.9 1.08 1 0.85 -1.4 0.18 1.25"long ®� 189 ® 169 �m ��® 1 0.8s -14 0.18 30 218 ling 170 eggiumi® -68.9 WM 0.98 1.16 1 0.85 -1.4 0.18 X 0.375" 2X4 ®E= 182 168 166 11111310m EEIMEGIIINEI 1 0.85 -1.4 ale HardiePlank 5/16 /3 head Blind Nail 20ga. 16 40 111113111116111111211111103111MEMIECIII -68.9 CE1 1.04 ® 1 0.85 -1.4 018 diameter Metal mIEMII® 164 160 ®® -68.9 EIMEE3111313 1 0.85 -1.4 0.18 ribbed (33mi1) m1111311®®®®® -68.9 1.09 ® 1 0.85 -1.4 0.18 wafer head screw ®��®' ®�®� 0.83 1111111111E11 0.85 -1.4 0.18 60 198 172 160 154 133 124 -68.9 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 164 145 137 127 113 106 -68.9 0.99 1.26 143 5>60 1 0.85 -1,8 0.1E 0-15 215 195 177 166 151 137 -66.5 0.7 0,85 1.03 11560 1 0.85 -1.4 0.18 No.8 X �® 189 ®��m 0.9 1.08 1 0.85 -1.4 0.18 25 ® 185 ® 166 143 ® -66.5 EgigEi® 1 0.85 -1.4 0.18 1.25"long m® 181 167 IIIIIMMINIIIIIIIIIIME1111311 0.98 1.16 1 0.85 -1.4 0.18 X 0.375" 2X4 35 ® 179 165 ® 138 ® -66.5 maim 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 8.25 head Blind Nail 20ga. 16 40 206 176 163 159 • 126 -86.5 Es31.04 ® 1 0.85 -1.4 0.18 diameter Meal ®®®®®®®�®® ribbed (33mil) 45 r �. 1 0.85 -1.4 0.18 wafer head 5 197 ® 159 iiia® 1 0.85 -1.4 0.19 screw 55 197 158 t: 60 195 169 157 151 13t 121 -68.5 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 161 143 134 125 11) 104 -66.5 0.99 1 26 1.43 h>60 1 0.85 -1.8 0.18 0-15 201 182 165 155 141 128 -58.2 0.7 0.85 1.03 5560 1 0.85 -1.4 0.18 MEI 201 No.8 X ®�®®® �� 1 0.85 -1.4 0.18 1.25"long ®�®®®m® -58.2 1131111111311111111111 0.85 -1.4 0.18 X 0.375" 2X4 0��®®®�EM�� 1 0.95 -1.4 0.18 MEM 197 ®111511111101 -58.2 131111101111111111 1 0.85 -14 0.18 HardiePlank 5/16 9.25 head Blind Nail 20ga. 16 m 193 Ergi® 149 128 118 -68.2 nizi 1.04 ® 1 0.85 -1.4 0.18 diameter Metal mMIEC1111031111E3111111:1111 126 U1 a 1 0.95 -1.4 0.18 ribbed (33mi1) mEIBIELUI 149 ®® -58.2 1:13111C11® 1 0.85 -1.4 0.18 wafer head ® ��®®® ®®® screw 184 -58.2 1 0.85 -1.4 0.18 60 182 158 147 141 122 114 -58.2 0.85 1.13 1.31 1 0,85 -1.4 0.19 100 151 134 125 117 104 97 -58.2 0.99 1.26 1_43 5>60 1 0.65 -1.8 0.18 54 RONALD I.OGAWA ASSOCIATES,INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 �'tr9difio,,•,ypr 714-292-2602 g� + 714_847-4595 FAX gEytl \,aGAWq ++.... PROJECT:RIO-2683-17 4°1 S37‘' JAMES HARDIE BUILDING PRODUCTS.INC. 4� 1-888-542-7343 ti'` 6..a . - .... '' info@jameshardie.com ' i I 'I * ./. i••••No. 2, r 2015 IBC,2017 FSC , 2015 IBC,2017 FSC ~ SIN'E 0 a44 Allowable,Ultimate Allowable,Nominal •• $ Design Wind,Speed, Design Wind,Speed, '''Per';''' iL0Pt0' ' . �� v„,°.', v,,5.6 `,ice•S'•......•+.• e. kl (3-second gust mph) (3-second gust mph) SJgN PkiV t8 Applicable to methods a:� rJ 4� specified in[2015 IBC, Applicable to methods �>`>flffll01 2017 FBC]Section specified in Exceptions 1 through 3 of[2015 IBC. 1609.1.1.as determined by 2017 FBC]Section Figures 1609.3(1)_ 1609.Lt 1609.3(2),or 1609.3(3) Coefficients used in Table 6 calculations for V,, Wind exposure category Wind exposure category Siding K, Product Stud Building Allowable Product Thickness Width Fastener Fastener Frame S acin Design p g Height'- B C D B C D (inches) (inches) Type Spacing Type (inches) (feet) Load (PSF) Exp B Exp C Exp DK).) K, GC,, GC", t . 0-15 198 179 163 153 139 126 -56.4 0.7 0.85 1.03 h<_60 1 0.85 -1.4 0.18 20 198 174 159 153 135 123 -56.4 0.7 0.9 1.08 1 0.85 -1.4 0.18 No.8 X 25 198 171 156 153 132 121 -56.4 0.7 0.94 1.12 1 0.85 -1 4 0.18 1.25"long 30 198 167 154 153 129 119 -56.4 0.7 0.98 1.16 1 0.85 -1.4 0.18 X 0.375" 2X4 35 194 165 152 150 127 117 -56.4 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 9.5 head Blind Nail 2099. 16 40 190 162 150 147 126 116 -58.4 0.76 1.04 1.22 1 0.85 -1,4 0.18 diameter Metal 45 187 160 148 145 124 115 -56.4 0.785 1.065 1.245 1 0.85 -1.4 0.18 ribbed 133mih 50 184 158 147 142 123 114 -56.4 0.81 1.09 1.27 1 0.85 -1.4 0.18 wafer head 55 181 157 146 141 122 113 -56.4 0.83 1.11 1.29 1 0.85 -1,4 0.18 screw 60 179 156 144 139 120 112 -56.4 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 148 132 124 115 102 96 -56.4 0.99 1.26_1.43 h>60 1 0.85 -1.8 0.18 0-15 173 157 143 134 122 111 -43.3 0.7 0.85 1.03 6560 1 0.85 -1.4 0.18 20 173 153 139 134 118 108 -43.3 0.7 0.9 1.08 1 0.85 -1.4 0.18 No.8 X 25 173 149 137 134 116 106 -43.3 0.7 0.94 1.12 1 0.85 -1.4 0.18 1.25"long 30 173 146 134 134 113 104 -43.3 0.7 0.98 1.16 1 0.85 -1.4 0.18 X 0.375" 2X4 35 170 144 133 131 112 103 -43.3 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 12 head Blind Nail 20ga' 16 40 166 142 131 129 110 102 -43.3 0.76 1.04 1.22 1 0.85 -1.4 0.18 diameter Metal 45 163 140 130 127 109 101 -43.3 0.785 1.065 1.245 1 0.85 -1.4 0.18 nbbed (33mi1) 50 161 139 129 125 107 100 43.3 0.81 1.09 1-27 1 0.85 -1.4 0.18 wafer head 55 159 137 128 123 106 99 43.3 0.83 1.11 1.29 1 0.85 .1.4 0.18 screw 60 157 136 127 7 122 106 98 43.3 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 130 115 - 101 89 - -43.3 0.99 126 1.43 5>60 1 0.85 -1.8 0.18 0-15 232 210 191 180 163 148 -77.6 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 No.8 X 20 232 204 187 180 158 145 -77.6 0.7 0.9 1.08 1 0.95 -1.4 0.18 1.25"long 25 232 200 183 180 155 142 -77.6 0.7 0.94, 1.12 1 0.85 -1.4 0.18 X 0.375" 2X4 30 232 196 180 180 152 139 -77.6 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 227 193 178 176 149 138 -77.6 0.73 1.01 1.19 , 1 0.85 -1.4 0.18 head HardiePlank 5/16 5.25 diameter Blind Nail Me1a1 24 40 222 190 176 172 147 136 -77.8 0.78 1.04 1.22 1 0.85 -1.4 0.18 ribbed (33miq 45 219 188 174 170 146 135 -77.6 0.785 1.065 1.245 1 0.85 -1.4 0.18 wafer head 50 215 186 172 167 144 133 -77.6 0.81 1.09 1.27 1 0.85 -14 0.18 screw 55 213 _ 184 171 , 165 143 132 -77.6 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 210 182 169 163 141 131 -77.6 0.85 1.13 1.31 1 0.85 -14 0.18 100 174 154 145 135 120 112 -77.6 0.99 1.26 1,43 h>60 1 0.85 -1.8 0.18 0-15 207 188 171 161 146 132 -62.0 0.7 0.85 1.03 6060 1 0.85 -1.4 0.18 20 207 183 167 161 142 129 -62.0 07 0.9 1.08 1 0.85 -1.4 0.18 No.8 X 25 207 179 164 161 139 127 -62.0 0.7 0.94 1.12 1 0.85 -1.4 0.18 1.25"long 30 207 175 161 161 136 125 -62.0 0.7 0.98 1.16 1 0.85 -1.4 0.18 X 0.375" 2X4 35 203 173 159 157 134 123 -62.0 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 6.25 diameter Blind Nail Metal24 40 199 170 157 154 132 122 -620 0.76 1.04 1.22 1 0.85 -1.4 0.18 ribbed (33mil) 45 196 168 155 152 130 120 -62.0 0.785 1.065 1.245 1 0.85 -1.4 0.18 wafer head 50 193 166 154 149 129 119 -62.0 0.81 1.09 1.27 1 0.85 -1.4 0.18 screw 55 190 165 153 147 128 118 -62.0 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 188 163 152 146 126 117 -62.0 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 156 138 130 121 107 100 -62.0 0.99 1.26 1.43 h>60 1 0.85 -1.8 0.18 0-15 189 172 156 147 133 121 -51.7 0.7 0.85 1.03 5060 1 0.85 -1.4 0.19 No.8 X 20 189 167 152 147 129 118 -51.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 1.25"long 25 189 163 150 147 126 116 -51.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 X 0.375" 2X4 30 189 160 147 147 124 114 -51.7 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 185 158 145 144 122 112 -51.7 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5/16 7.25 head Blind Nail 20ga. 24 40 182 155 143 141 120 111 -51.7 0.76 1.04 1.22 1 a85 -1.4 ale diameter Metal 45 179 153 142 138 119 110 -51.7 0.785 1.065 1.245 1 0.85 -1.4 0.18 ribbed j33mip 50 176 152 140 136 117 109 -51.7 0.81 1.09 1.27 1 0.85 -1.4 0.18 wafer head 55 174 150 139 135 116 108 -51.7 0.83 1.11 1.29 1 0.85 -1.4 0.18 screw 60 172 149 138 133 115 107 -51.7 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 142 126 118 110 98 92 -51.7 0.99 1.26 1.43 tv60 1 0.85 -1.8 0.18 55 RONALD I.OGAWA ASSOCIATES.INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602 714-847-4595 FAX 0a/41.rthroii PROJECT:RIO-2683-17 JAMES HARDIE BUILDING PRODUCTS,INC. 1Oil° n6A „4 oi„�'_ 1-888-542-7343 1.1 V ....�./.! info@jameshardie.com 5� ! ••''• ilit �y► Si21 4> r� 20/5 IBC,2017 FBC 201518C,2017 F8C , 1` 1 v" Allowable,Ultimate Allowable,Nominal '•: ` AC k Design Wind,Speed, Design Wind,Speed. •` t�-T t--^of : j k • (3-second gust mph) (3-second gust mph) �✓V. +�1 Fs oct P :°y2- (k Applicable to methods Applicable to methods fi`�n,�..,,,,,'... 1J specified in[2015 IBC. cv S t e 14 3RD 2017 FBCt Section specified in Exceptions 1 'v,a, tS g'°,�r 1609.1.1.as determined by through 3 of[201516C. �r+',a.>.;+,tl,t�dY'f�3f Figures 1609.311), 2017 FBC)Section 1609.3(2)..or 1609. )3' 1609.1.1. Coefficients used in Table 6 calculations for V,,, Wind exposure category Wind exposure category Siding K, Product Stud Building Allowable Product Thickness Width Fastener Fastener Frame Spacing Height'' B C 0 B C D Design (inches) (inches) Type Spacing Type Load (inches) (Feet) (PSF) Exp B Cop C Exp 0 Kn K> GC, GCe 0-15 185 , 168 153 144 , 130 118 -49.6 0.7 0.85 1.03 5>60 1 0.85 -14 0-18 No.B X 20 185 163 149 144 127 116 _ -49.6 0.7 0.9 1.08 1 0.85 -1.4 0.18 1.25"long 25 185 160 147 144 124 114 -49.6 0.7 0.94 1.12 1 0.85 -1.4 0.18 X 0.375" 2X4 30 185 157 144 144 121 112 -49.6 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 182 154 142 141 120 110 -49.6 0.73 1.01 1.19 1 0.85 -1.4 0.18 head HardiePlank 5/16 7.5 diameter Blind Nail boetal 24 40 178 152 140 138 118 109 -49.6 0.76 1.04 1.22 1 0.85 -1.4 0.18 ribbed (33mi4 45 175 150 139 136 116 108 -49.6 0.785 1.065 1.245 1 0.85 -1.4 0.18 wafer head 50 172 149 138 133 115 107 -49.6 0.81 1.09 1.27 1 0.85 -1.4 0.18 screw 55 170 147 137 132 114 106 -49.6 0,83 1.11 1.29 1 0.85 -1.4 0.18 60 168 146 136 130 113 105 -49.6 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 139 123 116 108 96 90 -49.6 0.99 126 1.43 5>60 1 0.85 -1.8 0.18 0-15 176 162 147 138 125 114 -46.0 0.7 0.85 1.03 1>440 1 0.85 -1.4 0.18 No.8 X 20 178 157 144 138 122 111 -46.0 0.7 0.9 1.08 1 0.85 -1.4 0.18 1.25"long 25 178 154 141 138 119 109 -46.0 0.7 0.94 1.12 1 0.85 -1.4 0.13 X 0.375" 2X4 30 178 151 139 138 117 107 -46.0 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 175 149 137 135 115 106 -46.0 0.73 1.01 1.19 1 0.85 -1.4 0.18 head HardiePlank 5,'16 8 diameter Blind Nail Metal 24 40 171 146 135 133 113 105 -46.0 0.76 1.04 1.22 1 0.85 -1.4 0.18 ribbed (33mi1) 45 168 145 134 130 112 104 -46.0 0.785 1.065 1.245 1 0.85 -1.4 0.18 wafer head 50 166 143 132 128 111 103 -460 0.81 1.09 1.27 1 0.85 -1.4 0.18 screw 55 164 142 131 127 110 102 -46.0 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 162 140 130 125 109 101 -46.0 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 134 119 112 104 92 86 -46.0 0.99 1.28 1.43 5>60 1 0.85 -1.8 0.18 0-15 175 159 144 136 , 123 112 -44.3 0.7 . 0.85 1.03 hs60 1 0.85 -1.4 0.18 No.8 X 20 175 154 141 136 120 109 -44.3 0.7 0.9 1.08 1 0.85 -1.4 0.18 1.25"long 25 175 151 138 136 117 107 -44 3 0.7 0.94 1 12 1 0.85 -1.4 0.18 X 0.375" 2X4 30 175 148 136 136 115 105 -44.3 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 172 146 134 133 113 104 -44.3 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5)16 8 25 head Blind Nail 2098' 24 40 166 144 133 130 111 103 -44.3 0.76 1.04 1.22 1 0.85 -1.4 0.18 diameter Metal 45 165 142 131 128 110 102 -44.3 0.785 1.065 1.245 1 0.85 -1.4 0.18 ribbed (33mit) 50 163 140 130 126 109 101 -44.3 0.81 1.09 1.27 1 0.85 -1.4 0.18 wafer head 55 161 139 129 125 108 100 -44.3 0.83 1 11 1.29 1 0.85 -1.4 0.18 screw 60 159 138 128 123 107 99 -44.3 0.85 1.13 1.31 1 0,85 -1.4 0.18 100 132 117 - 102 90 - -44.3 0.99 126 143 5>60 1 0.85 -1.8 0.18 0-15 164 149 135 127 115 105 -38.8 0.7 085 1.03 hs60 1 0.85 -1.4 0.18 No.8 X 20 164 145 132 127 112 102 -38.8 0.7 0.9 1.08 1 065 -1.4 0.18 1.25"long 25 164 141 130 127 110 100 -38.8 0.7 0,94 1.12 1 0.85 -1.4 0.18 X 0.375" 2X4 30 164 139 127 127 107 99 -38.8 0.7 0.98 1,16 1 0.85 -1.4 0.18 35 160 136 126 124 106 97 -38.8 0.73 1.01 1.19 1 0.85 -1.4 0.18 HardiePlank 5116 9.25 head Blind Nail 2098. 24 40 157 134 124 122 104 96 -38.8 0.76 1.04 1.22 1 0.85 -1.4 0.18 diameter Metal 45 155 133 123 120 103 95 -38.8 0.785 1.065 1.245 I 0.85 -1.4 0.18 nbbed (33mi1) 50 152 131 122 118 102 94 -38.8 081 1.09 1,27 1 0.85 -1.4 0.18 wafer head 55 150 130 121 _ 117 101 94 -38.8 0.83 1.11 1.29 1 0.85 -1.4 0.18 screw 60 149 129 120 115 100 93 -38.8 0.85 . 1.13 1.31 1 0.85, -1.4 0.18 100 123 - - 95 - - -38.8 0.99 1.26 1,43 5>60 1 0.85 -1.8 0.18 0-15 161 146 133 125 113 103 -37.6 0.7 0.85 1.03 hs60 1 0.85 -1.4 0.18 No.8 X 20 161 142 130 125 110 101 -37.6 0.7 0.9 1.08 1 0.85 -1.4 0.18 1.25"long 25 161 139 128 125 108 99 -37.6 0.7 0.94 1-12 1 0.85 -1.4 0.18 X 0.375" 2X4 30 161 136 125 125 106 97 -37.6 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 158 134 124 122 104 96 -37.6 0.73 1.01 1.19 1 0.85 -1.4 0.18 head 20ga, HardiePlank 5/16 9.5 diameter Blind Nail Metal 24 40 155 132 122 120 103 95 -37.6 0.76 1.04 1.22 1 0.85 -1.4 0.18 ribbed (33mi1) 45 152 131 121 118 101 94 -37.6 0.785 1.065 1.245 1 0.85 -1.4 0.18 wafer head 50 150 129 120 116 100 93 -37.6 0.81 1,09 1.27 1 0.85 -1.4 0.18 55 148 128 119 115 99 92 -37.6 0.83 1.11 1.29 1 0.85 -1.4 0.18 screw 60 146 127 118 113 _ 98 91 -37.6 0.85 1,13 1.31 1 0.85 -1,4 0.18 100 121 - - 94 - - -37.6 0.99 1.26 1.43 5>60 1 0.85 -1.8 0.18 56 RONALD I.OGAWA ASSOCIATES.INC. 16835 ALGONQUIN STREET#443 HUNTINGTON BEACH,CA 92649 714-292-2602l l l l///isiv,,,,,>- 714-847-4595 FAX lilt� �WA e�� PROJECT:RIO-2683-17 ,10 l7 JAMES HARDIE BUILDING PRODUCTS.INC. 'i 1-888-542-7343 . ,It • - N' nfo@jameshardie.com � ��/ • e • * d ti w �1® cc e \ w ; 2015 IBC,2017 FBC 2015 IBC,2017 FBC 71. y R(�1 S (V `� Allowable,Ultimate Allowable,Nominal 7� J�tt'��11 O+ Design Wind,Speed, Design Wind,Speed, 'm -1::**--... C! tS�t :• � `+ V�n'.e V,w'sr 1L. . 41% ,1 (3-second gust mph) (3-second gust mph) �'�"-n1(- Applicable to methods r y t 0 NINl i specified in[2015 IBC, Applicable to methods Fr`,�11/////l l 2017 FBC]Section specified in Exceptions 1 1609.1.1,as determined by through 3 of(2015 IBC. Figures 1609.3(1), 2017 FBC]Section or 1609.3 3 1609.1.1 1609.3(2). . ( ) Coefficients used in Table 6 calculations for v,,,, Wind exposure category Wind exposure category Siding K, Product .., Stud Building Allowable Product Thickness idth Fastener Fastener Frame Spacing Height" B C D B C D Design (inches) finches) Type Spacing Type (inches) Load (feet) (P55) Exp B Exp C Exp D K„ KJ GC, GC, 1 0-15 141 128 117 110 99 90 -28,9 0.7 0.85 1.03 5060 1 0.85 -1.4 0.18 NO.B X 20 141 125 114 110 97 88 -28.9 0.7 0.9 1.08 1 0.85 -1.4 0.18 1.25"long 25 141 122 112 110 94 87 -28.9 0.7 0.94 1.12 1 0.85 -1.4 0.18 X 0.375" 2X4 30 141 119 - 110 93 - -28.9 0.7 0.98 1.18 1 0.85 -1.4 0.18 35 138 118 - 107 91 - -28.9 0.73 1.01 119 1 0.85 -1.4 0.18 head HardlePlank 5/16 12 diameter Blind Nail Metal 24 40 136 116 - 105 90 - -28.9 0.76 1.04 122 1 0.85 -1.4 0.18 ribbed (33miq 45 133 115 - 103 89 - -28.9 0.785 1.065 1.245 1 0.85 -1.4 0.18 wafer head 50 131 113 - 102 88 - -28.9 0.81 1-09 1,27 1 0.85 -1.4 0.18 55 130 112 - 101 87 - -28.9 0.83 1.11 1.29 1 0.85 -1.4 0.18 screw 60 128 111 - 99 86 - -28.9 0.85 1.13_ 1.31 1 0.85 -t.4 0.18 100 - - - - - - -28.9 0.99 126 1.43 1>60 I 0.85 -1.8 0.18 1.Screws shall penetrate the metal framing at least three full threads. 2.Knurled shank pins shall penetrate the metal framing at least 1/4 inch. 3.Building height=mean roof height(in feet)of a building,except that eave height shall be used for roof angle O less than or equal to 10°(2-12 roof slope). 4.V„,,= ultimate design wind speed 5.V,,.,=nominal design wind speed 6.Linear interpolation of building height 60 ft)and wind speed is permitted. 7. Mod speed design assumptions per Analytical Method Ill ASCE 7-10 Chapter 30 C&C Part 1 and Part 3:l„=1,Kd=0.85.GC„=-1.4(hs60),GC„=-1.8(h>60),GC„,0.18. 8.Or lumber with assigned specific gravityz 0,42 LIMITATIONS OF USE: 1)Fastener pullout must be evaluated when installed a species of wood studs other than that which was tested. 2)In High Velocity Hurricane Zones(HVHZ)install per Miami-Dade County Florida,NOA 17-0406.06 57 OFFICE COPY FORM R405-2017 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative(Performance) Method Applications for compliance with the 2017 Florida Building Code,Energy Conservation via the residential Simulated Performance Method shall include: UI This checklist A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, e-ratio and the pass or fail status along with summary areas and types of components,whether the home was simulated as a worst-case orientation, name and version of the compliance software tool, name of individual completing the compliance report(one page)and an input summary checklist that can be used for field verification (usually four pages/may be greater). eEnergy Performance Level(EPL)Display Card(one page) HVAC system sizing and selection based on ACCA Manual S or per exceptions provided in Section R403.7 JLI Mandatory Requirements(five pages) Required prior to CO for the Performance Method: Ld Air Barrier and Insulation Inspection Component Criteria checklist(Table R402.4.1.1- one page) - O A completed Envelope Leakage Test Report(usually one page) ❑ If Form R405 duct leakage type indicates anything other than "default leakage" then a completed Form R405 Duct Leakage Test Report(usually one page) • 6/24/2019 5:36:27 PM EnergyGauge®USA 6.0.02(Rev.1)-FlaRes2017 FBC 6th Edition(2017)Compliant Software Page 1 of 1 FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 1 Block 198,Stocks Street Builder Name: Mederos Homes Street: ' Lot 1 Block 198,Stocks Street Permit Office: City of Atlantic Beach City,State,Zip: Atlantic ,FL,32233 Permit Number: Owner: Stocks Street Townhomes Jurisdiction: City of Atlantic Bea Design Location: FL,Jacksonville County: Duval(Florida Climate Zone 2) 1. New construction or existing New(From Plans) • 9. Wall Types(2187.3 sqft.) Insulation Area ' 2. Single family or multiple family Single-family a.Frame-Wood,Exterior R=13.0 1966.10 ft2 b.Frame-Wood,Adjacent R=13.0 221.22 ft2 3. Number of units,if multiple family 1 c.N/A R= ft2 4. Number of Bedrooms 3 d.N/A R= ft2 5. Is this a worst case? No ' 10.Ceiling Types (868.4 sqft.) Insulation Area a.Under Attic(Vented) R=30.0 868.37 ft2 6. Conditioned floor area above grade(ft2) 1535.97900390 b.N/A R= ft2 Conditioned floor area below grade(ft2) 0 c.N/A R= ft2 11.Ducts R ft2 7. Windows(204.0 sqft.) Description Area a.Sup:Attic,Ret:Attic,AH:System 1 6 307.19 a. U-Factor: Dbl,U=0.30 204.00 ft2 •• SHGC: SHGC=0.30 b. U-Factor: N/A ft2 12.Cooling systems kBtu/hr Efficiency SHGC: a.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 ' 24.0 HSPF:8.50 SHGC: Area Weighted Average Overhang Depth: 0.206 ft. - . . Area Weighted Average SHGC: 0.300 14.Hot water systems . 8: Floor Types (955.8 sqft.) • Insulation Area a.Electric Cap:40 gallons _ EF:0.944 0 a.Slab-On-Grade Edge Insulation R=0.0 723.85 ft2 . b. Conservation features b.Floor over Garage R=11.0 232.00 ft2 None c.N/A R= ft2 15.Credits . Pstat Total Proposed Modified Loads: 50.88 PASS Glass/Floor Area: 0.133 Total Baseline Loads: 51.01 �7 . I hereby certify that the plans and specifications covered by Review of the plans and ;:•`0..'CKE•STgrA ..i this calculation are in compliance with the Florida Energy specifications covered by this •+• c;,-3 ., p� I'' -: Code, calculation indicates compliance :co i,,, _ ‘;.'t 1.-- .....i'.` .,.I e /�4y=Q2 with the Florida Energy Code: .- 6, 'rrrrn '�„�0 r PREPARED BY: - Before construction is completed rsa.` . •' DATE: 24 June 2019 this building will be inspected for �� a§2 i compliance with Section 553.908 *•.•, aY�y; •I herebycertifythat this building, as designed, is in compliance Florida Statutes. ,I''•.,. •with the Florida Energy.0 9 P .,.' COD w�'� '°~•• C 4414:L5. OWNER/AGENT: ` BUILDING OFFICIAL: ,, DATE: 1=1=1.74)-ti DATE: 2S`'7'/ 9' - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory-sealed in accordance with R403.3.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 7.00 ACH50(R402.4.1.2). • 6/24/2019 5:36 PM EnergyGauge®USA 6.0.02(Rev.1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 1 of 5 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT PROJECT Title: Lot 1 Block 198,Stocks Stree Bedrooms: 3 Address Type: Street Address Building Type: User Conditioned Area: 1536 Lot# Owner Name: Stocks Street Townhomes Total Stories: 2 Block/Subdivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: Mederos Homes Rotate Angle: 0 Street: Lot 1 Block 198,Stocks Permit Office: City of Atlantic Beach Cross Ventilation: County: Duval Jurisdiction: City of Atlantic Bea Whole House Fan: City,State,Zip: Atlantic , Family Type: Single-family FL, 32233 New/Existing: New(From Plans) Comment: Lot 1 Block 198,Stocks Street CLIMATE / Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Jacksonville FL_JACKSONVILLE_INT 32 93 70 75 1281 49 Medium BLOCKS Number Name Area Volume 1 Blockl 1535.979 13916.3 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InflID Finished Cooled Heated 1 System 1 1535.9790013916.3 Yes 4 3 1 Yes Yes Yes FLOORS V # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab-On-Grade Edge lnsulatio System 1 137 ft 0 723.85 ft2 ___- 1 0 0 2 Floor over Garage System 1 ____ ____ 232 ft2 11 1 0 0 ROOF Roof Gable Roof Rad Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Barr Absor. Tested Tested Insul. (deg) 1 Hip Composition shingles 941 ft2 0 ft2 Light N 0.75 No 0.9 No 1 22.6 ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 300 868.37 ft2 N N CEILING V # Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic(Vented) System 1 30 Blown 868.37 ft2 0.11 Wood 6/24/2019 5:36 PM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 2 of 5 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT WALLS `/ Adjacent Cavity. Width Height Sheathing Framing Solar Below V #pmt To WaILlype Space R-value Ft to Et In Area R--Value_-Fraction-Absor^Grade%- 1 W Exterior Frame-Wood System 1 13 19 0 9 0 171.0 ft2 0 0.23 0.6 0 2 N Exterior Frame-Wood System 1 13 14.5 0 9 0 130.5 ft2 0 0.23 0.6 0 3 S Exterior Frame-Wood System 1 13 14.5 0 9 0 130.5 ft2 0 0.23 0.6 0 4 S Exterior Frame-Wood System 1 13 9 0 9 0 81.0 ft2 0 0.23 0.6 0 5 E Garage Frame-Wood System 1 13 10 0 9 0 90.0 ft2 0 0.23 0.6 0 6 N Exterior Frame-Wood ' System 1 13 18 0 9 0 162.0 ft2 0 0.23 0.6 0 _ 7 S Exterior Frame-Wood System 1 13 8.25 0 9 0 74.3 ft2 0 0.23 0.6 0 8 N Garage Frame-Wood System 1 13 7.083 0 9 0 63.7 ft2 0 0.23 0.6 0 9 S Exterior Frame-Wood System 1 13 7.5 0 19 0 142.5 ft2 0 . 0.23 0.6 0 10 . N Garage Frame-Wood System 1 13 7.5 0 9 0 67.5 ft2 0 0.23 0.6 0 11 N Exterior Frame-Wood System 1 13 7.5 0 10 0 75.0 ft2 0 0.23 0.6 0 12 E Exterior Frame-Wood System 1 13 7.5 0 19 0 142.5 ft2 0 0.23 0.6 0 13 S Exterior Frame-Wood System 1 13 7.083 0 3.5 0 24.8 ft2 0 0.23 0.6 0 14 E Exterior Frame-Wood System 1 13 11.66 0 8 0 93.4 ft2 0 0.23 0.6 0 15 E Exterior ' Frame-Wood . System 1 13 12 0 8 0 96.0 ft2 0 0.23 0.6 0 16 N Exterior Frame-Wood System 1 13 7.667 0 8 0 61.4 ft2 0 0.23 . 0.6 0 17 N Exterior Frame-Wood System 1 13 12.83 0 8 ,0 102.6 ft2 0 0.23. 0.6 0 18 W Exterior Frame-Wood System 1 13 12.91 0 8 0 103.4 ft2 0 0.23 0.6 0 19 N Exterior Frame-Wood. System 1 13 .. 12.91 0 8 0 103.4 ft2 0 0.23 0.6 0 20 S Exterior Frame-Wood System 1 13 4.417 0 8 0 35.4 ft2 0 0.23 0.6 0 21 W Exterior Frame-Wood System 1 13 6.083 0 8 0 48.6 ft2 0 0.23 0.6 0 22 S Exterior Frame-Wood System 1 13 10.66 0 8 0 85.4 ft2 0 0.23 0.6 0 23 S Exterior Frame-Wood System 1 13 6.833 0 8 0 54.6 ft2 0 0.23 0.6 0 24 S Exterior Frame-Wood System 1 13 6 0 8 0 48.0 ft2 0 0.23 0.6 0 DOORS V # Ornt Door Type Space Storms U-Value Width , Height Area Ft In Ft In 1 W Wood System 1 None .39 3 6.7 20.ft2 2 E Wood System 1 None .39 2.7 6.7 17.8 ft2 3 N Wood System 1 None .39 2.7 6.7 17.8 ft2 WINDOWS ' Orientation shown is the entered,Proposed orientation. / Wall Overhang V • # Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 S 3 Vinyl Low-E Double Yes 0.3 0.3 N 36.0 ft2 0 ft 0i 0 ft 0 in None None 2 N 2 Vinyl Low-E Double Yes 0.3 0.3 N -12.0 ft2 0 ft 0 in 0 ft 0 in None None 3 S 4 Vinyl Low-E Double Yes 0.3 0.3 N 18.0 ft2 0 ft 0 in. 0 ft 0 in None None 4 S 4 Vinyl Low-E Double • Yes 0.3 0.3 N 10.0 ft2 0 ft 0 in 0 ft 0 in None None 5 S 7 Vinyl Low-E Double Yes 0.3 '0.3 N .8.0 ft2 0 ft 0 in 0 ft 0 in None None 6 S 9 Vinyl Low-E Double Yes 0.3 0.3 N 15.0 ft2 0 ft 0 in 0 ft 0 in None None 7 S 9 Vinyl Low-E Double Yes 0.3 0.3 N 3.0 ft2 4 ft 0 in 1 ft 0 in None . None 8 S 9 Vinyl Low-E Double Yes 0.3 0.3 N 15.0 ft2 2 ft 0 in 2 ft 0 in None None 6/24/2019 5:36 PM EnergyGauge®USA 6.0.02(Rev.1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 3 of 5 • • FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT WINDOWS Orientation shown is the entered,Proposed orientation. Wall Overhang V # Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 9 E 14 Vinyl Low-E Double • " Yes 0.3 0.3 N 15.0 ft' 0 ft 0 in 0 ft 0 in None None 10 N 16 Vinyl Low-E Double Yes 0.3 0.3 • N 8.0 ft' 0 ft 0 in 0 ft 0 in None None 11 N 17 Vinyl Low-E Double Yes 0.3 0.3 N 15.0 ft' 0 ft 0 in 0 ft 0 in None None 12 W 18 Vinyl Low-E Double Yes 0.3 0.3 N 30.0 ft' 0 ft 0 in 0 ft 0 in None None 13 W. 21 Vinyl Low-E Double Yes 0.3 0.3 N 4.0 ft' 0 ft 0 in 0 ft 0 in None None 14 E 12 Wood Low-E Double Yes 0.3 0.3 N 15.0 ft' 0 ft 0 in 0 ft 0 in None None • GARAGE ✓ # Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation 1 232 ft2 232 ft2 32ft 8ft 1 • INFILTRATION # Scope Method SLA CFM 50 ELA EqLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000403 1623.6 89.13 167.63 .2103 7 HEATING SYSTEM V # System Type . Subtype . Efficiency Capacity Block Ducts 1 Electric Heat Pump/ Split HSPF:8.5 24 kBtu/hr 1 sys#1 COOLING SYSTEM - • V # System Type Subtype . • Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit/ Split SEER:14.5 24 kBtu/hr 720 cfm 0.75 1 sys#1 HOT WATER SYSTEM V # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None System 1 0.94 40 gal 70.gal 120 deg None SOLAR HOT WATER SYSTEM V FSEC • Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF None None ft2 DUCTS / --b--Supply---- Return---- Air CFM 25 CFM25 HVAC# V # Location R-Value Area Location Area. Leakage Type Handler TOT OUT QN RLF Heat Cool 1 - Attic 6 307.19 Attic •76.798 Default Leakage System 1 (Default) (Default) 1 1 6/24/2019 5:36 PM . EnergyGauge®USA 6.0.02(Rev.1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 4 of 5 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT TEMPERATURES Programable Thermostat:Y Ceiling Fans: Coolin [r ]Jan [[ ]]Feb 1 Mar [ A r [ Ma fX Jun [X Jul [X Au [X]Se [ Oct [ ]Nov r l Dec Heatin [ J Jan [X]Feb ')q Mar r i Ar [ 1 Ma 'Jun [ 1 Jul [ Aug [ ]Se [ 1 Oct [X]Nov [Xl Dec Venting [ Jan [ ]Feb 'XI Mar [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 MASS... Mass Type Area Thickness Furniture Fraction Space. Default(8 lbs/sq.ft. ' . 0 ft2 ' 0 ft 0.3 System,1 6/24/2019 5:36 PM EnergyGauge®USA 6.0.02(Rev.1)=FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 5 of 5 2017 EPL DISPLAY CARD ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX*= 100 The lower the Energy Performance Index, the more efficient the home. 1. New home or, addition 1. New(From Plans) 12. Ducts, location&insulation level a) Supply ducts R 6.0 2. Single-family or multiple-family 2. Single-family b) Return ducts R 6.0 c)AHU location System 1 3. No. of units(if multiple-family) 3. 1 4. Number of bedrooms 4. 3 13. Cooling system: Capacity 24.0 a)Split system SEER 14.5 5. Is this a worst case?(yes/no) 5. No b) Single package SEER c) Ground/water source SEER/COP 6. Conditioned floor area(sq.ft.) 6. 1536 d) Room unit/PTAC EER e)Other 7.Windows,type and area a) U-factor:(weighted average) 7a. 0.300 b)Solar Heat Gain Coefficient(SHGC) 7b. 0.300 14. Heating system: Capacity 24.0 c)Area 7c. 204.0 a)Split system heat pump HSPF 8.5 b) Single package heat pump HSPF 8. Skylights c) Electric resistance COP a) U-factor:(weighted average) 8a. NA d) Gas furnace, natural gas AFUE b)Solar Heat Gain Coefficient(SHGC) 8b. NA e)Gas furnace, LPG AFUE f)Other 9. Floor type, insulation level: a)Slab-on-grade(R-value) 9a. 0.0 b)Wood, raised (R-value) 9b. 11.0 15.Water heating system c) Concrete, raised (R-value) 9c. a) Electric resistance EF 0.94 b)Gas fired, natural gas EF 10. Wall type and insulation: c) Gas fired, LPG EF A. Exterior: d)Solar system with tank EF 1.Wood frame(Insulation R-value) 10A1. 13.0 e) Dedicated heat pump with tank EF 2. Masonry(Insulation R-value) 10A2. f) Heat recovery unit HeatRec% B.Adjacent: g)Other 1.Wood frame(Insulation R-value) 10B1. 13.0 2. Masonry(Insulation R-value) 10B2. 16. HVAC credits claimed (Performance Method) 11. Ceiling type and insulation level a) Ceiling fans a) Under attic 11a. 30.0 b) Cross ventilation No b) Single assembly 11 b. c)Whole house fan No c) Knee walls/skylight walls 11c. d) Multizone cooling credit d) Radiant barrier installed 11d. No e) Multizone heating credit f) Programmable thermostat Yes *Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. I certify that this home has complied with the Florida Building Code, Energy Conservation, through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL display card will be completed based on installed code compliant features. Builder Signature: Date:00111. J J"1.›.0) / Address of New Home: Lot 1 Block 198, Stocks Street City/FL Zip: Atlantic, FL 32233 6/24/2019 5:37:20 PM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017)Compliant Software Page 1 of 1 Stocks Block 198 Lot 1 HVAC Load Calculations for Stocks Street Townhomes Lot 1 Block 198, Stocks Street Alantic Beach, Florida - I S t - 1 +1 I � ` a I ) - .I '_ j 1 J RESIDENTIAL HVAC LOADS ' I Prepared By: Greener Solutions Air 4453 Sunbeam Rd Jacksonville, Fla.32257 904-730-3313 Monday,June 24,2019 Rhvac is an ACCA approved Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition,Version 2,and ACCA Manual D. Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. Greener Solutions Air Stocks Block 198 Lot 1 Jacksonville,FL 32257 Page 2 Project Report I General Project Information Project Title: Stocks Block 198 Lot 1 Designed By: Curt Kinder Project Date: Wednesday, May 15, 2019 Client Name: Stocks Street Townhomes Client Address: Lot 1 Block 198, Stocks Street Client City: Alantic Beach, Florida Company Name: Greener Solutions Air Company Address: 4453 Sunbeam Rd Company City: Jacksonville, Fla.32257 Company Phone: 904-730-3313 Design Data Reference City: Jacksonville Mayport Naval, Florida Building Orientation: Front door faces East Daily Temperature Range: Medium Latitude: 30 Degrees Elevation: 16 ft. Altitude Factor: 0.999 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 39 36.58 n/a n/a 70 n/a Summer: 92 78 54% 50% 75 58 Check Figures Total Building Supply CFM: 855 CFM Per Square ft.: 0.557 Square ft. of Room Area: 1,536 Square ft. Per Ton: 751 Volume(ft3): 13,765 Building Loads Total Heating Required Including Ventilation Air: 18,699 Btuh 18.699 MBH Total Sensible Gain: 18,407 Btuh 85 % Total Latent Gain: 3,304 Btuh 15 % Total Cooling Required Including Ventilation Air: 21,712 Btuh 1.81 Tons(Based On Sensible+ Latent) 2.05 Tons(Based On 75%Sensible Capacity) Notes Rhvac is an ACCA approved.Manual J, D and S computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. Monday,June 24, 2019, 5:47 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. Greener Solutions Air Stocks Block 198 Lot 1 Jacksonville,FL 32257 Page 3 Building Pie Chart • ,Infiltration 14% Floor 24%. / Building __Ductwork 17% Loss Roof 5% _ — 18,699 = Btuh Door 2% i� Glass 10% Wall 28% Floor 1% Roof 7% Infiltration 11 Wall 18%, Building • r' ` Ductwork 23% Gain 21 ,712 Btuh Glass 16% / I r Door 2% / Equipment 15% People 6% Monday,June 24, 2019,5:47 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. Greener Solutions Air ® Stocks Block 198 Lot 1 Jacksonville,FL 32257 Page 4 Equipment Data - System 1 - Whole House Cooling System Type: Air Source Heat Pump Outdoor Model: 4TWR4024G1 Indoor Model: TEM6A0B24H21+TDR Tradename: TRANE Outdoor Manufacturer: TRANE Description: Air Source Heat Pump AHRI Reference No.: 8938849 Capacity: 24,000 Efficiency: 14.5 SEER Heating System Type: Air Source Heat Pump Model: 4TWR4024G1 Tradename: TRANE Manufacturer: TRANE Description: Air Source Heat Pump Capacity: 22,000 Efficiency: 8.5 HSPF This system's equipment was selected in accordance with ACCA Manual S. Manual S equipment sizing data: SODB:92F, SOWB: 78F, WODB:39F, SIDB:75F, SIRH:50%,WIDB:70F, Sen.gain: 18,407 Btuh, Lat.gain:3,304 Btuh, Sen. loss: 18,699 Btuh, Entering clg.coil DB:76.6F, Entering clg.coil WB:63F, Entering htg.coil DB:69F, Clg.coil TD: 18F, Htg.coil TD:27F, Req.clg.airflow:855 CFM, Req. htg. airflow:607 CFM • Monday,June 24, 2019,5:47 PM Florida Building Code, Energy Conservation, 6th Edition (2017) Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods ADDRESS: Lot 1 Block 198,Stocks Street Permit Number: Atlantic ,FL,32233 MANDATORY REQUIREMENTS See individual code sections for full details. V SECTION R401 GENERAL ▪ R401.3 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 Statutes)requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings.The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit.The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate code compliance for the building.A copy of the EPL display card can be found in Appendix RD. ❑ R402.4 Air leakage(Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.4.1 through R402.4.5. Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to comply with Section C402.5. ❑ R402.4.1 Building thermal enveld*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 R402.4.1.1,as applicable to the method of construction.Where required by the code official,an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air changes per hour in Climate Zones 1 and 2,and three air changes per hour in Climate Zones 3 through 8.Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g.(50 pascals).Testing shall be conducted by either individuals as defined in Section 553.993(5)or(7),Florida Statutes,or individuals licensed as set forth in Section 489.105(3)(f),(g)or(i)or an approved third party.A written report of the results of the test shall be signed by the party conducting the test and provided to the code official.Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. Exception: Testing is not required for additions,alterations,renovations,or repairs,of the building thermal envelope of existing buildings in which the new construction is less than 85 percent of the building thermal envelope. During testing: 1.Exterior windows and doors,fireplace and stove doors shall be closed,but not sealed,beyond the intended weatherstripping or other infiltration control measures. 2.Dampers including exhaust,intake,makeup air,backdraft and flue dampers shall be closed,but not sealed beyond intended infiltration control measures. 3.Interior doors,if installed at the time of the test,shall be open. 4.Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed. 5.Heating and cooling systems,if installed at the time of the test,shall be turned off. 6.Supply and return registers,if installed at the time of the test,shall be fully open. R402.4.2 Fireplaces. New wood-burning fireplaces shall have tight-fitting flue dampers or doors,and outdoor combustion air.Where using tight-fitting doors on factory-built fireplaces listed and labeled in accordance with UL 127,the doors shall be tested and listed for the fireplace.Where using tight-fitting doors on masonry fireplaces,the doors shall be listed and labeled in accordance with UL 907. EiR402.4.3 Fenestration air leakage/indows,skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot(1.5 Us/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. 6/24/2019 5:37 PM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 1 of 5 MANDATORY REQUIREMENTS - (Continued) ❑ R402.4.4 Rooms containing fuel-burning appliances. In Climate Zones 3 through 8,where open combustion air ducts provide combustion air to open combustion fuel burning appliances,the appliances and combustion air opening shall be located outside the building thermal envelope or enclosed in a room,isolated from inside the thermal envelope.Such rooms shall be sealed and insulated in accordance with the envelope requirements of Table R402.1.2,where the walls,floors and ceilings shall meet not less than the basement wall R-value requirement.The door into the room shall be fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403.The combustion air duct shall be insulated where it passes through conditioned space to a minimum of R-8. Exceptions: 1. Direct vent appliances with both intake and exhaust pipes installed continuous to the outside. 2. Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code,Residential. ❑R402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces.All recessed luminaires shall be IC-rated and labeled as having an air leakage rate not more than 2.0 cfm(0.944 Us)when tested in accordance with ASTM E283 at a 1.57 psf(75 Pa)pressure differential.All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. SECTION R403 SYSTEMS R403.1 Controls. ❑ R403.1.1 Thermostat provision(Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. ❑ R403.1.3 Heat pump supplementary heat(Mandatory). Heat pumps having supplementary electric-resistance heat shall have controls that,except during defrost,prevent supplemental heat operation when the heat pump compressor can meet the heating load. ❑ R403.3.2 Sealing(Mandatory) All ducts,air handlers,filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers,shall be constructed and sealed in accordance with Section C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below. Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5)or (7),Florida Statutes,or individuals licensed as set forth in Section 489.105(3)(f),(g)or(i),Florida Statutes,to be"substantially leak free"in accordance with Section R403.3.3. ❑ R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design airflow rate when tested in accordance with ASHRAE 193. ❑ R403.3.3 Duct testing(Mandatory).Ducts shall be pressure tested to determine air leakage by one of the following methods: 1, Rough-in test:Total leakage shall be measured with a pressure differential of 0.1 inch w.g.(25 Pa)across the system,including the manufacturer's air handler enclosure if installed at the time of the test.All registers shall be taped or otherwise sealed during the test. 2. Postconstruction test:Total leakage shall be measured with a pressure differential of 0.1 inch w.g.(25 Pa)across the entire system,including the manufacturer's air handler enclosure.Registers shall be taped or otherwise sealed during the test. Exceptions: 1. A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building thermal envelope. 2. Duct testing is not mandatory for buildings complying by Section 405 of this code. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. ❑R403.3.5 Building cavities(Mandatory). Building framing cavities shall not be used as ducts or plenums. 1-7❑R403.4 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. ❑ R403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including that caused by sunlight,moisture,equipment maintenance and wind,and shall provide shielding from solar radiation that can cause degradation of the material.Adhesive tape shall not be permitted. ❑ R403.5.1 Heated water circulation and temperature maintenance systems(Mandatory)Heated water circulation systems shall be in accordance with Section R403.5.1.1.Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2. Automatic controls,temperature sensors and pumps shall be accessible.Manual controls shall be readily accessible. R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump.The system return ❑ pipe shall be a dedicated return pipe or a cold water supply pipe.Gravity and thermosiphon circulation systems shall be prohibited. Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the occupancy.The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and when there is no demand for hot water. ❑ R403.5.1.2 Heat trace systems.Electric heat trace systems shall comply with IEEE 515.1 or UL 515.Controls for such systems shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance with the times when heated water is used in the occupancy. 6/24/2019 5:37 PM EnergyGauge®USA 6.0.02(Rev.1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 2 of 5 MANDATORY REQUIREMENTS - (Continued) D R403.5.5 Heat traps(Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets.External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3'/:inches(89 mm)in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.5.6 Water heater efficiencies(Mandatory). R403.5.6.1.1 Automatic controls. Service water-heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use.The minimum temperature setting range shall be from 100°F to 140°F(38°C to 60°C). R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off.A separate valve shall be provided to permit the energy supplied to the main burner(s)of combustion types of service water-heating systems to be turned off. ❑ R403.5.6.2 Water-heating equipment. Water-heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code,Energy Conservation,Commercial Provisions,for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water-heating category.Solar water heaters shall meet the criteria of Section R403.5.6.2.1. ❑ R403.5.6.2.1 Solar water-heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system.The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems.Solar collectors shall be tested in accordance with ISO Standard 9806,Test Methods for Solar Collectors, and SRCC Standard TM-1,Solar Domestic Hot Water System and Component Test Protocol.Collectors in installed solar water-heating systems should meet the following criteria: 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. ❑ R403.6 Mechanical ventilation(Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code,Residential,or Florida Building Code,Mechanical,as applicable,or with other approved means of ventilation including:Natural, Infiltration or Mechanical means.Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. ❑ R403.6.1 Whole-house mechanical ventilation system fan efficacy.When installed to function as a whole-house mechanical ventilation system,fans shall meet the efficacy requirements of Table R403.6.1. Exception: Where whole-house mechanical ventilation fans are integral to tested and listed HVAC equipment,they shall be powered by an electronically commutated motor. R403.6.2 Ventilation air. Residential buildings designed to be operated at a positive indoor pressure or for mechanical ventilation shall meet the following criteria: 1. The design air change per hour minimums for residential buildings in ASHRAE 62.2,Ventilation for Acceptable Indoor Air Quality,shall be the maximum rates allowed for residential applications. 2. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics, crawlspaces,attached enclosed garages or outdoor spaces adjacent to swimming pools or spas. 3. If ventilation air is drawn from enclosed space(s),then the walls of the space(s)from which air is drawn shall be insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum of R-19,space permitting,or R-10 otherwise. R403.7 Heating and cooling equipment(Mandatory). ❑ R403.7.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building.The manufacturer and model number of the outdoor and indoor units(if split system)shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1.This Code does not allow designer safety factors,provisions for future expansion or other factors that affect equipment sizing.System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems.New or replacement heating and cooling equipment shall have an efficiency rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed. TABLE R403.6.1 WHOLE-HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY FAN LOCATION AIRFLOW RATE MINIMUM MINIMUM EFFICACY a AIRFLOW RATE MAXIMUM (CFM) (CFM/WATT) (CFM) Range hoods Any 2.8 cfm/watt Any In-line fan Any 2.8 cfm/watt Any Bathroom,utility room 10 1.4 cfm/watt <90 Bathroom,utility room 90 2.8 cfm/watt Any For SI: 1 cfm=28.3 L/min. a. When tested in accordance with HVI Standard 916 6/24/2019 5:37 PM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 3 of 5 MANDATORY REQUIREMENTS - (Continued) ❑ R403.7.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.7,or the closest available size provided by the manufacturer's product lines.The corresponding latent capacity of the equipment shall not be less than the calculated latent load. The published value for AHRI total capacity is a nominal,rating-test value and shall not be used for equipment sizing.Manufacturer's expanded performance data shall be used to select cooling-only equipment.This selection shall be based on the outdoor design dry-bulb temperature for the load calculation(or entering water temperature for water-source equipment),the blower CFM provided by the expanded performance data,the design value for entering wet-bulb temperature and the design value for entering dry-bulb temperature. Design values for entering wet-bulb and dry-bulb temperatures shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s)is installed in an unconditioned space. Exceptions: 1. Attached single-and multiple-family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida-registered engineer,in attached single-and multiple-family units,the capacity of equipment may be sized in accordance with good design practice. R403.7.1.2 Heating equipment capacity. ❑ R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section R403.7.1.1,and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if the design heating load is 1.15 times greater than the design cooling load. ❑ R403.7.1.2.2 Electric resistance furnaces. nfurnaces requirements calculated according to the procedureElectric selectedresistainr Sectionce R403shall.7.1.be sized within 4 kW of the design ❑ R403.7.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.7.1. ❑ R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis,such as anticipated additional loads caused by major entertainment events,shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. R403.8 Systems serving multiple dwelling units(Mandatory). Systems serving multiple dwelling units shall comply with Sections ❑ C403 and C404 of the IECC—Commercial Provisions in lieu of Section R403. ❑ R403.9 Snow melt and ice system controls(Mandatory) Snow-and ice-melting systems,supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 50°F(10°C),and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F(4.8°C). ❑ R403.10 Pools and permanent spa energy consumption(Mandatory). The energy consumption of pools and permanent spas shall be in accordance with Sections R403.10.1 through R403.10.5. ❑ R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on-off switch that is an integral part of the heater mounted on the exterior of the heater,or external to and within 3 feet(914 mm)of the heater.Operation of such switch shall not change the setting of the heater thermostat.Such switches shall be in addition to a circuit breaker for the power to the heater.Gas-fired heaters shall not be equipped with continuously burning ignition pilots. ❑ R403.10.2 Time switches.Time switches or other control methods that can automatically turn off and on according to a preset schedule shall be installed for heaters and pump motors.Heaters and pump motors that have built-in time switches shall be in compliance with this section. Exceptions: 1. Where public health standards require 24-hour pump operation. 2. Pumps that operate solar-and waste-heat-recovery pool heating systems. 3. Where pumps are powered exclusively from on-site renewable generation. ElR403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor-retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Where more than 70 percent of the energy for heating,computed over an operation season,is from site-recovered energy,such as from a heat pump or solar energy source,covers or other vapor-retardant means shall not be required. R403.10.4 Gas-and oil-fired pool and spa heaters. All gas-and oil-fired pool and spa heaters shall have a minimum thermal ❑ efficiency of 82 percent for heaters manufactured on or after April 16,2013,when tested in accordance with ANSI Z 21.56.Pool heaters fired by natural or LP gas shall not have continuously burning pilot lights. 6/24/2019 5:37 PM EnergyGauge®USA 6.0.02(Rev.1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 4 of.5 • R403.10.5 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160,Table 2,Standard Rating Conditions-Low Air Temperature.A test report from an independent laboratory is required to verify procedure compliance.Geothermal swimming pool heat pumps are not required to meet this standard. ❑ R403.11 Portable spas(Mandatoryhe energy consumption of electric-powered portable spas shall be controlled by the requirements of APSP-14. SECTION R404 ELECTRICAL POWER AND LIGHTING SYSTEMS El R404.1 Lighting equipment(Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be high-efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high-efficacy lamps. Exception:Low-voltage lighting. R404.1.1 Lighting equipment(Mandatory)Fuel gas lighting systems shall not have continuously burning pilot lights. • • 6/24/2019 5:37 PM EnergyGauge®USA 6.0.02(Rev.1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 5 of 5 2017 -AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 1 Block 198,Stocks Street Builder Name: Mederos Homes Street: Lot 1 Block 198,Stocks Street Permit Office: City of Atlantic Beach City,State,Zip: Atlantic ,FL,32233 Permit Number: Owner: Stocks Street Townhomes Jurisdiction: City of Atlantic Bea Design Location: FL,Jacksonville c-) COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed in the building envelope. Air-permeable insulation shall The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material. requirements Breaks or joints in the air barrier shall be sealed. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with The insulation in any dropped ceiling/soffit the insulation and any gaps in the air barrier shall be sealed. shall be aligned with the air barrier. Access openings,drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Walls The junction of the foundation and sill plate shall be sealed. Cavities within corners and headers of frame walls The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity sealed. with a material having a thermal resistance of R-3 Knee walls shall be sealed. per inch minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Windows,skylights The space between window/door jambs and framing,and and doors skylights and framing shall be sealed. Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated. Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to (including insulation. maintain permanent contact with the underside of above-garage subfloor decking,or floor framing cavity insulation and cantilevered shall be permitted to be in contact with the top side floors) of sheathing,or continuous insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members. Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation,insulation a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace Shafts,penetrations Duct shafts,utility penetrations,and flue shafts opening to exterior or unconditioned space shall be sealed. Batts in narrow cavities shall be cut to fit,or narrow Narrow cavities 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 Recessed light fixtures installed in the building shall be sealed to the drywall. thermal envelope shall be air tight and IC rated. 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 oipi g and wiring. Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall on exterior wall tubs shall separate them from the showers and tubs. be insulated. Electrical/phone box or The air barrier shall be installed behind electrical or communication exterior walls 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. Concealed When required to be sealed,concealed fire sprinklers shall only be sprinklers sealed in a manner that is recommended by the manufacturer. Caulking or other adhesive sealants shall not be used to fill voids between fire sprinkler cover plates and walls or ceilings. a.In addition,inspection of log walls shall be in accordance with the provisions of ICC-400. 6/24/2019 5:38 PM EnergyGauge®USA 6.0.02(Rev.1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 1 of 1 • Envelope Leakage Test Report (Blower Door Test) . Residential Prescriptive, Performance or ERI Method Compliance- . 2017 Florida Building Code, Energy Conservation, 6th Edition Jurisdiction: City of Atlantic Bea . Permit#: Job Information Builder: Mederos Homes Community: Lot: NA Address: Lot 1 Block 198, Stocks Street • City: Atlantic State: FL Zip: 32233 Air Leakage Test Results Passing results must meet either the Performance; Prescriptive, or ERI Method Q -PRESCRIPTIVE METHOD-The building or dwelling unit shall be tested and verified as having'an air leakage rate of not exceeding 7 air ' changes per hour at a pressure of 0.2 inch w.g.(50 Pascals)in Climate Zones 1 and 2. Q PERFORMANCE or ERI METHOD-The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding, the selected ACH(50)value,as shown on Form R405-2017(Performance)or R406-2017(ERI),section labeled as infiltration,sub-section ACH50. ACH(50)specified on Form R4052017-Energy Ca/c(Performance)or 8406-2097(ERI): 7.000 . x 60 = 13916 = Method for calculating building volume: CFM(50) Building Volume ACH(50) 0 Retrieved from architectural plans PASS •Code software calculated . n When ACH(50) is less than 3, Mechanical Ventilation installation Q Field measured and calculated I I must be verified by building department. . R402.4.1.2 Testing.Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g.(50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5)or(7),Florida Statues.or individuals licensed as set forth in Section 489.105(3)(f),(g),or(i)or an approved third party.A written report of the results of the test shall be signed by the party conducting thetest and provided to thecode official.Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. • During testing: - 1.Exterior windows and doors,fireplace and stove doors shall be closed,but not sealed,beyond the intended weatherstripping or other infiltration • - control measures. 2.Dampers including exhaust,intake,makeup air,back draft and flue dampers shall be closed,but not sealed beyond intended infiltration control measures. 3. Interior doors,if installed at the time of the test,shall be open. 4.Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed. .. 5.Heating and cooling systems,if installed at the time of the test,shall be turned off. - 6.Supply and return registers,if installed at the time of the test,shall be fully open. Testing Company Company,Name: Phone: I hereby verify that the above Air-Leakage results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. - Signature of Tester: Date of Test: Printed Name of Tester: • License/Certification#: Issuing Authority: - • 6/24/2019 5:41:22 PM EnergyGauge®USA 6.0.02(Rev.1)-FlaRes2017 FBC 6th Edition(2017)Compliant Software Page 1 of 1 I _ ,._ .. OFFICE CO . ._ H U O IVilTek® cccz) a -,2 cc N �. ss _ iv RE: E0506 . E N®'r°e`1CUSA,jni..N , - Stock St. Townhomes N ;6� 0 Eat BI'. �' ` LL. Li-) T y �330 415 Site Information:' y E_ ' c w o p E"''o CC CL fn U Customer Stock St. Townhomes Project Name: E0506 w ---- 0 0 0 � � - LotJBlock: Model; o Address: Stock St. Townhomes, . Subdivision: co o z CC N City: . State: . 2' a -2 w M.. o Z p � General Truss Engineering Criteria & Design Loads (Individual Truss Desi n tips trhgs SlwovtSpecif.E ti Loading Conditions): _� °` o > a a Design Code:. FBC2017/TPI2014 Design Program: MiTek 20/2( 8 a a m �. u,� a a . a z �ooV Wind Code: ASCE 7-10 Wind Speed: 13.0 mph w „� m Roof Load: 37.0 psf . . - Floor Load:. N/A psf a in This package includes 36 individual, dated Truss Design Drawings and 0 Additional Drawings. • With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T17227717 A01 6/3/2019 . 22 T17227738 . EJ03 6/3/2019 2 T17227718 A02 6/3/2019 23 T17227739 EJ04 6/3/2019 3 T17227719- - A03 6/3/2019 24 T17227740 EJ05 6/3/2019 4 T17227720 A04 6/3/2019 25 T17227741 . EJ06 '• 6/3/2019 5 . T17227721 A05 6/3/2019 26 T17227742 F01 6/3/2019 6 T17227722 A06 6/3/2019 27 . . 717227743 F02 6/3/2019 . 7 T17227723.: A07 6/3/2019 28 T17227744 F03 6/3/2019 8 T17227724 A08 6/3/2019 29 T17227745 F04 .: 6/3/2019 9 T17227725 B01 . 6/3/2019 - 30 T17227746 F05 . 6/3/2019 10 T17227726 . B02 6/3/2019 . 31 . .T17227747 -. F06 : 6/3/2019 11 T17227727 - - B03 6/3/2019 32 T17227748 F07 6/3/2019 12 T17227728 B04 6/3/2019 33 T17227749 FG01. . 6/3/2019 13 T17227729 B05 6/3/2019 34 T17227750 HJO1 6/3/2019 14 T17227730 CJO1 6/3/2019 35 T17227751 HJO2 • 6/3/2019 15 T17227731 CJO2 - 6/3/2019 36 T17227752 • HJO3 6/3/2019 16 T17227732 : CJO3 6/3/2019 . 17 . 17 T17227733 CJO4 6/312019 18 . T17227734 CJO5 6/3/2019- 19 T17227735: .. CJO6 6/3/2019 : :: ' 20 T17227736 ' EJ01 6/3/2019 • 21 .: T17227737 . :EJ02 6/3/2019 The:truss drawing(s)referenced above have been prepared by : • MiTek USA,Inc under my direct supervision ,�illistli��i based'on the parameters provided by Gleckler and Soris Building Supplies. `%0 p.S A. l�l rte Cr: i Truss Design Engineer's Name: Albani,Thomas ��.\X 'G•E N e'9 e• My license renewal date for the state of Florida is February 28, 2021. • , Florida COA:6634 . i No 39380 IMPORTANT NOTE:The seal on these truss component designs is a certification ... _ 'k / l that theengineer named is licensed in the jurisdiction(s)identified and that the • designs comply with ANSIITP_I 1. These designs are based upon parameters . 7.'13 • � �- 't . • shown(e.g.,loads,supports,dimensions,shapes and design codes),which were %1-1 - '.._�� a �� • given to MiTek. Any ro ect secific information included is for MiTek %0 customers file reference purpose only,and was not taken into account in the preparation of - . ., �'•.4. O R \:9..• \ ,% these designs. MiTek has not independently verified the applicability of the design : le S ....... \,\y‘•• parameters s ore applicabilitys for of design np arlcular ameters�atlnd9 properly incorpohe rate ateuthdse designs •�l•• H ,A`' verify Pp Y 9 P P P Y P 9 . . into the overall building design per ANSI/TPI 1,Chapter 2: Thomas A.Albani PE No.39380 • MITek USA,Inc.FL.Cert 6634 - " 6904 Parke East Blvd.Tampa FL 33610 June.03, 2019 no, 1 of 1: , . am; omas . . . . Job Truss Truss Type • . Qty . :Ply Stock St.Townhomes • E0506 A01 Common • 7 1 717227717 ' Job Reference(optional): Gleckler and Sons Building Supplies,.Jacksonville,FL-32209, • . Run:8.31 E May 22 2019 Print:8.310 E.May 22 2019 MiTek Industries,Inc.:Mon Jun 03 14:08:21 .Page:1 • ID:JLo4Dy2mxHcdOHRRgCgeDzzGe_X-76PIT43UKHFgYaBnz?gQhavYV?oKmjgyCvBg?VzgzRP. -1-4-0i. 5-0-14 9-6-0 13-11-2 : • 19-0-0 20-4-0 1-4-0 '5-0-14 . I .4-5-2. _ I .4-5-2.. • I 5-0-14' 1 1-4-0 I:. .. .. 4x6= . ' 12 5 �— 2x4� 16 17 2x4 3 . m Lc rJ `' 4 15 18 2 6 a4. : 1 0. fill %.,- 7 3X6',.... • 5x8= • 3x6 I .9-6-0 I - 19-0-0 9-6-0 • 9-6-0 Scale=1:43.6 Plate Offsets(X,Y): [2:0-3-0,0-1=8],[6:0-3-0,0-1-8],[8:0-4-0,0-3-0] • Loading (psf) Spacing 2-0-0 CSI DEFL - in (lac) Vdefl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 . TC 0.44 Vert(LL) -0.13 8-14 >999 240 MT20 244/190 TCDL • 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.28 8-14 >815 • 180 BCLL 0.0• -Rep Stress Incr YES WB 0.21 Horz(CT) 0.03 6 n/a n/a .'' BCDL 10.0 . Code FBC2017/TPI2014 Matrix-MS , Weight:83 lb FT=20% LUMBER5) 'This truss has been designed for a live load of 20.0psf . TOP CHORD 2x4 SP No.2 • on the bottom chord in all areas where a rectangle / BOT CHORD 2x4 SP No.2 . 3-06-00 tall by 2-00-00 wide will fit between the bottom ' WEBS 2x4 SP No.3 chord and any other members. -BRACING 6) All bearings are assumed to be SP No.2 crushing TOP CHORD Structural wood sheathing directly applied or capacity of.565 psi. 4-9-2 oc purlins. 7) Provide mechanical connection(by'others)of truss to BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bearing plate capable of withstanding 185 lb uplift at bracing. joint 2 and 185 lb uplift at joint 6. REACTIONS (lb/size) 2=778/0-3,8,6=778/0-3-8 LOAD CASE(S) Standard . • Max Horiz 2=-76(LC 13) Max Uplift 2=-185(LC 12),6=-185(LC 13) . FORCES . (Ib)-Maximum Compression/Maximum Tension ' TOP CHORD 1-2=0/29;2-15=-1342/301,3-15=-1323/313, • • • • • 3-16=-1004/209,4-16=-950/218, . 4-17=-950/218,5-17=-1004/209, : 5-18=-1323/313,6-18=-1342/301,6-7=0/29 1 11111111/� BOT CHORD• 2-8=-286/1221,6-8=-232/1221 `�� i��I • WEBS 4-8=-32/542,5-8=391/218,3-8=-391/218 N• 0 .... A'•q(-e 0I,, • NOTES 1) Unbalanced roof live loads have been considered for � k •••,. G E N SF•• , 1. • this design. No 39380 - 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) . Vasd=101 mph;TCDL=4.0psf;BCDL=5.Opsf;h=25ft; • Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2).-1-4-11 to 1-7-5, • :"O: -- Interior(1)1-7-5 to 9-6-0,Exterior(2)9-6-0 to 12-6-0, 1 •• ': F •• LU • Interior(1)12-6-0 to 20-4-11 zone;cantilever left and • . . 0 •• ` i— - . • right exposed end vertical left and right ... ��'' ; Q;•• for members and forces&.MWFRS for reactions shown; <\_c.1 oil ..••`�j>e.� Lumber DOL=1.60 plate grip DOL=1.60 I�Oj��NAL�`,��` 3) Plates checked for a plus or minus 5 degree rotation � ' i�.1/1111111111 about its center. . . . . 4) This truss.has been designed for a 10.0 psf bottom ' - . : Thomas A.Albani PE No.39380 .chord live load nonconcurrent with any other live loads. -• MITek USA,Inc.FL Cert 6634 . •6904 Parke East Blvd.Tampa FL33610 .. Date: • June 3,2019 -- :A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. I• Design valid for use only with Make 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/TPl1 Qualify Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd: Safety Informationavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 • ' • Job Truss • • . • Truss Type• Qty • . Ply Stock St.Townhomes E0506 .: ' A02 : -Roof Special 7 1 T17 2 27718 Job Reference(optional)- Gleckler and Sons Building Supplies,.Jacksonville,FL-32209, . . Run:.8,31 E May 22 2019 Print 8.310.E May 22 2019 MiTek Industries,Inc,:Mon Jun 03 14:08:23 Page:1 ID:JLo4Dy2mxHcd0HRRgCgeDzzGe_X-Yh4u565NdCdPP1vMe8N7JCX1UCroyyDPutQKbgz9zRM I -1-4-0 I7.6-4' I9.6.0 I 13-7-9 . I 19-0-0 20-4-0 • . 1-4-0 T-6-4 - 1=11-12 4-1-9. 5.4.7 1-4-0 .. .. .. .. 5x6 ii 4 12 2x4 n • - • 5 • • 3 :; r— 2x4 ri 17. ^ 16 tir 5 • m 16 8 1111,1111,1111 19 rn 5x8= 6 • v .. . v • .',.1:• •o en P 9- • I elk . '3x4 s ' 5x6= 12 3x6, 7-8-0 I 13-2-45-6-4 .: I .15-6-4 0-3-8. Scale=1:43.9 - - - ' • Plate Offsets(X,Y): [2:0-3-0,0-1-8],[6:0-2-8,Edge] Loading (psf) - Spacing 2-0-0 CSI DEFL ' ' in (loc), I/defl IJd PLATES , GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 - TC 0.52 Vert(LL) -0.18 8. >999 240 MT20 244/190 TCDL 7.0 Lumber DOL • 1.25 . _ BC 0.72 -Vert(CT) -0.34 8-9 >675 180 BCLL• . 0.0* Rep Stress!nor YES WB • 0.74 Horz(CT) 0.15 6 n/a n/a • -BCDL 10.0 Code FBC2017/TP12014 Matrix-MS •. . .; • Weight;82 lb FT=20% LUMBER . . 5) 'This truss has been designed for a live load of 20.0psf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SP No.2 . • 3-06-00 tall by 2-00-00 wide will fit between the bottom . ' WEBS 2x4 SP No.3 chord and any other members. BRACING 6) All bearings are assumed to be SP No.2 crushing . .: TOP CHORD• Structural wood sheathing.directly applied or capacity of 565 psi. 3-1-13 oc purlins. 7) Bearing at joint(s)6 considers parallel to grain value • BOT CHORD 'Rigid ceiling directly applied or 8-8-4 oc using ANSUTPI 1 angle to grain formula. Building bracing. designer should verify capacity of bearing surface. REACTIONS (lb/size) 2=778/0-3-8,6=778/0-3-8 8) Provide mechanical connection(by others)of truss to Max,Horiz 2=-76(LC 13) bearing plate capable of withstanding 185 lb uplift at • • Max Uplift 2=-185(LC 12),6=-185(LC 13) joint 2 and 185 lb uplift at joint 6. FORCES (Ib)-.Maximum Compression/Maximum LOAD CASE(S) Standard Tension TOP CHORD 1-2=0/29,2-16=-1222/244,16-17=-1176/252, 3-17=-1107/263,3-4=-1216/334, 4-18=-2734/540,5-18=-2765/530, 5-19=-2880/547,6-19=-2888/535,6-7=0/29 11111111// BOT CHORD 2-9=-202/1085,8-9=-128/969,6-8=-464/2710 - ,,�� //04 WEBS. 5-8=-199/157 4-9=-175/412,4-8=-332/1947, • ♦• `, 0 .... A. , I'j,, NOTES `♦,�`-*0 E N,S' .••• , '- 1) Unbalanced roof live loads have been considered for ♦ No 39380 this design: • :• ' .2).Wind:ASCE 7-10;Vult=130mph:(3-second gust) • • . . - * C Vasd=101 mph;TCDL=4.Opsf;BCDL=5.Opsf;h=25tt;•• Cat.II;Exp B;Encl.,GCpi=0,18;MWFRS(envelope) :"0 ••CC exterior zone and'C-C Exterior(2)-1-4-11 to 1-7-5, 1 /..��•• Interior(1)1-7-5 to 9-6-0,Exterior(2)9-6-0 to 126-0, ... •0 %;� ..,""- • /4/:: Interior(1)12-6-0 to 20-4-11 zone;cantilever left.and �� right exposed;end vertical left and right exposed;C-C ' ii, S,' 0 R , G�?� • for members and forces&MWFRS for reactions shown; off. is• o' �\ �• 3) Plates ch- Lumber Deccked orr-alate plus or minus rip o 5 degree rotation ///,�II N Al-1111``. about its center. • Thomas A.Mani it No.39380 4) This truss has been designed for a 10.0 psf bottom MiTek USA,Inc.FL Cert 6634 chord live load nonconcurrent with any other live loads. • 6904 Parke East Blvd.Tampa FL 33610 •. . . Date: . . une 3,2019 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 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 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/IPI1 Qualify Criteria,DSB-89.and BCSI Building Component . 6904 Parke East Blvd. Safety Infonnationavailable from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314, - Tampa,FL 33610 . Job Truss - . Truss Type • • Qty Ply Stock St.Townhomes E0506 A03 • Hip,. 1 1 T17227719 • • Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209,. . : Run:8.31 E May 22 2019 Print:8.310.E.May 22 2019 Mitek Industries,Inc.:Mon Jun 03 14:08:24 Page:1 • • ID:um6xbw0teMD2Xgis84GxbLzGe_a-OueGIS6?OWIGOBUYCruMr03EQcBFhYJY7X9u8Hz9zRL:- 14-2-2 . . I 1-4 0 I . 4-9-14:' I 4-2-2 .: .' 1100 0 I 4-2-2 I 4-9-T4 • I 1-4-0 4x6= 4x8= 4 5 . . 12 .. 2x4 2x4 c ' 3 6 • 17 .. 18 - 2 . 7 • 3x6 r • . 6x8= 3x4=• - • - 3x6a 9-1-12 10q 19-0-0 9-1-12- -8-8 9-1-12 Scale=1:43.2 Plate Offsets(X,Y): [2:0-3-0,0-1-8],[5:0-5-4,0-2-0],[7:0-3-0,0-1-8],[10:0-3-0,Edge] . Loading (psf) Spacing 2-0-0 - - CSI DEFL in (loc) I/dell Lid PLATES . . GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.13 9-16, >999 240 MT20 244/190 TCDL 7.0 Lumber DOL . 1.25 BC 0.71 Vert(CT) -0.27 9-16 >829 180 BCLL 0.0* Rep Stress!nor YES WB - 0.17 Horz(CT) 0.03 7 n/a n/a BCDL' 10,0 .. :Code . FBC2017/TP12014 Matrix-MS . ' Weight:93lb FT=20% ' LUMBER 5) This truss has been designed for a 10.0 psf bottom • TOP CHORD 2x4 SP No.2 ' ' chord live load,nonconcurrent with any Other live loads. . . BOT CHORD 2x4 SP No.2 .. . 6) 'This truss has been designed for a live load of 20.0psf WEBS 2x4 SP No.3 . . on the bottom chord-in all areas where a rectangle BRACING :3-06-00 tall by 2-00-00 wide will fit between the bottom TOP CHORD. Structural wood sheathing directly applied or chord and any other members. ' 4-8-15 oc purlins,except 7) All bearings are assumed to be SP No.2 crushing -2-0-0 oc purlins(6-0-0 max.):4=5, capacity of 565 psi, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 8) Provide mechanical connection(by others)of truss to bracing. bearing plate capable of withstanding 182 lb uplift at REACTIONS (lb/size) 2=778/0-3-8,7=778/0-3-8. joint 2 and 182 lb uplift at joint 7. (LC 16) 9) Graphical purlin representation does not depict the size Max Horiz 2=72 Max Uplift 2=-182(LC 12),7=-182(LC 13) or the orientation of the purlin along the top and/or • bottom chord.- FORCES (Ib)-Maximum Compression/Maximum LOAD CASE(S) Standard • ' • Tension . TOP CHORD 1-2=0/29,2-17=-1357/349,3-17=-1340/360, ' • 3-4=-1033/247,4-5=-907/258, 5-6=-1024/246,6-18=-1339/360, `IIIII I III//�:' 7-.18=-1355/349,7-8=0/29 . �� /� BOT CHORD 2-10=-279/1237,9-10=-107/905, ��•%`4PS A. A4e t,,� 7-9=-278/1236 : � O •E N.•.••14,1' WEBS 3-10=368/203;4-10=-41/267, : ��•.-A G S� •. j _ . 5-10=-112/122,5-9=-34/273,6-9=-375/205 ' NOTES No 3 • 9380 : 1) Unbalanced roof live loads have been considered for ' ' . * this design. 2) Wind:ASCE 7-10;Vult,130mph:(3-second gust) . 13 - /�''�' cc Vasd=101 mph;TCDL=4.0psf;BCDL=5.0psf;h=25ft; • "- " . T. yT�% Cat.II;Exp B;'Encl.,GCpi=0.18;MWFRS(envelope) Q••• lam'„ •44, exterior zone and C-C Exterior(2)-1-4-11 to 1-7-5, . . .. • ��T '�► p...'„. �� Interior(1)1-7-5 to 9-0-0,Exterior(2)9-0-0 to 14-4r6, Vii,<si*'•.,0 R l N)•`''�\•� • Interior(1)14-4-6 to 20-4-11 zone;cantilever left and ,I, S/ •• (G\ ‘s� right exposed;end vertical left and right exposed;C-C .. . . . ,it.. N t\X1%0 • .. for members and forces&MWFRS for reactions shown; ' Lumber DOL=1.60 plate grip DOL=1.60 . ' Thomas A.Albani PE No.39300 3) Provide adequate drainage to prevent water ponding. - - . . MITek USA,Inc.FL Cart 6634 4) Plates checked for a plus or.minus 5 degree rotation. ' 6904 Parke East Blvd.Tampa FL33610 about its center. Date: . . . .June 3,2019 t 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev 10103/2015 BEFORE USE. • Design valid for use only with Mirk®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/IP11 Quality Criteria,DSB-89-and BCSI Building Component - • 6904 Parke East Blvd. • Safety Informatlonovallabie from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314, Tampa,FL 33610.. - • • Job Truss Truss Type Qty •Ply Stock St.Townhomes • E0506 A04 Hip 1 1 717227720 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, • .. Run:8.31 E May 22 2019 Print:8.310 E May 22 2019 MiTek Industries,Inc.Mon Jun 03 14:08:24 Page:1 ID:7V9LU?7XW7Mm7CubATx2TEzGe_R-OueGIS6?OWIGOBUYCruMrQ3BscD8hZbY7X9u8Hz9zRL 1'4-07.0.0 12-0-0 19.0-0 '' 20-4-0 1-4-0 : I 7.0.0.. I 5-0-0 I 7-0-0 11-4-0 4x8= • 4x6 12 3. 17 �. 18 4 • 5 N. M .. 16. 19 dr v . . - 15 20 d 2 .. 5 1 - �. B 6 CII 8 7 a • 3x4 a 5x6= • 3x4= ' 3x4- 7-1-12 7-1-12 I 11-10-4 I 19-7-1-10-0 Scale=1:39.7 • - • - Plate Offsets(X,Y): [2:0-3-0,0-1-8],[3:0-5-4,0-2-0],[5:0-3-0,0-1-8],[8:0-3-0,0-3-0] Loading (psf) Spacing 2-0-0 CSI • DEFL • in (loc) 1/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.09 8-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 .Vert(CT) -0.19 8-11 >999 180 BCLL 0:0• Rep Stress Incr YES WB 0.09 Horz(CT) 0.03 5 n/a n/a • BCDL . 10.0 Code FBC2017/TP12014 Matrix-MS' Weight:79 lb FT=20% LUMBER 4) Plates checked for a plus or minus 5 degree rotation TOP CHORD 2x4 SP No.2 about its center. . BOT CHORD 2x4 SP No.2 5) This truss has been designed.for a 10.0 psf bottom WEBS 2x4 SP No.3 chord live load nonconcurrent with any other live loads. BRACING • 6) 'This truss has been designed for a live load of 20.Opsf TOP CHORD Structural wood sheathing directly applied or on the bottom chord in all areas where a rectangle 4-0-6 oc purlins,except 3-06-00 tall by 2-00-00 wide will fit between the bottom 2-0-0 oc purlins(5-5-6 max.):3-4. chord and any other members. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 7) All bearings are assumed to be SP No.2 crushing bracing. capacity of 565 psi. REACTIONS (lb/size) 2=778/0-3-8,5=778/0-3-8 8) Provide mechanical connection(by others)of truss to ' • •Max Horiz 2=-59(LC 13) • bearing plate capable of withstanding 165 lb uplift at . Max Uplift 2=-165(LC 12),5=-165(LC 13) jointr2 and 165 lb uplift joint 5. 9) Graphical purlin representation does not depict the size FORCES (Ib)-Maximum.Compression/Maximum or the orientation of the purlin'along the top and/or . Tension bottom chord. TOP,CHORD 1-2=0/29,2-15=-1250/306,15-16=-1206/311, LOAD CASE(S) Standard 3-16=-1187/324,3-17=-1102/340, 17-18=-1102/340,4-18=-1102/340, 4-19=-1187/324,19-20=-1206/311, ,``��1111t11/�" 5-20=-1250/306,5-6=0/29 . ,0•••SPS A• A� �t., BOT CHORD 2-8=-207/1095,7-8=-205/1102, • . , e . 5-7=-218/1095 •*-1-*V' -' •`• v':. WEBS 3-8=0/243,3-7=-137/138,-4-7=0/243 • •• .. NOTES No 39380 1) Unbalanced roof live loads have been considered for _ . • _ this design. — 2) Wind:ASCE 7-10;Vult=l30mph-(3-second gust) "O i`t Vasd=101 mph;TCDL=4.0psf;BCDL=5.0psf;h=25ft; ,. • • • 1 :W, ZL/ Cat.11;Exp B;'Encl.,GCpi=0.18;MWFRS(envelope) Q � Z4r� exterior zone and C-C Exterior(2)-1-4-11 to 1-7-5, .. • *•** �,- Q;••�� Interior(1)1-7-5 to 7-0-0,Exterior(2)7-0-0 to 11-2-15, c(' ••.••.•O•R , • 0,-.%% 16-2-15,1)11-2-15 12 Interior(1)10 16-2-15 0-0;Exterior to 20-4 11(zone cantilever i,.1,,"111111110- . • •ON A�'� ,. left and right exposed;end vertical left and right exposed;C-C for members and forces&MV)/FRS for Thomas A.Albani PE No.39380 reactions shown;Lumber DOL=1.60 plate grip • MITek USA,Inc.FL Cert 6634 DOL=1.60 6904 Parke East Blvd.Tampa FL-33610 . 3) Provide adequate drainage,to prevent water ponding. , .- Date: . . June 3,2019 • .. t 1 n WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2016 BEFORE USE • Design valid for use only with MITekI 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 Ciltorla,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informaflonavailable from Truss Plate Institute,218 N.Lee Street.Suite 312;Alexandria,VA 22314. - Tampa,FL 33610 8 i1.. . Job Truss Truss Type Qty .Ply Stock St.Townhomes • E0506 A05 Hip Girder 1 1 717227721 Job Reference(optional) ' Gleckler and Sons Building Supplies,Jacksonville,FL-32209, . . Run:8.31 E May 22 2019 Print:8.310 E May 22 2019 Mitek Industries,Inc.Mon Jun 03 14:08:25 Page:1 ID:JLo4Dy2mxHcdOHRRgCgeDzzGe_X-OueGIS6?OWIGOBUYCruMrQ3D?c7ghShY7X9u8Hz9zRL -1-4-0. -0 1-4-0 I 5.0.0. I 4-6-0. I 4-0-014.6-0. I 15-0 O 12)4 0 I NAILED ' NAILED� NAILED •� . ' 12 4x8= • 2x4 0 4x8= . 5 3 .-15164. Il .. 5 • j,� II II � N & 2 6 o O 10 17 18 . 9 8 jil 4x6= 7x6= 3x10= 2x4 a 4x6= • THJA26 NAILED • HTU26. 1 -0 5-1-12 I 4-4-4I " 1 4-4-44 I 5-1-129--0 Scale=1:39.5 Plate Offsets(X,Y): [3:0-5-8,0-2-0],[5:0-5-8,0-2-0],[10:0-3-0,0-4-8] ' Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.14 9-10 >999 240 MT20 . 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.25 9-10 >904• 180 BCLL 0:0' Rep Stress Incr NO WB 0.53 Horz(CT) -0.06 6 n/a n/a • BCDL. 10.0 Code FBC2017/TP12014 Matrix-MS• • Weight:99 lb FT=20% LUMBER 6) *This truss has been designed for a live load of 20.0psf TOP CHORD. 2x4 SP No.2*Except*3-5:2x4 SP DSS on the bottom chord in all areas where a rectangle • BOT CHORD 2x6 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom ' WEBS 2x4 SP No.3 chord and any other members. BRACING 7) All bearings are assumed to be SP No.2 crushing TOP CHORD Structural wood sheathing directly applied or capacity of 565 psi. . 3-0-14 oc purlins,except 8) Provide mechanical connection(by others)of truss to 2-0-0 oc purlins(3-4-11max.)::3-5. bearing plate capable of withstanding 4.12 lb uplift at BOT CHORD Rigid ceiling directly applied or 8-0-12 oc joint 2 and 302 lb uplift at joint 6. • bracing. 9) Graphical purlin representation does not depict the size . REACTIONS (lb/size) 2=1450/0=3-8,6=1126/0-3-8 • or the orientation of the purlin along the top and/or Max Horiz 2=-45(LC 13) � bottom chord.. = Max Uplift 2=-412(LC 4),6=-302(LC 5) 10)Use Simpson Strong-Tie THJA26(THJA26 on 1 ply,Left Hand Hip)or equivalent at 5-0-6 from the left end to FORCES (Ib)-Maximum Compression/Maximum connect truss(es),to front face of bottom chord. Tension • 11)Use Simpson Strong-Tie HTU26(20-10d Girder, - TOP CHORD 1-2=0/29,2-3=-3254/916,3-15=-3323/967, 11-10dx1 1/2 Truss,Single Ply Girder)or equivalent at 15-16=-3323/967,4-16=-3323/967, 7-3-4 from the left end to connect truss(es)to front face ' 4-5=-3323/967,5-6=-2324/606,6-7=0/29 of bottom chord. ``t11111111/,II BOT CHORD 2-10==797/2975,10-17=-804/3026, 12)Fill all nail holes where hanger is in contact with lumber. ��.. II 17-18=-804/3026,9-18=-804/3026, 13)"NAILED"indicates Girder:3-10d(0.148"x 3") toe-nails .s.•%"�1P`S A. q<e t ip 8-9=-507/2124,6-8=-509/2115 per NDS guidelines. WEBS 3-10=-113/711,3-9=-107/401,4-9=-385/213, 14) In the LOAD CASE(S)section,loads applied to the face `��••\%\G•E N S�•.../�� 5-9=-433/1403,5-8=0/207 of the truss are noted as front(F)or back(B). • NOTES LOAD CASE(S) Standard NO 39380 1) Unbalanced roof live loads have been considered for 1) Dead+Roof Live(balanced):Lumber Increase=1.25, this design. . Plate Increase=1.25 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) . .' .Uniform Loads(Ib/ft). . '1] / '. .:X ' Vasd=101 mph;TCDL=4.0psf;BCDL=5.0psf;h=25ft; Vert:1-3=-54,3-5=-54,5-7=-54,2-6=-20 i 7 J * �yyr_ : L Cat.II;Exp B;Encl..,GCp1=0.18;MWFRS(envelope) Concentrated Loads(Ib) .0% � �� • 4� exterior zone;cantilever left and right exposed;end Vert:3=-59(F),10=-270(F),15=-64(F),16=-152 . i°,•<\,.:''� - Q. � ..•� :vertical left and right.exposed;Lumber DOL=1.60 plate . • (F),17=-45(F),-18=-432(F) '°, \''n•••.0 R \,. \C?. • grip DOL=1.60 .. . sl. Sv. �\ `' 3) Provide adequate drainage to prevent water ponding.- II•i•,N Ai,'`�� 4) Plates checked for a plus or minus 5 degree Potation about its center. Thomas A.Albani PE No.39380 5) This truss'has been designed for a 10.0 psf bottom . . MITek USA,Inc.FL Cert 6634 chord live load nonconcurrent with any other live loads. 6904 Parke East Blvd.Tampa FL 33610 . Date: June 3,2019 0 WARNING-Verify 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 MTek®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 : Niel( 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 BCSI BuIldIng Component 6904 Parke East Blvd. , Safety Informatlonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312;Alexandria,VA 22314. . . Tampa,FL 33610 . e 't JobTruss Truss Type Qty Ply Stock Si.T.owrihomes E0506 A06' � :� Hip Girder 1 1 T17227722 •Job Reference(optional) -: Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 E.May 22 2019 Print:8.310 E May 222019 MiTek Industries,Inc.Mon Jun 03 14:08:25 Page:1 . .. .. . . . ID:QaYZOa?Ft25Bwg8gbMli37zGe_b-U4CeWo7d9gt7eL3kmYQbOdcGfoVgQxihLBvRgjz9zRK' ' - 8.10-1510-0-0 • 18-7-6 r 8-0-4 17-0-3 11-4-0 I 91-0 Y I 4-7-5 I 3-4-15 - . I o -i 13-7-13 I 3-4-6 I . 04010 0-10-11 1-0-0 – • 5x6= 5x6= 2x4 u 5 6 .. . • . . 4 _ . 51— : ' 3x4. -3x4a ' . 3 23 N.- r� 4: 24 ... r' - v 22 8 'jam" L= Y 1rt I GI m 11 10 °I2 O" CI' 15 '- " 13. 4x8= 2x4 5x6= o- 3x10=, ' 354= -4x6= • 2x4 n 858 4-7-5 I 3-6-0 I I 1-4-129 I .13-9-9 9-93 I 17-0-33-4-6I 1-11-13111 I 0-3.8 Scale=1:46 - - Plate Offsets(X,Y): [5:0-3-0,0-2-4],[6:0-3-0,0-2-4],[12:0-2-12,0-2-0] ` ' Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL(roof) • 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.13 10-21 >999 240 MT20 - - 244/19.0 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.25 10-21 >901 180 BCLL • 0.0* Rep Stress Incr YES WB 0.42 Horz(CT) - 0.13 9 n/a n/a ' BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:-104 lb FT=20% LUMBER ' 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) TOP CHORD 2x4 SP No.2`Except'6-9:2x6 SP No.2 Vasd=101mph;TCDL=4.0psf;BCDL=5.0psf;h=25ft; BOT CHORD 2x4 SP No.3'Except'12-8:2x4 SP No.2 Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS(envelope) WEBS 2x4 SP No.3 exterior zone and C-C Exterior(2)-1-4-11 to 1-7-5, ' BRACING • Interior(1)1-7-5 to 9-0-0,Exterior(2)9-0-0 to 14-2-15, TOP CHORD 'Structural wood sheathing directly applied, Interior(1)14-2-15 to 18-10-4 zone;cantilever left and except right exposed;end vertical left and right exposed;C-C • 2-0-0 Bc purlins(5 8-13.max.)'5-6. for members and forces&MWFRS for reactions shown; BOT CHORD Rigid ceiling directly applied or 10-0-0 oc Lumber DOL=1.60 plate grip DOL=1.60 bracing. Except: 3) .Provide adequate drainage to prevent water ponding. 10-0-0 oc bracing:12-14 - 4) Plates checked for a plus or minus 5 degree rotation - • JOINTS 1 Brace at Jt(s):10 about its center. REACTIONS (Ib/size) 2=780/0 3-8,9=702/0-3-8, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Max Horiz 2=82(LC 16)' 6) *This truss has been designed for a live load of 20.opsf • Max Uplift 2=-179(LC 12),9=-140(LC'13) :on the bottom chord in all areas where a rectangle ' FORCES (Ib)-Maximum"Compression/Maximum 3-06-00 tall by 2-00-00 wide will fit between the bottom . Tension chord and any other members. TOP CHORD 1-2=0/29,2-22=-1409/325,3-22=-1381/334, 7) Bearings are assumed to be:Joint 2 SP No.3 crushing ,,`111111/1j1. ' 3-4==1307/337,4-5=-1294/379, ' capacity of 565 psi,Joint 9 SP No.2 crushing capacity of 0 �I/ 5-6=-1064/300,6-7=-1197/308, 565 psi. ``N' p N A' 44e t• • 7-23=-1883/445,23-24=-1917/438, 8) Bearing at joint(s)9 considers parallel to grain value ,4% •Z`.-•`\G ENd'•.-14,'..� 8-24=-1926/438,8-9=-264/80 using ANSVTPI 1 angle to grain formula. Building % Xs •'• se F ••• ' 0 BOT CHORD 2-15=-278/1275,14-15==30/190,13-14=0/0, designer should verify capacity of bearing surface. • 12-14=0/88,4-12=-126/108, 9) Provide mechanical connection(by others)of truss to • : N o 39380. 11-12=-173/1048,10-.11=-379/1849, bearing plate capable of withstanding 140 lb uplift at • :: 8-10=-379/1849 joint 9 and 179 lb uplift"at joint 2. • •' " WEBS 3-12=-165/92,5-12=-157/431,5-11=45/135, 10)Graphical purlin representation does not depict the size :.::210; 'O :� •6-11=-67/350,3-15=-141/90, or the orientation of the purlin along the top and/or p:• `,;101'r. �'i : 1(/ 12-15=-252/1105,7-10=0/200,7-11=-862/249 bottom chord.. 0 / �� NOTES '' LOAD CASE(S) Standard .i•'� •' . O Q:•'\ ``0 1)'Unbalanced roof live loads have been considered for ' •o S:•••.0 R cl s' this design. i• ' 0"/ N AL�� . I,'I/1111111"\0t` . ' - Thomas A.Albani PE No.39360 . - MITek USA,.Inc.-FL Cert 6634 6904Parke East Blvd.Tampa FL-33610 Date: June 3,2019 ®WARNING-Verify 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/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. • Safety Informatlonovailabie from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. ' ' Tampa,FL 33610 Job • Truss Truss Type qty Ply Stock St.Townhomes • T17227723 E0506 A07' Hip.Girder 1 2 . Job Reference(optional) ' Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 E May 22 2019 Print:8.310 E May 22 2019 MiTek Industries,Inc.Mon Jun 03 14:08:26 Page:1 . ID:fJbzHf6v1pEvV2KPclQpw1 zGe_S-yGmlj8BFw7?_GVexKGxgxr8YUQtZ9Korare_C9z9zRJ -1-4-0 -18-7-6 • • • 1-4.0 I 4-05 I 2 101-101 10-4 4 I .. 311- 2 I 15-0-3I p14010 NAILED NAILED • • 1-7 3 "Special"indicates special hanger(s)or other connection device(s)required at Iocation(s) NAILED NAILED shown.The design/selection of such'special connection device(s)is the responsibility of " others.This applies to all applicable truss designs in this job. . 4x8= 356= 5x6= 12 4 5 on 1 22� 6 5 �� 3 i. m m cb 7 o 6, 2 Mil \ e t ?,1 11000 • r r r 23% 24 9 5 o 14 13 11 7x8= 3x6= 12 4x10= E 3x4= 2x4 a 4x10=2x4 n Special • NAILED ' Special NAILED: 8-2-0 • 4-0-5 I 3-1-7 I .01318 11-10-4 402 I 17-0-3 0 5 I 119 013 1-0-4 I IB Scale=1:42.5 , Plate Offsets(X,Y): [4:0-6-0,0-1-12],[6:0-3-0,0-2-4],[7:0-8-11,Edge],[10:0-6-0,0-5-0] Loading (psf) Spacing : 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.16 9-20 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 . . BC 0.72 Vert(CT) -0.30 9-20 >763 180 BCLL 0.0 Rep Stress Incr NO WB 0.69 Horz(CT) 0.15 8 n/a n/a ' BCDL 10.0. Code FBC2017/TPI2014 Matrix-MS Weight:186 lb FT=20% LUMBER 2) All loads are considered equally applied to all plies, 14) Hanger(s)or other connection device(s)shall be TOP CHORD 2x4 SP No.2*Except*6-8:2x6 SP DSS except if noted as front(F)or back(B)face in the LOAD provided sufficient to support concentrated load(s)495 BOT CHORD• 2x4 SP No.3*Except*10-7:2x4 SP DSS CASE(S)section.Ply to ply connections have been lb down and 148 lb up at 7-0-0,and 519 lb down and WEBS 2x4 SP No.3 provided to distribute only loads noted as(F)or(B), 226 lb up at 11-11-4 on bottom chord. The design/ •BRACING unless otherwise indicated. selection of such connection device(s)is the TOP CHORD Structural wood sheathing directly applied or 3) Unbalanced roof live loads have been considered for responsibility of others. 6-0-0 oc purlins,except this design: LOAD CASE(S) Standard 2-0-0 oc purlins(6-0-0 max.):4-6. 4) Wind:ASCE 7-10;Vult=130mph(3-second gust) 1) Dead+Roof Live(balanced):Lumber Increase=1.25, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc Vasd=101 mph;TCDL=4.0psf;BCDL=5.0psf;h=25ft; Plate Increase=1.25 bracing. Except: Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS(envelope) Uniform Loads(Ib/ft). 10-0-0 oc bracing:10-12 exterior zone;cantilever left and right exposed;end Vert:1-4=-54,4-6=-54,6-7=-54,7-8=-76,12-15=-20, REACTIONS (lb/size) 2=1560/0-3-8,8=1497/0-3-8 vertical left and right exposed;Lumber DOL=1.60 plate 11.12=-20,10-18=-20 Max Horiz 2=68(LC 12) grip DOL=1.60 Concentrated Loads(Ib) Max Uplift 2=-478(LC 8),8=-459(LC 9) 5) Provide adequate drainage to prevent water ponding. Vert:4=-110(B),6=-100(B),13=-495-(B),9=-519 6) Plates checked for a plus or minus 5 degree rotation (B),21=-100(B),22=-100(B),23=-76(B),24=-76 FORCES (Ib)-Maximum Compression/Maximum about its center. (B) Tension 7) This truss has been designed for a 10.0 psf bottom TOP CHORD 1-2=0/29,2-3=-3379/1010,3-4=-3167/986, chord live load nonconcurrent with any other live loads. 4-5=-4340/1364,5-21=-3928/1264, 8) *This truss has been designed for a live load of 20.0psf 0111.111/1 21-22=-3928/1264,6-22=-3928/1264, on the bottom chord in all areas where a rectangle 00!11 '�iil 6-7=-4119/1295,7-8=-570/190 3-06-00 tall by 2-00-00 wide will fit between the bottom - `0%‘0,!1,.% 0 "\i`PS A. g4,e�"et BOT CHORD 2-14=-938/3085,13-14=-938/3085, chord and any other members. •N `�`� ........ E/1j S'•• �,i 12-13=-134/394,11-12=0/0,10-12=-18/66, 9) Bearings are assumed to be:Joint 2 SP No.3 crushing . '� V: F•'•�/ • 5-10=0/247,10-23=-1354/4513, capacity of 565 psi,Joint 8 SP DSS crushing capacity of 23-24=-1354/4505,9-24=-1355/4495, 660 psi. ".. . No 39380 r._ 7-9=-1164/3872. . 10)Bearing at joint(s)8 considers parallel to grain value WEBS 3-14=0/98,3-13=-244/86,4-13=-2068/654, using ANSI/TPI 1 angle to grain formula. Building = : '7. 10-13=-1046/3607,4-10=-1042/3370, ' designer should verify capacity of bearing surface. 'p .CC 5-9-759/225,6-9=-234/910 11)Provide mechanical connection(by others)of truss to :113.•• •. 10.r� ' • 14/ NOTES . .. bearing plate capable of withstanding 459 lb uplift at '''•0 • 'd i •40 1) 2-ply truss to be connected together with 10d. - joint 8 and 478 lb uplift at joint 2. �T•/• -.•• (0.131"x3")nails as follows: 12)Graphical purlin representation does not depict the size �i�F R �•`�� Top chords connected as follows:2x4-1 row at 0-9-0 or the orientation of the purlin along the top and/or �I sl4/• ... \–S'4 000 ' oc,2x6-2 rows staggered at 0-9-0 oc. bottom chord. �I��N A;,1100 Bottom chords connected as follows:2x4-1 row at 13)"NAILED"indicates Girder:3-10d(0.148"x 3") toe-nails 0-9-0 oc. per NDS guidelines. Thomas A.Alban'PE No.39380 Web connected as follows:2x4-1 row at 0-9-0 oc. MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: June 3,2019 0 WARNING-Verify 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 q` 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/1PI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlonnatlonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, - ' Tampa,FL 33610 Job :: Truss • • .: Truss Type . Qty Ply Stock St:Townhomes . . . .. E0506 A08' ' .. Hi Girder 1 1__ 717227724. P ' 'Job Reference(optional) Gleckler and Sons Building Supplies;Jacksonville,FL-32209, Run:8.31:E'May.22 2019 Print:8.310.E.May 22 2019 MiTek Industries,Inc.Mon Jun 03 14:08:26 Page:1 • .. ID:nYLSRH3OibkUOR0eNvLtmBzGe_W-yGmlj88Fw7?_GVexKGxgxr8clQyo9S6rare_C9z9zRJ '. - 6 1:8-0 .. 5-0-0 .. : .. ... 1-8-0. I. 15-0-0 .I-'1-4 O I . . ... Special •• Special: . . .. .. ., 12 .. : • 4x8= 4x6= . . . .. . . - . . \ii . , .. ., . . . n ,n .: . .- ' ' 7 6 .: .. 4x6= ... 2x4e . 3x4= .. .. 3x6= Special . • Special : - 5-1-12 I I I • . 5-1-12 1-4=8. 5-1-12 I ' ' Scale=1:36.5. • . . . Plate Offsets(X,Y): [1:0-1-5,0-0-3],[2:0-5-4,0-2-0],[4:0-3-0,0-1-11] " • Loading :- (paf) 'Spacing - . •2-0:0 . . , 1 CSI • : - • ' DEFL• ' • in (loc) I/deft . L/d PLATES GRIP ' TCLL(roof) : • 20.0 Plate Grip DOL 1.25 : TC 0.26" Vert(LL) -0.03 7-9.- >999 •240 MT20 244/190 TCDL 7.0 Lumber DOL : 1.25 BC 0.44: .Vert(CT) -0.06 7-9. >999 -180 BCLL . 0.0k -Rep Stress!nor . NO - WB. - 0.16 Horz(CT) 0.02 . 4 n/a n/a BCDL.' 10.0 , :Code FBC2017/TPI2014 Matrix-MS. ' - Weight:56 lb FT=20% LUMBER . 7) Bearings are assumed to be:,Joint 4 SP.No.2 crushing . TOP CHORD..2k4 SP No.2 capacity of 565 psi. BOT CHORD 2x6 SP No.2 . . . . .8) Refer to girder(s)for truss to truss connections. WEBS: 2x4 SP No.3 9) Provide mechanical connection(by others)of truss to ' :BRACING bearing plate capable of withstanding 212 lb uplift at:. TOP CHORD. Structural wood sheathing.directlyopplied or joint 1 and 250 Ib'uplift at joint 4. ... . . 4-5-9 oc purlins,except 10)Graphical purlin representation does not depict the size 2-0-0 oc purlins(4-11-0 max.):2-3. or the orientation of the purlin along the top and/or BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bottom chord.- . .. • bracing. - 11)Hanger(s)or other connection device(s)shall be REACTIONS (lb/size) 1=755/Mechanical,4=836/0-3-8 . .Provided sufficient to support concentrated load(s) •78 lb _ .' .: - " • Max Horiz 1=55(LC 9) down and 72 lb up at 5-0-0,and 78 lb down and 72 lb Max Uplift 1=-212(LC 8),4=250(LG 9) up at 6-8-0 on top chord,and 270 lb down and 101 lb up at.5-0-0;and 270 Ib down and 101 Ili up at 6-7-4 on FORCES (Ib)-Maximum Com ression/Maximum bottom chord. The desig'ri/selection of such connection Tension device(s)is the responsibility of others. ' -TOP CHORD 1-2=-1565/450,2-3=-1430/434, : 12)In the LOAD CASE(S)section,loads applied to the face ' • ' • 3-4=-1563/441,4-5=0/29 • • of the truss are noted as front(F)or back(B).. BOT CHORD- 1-7=-384/1405,6-7=-391/1432, LOAD CASE(S) Standard ,01111111/1/11,- : ��11AI0//jj 4-6=-353/1403 1) •Dead+Roof Live(balanced):Lumber Increase=1.25, ��`n S A. '��j WEBS. 2-7=-93/409,2-6=-93/98,3-6=-80/397 .:Plate Increase=l 25 -N% P ��Ss /, : NOTES : Uniform Loads(lb/ft) - ,�,``Z` \GEN$•'"'92�� 1) Unbalanced roof live loads have been considered for = F�••• / -' Vert:.1-2=-54,2-3=-54,3-5=-54,1 4 20. i this design Concentrated Loads(Ib) .: No 3.9380' 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vert:2='-59(F),3=-59(F),7=-270(F),6-'270(F) ' .Vasd=101mph;TCDL=4.0psf BCDL=5.0psf;h=25ft; '. : Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS(envelope).. ' .. • . . .: exterior zone;cantilever left and right exposed;end : • :-13 ' c' :. vertical leftand right exposed;Lumber DOL=1'.60 plate ' i� `j+ IQ Z. grip DOL-1.60 i I�-'s'- 4C/� 3) Provide adequate drainage to prevent water ponding. i�'� • '4).Plates checked for a plus or.minus 5 degree rotation '.j� • R ,c% ..• v� %% '• about its center. . :. . I', . ':.' •'5) This truss has been designed fora 10.0 psf bottom ��I'////11111‘‘‘" I1 A,',,1�. chord live load nonconcurrent with any other live loads. • 6) •This truss has been designed for a live load ofI20.0psfThomas A Alban!PE No.99380 on the bottom chord in all areas where a rectangle . .' ' MITek USA,Inc.FL Cert 6634 " 3-06-00 tall by 2-00-00 wide will fit between the bottom �. "::: :: . .• : 6904 Parke East Blvd.Tampa FL-33610 chord and any other members..: Date:. : : 'June 3,2019 t, I A 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 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* ek• " 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,DSB489-and BCSI BufdIng Component . 6904 Parke East Blvd. Safely Infonnatlonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 - : Job Truss ,. Truss Type• Qty 'Ply Stock St.Townhomes • ..: : E0506 B01: ' Commori 3" 1 - T17227725" Job Reference(optional) " ..Gleckler and Sons Building Supplies,.Jacksonville,FL-32209, : Run:8.31 E May 22 2019 Print:8.310.E.May 22 2019 MiTek Industries,Inc.:Mon Jun 03 14:08:27 Page:1 • '.ID:075_C3z9RtzQsBxbOQbf?OzA_zu-QTKPxU9thR7rteD7tzS3T2hnWpJvuwb_pVOYkbz9zRI . . -10 1046 60I I I 0 4 • -4- - 12 44x6_ r • 13 14 ., m oi 0 - . . . * - - 6 ' --it:-. . ': : '. 3x4... .. 2x411 - 3x4=... . 4-6-0 9-0-0 .. • : .. :. 4-6-0 I 4-6-0. ... Scale=1:33.9' - - - .. • "Loading (psf) _Spacing 2-0-0 CSI „ DEFL - in (lac) 1/deft IJd PLATES GRIP . : .. -. TCLL(roof) . . 20.0 'Plate Grip DOL "" 1.25- .. TC 0.20 Vert(LL) • 0.02 6-9 >999 .240 MT20 • 244/190" TCDL . 7.0 Lumber DOL . 1.25 .' BC 0.26 'Vert(CT) -0.03 6-9. >999 :180 BCLL 0.0* Rep Stress!nor YES ". . .WB 0.08 .Horz(CT) 0.01 4 : n/a : n/a BCDL 10,0: :Code FBC2017/PI2014 Matrix-MS :. • Weight:34 Ib FT=20 'LUMBER 6) All" bearings are assumed to be SP No-2 crushing . ." TOP CHORD" 2x4 SP No.2 - capacity of.565 psi. BOT CHORD. 2x4 SP No.2 7) Provide mechanical connection(by others)of truss to . " WEBS . 2x4 SP No.3 . . . bearing plate at joint(s)2. BRACING 8) Provide mechanical connection(by others)of truss to TOP CHORD Structural wood sheathing directly applied or I bearing plate capable of withstanding 141 lb uplift at " ' 6-0-0 oc purlins. " " " 'joint 2 and 141 lb uplift at joint 4. . BOT CHORD •Rigid ceiling directly applied or 10-070 oc LOAD CASE(S) Standard ' bracing. REACTIONS (lb/size) 2=407/0-3-0,4=407/0-3-0 . . Max Horiz 2=33(LC 12) Max Uplift 2=-141 (LC.8),4=-141 (LC 9). .. . .. . . . . FORCES. '.(Ib)-Maximum Compression/Maximum_ -.T • " ension . . . TOP CHORD' 1-2=0/24,2-13=-560/155,3-13=-526/162, . ... 3-14=-526/159,4-14=7560/152,4-5=0/24 ':BOT CHORD 2-6=-88/499,4-6=78.8/499 ' " ' ' WEBS 3-6=0/200 " ' NOTES - - ,iIfilli!/1 1) Unbalanced roof live loads_have been considered for . `•�� A �4p� this design. . . �•• Ps 4 "i,, 2) Wind:ASCE 7-10;Vult=130mph:(3-second gust) - . - '.. ,•� ••• -9 00, Vasd=101 mph;TCDL=4.0psf;BCDL=5.0psf;h=25ft; - -' " �• o •• \,�C'E N S�`�••2j " Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-1-4-9 to 1-7-7, T.• No 39380 : • . . Interior(1)1-7-7 to 4-6-0,Exterior(2)4-6-0 to 7-6-0, . * • .:Interior(1)7-6-0 to 10-4-9 zone;cantilever left and right ". .. exposed;end vertical left and right exposed;C-C for _ members and forces&MWFRS for reactions shown, - — - •"0 . Lumber DOL=1,60 plate grip DOL=1'.60 i� '3j . 3) Plates checked for a plus or minus 5 degree rotation .:�.4 •.. �' . /Q.'•=• .about its center. • • s? 0 R 10...• \� 4):'This truss has been designed for a 10.0 psf bottom .1*SSS ••••• •�• �� 5) chord*This truss has been designed fad nonconcurreht or a liveany ther oadtof 20.0psf 0��0"R 1 A,''`�� on the bottom chord in all areas where a rectangleThomas A.Alban'PE No .39380 3-06-00 tall by 2-00-00 wide will fit between the bottom • - MITek USA,Inc-FL Cert 6634 chord and any other members. 6904Parke East Blvd.Tampa FL-33610 . Date:, . . . . . . .. . . . . . . . . . .... . . . . 0 . June-3,2 19 A WARNING-Verify 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. Forgeneral guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/ipll Quality Crttsrla,DSB-89 and BCSI Building Component 6904 Parke East Blvd: • 1 Safety Infoimatlonavailable from Truss Plate Institute,218 N.Lee Street Suite 312;Alexandria,VA 22314. Tampa,FL 33610." : JobTruss Truss Type Qty . Ply Stock St.Townhomes • E0506 . B02' ' .: Monopitch Supported Gable. . , : 2 1. . T17227726 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209,. Run:8.31 E May 22 2019 Print 8.310.E May 22 2019 MiTek Industries,Inc.Mon'Jun 03 14:08:27 Page:1 .I D:cijihL89HQ UdkMTnkASH?SzGe_0-OTKPxU9th R7rteD7tzS3T2hnmpLCuxn_pVOYkbz9zRl. : 140 . . 400 1.4.0 I. 4-0-0 • 12 2x4 n . 3 6 V . 9 2 n iiiiiiii . L.,21- 1 r y 4 . ... • ..O ....................................................... - . 2x4. 2x4 u 4-0-0' I . Scale=1:32.4 ., Loading (psf) .. .Spacing 2,0-0 CSI •, . :. DEFL in ..(loc) I/deft L/d PLATES GRIP ' TCLL(roof) . • 20:0 Plate Grip DOL •1.25 . . . TC • • 0.24 Vert(LL)' n/a - n/a .999 MT20 244/190 TCDL 7.0 Lumber DOL : 1.25 • . BC 0.18 Vert(CT) n/a - • r1/a 999 BCLL 0.0* Rep Stress.lncr YES . WB 0.00 Horz(CT) 0.00 4'• n/a , n/a BCDL 10.0:: .Code . .FBC2017/TPI2014 Matrix-P. •:' . Weight:16 lb FT=20% . LUMBER 7) This truss has been designed for a live load of 20.Opsf . TOP CHORD. 2x4 SP No.2on the bottom chord in all areas where a rectangle . BOT CHORD. 2x4 SP No.2 3-06-00 tall by-2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3 chord and any other members. BRACING 8) All bearings are assumed.to be SP No.2 crushing ::- : TOP CHORD Structural wood sheathing directly applied or ' capacity of 565 psi:. 4-0-0 oc purlins, except end verticals. 9) -Provide mechanical connection(by others)of truss to BOT CHORD •Rigid ceiling directly applied or.10-0-0 oc bearing plate capable of withstanding 37 lb uplift at joint bracing. 4 and 103 lb uplift at joint 2. . - • REACTIONS (lb/size) 2=230/4-0,0,4=129/4_0:0 LOAD CASE(S) Standard .... Max Horiz 2=64(LC 9) Max Uplift 2=-108(LC.8),4=-37(LC 12) FORCES. (Ib)-Maximum Compression/Maximum ... - ' ..Tension . . TOP CHORD• 1-2=0/22,2-5=-77/33,5-6=-73/37, . . . ' 3-6=-72/45,3-47-91/160 BOT CHORD 2-4=-24/32 NOTES : 1) Wind:ASCE?10;Vult=l30mph(3-second gust) - - %%Willg1 • Vasd=101mph;TCDL 4.0psf;BCDL=5.Opsf;h=25ft; `%%% 1I Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS(envelope) - ,%% wA PS A il,FIS • exterior zone and C-C Comet(3)-1-4-9 to 1-7-7, s_ O....... ,i Exterior(2)1-7-7 to 3-10-4 zone;cantilever left and right �• . •`\.;\ E N S�.., .••iii exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; • No 39380:: .Lumber DOL=1.60 plate grip DOL=1.60: : - • 2):• 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, ' . ' 1.13 ' .� .• CC or consult qualified building designer as per ANSI/TPI 1. • o O -rV-� . . 3) Plates checked fora plus or minus 5 degree rotation : . ,�\•.I.•`/ • about its center. . . . . .. . . . '.# R 1 P,:0\.%• 4). Gable requires continuous bottom:chord bearing. • 1j S .......• ` `.s• 5) 'Gable studs spaced at 174-0 dc.: /1 /ON A�- ;`.`- 6) This truss.has been designed for a 10.0 psf bottom - �-//11111111-% chord live load nonconcurrent with any other live loads. . .. •� Thomas A.Albani PE No.39380 : MITek USA,.Inc.FL Cert 6634' 6904 Parke East Blvd.Tampa FLB3610 . . ' . Date: : . urie 3,2 19 ' V , A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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. - - IVhTek.. is always required far 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 BCSI Building Component . 6904 Parke East Blvd. • Safety Infonnafionavailable from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Tampa,FL 33610, Job :. • . •: Truss Truss Type- Qty` Ply Stock St.Townhom es . . E0506 B03 Monopitch 5 1 T17227727 Job Reference(optional) - Gleckler and Sons Building Supplies,.Jacksonville,FL-32209,. ... . Run:.8.31 E'May 22 2019 Print:8,310.E May 22 2019 MiTek Industries,Inc,:Mon Jun 03 14:08:27 Page:1 . - . I D:4uH5vh8n2kcUMW 2_IuzW YfzGe_P-QTKPxU9th R7rteD7tzS3T2hoJpMl uxn_pVOYkbz9zRl. . . ... . 1-q 0 4-g•0 1-4-0 4-00-'00 . .. 12 . . .4. 2x411 • . 3 . • 8 V • .o -- . . 2 _.....iiiiiall I,- . . .. 1 r q • 3x4= 2x4 it • • 4,0-0 Scale=1:32.4 . . . - Loading (psf) . :Spacing 2-0-0 ' : CSI • . _• DEFL in (loc) I/deft Lid PLATES GRIP . TCLL(roof) . 20.0 Plate Grip DOL 1.25• . . TC . • •• • 0.14 Vert(LL) • 0.01 4-7 >999 240 MT20 244/190 TCDL . 7.0 Lumber DOL .. 1.25 BC 0.12 Vert(CT) -0.02 - 4-7. >999 .180 BCLL ' . 0.0* Rep Stress.!ncr YES we 0.00: Horz(CT) 0.00 2 •' n/a. n/a BCDL . 10,0 Code • FBC2017ITPI2014 Matrix-MP, .: • Weight:16 lb FT=20% - . LUMBER LOAD CASE(S) Standard " . TOP CHORD 2x4 SP No.2 . . • . BOT CHORD 2x4 SP No.2 :.' WEBS . '2x4 SP No.3 . BRACING . TOP CHORD Structural wood sheathing directly applied or ' :. . .. .. 4-0-0 oc purlins, except nd verticals. ' . . • BOT CHORD •Rigid ceiling directly applied or 10-0-0 oc • . - . bracing. .• REACTIONS (lb/size) 2=230/0-3,8,4=1291 Mechanical Max Horiz 2=64(LC 11) Max Uplift 2=-108(LC.8),4=-37(LC 12).. • .' : ,' • FORCES. .(Ib)-Maximum Compression/Maximum . ' Tension TOP CHORD 1-2=0/24,2-8=-69/29,3-8=-46/38,3-4=-84/85 .. • ' BOT CHORD 2-4=-34/51 , . NOTES •. . 1) Wind:ASCE 7-10;'Vult=130mph(3-second gust) ' Vasd=101 mph;TCDL=4.Opsf;BCDL=5.0psf;h=25ft; ` 1111111/1 Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS(envelope) - .. �� I'ee exterior zone and C-C Exterior(2)-1-4-9 to 1-7-7, . viii`�PS A. A4 �% Interior(1)1-7-7 to 3-10-4 zone;cantilever left and right ,� ........•• e.9 �i# exposed;end vertical left and right exposed;C-C for ' • • k? \C' S members and forces&MWFRS for reactions shown; • Lumber DOL=1.60 plate grip DOL=1.60. . No 39380:. v 2) Plates checked for a plus or.minus 5 degree rotation • ' •about its center. * • :; 3) This truss has been designed fora 10.0 psf bottom chord live toad nonconcurrent with any other live loads. - 7�13 /��: 4) *This truss has been designed for a live load of 20.0psf **,,......--..i._-_,0- :• •'�� • on the bottom chord in all areas where a'rectangle °.• - 3-06-00 tall by 2-00-00 wide will fit between the bottom >o „ 0 R X *.% . . - chord and any other members, 'I,•s •••••••��N• 15) • Bearings are assumed to be:Joint 2 SP No.2 crushing-•• 'iI �O N A - .0 capacity of 565 psi- �///1.11111►1,, • 6) Refer to girder(s)for truss to truss connections.:: Thomas A.Albani PE No.39380 7) Provide mechanical connection(by others)of truss to MITek USA,Inc.FL Cert 6634' • bearing plate capable of withstanding 37 lb uplift at joint. • 6904 Parke East Blvd.Tampa FL 33610 . 4 and 108 lb uplift at joint;2.: .. ' ' - Date: 0 .. :June 3,2 19 1 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCEPAGE 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 into 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/IPII Quality Criteria,DSB-89.and BCSI Building Component 6904 Parke East Blvd. Safety Infennatlonavailoble from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. . Tampa,FL 33610 Job Truss Truss Type Qty}. .: Ply Stock St.Townhomes ' E0506 B04.' . Monopitch 3 1' 717227728 . Job Reference(optional) ' .: • Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:.831 E:May 22 2019 Print 8.310 E May 22 2019 Mitek Industries,Inc.Mon Jun 03 14:08:28 'Page:1 . • - - .ID:4uH5vh8n2kcUMW2luzWYfzGe_P-ufun8g9VSIFiVooJRhzIOGE_UDicdNd82975H2z9zRH"' .. 1.4.0 I, _. 3-7-0 0.�-� .. .. 12 4 2x4 s .' . .. 3 10 n T 2 r; _......iiiiilall . 0 : : X75 -.. • "3x4=: 2x4.ii ._ 3-8-12 . • . 3-7-0 3 I1QI8 . . 3-7-0-.-. 0-9112 •• .. 0-1-12 .. Scale=1:34.8 . . . ... • Loading (psf)' Spacing 2-0-0 CSI . . DEFL - ,in (loc) I/defl L/d .PLATES GRIP TCLL(roof) . ' '20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) 0.01 ' 6-9. >999 240 MT20 .244/190 • . TCDL 7.0 Lumber.DOL 1.25 ' BC 0.10 Vert(CT) -0.01 6-9 >999 :180 BCLL 0.0* Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 2 n/a.. n/a BCDL • • 10.0. . Code ' .FBC2017/fPI2014 Matrix-MP. : . Weight:161b FT=20% . • '.LUMBER LOAD CASE(S) Standard . TOP CHORD :2x4 SP No.2 ' . . . BOT CHORD 2x4 SP No.2 • .. • WEBS - 2x4 SP No.3 . • BRACING . TOP CHORD Structural wood sheathing directly applied or . .. 3-10-8 oc purlins. BOT CHORD .Rigid ceiling directly applied or.10-0-0 oc . . . bracing. : - . REACTIONS (lb/size) 2=221/0-3-8,6=129/0-3-8 ' ' - Max Horiz 2=73(LC 8) Max Uplift 2=-100(LC 8),6=-43(LC 12) ' . _ FORCES . ' (Ib)-Maximum Compression/Maximum " Tension TOP CHORD 1-2=0/24,2-10=-54/11,3-16=-22/20,24=-1/0 • • - • . . BOT CHORD 2-6=-20/59,5-6=0/0. . WEBS 3-6=-81/88 NOTES . ._. . . 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) 1%111111114i Vasd=101 mph;TCDL=4.0psf;BCDL=5.0psf;h=25ft; `�� i, Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS(envelope) . .:" ,`% g j\S A " o�' • • exterior zone and C-C Exterior(2)-1-4-9 to 1-7-7, •r�\`V� ........ EN,• '9�1�� Interior(1)1-7-7 to 3-10-8 zone;cantilever left and right . • . ,•��;� `•°: vj' • exposed;end vertical left and right exposed;C-C for ' •' i • members and forces&MWFRS for reactions shown; ' . ..• • i• NO 39380 . Lumber DOL=1.60 plate.grip DOL=1'.60 • - - *' . .� 2), Plates checked for a plus or:minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom " 7.13 • � . :° chord live load nonconcurrent with anyother live loads. .. •' •• - w 4) *This truss has-been designed for a live load of:20.0psf . .on the bottom chord in all areas where a rectangle . . - . .. : io,� ~� R �� . 3,06-00 tall by 2-00-00 wide will fit between the bottom - • I�S. ......• • i chord and any other members. • , : -: . IS/1,-; �N Al--, ��. 5) All bearings are assumed to be SP No.2 crushing .. /Oif1,11 elt' - capacity of 565 psi. ..- Thomas A.Albani PE No.39380 6) Provide mechanical connection(by others)of truss to Mitek USA,Ind.R Cert 6634 ' : bearing plate capable of withstanding 100 lb uplift at : • 6904:Parke East Blvd.Tampa FL 33610: . - joint 2 and 43 lb uplift at joint 6. -- Date: •• ' • • June 3,2019 ' Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MfTEK 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/IPI1 Quality Criteria.DSB-89 and BCSI Balding Component' '' 6904 Parke East Blvd. Safety Informatlanavailable from Truss Plate Institute;218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 . r Job Truss Truss Type ..• . .: Qty Ply Stock St.Townhomes B05. . :Monopitch Supported Gable 1 1 717227729 E0506 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, -. . - • Run:8.31-E May 22 2019 Print:8.310 E May 22 2019 Mitek Industries,Inc.Mon.Jun 03 14:08:28 Page:.1 . • '• -' ID:4uH5vh8n2kcUMW2_IuzWYfzGe_P-ufun8g9VSIFiVooJRhzlOGEynDhedN182975H2z9zRH • 1 4-0 3-10.8 1-4-0. I 3-10-8 . 12 4r- 2x4 u - 3 • 6 • . 5 n d & I 1 J ® 4 .. O . ................................................•. •• ••• . 2x4= 2x4 n I • 3 10-8 Scale=1:32.2 . Loading (psf) Spacing 2-0-0 I CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL(roof) . 20.0 • Plate Grip DOL 1.25 TC 0.23 Vert(LL)• • n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 • .: BC 0.16 -Vert(CT) n/a - n/a .999 . BCLL 0.0* Rep Stress-lncr YES . WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0. Code • FBC2017/TPI2014 Matrix-P Weight:16 lb FT=20% • • LUMBER 7) 'This truss has been designed for a live load of 20.0psf . TOP CHORD.:2x4 SP No.2 on the bottom chord in all areas where a rectangle . .. BOT CHORD •2x4 SP No.2 3-06-00 tall by:2-00-00 wide will fit between the bottom • WEBS .2x4 SP No.3chord and any other members. BRACING • ' . - 8) All bearings are assumed to be SP No.2 crushing TOP CHORD Structural wood sheathing directly applied or capacity of 565 psi: 3-10-8 oc purlins,-except end verticals. 9)- Provide mechanical connection(by others)of truss to - ' BOT CHORD 'Rigid ceiling directly applied or 10-0-0 oc bearing plate capable of withstanding 36 lb uplift at joint • • • bracing. 4 and 107 lb uplift at joint 2. REACTIONS (lb/size) 2=226/3-10-8,4=124/3-10-8 LOAD CASE(S) Standard Max Horiz 2=63(LC 9) ' - Max Uplift 2=-107(LC 8),4=-36(LC 12) • . . • • FORCES (Ib)-Maximum Compression/Maximum ' . Tension . . . . . TOP CHORD •1-2=0/22,2-5=-75/32,5-6=-71/36, 3-6=-70/44,3-4=-87/155 • BOT CHORD 2-4=-23/31 ' . . NOTES ' . . . . • 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) • ' 111111i/d ' Vasd=101mph;TCDL=4.0psf;BCDL=5.0psf;h=25ft; a`111 '� �I -Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS(envelope) _ eek_ AS A' A�e die, exterior zone and C-C Comer,(3)-1-4-9 to 1-7-7, LIS 0 ▪ ••E N•••• '9 �i • Exterior(2)1-7-7 to 3-8-12 zone;cantilever left and right : ��•• \C' S�`•..4.�s exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; .. - - • No 39380: Lumber DOL=1.60 plate grip DOL=1.60 - • * 2) -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, • �� / �:•� Z. or consult qualified building designer as per ANSI/TPI 1. - . .• i� S`y 3) Plates checked for a plus or minus 5 degree rotation •• • • • O ;;f O�� ••w� about its centei-. .• 0 R •• �� 4) Gable requires continuous bottom chord bearing. • '_ • �.' s • ...... `. .e 5) Gable studs spaced at 1-4-0 oc. -_ -h1,-,O N AL�,,,0 • 6) This truss has been designed for a 10.0 psf bottom 1 1111 1'14 1 chord live load nonconcurrent with any other live loads. Thomas A.Alban'PE No.39380 ' ' ' - MITek USA,Inc.FL Cert 6634' 6904 Parke East Blvd.Tampa FL 33610- Date: - ' • - . - June 3,2019 . . 1 1 ®WARNING-Verify 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 A building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing •NliT®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/1PI1 Oualtty Criteria,DSB•89 and BCSI Bending Component' 6904 Parke East Blvd. Safety Informatlonavoilable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. - '' - Tampa,FL 33610 Job Truss ..:. Truss Type ' Qty Ply Stock St.T.ownhomes P E0506 : CJO.1 . :Jack-Oen : -: 2 1 T17P27730. . - Job Reference(optional) .: • Gleckler and Sons Building Supplies,Jacksonville,FL-32209, • • : : Run:8.31-E May 22 2019 Print:8.310 E May 22 2019 MiTek Industries,Inc.Mon.Jun:03 1.4:08:28 Page:1 "' ID:MzgJpG1 W PgMv9zH3inoA8YzGe_Z-ufunBg9VSIFiVooJRhzlOGEx1 DgddN182975H2z9zRH: • -1-4-0 • 4-11-12 .. .. :. I 1-4-0 I 4-11-12 I.. ... 12 . . 5 3 v m ' N i 1 Mil :int . 4 3x4= . ... I 4-11-12- I Scale=1:35.7 - : Loading (psf) Spacing 2-0-0 CSI . . DEFL in . (loc) I/defl L/d PLATES GRIP TCLL(roof) . 20.0 Plate Grip DOL '- 1.25 - TC 0.27 Vert(LL) - 0.03 4-7. >999 240- MT20 : 244/190 TCDL . 7.0 Lumber DOL .• 1.25 . • BC 0.23 Vert(CT) -0.05 4-7 >999 : 180 BCLL . 0.0* Rep Stress.lncr YES • WB 0.00 Hori(CT) 0.00 2 : n/a :.n/a • BCDL 10.0. Code FBC2017/TPI2014 Matrix-MP..: . 'Weight:18 lb FT=20 LUMBER 7) :Provide mechanical connection(by others)of truss-to - TOP CHORD :2x4 SP No.2 bearing plate capable of withstanding 69 lb uplift at joint BOT CHORD .2x4 SP No.2 3 and 75 lb'uplift at joint 2. - BRACING - LOAD CASE(S)' Standard - TOP CHORD Structural wood sheathing directly applied or ' 4-11-12 ac purlins..: - BOT CHORD .Rigid ceiling directly applied or 10-0-0 oc' • . .bracing. .. . REACTIONS (lb/size). 2=268/0-3-8,3=112/Mechanical, . 4=59/.Mechanical Max Horiz 2=98(LC.12) Max Uplift.2=-75(LC 12),3=-69(LC 12) -Max Gray 2=268(LC 1),3=112(LC 1),4=87 (LC 3) - . FORCES '•(lb)-Maximum Compression/Maximum . Tension TOP CHORD 1-2=0/29,2-8=-78/16,3-8=-50/34 BOT CHORD 2-4=-39/73 NOTES �1111111/��: 1) Wind:ASCE 7 10;Vult 13Omph(3 second gust) `s" - 4 : Vasd=101 mph TCDL 4 0psf;BCDL=5.Opsf;h=25ft;. ,•% MPs !•• q� ie� ' 'Cat.II;Exp B;Encl.,GCpI 0.18;_MWFRS(envelope) - �� 0 B �i .exterior zone and C-C Exterior(2)-1-4-11 to 1-7-5; : k �,\ SF•'•.?/ �s� Interior(1)1-7-5 to 4-11-0 zone;cantilever left and right • exposed;.end vertical left and right exposed;C-C for No 39380: members and forces&MWFRS for reactions shown; • * • Lumber DOL=1.60 plate grip DOL=1.60 2) plates checked for a plus or minus 5 degree rotation � about its center. . • -• _-wittilT-All •� 3) This truss has been designed for a 10.0 psi bottom O•• rr %. .1- chord live load:nonconcurrent with any other live loads. - i T°�i- Q. • 4):*This truss has been designed for a live load of 20.Opsf. Edi . O R 19...1'-`C.1. -',,,%%:-- on.the bottom chord in all areas.where a rectangle Iy`SS • •... ' s! : 3=06-00 tall by 2-00-00 wide will fit between the bottom : , Fla1"//111111%""ON A\- �� . chord and any other members. - 5) Bearings.are assumed to be:,Joint 2 SP No.2 crushing Thomas A.Albani PE No.39380 capacity of.565 psi. MITek USA,Inc.-FL Cert 6634 6) Refer to girder(s)for truss to truss connections. . 6904 Parke East Blvd.Tampa FL 33610 • . Date: . . . . . June 3,2019 . ®WARNING-Verify 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/lPl1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd: Safety Informatlonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. - . Tampa,FL 33610 .• Job Truss Truss Type' ,. Qty :' Ply Stock St.Townhomes E0506 CJO2 . Jack-Open 7 1 T17227 731 . ,Job Reference(optional) . Gleckler and Sons Building Supplies,Jacksonville,FL-32209,. Run:8.31 E May 22 2019 Print:8.310 E May 22 2019 MiTek Industries,Inc:Mon:Jun 03 14:08:29 -Page:1 ' . ID:um6xbwOteMD2Xgis84GxbLzGe_a-NrR9M9ABD2NZ7yNV?OUXYTm9Nd2QMgHHGptepUz9zRG . . . . -1-4-0 2-11-12 .:. I 2-11-12 I,: . . 1-4-0.. . — 12 '. . 3 m 2 eg. : 4 . . • 2x4= • 2-11-12 Scale=1:32.5 ' Plate Offsets(X,Y): [2:0-0-10,Edge] Loading (psf) Spacing 2-0-0 - ' . CSI DEFL in (loc), I/defl L/d' PLATES . GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 4-7. >999 '240 MT20 244/190 TCDL . - 7.0 Lumber DOL' - 1.25 - BC 0.07 Vert(CT) -0.01 4-7 •>999 180 • ' BCLL. 0.0* Rep Stress Incr -YES' WB 0.00 Horz(CT) 0.00 3 n/a n/a . BCDL .10.0 -Code ' FBC2017/TP12014 Matrix-MP ' Weight:12 lb FT=20% LUMBER : 7) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing'plate capable of withstanding 36 lb uplift at joint BOT CHORD 2x4 SP No.2 . 3 and 65 lb uplift at joint 2. , BRACING .. LOAD CASE(S) Standard .:' . . . TOP CHORD Structural wood sheathing directly applied or. . .- . .2-11-12 oc purlins. . . . . . .. BOT CHORD Rigid ceiling directly applied or-10-0-0 oc .bracing. . REACTIONS (lb/size) 2=201/0-3-8,3=59/Mechanical, . 4=31/Mechanical Max Horii 2=66(LC 12). Max Uplift 2=-65(LC 8),3=-36'(LC 12) .Max Gray 2=201 (LC 1),3=59(LC 1),4=49 (LC 3) . . FORCES (Ib)-Maximum Compression/Maximum . Tension . TOP CHORD 1-2=0/29,2-8=-68/15,3-8=-26/18- ' BOT CHORD 2-4=-17/45 . .. . . ,. ►111111//, 1 NOTES 0%�,`�`p PS A. Ai I,�,, 1) Wind:ASCE 7-10;Vult=130mph.(3-second gust) .,,.•. 0 ......... �e. ee . Vasd=101mph;TCDL=4.Opsf;BCDL=5.0psf;h=25ft; - • ,��.r•,•'\C ENS'. -9,/,,.. Cat.II;Exp,B;-Encl.,GCpi=0.18;MWFRS(envelope) V _ F.\•, exterior zone and C-C Exterior(2)-1-4-11 to 1-7-5, Interior(1)1.-7-5 to 2-11-0 zone;cantilever left and right = N o 3 9.3 80: exposed;end vertical left and right exposed;C-C for * 'members and forces&MWFRS for reactions shown; . Lumber DOL=1.60 plate grip DOL=1.60 -t) 2) Plates checked for a plus or minus 5 degree rotation :• / iTj.� [(/ about its center. . . .Q •r %% - . 4/Z 3) This truss has been designed for a 10.0 psf bottom . . . . . ��i'\x 0•�.r,‘ %'• chord live load nonconcurrent with any other live loads. -1- 1/4) . O R 1 r �%. . 4) This truss has been designed for a live load of 20.0psf 'I 861/ •t %%% on the bottom chord in all areas where a rectangle fl�� OBJ A'i1��`, 3-06-00 tall by 2-00-00 wide will fit between-the bottom ' chord andany other members. . .. . Thomas A.Albani PE No.39380 5) Bearings are assumed to be:,Joint 2 SP'No:2 crushing • MITek USA,Inc.FL Cert 6634 • ' capacity of 565 psi. . . . 6904 Parke East Blvd.Tampa FL 33610 • 6) Refer to girder(s)for.truss to truss connections. • . •. Date: : .• . June 3,2019 . • . ®WARNING-Verify 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 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/TP11 Quality Criteria,DSB-89 and SCSI Building Component' - 6904 Parke East Blvd. Safety Inlonnatlonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. •' . Tampa,FL 33610 Job - Truss . Truss Type Qty Ply Stock St. Townhomes T17227732. E0506 CJO3 .. Jack Open 10 1 . .Job Reference(optional) . . . . . Gleckler and Sons Building Supplies,Jacksonville,FL-32209,. . - ' Run:8.31 E:May 22 2019 Print:8.310 E May 22 2019 MiTek Industries,Inc.Mon Jun 03 14:08:29 Page:1 • . ID:um6xbwoteMD2Xgis84GxbLzGe_a-NrR9M9A8D2NZ7yNV?OUXYTm9Nd3AMgHHGptepUz9zRG :-1-4-0 Q11-12 14:0' i-11.12 - 12 • 5 2 i 2x4= 11=12 Scale=1`.29.4 _ :I .. .. Plate Offsets(X,Y): [2:0-0-10,Edge]. ' Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/defl Ud' PLATES GRIP " TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 5 >999 240 MT20 • 244/190 TCDL 7.0 Lumber DOL 1.25 •BC 0.02 Vert(CT) 0.00 5 >999- 180 BCLL 0.0*: Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a • • BCDL :10.0.. .Code FBC2017fTP12014 Matrix-MP: Weight:5 lb FT=20% .. LUMBER6) Refer to girder(s)for truss to truss connections. ' TOP CHORD. 2x4 SP No.2 7) Provide mechanical connection(by others)of truss to BOT CHORD •2x4 SP No.2 bearing plate capable of withstanding 86 lb uplift at joint BRACING 2,16 lb uplift at joint 4 and 2 lb uplift at joint 3. TOP CHORD Structural wood sheathing directly applied or LOAD CASE(S) Standard •0-11-12 oc purlins. - - BOT CHORD :Rigid ceiling directly applied or 10-0-0 oc ' • bracing. REACTIONS (lb/size) 2=165/0-3-8,3=-2/Mechanical; . 4=-16/Mechanical Max Horiz 2=35(LC 8) - • Max Uplift 2=-86(LC 8),3=-2(LC 1),4=-16 • (LCI) . . • ' Max Gray 2=165(LC 1),3=10(LC 8),4=21 . ' (LC 8) : . • FORCES (Ib)-Maximum Compression/Maximum . ' Tension . TOP CHORD 1-2=0/29,2-3=-47/33 •' BOT NOTES CHORD 2-4=-35/48 ,``,,,��S{AI11q�,,'i ` M < : . 1) Wind:ASCE 7-10;Vult=130mph.(3-second gust) '. '��'Ne i•'\GENS+•e'9 .:sem Vasd=101 mph;TCDL=4.0psf;BCDL=5.0psf;h=25ft; '' • : F'••,L' Cat.II;Exp.B;End.,GCpi=0.18;MWFRS(envelope) o • No 39.380 exterior zone and C-C Exterior(2)zone;cantilever left • . and right exposed;end vertical left and right' • exposed;C-C for members and forces&MWFRS for 7k ,- • •• reactions shown;Lumber DOL=1:60 plate grip "fl ;:� DOL=1.60:.. o /tel ,i; • CC/: 2) Plates checked for a plus or minus 5 degree rotation • - 0 ��•: about its center. ' #i4i/‘,;(••,••. N 4 . ,p t � 3)•This truss has been designed for a 10.0 psf bottom ��V'•t• •R •`�,.• : • chord live load nonconcurrent with any other live loads; '- • e' S'J •• ••(G` �S 4) *This truss has been designed for a live load of 20.Opsf • llig• g()NAV-'''``�� on the bottom:chord in all areas where a rectangle . 3-06-00 tall by 2-00-00 wide will fit between the bottom . . ' . • ' Thomas A.Albani PE No.39380 chord and'any other members. . . ' . MITek USA,Inc.FL Cert 6634 5) Bearings are assumed to be: Joint 2 SP No.2 crushing ' . 6904 Parke East Blvd.Tampa FL.33610 capacity of 565 psi. . Date:. .. : June 3,2019 1 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. l° 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/IPl1 Quality Criteria,DSB-89 and BCSI Building Component: 6904 Parke East Blvd Safety Infomtafionavoilable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. . . Tampa,FL 33610. . Job Truss . Truss Type Qty ." Ply Stock St.Townhomes " " • E0506 CJO4 . Jack-Open 2 1 i 717227733 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, • . Run:.8.31 E.May 22 2019 Print:8.310 E May 22 2019 MiTek Industries,Inc.Mon Jun 03 14:08:29 Page:1 - ID:MzgJpG1WPgMv9zH3inoA8YzGe_Z-NrR9M9A8D2NZ7yNV?OUXYTm5Gd?HMgHHGptepUz9zRG. -1-4-0" 2-1-12 4 11 12 • 1.4.0 I ..2-1-12.:' I 2-10-0 ..I. • . 12 4 • �I 1:>0.00000.A h :6 � 5 - o • 4x6= c • . • 3x4= "2x4 a - . ... I 2 -3-8 142- 8-4 I Scale=1:36.5 - . Plate Offsets(X,Y): [3:0-4-0,0-1-12]. . . Loading (psf) ' Spacing 2-0-0 . . CSI • DEFL in (lac)- I/deft Ud PLATES GRIP TCLL(roof)" 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.05 6 >999 240 MT20 244/190 TCDL . , 7.0 Lumber DOL 1.25 "BC 0.27 Vert(CT) -0.07 6 >856: 180 BCLL 0.0*' Rep Stress Incr YES WB 0.00 Horz(CT) 0.03 5 n/a n/a BCDL ' :10.0 . Code FBC2017/TP12014 Matrix-MR Weight:19 lb FT=20% • LUMBER 5) Bearings are assumed to be:,Joint 2 SP No.2 crushing TOP CHORD 2x4 SP No.2 . . capacity of 565 psi. BOT CHORD 2x4 SP No.2*Except*6-3:2x4 SP No.3 6) Refer to girder(s)for truss to truss connections. BRACING 7) Provide mechanical connection(by others)of truss to TOP CHORD Structural wood sheathing directly applied or bearing plate capable of withstanding 56 lb uplift at joint 4-11-12 oc purlins. 4,74 lb uplift at joint 2 and 6 lb uplift at joint 5. • BOT CHORD .Rigid ceiling directly applied or 6-0-0 oc LOAD CASE(S) Standard . . ,bracing. . . • . REACTIONS (lb/size) 2=269/0-3-8,4=102/Mechanical, 5=70/Mechanical . -• • Max Horiz 2=98(LC'12) • •. ." Max Uplift 2=-74(LC 12),4=-56,(LC 12),5=-6 • ' (LC 12) . : • Max Gray 2=269(LC 1),4=102(LC 1),5=81 . (LC 3) FORCES (Ib)-Maximum Compression/Maximum ' Tension . . . TOP CHORD :1-2=0/29,2-10=-111/0,3-10=-85/0,' %01111114 .3-4=-45/33 000 ,iii BOT CHORD 2-6=-43/82,3-6=-50/99,3-5=-5/4 00 ,,:n 1.S A• q4 'e . NOTES ♦♦�kZ` GENS•• '9jL,i- 1) Wind:ASCE 7-10;Vult=l30mph(3-second gust) . . ♦ .. \, C ••• / ' . Vasd=101 mph;TCDL=4.0psf;BCDL=5.0psf;h=25ft; Cat.II;Exp B;End.,GCpi=0.18;MWFRS(envelope) NO 39380 exterior zone and C-C Exterior,(2)-1-4-11 to 1-7-5, •• * ' Interior(1)1-7-5 to 4-11-0 zone;cantilever left and right •� = : exposed;end vertical left and right exposed;C-C for -p :CC:: members and forces&MWFRS for reactions shown; (V Lumber DOL=1.60 plate grip DOL=1.60 0•: I � jV 2) Plates,checked for a plus or minus 5.degree rotation - *,T•'•►�l Q;•• ♦♦ about its center. • •ioC� . 0 R �•'`��e♦♦ " 3) This truss has been designed for a 10.0 psf bottom /.l LS j• ••••••�\ 00, 4) chord This tive russoad nonconcurrent has been designed for a live any her oadlof 20.Opsf ®��"1H N Al e,`�00 on the bottom chord in all areas where a rectangle . Thomas A.Albani PE No.39380 3-06-00 tall by 2-00-00 wide will fit between the bottom MITek USA,Inc.FL Cert 6634 chord and any other members. 6904 Parke East Blvd.Tampa FL 33610 • Date: June 3,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. i Design valid for use only with Mitek@ connectors.This design Is based only upon parameters shown,and Is for an individual building component,not . • •a:truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall • -• building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MtT®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/TPII Quality Criteria,DSB-89 and BCSI BulldIng Component 6904 Parke East Blvd. Safety Infaanatlonavailable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. •" . Tampa,FL 33610 Job Truss Truss Type Qty . : Ply Stock St.Townhomes • T17227734. • E0506 CJ05 . 'Jack-Open 2 1 Job Reference(optional) .Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:821 E May 22 2019 Print 8.310 E May 22 2019 MiTek Industries,Inc,Mon Jun 0314:08:29 Page:1 • ID:MzgJpGIWPgMv9zH3inoA8YzGe_Z-NrR9M9A8D2NZ7yNV?OUXYTm9Nd2AMgHHGptepUz9zRG -1-4-0 2-1-12 2-11-12 .. - 1-4-0 .I .2-1-12 9-10-0 I :'. ' . 5 12 . . 4 m ,o z' . . '��'1 �j vi • a 1 p� 6 5m • 0 /1 .'2x4=. 2x4 u- . 4x6 s 2-3-8 2-I11-12 - I 2- 3-8 0 8 4 1 • Scale=1:33.7 - • . • . . Plate Offsets(X,Y): [2:0-0-2,Edge] Loading (psf) Spacing . 2-0-0 . CSI DEFL in (loc). I/defl Ud' PLATES GRIP TCLL(roof) . - . 20.0 Plate Grip DOL 1.25 - TC 0.11 Vert(LL) 0.00 6, >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 6 >999 180 BCLL 0.0*. .Rep Stress Ina YES WB - . 0.00 Horz(CT) 0.00 5 n/a n/a BCDL .10.0 .. Code FBC2017ITP12014 Matrix-MR , Weight:13 lb FT=20% . • LUMBER5) Bearings are assumed to be:,Joint 2 SP No.2 crushing TOP CHORD.•2x4 SP No.2 capacity of 565 psi. BOT CHORD 2x4 SP No.2*Except*6-3:2x4 SP No.3 6) Refer to girder(s)for truss to truss connections. BRACING ' 7) .Provide mechanical connection(by others)of truss to • .. TOP CHORD Structural wood sheathing directly applied or . bearing plate capable of withstanding 22 lb uplift at joint . .2-11-12 oc purlins. 4,65 lb uplift at joint 2 and 8 lb uplift at joint 5. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc LOAD CASE(S) _Standard • ' .bracing. REACTIONS (lb/size) 2=201/0-3-8,4=50/Mechanical, 5=41/Mechanical . • Max Horiz 2=66(LC 12) • . Max Uplift 2=-65(LC 8),4=-22(LC 12),5=-8 (LC 12) Max Gray 2=201 (LC 1),4=50(LC 1),5=43 ' (LC 3). . • FORCES (Ib)-Maximum•Compression/Maximum Tension ' TOP CHORD .1-2=0/29,2-10=-66/13,3-10=-25/0, • ,1 �! 3-4=-17/18 `,` • fit+ '�'it BOT CHORD 2-6=-11/45,3-6=-5/56,3-5=-10/6 ,��%,�``r`PS, A,'•,414 i,�� NOTES s%� :•-\GENS•• 'T4 ' 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) •• V . . '.... • Vasd=101mph;TCDL=4.0psf;BCDL=5.0psf;h=25ft; No 39380 Cat.11;Exp B;End.,GCpi=0.18;MWFRS(envelope) • exterior zone and C-C Exterior(2)-1-4-11 to 1-7-5, Interior(1)1-7-5 to 2-11-Ozone;cantilever left and right exposed;end vertical left and right exposed;C-C for :—'0: •. ::Cc members and forces&MWFRS for reactions shown; •ice--"`:.--.0.:** , (Q Lumber DOL=1.60 plate grip DOL=1.60 ' •=0 •._`y'v ' 4/: 2) Plates checked for,a plus or minus 5 degree rotation '' oT P � `� • about its center. . . •/-<(\6';'•..9 R !``0,,,.• 3) This truss has been designed for a 10.0 psf bottom • I� iS/ .....•`` �S chord live load nonconcurrent with any other live loads. • �I��'�N A;,',�1� 4) •This truss has been designed for a live load of 20.Opsf • . on the bottom chord in all areas where a rectangle :. Thomas A.Albani PE No.39360 3-06-00 tall by 2-00-00 wide will fit between the bottom . . . . . MITek USA,Inc,-FL Cert 6634 chord and any other members, 6904 Parke East Blvd.Tampa FL 33610 • • Date: • - June 3,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mill 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 p •• - ' 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 far 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/WI1 Quality Criteria,DSB-89 and SCSI Bu9ding Component. . 6904 Parke East Blvd. Safety Informatlonovailoble from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. . - • . . , .. Tampa,FL 33610 'Job Truss Truss Type • • . • Qty Ply Stock St.Townhornes T17227735 E0506 CJO6 . Jack-Open 1 1 ,Job Reference(optional) • Gleckler.and Sons Building Supplies,Jacksonville,FL-32209,. Run:8.31 E'May 22 2019 Print:8.310 E May 22 2019 MiTek Industries,Inc.Mon Jun 03 14:08:30 Page:1 '• . . I D:r9EhOc18AzUmn7sFGVJ PhmzGe_Y-r1?XZV BmzMVQk6xiZ6?m5hJK010J5H W QVScCLwz9zRF • 2-11-12 • • . 12 5 2. . 'a; 1 I .1• 1 3 2x4= • 2-11-12 • Scale=1:30.2 Plate Offsets(X,Y): [1:0-0-2,Edge] • ' Loading (psf) Spacing • 2-0-0 CSI DEFL • in (loc) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 3-6 >999 240 MT20 244/190 TCDL • • • 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 3-6. >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/TP12014 Matrix-MP • Weight:9 lb FT=20% LUMBER 7) Provide mechanical connection(by others)of truss to - TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 20 lb uplift at joint BOT CHORD 2x4 SP No.2 1 and 40 lb uplift at joint 2. BRACING . . LOAD CASE(S) Standard . TOP CHORD Structural wood sheathing directly applied or • 2-11-12 oc purlins. • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc .bracing. REACTIONS (lb/size) 1=108/Mechanical,2=68/ Mechanical,3=40/Mechanical Max Horiz 1=47(LC 12) Max Uplift 1=-20(LC 12),2=-40(LC 12) r Max Gray 1=108(LC 1),2=68(LC 1),3=51 i • (LC 3) . FORCES (Ib)-Maximum Compression/Maximum , Tension TOP CHORD 1-2=-53/21 • BOT CHORD 1-3=-40/44 ``,tii1 f f'11/g. NOTES `��,�pPCJ A. A //t' ,% 1) Wind:ASCE 7-10;Vult=13Omph.(3-second gust) O' '._,.•.... �e ',� Vasd=101 mph;TCDL=4.0psf;BCDL=5.Opsf;h=25ft; • ' \GENS'• '9 0 Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS(envelope) VF"'•,L/ • exterior zone and C-C Exterior(2)zone;cantilever left No 39380. • and right exposed;end vertical left and right • exposed;C-C for members and forces&MWFRS for . - * reactions shown;Lumber DOL=1.60 plate grip = : DOL=1.60 ='fl Q 2) Plates checked for a plus or minus 5 degree rotation �" LU o about its center. 0 •, " - L(/ 3) This truss has been designed for a 10.0 psf bottom •. ' i, T • ••V'.' ; chord live load nonconcurrent with any other live loads. ,ice't• 4 O R .• Q?\�'% 4) 'This truss has been designed for a live load of 20.Opsf eI Sts/....... �� %• on the bottom chord in all areas where a rectangle . . tIii00 N r'int%%.. . 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. Thomas A.Albans PE No.39380 5) Refer to girder(s)for.truss to truss connections. • . . . MITek USA,Inc.FL Cert 6634 6) Refer to girder(s)for truss to truss connections. . . • 6904 Parke East Blvd.Tampa FL.33610 _ - - Date: ': June 3,2019 1 I Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 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* iTek* 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/1PI1 Quality Criteria,DSB-89 and BCSI Building Component - 6904 Parke East Blvd. Safety Infotmationovailable from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. • Tampa,FL 33610 - Job • Truss 'Truss Type 'Qty Ply Stock Si.Townhomes T17227736 E0506 E JO1 .. Jack Open 1 1 Job Reference(optional.) , .. Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 E.May 22 2019 Print:8.310 E May 22 2019 MiTek Industries,Inc.Mon'Jun.03 14:08:30 Page:1 : ID:MzgJpGl W PgMv9zH3inoA8YzGe_Z-r1?XZVBmzMVQk6xiZ6?m5hJC511p5HWQVScCLwz9zRF -1-4-0 • • 7-0.0 1-4-0 I 7-0-0 12 . 3 • 5 (— �1 9 •m • 8 . . • C7 2 .1 ;I 'T • E 4 • 3x4= 7-0-0 Scale=138:8 • - Plate Offsets(X,Y): [2:0-0-10,Edge]: Loading (psf) Spacing 2-0-0 • CSI .DEFL in -(lac) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.11 4-7. >751 '240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 • BC 0.50 Vert(CT) -0.21 4-7 >388 180 BCLL 0.0' Rep Stress Incr YES WB - --- 0.00 Horz(CT) _ 0.00 2 n/a n/a • ,BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight 24 lb FT=20% LUMBER - 7) Provide mechanical connection(by others)of truss to TOP CHORD. 2x4 SP No.2 bearing plate capable of withstanding 101 lb uplift at • BOT CHORD 2x4 SP No.2 joint 3 and 87 lb uplift at joint 2. BRACING ... LOAD CASE(S) Standard' . .TOP CHORD Structural wood sheathing directly applied or ' . . :6-0-0 oc purlins. BOT CHORD :Rigid ceiling directly applied or 10-0-0 oc . • bracing. • . REACTIONS (lb/size) 2=339/0-3-8,3=164/Mechanical, ' . 4=86/Mechanical Max Horiz 2=131 (LC 12) • Max Uplift 2=-87(LC 12),3=-101.(LC 12) :Max;Gray 2=339(LC 1),3=164(LC 1.),4=125 • (LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2x0/29,2-8=-96/17,8-9=-70/23,3-9=-65/50 • BOT CHORD 2-4=-44/100 `�'�% I I Ujg1 NOTES • ``,• ,,n p,S A •q 7,�e 1) Wind:ASCE 7-10;Vult 130mph(3-second gust) .. 0 \r <e eek Vasd=101 mph;TCDL 4 0psf;BCDL=S.Opsf;h=25ft; �� (}E 1V S'• '9 ee Cat.II;ExpB;_Encl.,GCpi=0.18;MWFRS(envelope) � ••\, F•*.'/ e exterior zone and C-C Exterior(2)-1-4-11 to 1-7-5, • • • Interior(1)1-7-5 to 6-11-4 zone;cantilever left and right No 39380 . .exposed;end vertical left and right exposed;C-C for . members and forces&MWFRS for reactions shown; • • • Lumber DOL=1.60 plate grip DOL=1.60 'O X 2) Plates checked for a plus or minus 5 degree rotation -p `i L about its center..- tQ , i 3) This trusshas been designed for a 10.0 psf bottom • T • Q;.' • chord live load nonconcurrentwith any other live loads. ee� .• O R •.•`0.,%• 4) This truss has been designed for a live load of 20.Opsf • '-/" $ on'the bottom chord in all areas where a rectangle /,, N A,E%%%, 3-06-00 tall by 2-00-00 wide will fit between the bottom chord andany other members. Thomas A.Albani PE No.39360 5) Bearings are assumed to be:,Joint 2 SP No.2 crushing MITek USA,Inc.FL Cart 6634- . capacity of 565 psi. 6904 Pattie East Blvd.Tampa FL 33610 . 6) Refer to girder(s)for truss to truss connections. Date: June 3,2019 ®WARNING-Verify 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 p 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/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infonnatloravailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. .- - Tampa,FL 33610 Job Truss Truss Type Qty Ply Stock St.Townhomes ' - T17227737. E0506 • EJ02 Jack-Open 3 1Job Reference(optional) • Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 E:May 22 2019 Print 8.310E May 22 2019 MiTek Industries,Inc.Mon Jun 03 14:08:30 Page:1 ' • ID:r9EhOc18AzUmn7sFGVJPhmzGe Y-r1?XZVBmzMVQk6xiZ6?m5hJBV1HI5HWQVScCLwz9zRF. - • -1-4-0 2112 :. �_O_� . . 1-4-0 I 2-1-12 I 4-10-4 12 q 5 II . • ' 11 • r o) 10 3 m m �� ISI 2 0 - 1 J! 6 m 5 oA 3x4= 2x4 e 4x10= • • 238 I 488 Scale=1:39.7 Plate Offsets(X,Y): [2:0-2-0,Edge],[3:0-5-0,0-2-1] Loading (psf) Spacing 2-0-0 CSI DEFL ' in (loc) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.15 3-5 >542 240 MT20 244/190 TCDL 7.0 Lumber.DOL , 1.25 'BC 0.57 Vert(CT) -0.26 3-5 >322 180 BCLL 0.0* Rep Stress Incr YES WB - . 0.00 Horz(CT) : 0.10 5 n/a n/a. BCDL 10.0 ' Code FBC2017fTP12014 Matrix-MR Weight:25 Ib FT=20 LUMBER . 5) Bearings are assumed to be:,Joint 2 SP No.2 crushing TOP CHORD 2x4 SP No.2 capacity of 565 psi. BOT CHORD 2x4 SP No.2*Except*6-3:2x4 SP No.3 6) Refer to girder(s)for truss to truss connections. BRACING .. 7) Provide mechanical connection(by others)of truss to- TOP CHORD Structural wood sheathing directly applied or bearing plate capable of withstanding 88 lb uplift at joint ' .6-0-0 oc purlins. ' 4,86 lb uplift at joint 2 and 3 lb uplift at joint 5. • BOT CHORD •Rigid ceiling directly applied or 6-0-0 oc LOAD CASE(S) _Standard bracing. • REACTIONS (lb/size) 2=340/0-3-8,4=154/Mechanical, - 5=96/.Mechanical • Max Horiz 2=131 (LC 12) • Mak Uplift 2=-86(LC 12),4=488(LC 12),5=-3 , (LC 12) Max Gray 2=340(LC 1),'4=154(LC 1),5=119 . (LC 3) . ' FORCES (Ib)-Maximum Compression/Maximum ' Tension ' TOP CHORD 1-2=0/29,2-10=-183/0,3-10=-156/0, ei�%I111Il�0l 3-1 21, BOT CHORD 2-6=-46 1/13,3-6=-52/142,3-5=-5/3 %♦�0�'p P`S A' 'q��o4,j NOTES ,♦,��0.•*\CENS•e9ti•.' 1) Wind:ASCE 7-10;Vtilt=130mph(3-second gust) \ F•.•, / � Vasd=101 mph;TCDL=4.0psf;BCDL=5.0psf;h=25ft; . No 39380 Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS(envelope) • exterior zone and C-C Exterior(2)-1-4-11 to 1-7-5, Interior(1)1-7-5 to 6-11-4 zone;cantilever left and right — ; '* exposed;end vertical left and right exposed;C-C for "D �, - members and forces&MWFRS for reactions shown; - :•i.fi %�•P- 111./ Lumber DOL=1.60 plate grip DOL=1.60 • •0 ••��►`%�- . • 4,.; 2) Plates checked fora plus or minus 5 degree rotation - • •• T > ' „z• - .about its center. •i��ts••.,0......'0.'.. r,. 3) This truss has been designed for a 10.0 psf bottom ' -iii S \:. chord live load nonconcurrent with any other live loads. ��' N A„ �♦♦♦ 4) •This truss has been designed for a live load of 20.0psf : ' on the bottom chord in all areas where a rectangleThomas A.Albani PE No.39380 3-06-00 tall by 2-00-00 wide will fit between the bottom MiTek USA,Inc.FL Cert 6634 chord and any other members. . 6904 Parke East Blvd.Tampa FL 33610 • Date: 0 • • June 3,2 19 • t • ®WARNING-Verify 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 atruss 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/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. • Safety Informatlo available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, - Tampa,FL 33610 Job Truss • Truss Type Qty Ply Stock'Si.Townhomes ' T17227738. E0506 EJ03 :Jack-Open ... 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, - Run:.8.31 E:May 22 2019 Print:8.310 E May 22 2019 MiTek Industries,Inc.Mon.Jun 03 14:08:31 Page:.1 . ..I D:r9Eh0c18AzUmn7s FGVJ PhmzGe_Y-J EZwmrCOkgdGMGW u6pW 7eusSD Ri lgkmak6MluNz9zRE • -1-4-0 5.0.0 1-4-0 I • 5-0-0 • 12 5 3 11 .. •. 8 r N N • a •2 . '71 1 J III O. ,t 4 • 3x4= . • 5-0-0 • Scale=1:35.7' Loading (psf) .. •Spacing 2-0-0 CSI DEFL in (lac) I/defl Lid PLATES GRIP TCLL(roof) 20.0 • Plate Grip DOL 1.25 - TC 0.28 Vert(LL) • 0.03 4-7 >999 240 MT20 244/190 ' TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.05 4-7 >999 180 BCLL 0.0* Rep Stress:Incr YES -WB 0.00 Horz(CT) 0.00 2 n/a n/a . • BCDL 10.0. . Code .FBC2017ITPI2014 Matrix-MP . Weight:18 lb FT=20% LUMBER ' .. 7) Provide mechanical connection(by others)of truss to TOP CHORD .2x4 SP No.2 bearing plate capable of withstanding 69 lb uplift at joint BOT CHORD 2x4 SP No.2 . 3 and 75 lb uplift at joint 2. • BRACING LOAD CASE(S). Standard TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. . . ." BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . ... • . . • • REACTIONS (lb/size) 2=268/0-3-8,3=113/Mechanical, 4=59/Mechanical Max Horiz 2=99(LC 12) Max Uplift 2=-75(LC 12),3=-69(LC 12). • Max Gray 2=268(LC 1),3=113(LC 1),4=87 (LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/29,2-8=-78/16,3-8=-50/34 • BOT CHORD 2-4=-39/73 NOTES �� .. 1) Wind:ASCE 7-10;Vult=130mph(3-;second gust) `�l1� I�IO� Vasd=101mph;TCDL=4.0psf;BCDL=5.Opsf;h=25ft; , .-,.p�S A' ,�� sj .Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS(envelope) �• • Co 6' ei� exterior zone and C-C Exterior(2)-1-4-11.to 1-7-5, - `�k' �G E AI`SF•••2i �' Interior(1)1-7-5 to 4-11-4 zone;cantilever left and right • exposed;.end vertical left and right exposed;C-C for .. • • NO 39380 members and forces&MWFRS for reactions shown; • * Lumber DOL=1.60 plate grip•DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation . about its center. 3) This truss has been designed for a 10.0 psf bottom • 0•• '0 .' •41 chord live load nonconcurrent with any other live loads. 4:0 T•••ly Q 4) 'This truss has been designed for a live load of 20.Opsf •j <(\.(-1'•• • 0 R 1'a.••`• s$ on the bottom chord in all areas where a rectangle • ' 4• %."S •••••• \�•i, chod 3-06-00atall ll by 2-00-00other wit members. fit between the bottom ,Iti.0 N A�'�`�s' 5) Bearings are assumed to be:,Joint 2 SP No.2.crushing Thomas A.Albans PE No.39380 capacity.of.565 psi. • , ' MITek USA,Inc.FL Cert 6634 6) Refer to girder(s)for truss to truss connections. . :• ' . 6904 Parke East Blvd.Tampa FL 33610 Date:- . - June 3,2019 la I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MiI-7473 rev.10/03/2015 BEFORE USE. Etat 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 Crkerla,DSB-89 and BCSI Building Component - 6904 Parke East Blvd. Safely Infoimatlonovoiloble from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. : . . Tampa,FL 33610 . Job Truss • . . Truss Type Qty Ply Stock St.Townhomes . T17227739 E0506 EJ04 Jack-Open Girder 1 1• Job Reference(optional) ' Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 E May 22 2019 Print:8.310 E May 22 2019 MiTek Industries,Inc.Mon'Jun 03 14:08:31 Page:1 ID:jwTCsz4eEC_BGIAOVKNLrczGe_U-JEZwmrCOkgdGMGW u6pW?eusCloRY6gkmak6MluNz9zRE • f 500 • 12 5 2 . . ul NN 1 :ii_ ._�JIMIIIIIIIIIIIIII • • • o 0 07 8 3 ' 3x6 e . . • NAILED HTU26 • 5-0-0 Scale=1:33.3 Plate Offsets(X,Y): [1:0-3-0,0-1-8] ' Loading (psf) Spacing 2-0-0 CSI DEFL • in (loc) 1/deft Lid PLATES GRIP ' TCLL(roof) 20.0 Plate Grip DOL 1.25 • TC 0.43 Vert(LL) -0.14 3-6 >426 240 MT20 244/190 TCDL 7.0 Lumber DOL • 1.25 -BC 0.88 Vert(CT) -0.25 3-6 >236 180 BCLL 0.0* Rep Stress!nor NO WB 0.00 Horz(CT) 0.00 1 n/a n/a BCDL 10.0. Code FBC2017ffP12014 Matrix-MP 1 Weight:16 lb FT=20% • LUMBER 8) Use Simpson Strong-Tie HTU26(10-10d Girder, TOP CHORD •2x4 SP DSS 14-1 Qdx1 1/2 Truss,Single Ply Girder)or equivalent at BOT CHORD 2x4 SP DSS 3-0-12 from the left end to connect truss(es)to front face BRACING of bottom chord. TOP CHORD Structural wood sheathing directly applied or 9) Fill all nail holes where hanger is in contact with lumber. 5-0-0 oc purlins. 10)"NAILED"indicates Girder:3-10d(0.148"x 3") toe-nails BOT CHORD Rigid ceiling directly applied or 5-11-4 oc per NDS guidelines. bracing. 11) In the LOAD CASE(S)section,loads applied to the face REACTIONS (lb/size) 1=531/0-3-8,2=206/Mechanical, of the truss are noted as front(F)or back(B). 3=452/Mechanical LOAD CASE(S) Standard • Max Horiz 1=80(LC 8) 1) Dead+Roof Live(balanced):Lumber Increase=1.25, Max Uplift 1=-142(LC 8),2=-99(LC 8), Plate Increase=1.25 3=-113(LC 8) Uniform Loads(lb/ft) FORCES (Ib)-Maximum Compression/Maximum Vert: rate 54,3-4=-20 Tension Concentrated Loads(Ib) • TOP CHORD 1-2=-374/77 Vert:7=-88(F),8=-735(F) BOT CHORD 1-7=-97/245,7-8=0/0,3-8=0/0 NOTES 1111111110,5 ' 1) Wind:dASCE h;7-10; Vult4Apsm BCDLecond gust)he````1.PS A ,[1.4.11141/4,, 4',/�i p 0�.�,.... B i� Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS(envelope) `��. ,%, j‘10.. �G E N 5 '• '92 i� exterior zone;cantilever left and right exposed;end N.. F•'• •, / vertical left and right exposed;Lumber DOL=1.60 plate e grip DOL=1.60 No 39380 2) Plates checked for a plus or minus 5 degree rotation • about its center. 3) This truss has been designed for a 10.0 psf bottom - -0• /' chord live load nonconcurrent with any other live loads. 4/Z 4) *This truss has been designed for a live load of20.0psf. 0% - = �C/ on the bottom chord in all areas where a rectangle •i'n Q;•' 3-06-00 tall by 2-00-00 wide will fit between the bottom i�C(\s' O R 1 p•• ('j‘,%% chord and any other members. .• Ii ts)•• •G�'‘! 5) Bearings are assumed to be:,Joint 1 SP DSS crushing ✓I�//.�N A'111 `` capacity of 660 psi. • 6) Refer to girder(s)for truss to truss connections. Thomas A.Albani PE No.39380 7) Provide mechanical connection(by others)of truss to MITek USA,Inc.FL Cert 6634 bearing plate capable of withstanding 142 lb uplift at • 6904 Parke East Blvd.Tampa FL.33610 joint 1,99 lb uplift at joint 2 and 113 lb uplift at joint 3. Date: June 3,2019 I I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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,seeANSU1PI1 GualIly Cdterla,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Informatlonovailoble from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. - . 1 Tampa,FL 33610 : . Job Truss Truss Type Qty . Ply Stock Si.Townhomes E0506 . EJ05 - Jack-Open 1 1 717227740 Job Reference(optional) - -. Gleckler and Sons Building Supplies,Jacksonville,FL-32209,. - Run:8.31 E:May 22 2019 Print:8.310 E May 22 2019 MiTek Industries,Inc.Mon.Jun 03 14:08:31 Page:1 ' ID:zYQrZI xG8ybr?iCOjH l yNmzA_zx-JEZwmrCOkgdGMG W u6pW?eusSciRiwgkmak6MluNz9zRE 5-0-0 . . 12 5 (— 2 • 7 . N N NN • 1 Ci 3 3X4= • 5-0-0 ' Scale=1:33.3 •. • • • .Loading (psf) . Spacing 2-0-0 CSI • DEFL in (loc) I/deft Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC - 0.30 Vert(LL) 0.03 3-6 >999 240 MT20 '244/190 TCDL 7.0 Lumber DOL 1.25 . BC 0.26 Vert(CT) -0.06 3-6 >971 180 BCLL 0.0* Rep Stress Inca YES -WB 0.00 Horz(CT) 0.00 . 1 n/a - n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:16 lb FT=20% LUMBER7) Provide mechanical connection(by others)of truss to TOP CHORD :2x4 SP No.2 bearing plate capable of withstanding 34 lb uplift at joint . BOT CHORD 2x4 SP No.2 1 and 72-lb uplift at joint 2. . BRACING LOAD CASE(S) Standard TOP CHORD Structural wood'sheathing directly applied or 5-0-0 oc purlins. . BOT CHORD .Rigid ceiling directly applied or 10-0-0 oc '.bracing. .. REACTIONS (lb/size) 1=183/0-3-8,2=118/Mechanical, 3=65/Mechanical Max Horiz 1=80(LC 12) • Max Uplift 1=-34(LC 12),2=-72(LC 12) • • Max Gray 1=183(LC 1),2=118(LC 1),3=89 .. (LC 3) FORCES (Ib)-Maximum Compression/Mazimum Tension • - •TOP CHORD 1-7=-89/21,2-7=-51:/36 BOT CHORD 1-3=-69/81 NOTES j111111i11 j 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) `S�� //� Vasd=101 mph;TCDL=4.Opsf;BCDL=5.Opsf;h=25ft; .... ��`�Q�PS........A. 44!4,,�•,,, Cat.II;Exp B;Encl.,GCpi=0:18;MWFRS(envelope) • . , exterior zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior :�A •+V E �•q1,��, (1)3-0-0 to 4-11-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C forN O 393 80- members and forces&MWFRS for reactions shown; * • - '• Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus_or minus 5 degree rotation13 ' about its center. ,- �+ 3) This truss has been designed for a 10.0 psf bottom . . o• . : 40 chord live load nonconcurrent with any other live loads. .. -- i ,�',i;-' 1'4 - O p–\ ``� 4)'•This truss has been designed for a live load of 20.Opsf - °,• • 0 R '• on the bottom chord in all areas.where a rectangle• - l4,SS ••••••. �NN" •chord and Jl by any 2-000-00 wide pther tnetnbe swill-fit between the bottom �I,lo O N A;,�X000 5) Bearings are assumed to be:,Joint 1 SP No.2 crushing Thomas A.Alban'PE No.39380 capacity of 565 psi. MITek USA,Inc.-FL Cert 6634 6) Refer to girder(s)for truss to truss connections. 69( Parke East Blvd.Tampa R..33610 • Date: June 3,2019 . ®WARNING-Verily 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 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,seeANSU711 Quality Cdteda,DSB.89 and BCSI Building Component - 6904 Parke East Blvd. Safety Informatiomvailable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. - - Tampa,FL 33610 • Job . - Truss Truss Type .. Qty, Ply Stock St.Townhomes . . ' T17227741 E0506 EJO6 - :Jack-Open 1 1 Job Reference(optional) Gleckler and Sons Building Supplies;Jacksonville,FL-32209, . - Run:8.31 E May 22 2019 Print:8.310 E May 22 2019 MiTek Industries,Inc.Mon Jun 03 14:08:32 Page:1 • . ID:r9EhOc18AzUmn7sFGVJPhmzGe_Y-nQ71_BCOVzl7_Q54gX2EA6Odzg2XZBOjym5JQpz9zRD' 1-4-05.0-0 I' • 1.4.0 I 5-0-0 . 12 5 3 Ii . 8 N N2 . I - ,l 0 1 �� 4 354= - • 5-9-0 Scale=1:35.7. Loading (psf) :Spacing 2-0-0 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.03 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL • 1.25 BC 0.23 Vert(CT) -0.05 4-7. >999 180 BCLL 0.0* Rep Stress!nor YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 MatrixrMP • Weight:18 lb FT=20% LUMBER . . • 7) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 69 lb uplift at joint BOT CHORD 2x4 SP No.2 3 and 75 lb uplift at joint 2. BRACING LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. . BOT CHORD .Rigid ceiling directly applied or 10-0-0 oc bracing. • REACTIONS (lb/size) 2=268/0-3-8,3=113/Mechanical, 4=59/Mechanical • Max Horiz 2=99(LC,12) • Max Uplift 2=-75(LC-12),3=-69(LC 12) . Max Gray 2=268(LC 1),3=113(LC 1),4=87 (LC 3) FORCES (Ib)-Maximum Compression/Maximum • Tension • • TOP CHORD 1-2=0/29,2-8=-78/16,3-8=-50/34 BOT CHORD 2-4=-39173 NOTES 111111111/i' 1) Wind:ASCE 7,10;Vult=130mph(3-second gust) `%. ��/1 Vasd=101mph;TCDL=4.0psf;BCDL=5.Opsf;h=25ft; . ,�% 1. A q�6,i��i Cat.II;Exp B;Encl.,GCpi=0.18;:MWFRS(envelope) v 'exterior zone and C-C Exterior(2)-1-4-11 to 1-7-5,• `�A' •' \C'E N Sic`'•4,.��, Interior(1)1-7-5 to 4-11-4 zone;cantilever left and right • exposed;end vertical left and right exposed;C-C forN O 39380 members and forces&MWFRS for reactions shown; * Lumber DOL=1.60 plate grip DOL=1.60 - - * 2) Plates checked for a plus or minus 5 degree rotation :–_,-.• — • about its center. ' ��` 3) This truss has been designed for a 10.0 psf bottom • . ,'��- :�4 chord live load nonconcurrent with any other live loads. • '• . 4) *This truss has been designed for alive load of 20.0psf '�� .• 0 R 1...••�`�(.1 %• .on on the bottom chord in all areas.where a rectangle i4, ..... �` chord 3-06-00 atall ll by 2-00-00other wide ill-fit between the bottom iI,��O nJ A`1E`�� 5) Bearingsare assumed to be:,Joint 2 SP No.2 crushing .. Thomas A.Albani PE No.39380 capacity of 565 psi. MITek USA,Inc.FL Cert 6634 . 6) Refer to girder(s)for truss to truss connections. 6904 Parke East Blvd.Tampa FL 33610 • Date: June 3,2019 I I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 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 'IBMa 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 •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/IPIt Quality Criteria,DSB-89 and BCSI Building Component: 6904 Parke East Blvd. • Safety Informatlonavallable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. . ' • Tampa,FL 33610 • Job Truss Truss Type Qty • Ply Stock St.Townhomes T17227742 E0506 - F01. :Floor.Supported Gable 1 1 • - - Job Reference(optional) '.Gleckler.and Sons Building Supplies,Jacksonville,FL-32209, • Run:.8.31 E:May 22 2019 Print:8.310 E May 22 2019 MiTek Industries,Inc.Mon Jun 03 14:08:32 Page:1 - .. . ID:cijihL89HQUdkMTnkASH?SzGe_Q-nQ71_BC0Vzl7_Q54gX2EA60gmg5zZBXjym5JQpz9zRD: 1-2-8 0- • 0= - • 13-5-8 - • I I: 3x4=. 3z6 FP 3x4= • 1 2 -3 • ' 4 5 6 . . 7 6 9 : 10 11 . 12 1314 15. 16 • . - 4 - 4 - .. - r - - '■ • t 32 - • .. II - . . a b - - - - -17 _ 'v-•-•-•-.•v:-•-•'v'•-•-•;;•4-•;;•�•-•-�p�•�•-❖:❖:❖::'❖Kam„;:re:•"❖�:•••:::••❖:❖::❖�❖:❖:•-❖;•;•7,•;•;•�:_e,;•,;• v:'•vv-v-•;•;•;%vv;•-vv« •;v.:❖:❖:•;•;• •-.-•v' ••!••••e•va;••. •••••••••••,•••••••tS.•• • • • 04 • • •••vv_•e••••••••pi•••000•v V*.0.OeP. ••e 1,• ••••••••••• ••••••••••••••••,!••••••••••• • %Ii l OM•11Q1.05:01.4014•!•X.444k.1•!4�%.:•A 0.4. • %•!•. %i,•,•1.•:...10.y.•......5.11,t,•101••••••1•.y•...•.•.y...•.•.W,: ,••.•.. • 3x4= • - 3x4= - 3x4=: 3x4=. ' • 3x6 FP ' 18-10-8 18-10-8 Scale=1:35.1 - - Plate Offsets(X,Y): [2:0-1-8,Edge],[15:0-1-8,Edge],[16:0-1-8,Edge],[19:0-1-8,Edge],[30:0-1-8,Edge],[33:0-1-8,0-1-0],[34:0-1-8,0-1-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 . 244/190 TCDL • 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0. Rep Stress Incr YES WB 0.03 Horiz(TL) . 0.00 19 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:97 lb FT=20%F,11%E, LUMBER • 1) All plates are 2x4 MT20 unless otherwise indicated. TOP CHORD 2x4 SP No.2(flat) 2) Plates checked for a plus or minus 5 degree rotation BOT CHORD 2x4 SP No.2(flat) about its center. WEBS 2x4 SP No.3(flat) 3) ,Gable requires continuous bottom chord bearing. ' OTHERS 2x4 SP No.3(flat) : 4) Truss to be fully sheathed from one face or securely . .. BRACING braced against lateral movement(i.e.diagonal web). TOP CHORD Structural wood sheathing directly applied or 5) Gable studs spaced at 1-4-0 oc. 6-0-0 oc purlins, except end verticals. 6) All bearings are assumed to be SP No.2 crushing BOT CHORD Rigid ceiling directly applied or 6-0-0 oc capacity of 565 psi. : . bracing, Except: 7) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc bracing:31-32,30-31,18-19,17-18. 10-00-00 oc and fastened to each truss with 3-10d -• REACTIONS (lb/size) 17=59/18-10-8,18=152/18-10-8, (0.131"X 3")nails. Strongbacks to be attached to walls 19=157/18-10-8,20=148/18-10-8, at their outer ends or restrained by other means. . 21=146/18-10-8,22=147/18-10-8, LOAD CASE(S) Standard 23=147/18-10-8,24=147/18-10-8, 25=147/18-10-8,26=147/18-10-8, . 27=147/18-10-8,28=147/18-10-8, 30=162/18-10-8,31=136/.18-10-8, 32=49/18-10-8 01St I I I t l l I gg,, FORCES (Ib)-Tensionximum-Compression/Maximum ,,`��O p;S�.10�.•;q�eejee, • TOP CHORD 32-33=-44/0,-1-33=-44/0,17-34=-54/0, ``��`•. \G E N d•..94�e•• 16-34=-54/0,1-2=-2/0,2-3=0/12,3-4=0/12, . : . 4-5=0/12,5-6=0/12,6-7=0/12,7-8=0/12, • .. No 39380. 8-9=0/12,9-10=0/12,10-11=0/12, - * 11-12=0/12,12-13=0/12,13-14=0/12, - - • - • 14-15=0/12,'15-,16=-2/0 - : • -- BOT CHORD 31-32=0/2,30-31=0/2,29-30=-12/0, -�.• .• I �� 28-29=-12/0,27-28=-12/0,26-27=-12/0, i /`Ii '25-26=-12/0,24-25=-12/0,23-24=-12/0, • ,e,� ' _ 22-23=-12/0,21-22=-12/0,20-21=-12/0, ee f3 l�.••• `� 19-2 =-12/0,18-1 2, 8=0/2 . . WEBS 5 32-31=-122/0,3-300, 9 133/0,43/0, -28-134/0, eke"sS�0N A1-�. • 8-24=-133/0,9-23=-133/0,10-22=-133/0, /111 11-21=-133/0,12-20=-135/0,14-19=-128/0, ThomasA AlbaniPENo.39380 15-18=-136/0,2-30=-21/0,15-19=-22/0 • • . . . MiTek USA,Inc.R.Cert 6634- NOTES • 6904 Parke East Blvd.Tampa FL 33610 • . Date: •June 3,2019 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit . . 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/TPII Quality Criteria,DSB-89 and BCSI Bonding Component - 6904 Parke East Blvd. Safety Inlaanatlonovailabie from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 - Job Truss Truss Type Qty . Ply Stock St.Townhomes T17227743 . E0506 F02 Floor 11 1 Job Reference(optional) - Gleckler and Sons Building Supplies,Jacksonville,FL-32209,. . Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Mon Jun 03 14:08:32 Page:1 ID:7V9LU?7XW7Mm7CubATx2TEzGe_R-nQ71_BCOVzl7_Q54gX2EA60Z2gzDZ30jym5JQpz9zRD • • 173-0 • 1: .. I '=2-13-13 -0 0 1-- -I" 0 3 9 015-41 0 54 2x4 • . . I�I .. • • 2x4= 2x4 a • 3x4= 2x4= 3x6 FP 3x4= 3x4= 2x4 s 1 2 - 3 4 5 6 7 8 9 10 11 11,22 • m S �� II \.-P �� _ � 24 '. ,� I $1 - • ' i13 W @ '23 22 21 20 19 18 17 16 15 14 3x6 FP 2x4 n" 3x4= 2x4'a 2x4 u 8-5-4 10-5-4 18-10-8 8.5.4 I 11.0-0 I 8-5-4 I 1-0-0 Scale=1:35.1 ' Plate Offsets(X,Y): [6:0-1-8,Edge],[7:0-1-8,Edge],[12:0-1-8,Edge],[13:Edge,0-1-8],[18:0-1-8,Edge],[19:0-1-8,Edge],[25:0-1-8,0-1-0],[26:0-1-8,0-1-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) 1/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 - TC 0.53 Vert(LL) -0.17 18-19 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.57 Vert(CT) -0.23 18-19 >956 240 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(CT) 0.05 13 n/a n/a • BCDL 5.0 Code FBC2017/TPI2014 Matrix-S ', Weight 110 lb FT=20%F,11%E • LUMBER 4) Bearings are assumed to be:Joint 24 SP No.2 crushing TOP CHORD 2x4 SP No.2(flat) capacity of 565 psi,Joint 13 SP DSS crushing capacity BOT CHORD 2x4 SP No.2(flat)*Except*22-13:2x4 SP of 660 psi. DSS(flat) 5) Provide mechanical connection(by others)of truss to ' WEBS 2x4 SP No.3(flat)_ bearing plate at joint(s)24,.13. OTHERS 2x4 SP No.3(flat) 6) Recommend 2x6 strongbacks,on edge,spaced at BRACING 10-00-00 oc and fastened to each truss with 3-10d • TOP CHORD Structural wood sheathing directly applied or (0.131 X 3")nails. Strongbacks to be attached to walls 6-0-0 oc purlins, except end verticals. at their outer ends or restrained by other means. • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc LOAD CASE(S) Standard - bracing. REACTIONS (lb/size) 13=1018/0-2-12,24=1018/0-2-12 FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 24-25=-34/0,1-25=-34/0,13-26=0/63, 12-26=0/63,1-2=-1/0,2-3=-1477/0, 3-4=-2487/0,4-5=-2487/0,5-6=-3001/0, 6-7=-3074/0,7-8=-2868/0,8-9=-2227/0, 1111111111�� 9-10=-2227/0,10-11=-1065/0,11-12=0/3/2061, `0. !ir BOT CHORD 23-24=0/8620-21=0/2817,19-20=0/3074,18 1,22-23=0/2061, 90/3074, •%%. 0 •PS•A 44e,'ei 17-18=0/3074,16-17=0/2653,15-16=0/1761, `�`Z` \.,G E N SF.;•..."��.0 14-15=0!1761,13-14=0/388 • • WEBS 6-19=-337/373,7-18=-186/207, NO 39380.- 2-24=-1304/0,2-23=0/965,3-23=-927/0, 3-21=0/657,4-21=-88/0,5-21=-509/0, 5-20=0/450,6-20=-622/232,7-17=-544/23, .8-17=0/431,8=16=-677/0,10-16=0/719, 1-.-Q 1 �= 10-15=0/15,10-14=-1073/0,11-14=0/1076, . .• j�i1"�� 11-13=-1138/0 �� ..-4- .' ;, NOTES i�,,� •••COR 10•�•``�%,`• 1) Unbalanced floor live loads have been considered for '• lk9 • `` `0- this design. . i,,- N A'IIIIsS - 2) All plates are 4x6 MT20 unless otherwise indicated. 3) Plates checked for a plus or minus 5 degree rotation Thomas A.Albani PE No.39380 about its center. MITek USA,Inc.FL Cert 6634• . 6904 Parke East Blvd.Tampa FL 33610 • Date: • June 3,2019 1t n WARNING-Verify 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 r _ 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/1'9I1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 ' i r Job Truss . Truss Type Qty Ply Stock St.Townhomes 117227744 E0506 F03 Floor. 3 1 Job Refere • nce(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, . Run:8.31 S'May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.'Mon-Jun 03 14:08:33 Page:1 . I D:7V9LU?7XW 7Mm7CubATx2TEzGe_R-FchgBXDeGHt_bZgHEEZTjJxfe EI CIZNtBOrsyFz9zRC I 1-3-0. :I1-8-121 I 01 • .0-1-3 .111-10-0 I II 2-0-0 I 0- -3 2x4 u. 3k. 214t FF 2x4= 3x4= 4x6= - '2x4 a.. 354= 3x6 FP 4x6= _ 3x6= 4x6 '' • 3x4= . ' 1 2 3 4 5 6 7 8 - . 9 10 11 12 I. `C71 m m �/\/_\ _ _ 24 - - r , a f '-' ` . 13 'I 2322 A 20 • 19 18 • 17 16 - 15 14 � 3x6= 456= : 4x6= • 3x4= 2x4 u• '' 4x6= 3x4= 4x6= 2x4 a 3x4= 4x6= 3x6 FP . . 9-5-4 8-5-4 . 3 8-8 I 4-8-12 I• I'1-0-0 I 18-10-8 8-5-4-4I . 1-0-0 Scale=1:35.1 - - • Plate Offsets(X,Y): [6:0-1-8,Edge],[7:0-1-8,Edge],[12:0-1-8,Edge],[13:Edge,0-1-8],[18:0-1-8,Edge],[19:0-1-8,Edge],[25:0-1-8,0-1-0],[26:0-1-8,0-1-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.86 Vert(LL) -0.17 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOE 1.00 BC 0.59 Vert(CT) -0.24 17-18 >762 240 BCLL 0.0 Rep Stress!nor YES WB : 0.38 Horz(CT) 0.02 13 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:112 lb FT=20%F,11%E LUMBER 2) All plates are 4x6 MT20 unless otherwise indicated. TOP CHORD 2x4 SP No.2(flat) 3) Plates checked for a plus or minus 5 degree rotation BOT CHORD 2x4 SP No.2(flat)*Except*22-13:2x4 SP about its center. DSS(flat) • 4) Bearings are assumed to be:Joint 24 SP No.2 crushing WEBS 2x4 SP No.3(flat) . capacity of 565 psi,Joint 21.SP DSS crushing capacity OTHERS - 2x4 SP No.3(flat) of 660 psi,Joint 13 SP DSS crushing capacity of 660 . BRACING psi. TOP CHORD Structural wood sheathing directly applied or 5) Provide mechanical connection(by others)'of truss to 6-0-0 oc purlins, except end verticals, bearing plate at joint(s)24,13. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 6) Provide mechanical connection(by others)of truss to bracing, Except: bearing plate capable of withstanding 33 lb uplift at joint 6-0-0 oc bracing:23-24,21-23. 24. REACTIONS (Ib/size) 13=800/0-2-12,21=113.5/0-3-8, 7) Recommend 2x6 strongbacks,on edge,spaced at 24=102/0-2-12 10-00-00 oc and fastened to each truss with 3-10d Max Uplift 24=-33(LC 4) (0.131"X 3")nails. Strongbacks to be attached to walls Max Gray 13=801 (LC 4),21=1135(LC 1), at their outer ends or restrained by other means. 24=252(LC 8) 8) CAUTION,Do not erect truss backwards. FORCES LOAD CASE(S) Standard (Ib)-Maximum Compression/Maximum ��„111u Tension 000`,, /I- TOP " TOP CHORD 24-25=-38/0,1-25=-38/0,13-26=0/66, ``00 oPS p`• Ade t_ 12-26=0/66,1-2=-2/0,2-3=-178/296, s 3-4=-172/479,4-5=-952/0,5-6=-1766/0, , ,<Z,',-•\• G E N d•... ./�' 6-7=-1766/0,7-8=-1891/0,8-9=-1602/0, • ..9-10=-1602/0,10-11=-809/0,11-12=0/3NO 39380 BOT CHORD 23-24=-67/182,22-23=-479/172, . . * 21-22=-479/172,20-21=0/563, 19-20=0/1454,18-19=0/1766,17-18=0/1766, 16-17=0/1873,1516=0/1318,14-15=0/1318, •••. Ill_ 13-14=0/310 . er' WEBS '3-21=-464/0,6-19=-416/0,7-18=-274/0, i�•"'-It'/�' > •��0 2-24=-271/103,2-23=-364/0,3-23=0/346, 1. i‘_.' •• 0 f� l - ••• s•� 4-21=-1038/0, 04, • 8-16=-431/0, 0,7-17=-47/245, 1=-4045,8-1710-15=0/19,' • ��'.°sSo0NA�:, ..�`,, . 10-14=-786/0,11-14=0/792,11-13=-913/0 • Thomas A.Albani PE No.39380 NOTES MITek USA,Inc.FL Cert 6634 1) Unbalanced floor live loads have been considered for' 6904.Parke East Blvd.Tampa FL 33610 this design. Date: June 3,2019 r ®WARNING-Verify 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 MEek®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/1PI1 Quality Criteria,DSB-89 and SCSI Butldlnp Component 6904 Parke East Blvd. Safety Informatlonovoilable from Truss Plate Institute,218 N.Lee Street,Suite 312;Alexandria.VA 22314. Tampa,FL 33610 Job Truss . Truss Type Qty Ply Stock St.T.ownhomes . T17227745 E0506 F04 . Floor. • 2 1 . Job Reference(optional) • Gleckler and Sons Building Supplies,'Jacksonville,FL-32209,' . .. Run:8.31 S May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.MonJun 03 14:08:33 Page:1 I D:7V9LU?7X W 7Mm7CubATx2TEzGe_R-FchgBXDeGHt_bZgH EEZTjJxhhEHh IY9tBQrsyFz9zRC 1-3.0 I 200t) 1 1 Q 0-1 8 . 0-1-12 017-12 2x4 r . ... . . 2x4= 2x4 0 - 2x4= . 354= 3x4= 3x4= 1 2 3 4 5 6 7 .. 8 9 • e11 1 • '' \ I\/\ / , ! / ' • • - 17 16 '15 14 13 12 11 M 3x6= 2x4 it 3x4= 2x4 u • 9-5-12 -5-12 8-5-12 10 0-0 I 15-3-0 8-5-12 100 Scale=1:30.6 . - - Plate Offsets(X,Y): [6:0-1-8,Edge],[7:0-1-8,Edge],[9:0-1-8,Edge],[13:0-1-8,Edge],[14:0-1-8,Edge],[19:0-1-8,0-1-0],[20:0-1-8,0-1-0] Loading (psf) Spacing 2-0-0 CSI " DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) -0.16 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.68 Vert(CT) -0.22 14-15 >819 240 BCLL 0.0 Rep Stress Incr YES WB . 0.39 Horz(CT) 0.02 10 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-S. ., Weight:89 lb FT=20%F,11%E LUMBER 6) Recommend 2x6 strongbacks,on edge,spaced at TOP CHORD 2x4 SP No.2(flat) 10-00-00 oc and fastened to each truss with 3-10d BOT CHORD 2x4 SP DSS(flat) (0.131"X 3")nails. Strongbacks to be attached to walls WEBS 2x4 SP No.3(flat) at their outer ends orrestrained by other means. OTHERS 2x4 SP No.3(flat) LOAD CASE(S) Standard • BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=819/0-2-12,18=819/0-2-12 • FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 18-19=-34/0,1-19=-33/0,10-20=-830/0, • • 9-20=-829/0,1-2=-1/0,2-3=-1138/0, 3-4=-1812/0,4-5=-1812/0,5-6=-1976/0, 6-7=-1857/0,7-8=-1347/0,8-9=-377/0 BOT CHORD 17-18=0/692,16-17=0/1561,15-16=0/1995, ‘11%I II, ,o • 14-15=0/1857,13-14=0/1857,1213=0/1857, `%t.,�n 4. WEBS 61114 565/0,710-11=0/34 13 1013/51,2-18=-1037/0, o.``•`O ''•........A 4(49 e,i 2-17=0/710,3-17=-671!0,3-16=0/387, `�s • •• FORCES E N SA ,,�� .'4-16=-61/0,5-16=-283/0,5-15=-118/181, . 6-15=-119/546,7-12=-808/0,8••12=0/632, ••• NO 39380 • 8-11=-907/0,9-11=0/823 NOTES = �� ; - 1) Unbalanced floor live loads have been considered for 7-d; /� this design. �j,4Tj.�/ :�L e 2) All plates are 4x6 MT20 unless otherwise indicated. Q•• �% — 3) Plates checked for a plus or minus 5 degree rotation i� 1,--' ' .• •4. about its center. i�t� . O R 1�• •`0 s% 4) All be capacity of 660 psssumed to be SP DSS crushing • i��I,S1()NAL N A1-�,,%``, 5) Provide mechanical connection(by others)of truss to ',//11111101--. bearing plate at joint(s)10,18. Thomas A.Albans PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: . June 3,2019 I 0 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 Is based only upon parameters shown,and is for an Individual building component,notEt 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 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 Informatio availoble from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. - Tampa,FL 33610 • Job . Truss Truss Type • . Qty Ply Stock St.Townhomes ' T17227746 E0506 F05 Floor 3 1 - Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, '- Run:8.31.S,May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Mon Jun 03 14:08:34 Page:1 : • . - .ID:cijjhL89HQUdkMTnkASH?SzGe_Q-jpF2PtEG1b?rDjFTox4iFXUy5efm11N0Q4aPUhz9zRB Ir {p' I' 1-3-0 18-4 0'7-12 . . . 0-1 1 @ I(1 1 . . 1 • o-, 13 : . -11-0 : 2-0,0 • 2x4 u . 2x4= 2x4 n 2x4= .. 3x6. • 4x6= ," 2 3 4 5 6 7 8 9 .. \ c 0 0 0 m CO m 18 e • t._ e - .. ._® it - j (e 10 17 15 14 '. 13 12 11 . IH 3x6= . 3x6. I� 2x4 n 4x6= • 9-5-12 1. • -5-12 3-9-8 I 4.8-4 I t1-0-0 -0 0 I 14-9.4 . - 1-0-0 Scale=1:31.6 - Plate Offsets(X,Y): [6:0-1-8,Edge],[7:0-1-8,Edge],[9:0-1-8,Edge],[13:0-1-S,Edge],[14:0-1-8,Edge],[19:0-1-8,0-1-0],[20:0-1-8,0-1-0] Loading (psf) Spacing 2-0-0 ' , . CSI ' DEFL in (roc) 1/defl Lid PLATES GRIP- TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) -0.05 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.50 Vert(CT) -0.07 12-13 >999 240 BCLL 0.0 . Rep Stress[nor YES WB 0.27 Horz(CT) 0.01 10 n/a n/a BCDL 5.0 . Code FBC2017/TP12014 Matrix-S Weight:91 lb FT=20%F,11%E LUMBER • • 5) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2(flat) .. bearing plate at joint(s)10,18. BOT CHORD 2x4 SP No.2(flat) 6) Provide mechanical connection(by others)of truss to WEBS 2x4 SP No.3(flat) , bearing plate capable of withstanding 67 lb uplift at joint • OTHERS 2x4 SP No.3(flat) " 18. BRACING 7) Recommend 2x6 strongbacks,on edge,spaced at TOP CHORD Structural wood sheathing directly applied or 10-00-00 oc and fastened to each truss with 3-10d . 6-0-0 oc purlins, except end verticals. (0.131"X 3").nails. Strongbacks to be attached to walls BOT CHORD Rigid ceiling directly applied or 6-0-0 oc at their outer ends or restrained by other means. bracing. 8) CAUTION,Do not erect truss backwards. REACTIONS (lb/size) 10=577/0-2-12,16=989/0-3-8, LOAD CASE(S) Standard 18=71/0-2-12 Max Uplift 18=-67(LC 4) Max Gray 10=578(LC 4),16=1063(LC 7), ' 18=230(LC 8) FORCES (Ib)-Maximum Compression/Maximum • - Tension TOP CHORD 18-19=-36/0,1-19=-36/0,1020=-575/0, �01IIIII/ii� 9-20=-575/0,1-2=-1/0,2-3=-140/319,3-4=-108/533 `��nn /�I 6-7=-986/0,7-8=837 0,8-9=-256/0 5-6=-986/0, ..• r.V`PS. A. 4,SI I..i BOT CHORD 17-18=-77/165,16-17=-533/108, ::- .•'�\G E N S'�'. .. ..i - ' 15-16=-47/346,14-15=0/873,13-14=0/986, 1213=0/986,11-12=0/655,10-11=0/23 . NO 39380 WEBS 3-16=495/0,6-14=-224/0,7-13=-60/16,. 2-18=-245/117,2 17=-385/0,3-17=0/382, : ' ! * • . 4-16=-805/0,4-15=0/493,5-15=-489/0, .--9 1. � !.Cc` 5-14=0/338,7-12=-229/0,8-12=0/289, ' • 8-11=-634/0,9-11=0/557 . '-;,;(;••••s•-17:4111/.0,-` jv NOTES ;0�.0'-/%i.. P.� . 1) Unbalanced floor live loads have been considered for •'••in. �� •'•. O R 1 v•• 6\.�.% 2) All plthis ates are 3x4 MT20 unless otherwise indicated. 0 �'./.4•/11111110 N A 1�``,��`, 3) Plates checked for a plus or minus 5 degree rotation H i,,i i about its center. . Thomas A.Albani PE No.39380 4) All bearings are assumed to be SP No.2 crushing MITek USA,Inc.FL Cert 6634 capacity of 565 psi. 6904 Parke East Blvd.Tampa FL 33610 .. Date: June 3,2019 ®WARNING-Verify 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/TP11 Quality Crtt.rla,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlonovailable from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL-33610 . ... r 1. I. -. Job Truss . Truss Type Qty .. Ply Stock St.Townhomes • ' - T17227747. E0506 F06. . Floor 5 1 Job Reference(optional) : . Gleckler and Sons Building Supplies,-Jacksonville,FL-32209, Run:8.31 S'May 22 2019 Print:8.310 S May 22 2019 MiTek Industries,Inc.Mon Jun 03 14:08:34 Page:1 - I D:cijjhL89HQUdkMTnkASH?SzGe_Q-jpF2PtEG 1 b?rDjFTox4i FXUxRee11140Q4aPUhz9zRB 1-3-0 200 I • 0-1✓i 0-1 Q0/7-12 I • 017-12. 2x4 n I . . ... . . . 2x4= 3x4= 2x4 a 3x4= . :•2x4= 3x4= 3x4= . 4x6= • 1 . 2 .3 4 • • . 5 6 7 ,0 7 \/ 0 \/ O O O it I �B 14 13 12 11 10 9 13x6= 3x4= 3x4= k . 3x4= 2x4 a 4x6= 3x4= 594 6-9-4 4-9-4 I 11.0.0 I 11-6-8 I 1-0-0 Scale=1:30.6 • Plate Offsets(X,Y): [4:0-1-8,Edge],[5:0-1-8,Edge],[7:0-1-8,Edge],[11:0-1-8,Edge],[12:0-1-8,Edge],[15:0-1-8,0-1-0],[16:0-1-8,0-1-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) -0.06 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.53 Vert(CT) -0.07 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(CT) 0.01 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:68 lb FT=20%F,11%E LUMBER TOP CHORD 2x4 SP No.2(flat) . BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) • • BRACING • TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 8=615/0-2-12,14=615/0-2-12 • FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 14-15=-34/0,1-15=-34/0;8-16=-614/0, • • 7-16=-614/0,1-2='-1/0,2-3=-790/0, 3-4=-1119/0,4-5=-1119/0,5-6=-916/0, • • 6-7=-274/0 BOT CHORD 13-14=0/510,12-13=0/1052,11-12=0/1119, 011111/// 10-11=0/1119,9-10=0/699,8-9=0/25 `%II IS/it • WEBS 4-12=-252/0,5-11=-71/89,2-14=-764/0, II MPS '• A, ii, 2-13=0/444,3-13=-417/0,3-12=-34/374, RNs.n ..... •• eq ,moi 5-10=-373/0,6-10=0/344,6-9=-675/0, : 'N ;'\\ Sit`•••2/ 10 • 7-9=0/597 • NOTESNO 39380 1) Unbalanced floor live loads have been considered for * this design. 2) 'All plates are 3x4 MT20 unless otherwise indicated. .. - .: .41111 .„ '.Cc 3) Plates checked for a plus or minus 5 degree rotation ,p• 00 (V about its center. C'•• /"' _— 4) All bearings are assumed to be SP No.2 crushing . . °./(\<(.\••••• T ••• Q'•• �� capacity of 565 psi. �il� •'•. R �•••`G.`�� 5) Provide mechanical connection(by others)of truss to ' "I st4�• •• ••G\ �% •bearing plate at joint(s)8;14:: 111 N A,',`�� 6) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d • Thomas A.Albani PE No.39380 (0.131"X 3")nails: Strongbacks.to be attached to walls MiTek USA,Inc.R.Cert 6634 at their outer ends or restrained by other means. 6904 Parke East Blvd.Tampa FL 33610 LOAD CASE(S) Standard Date: • June 3,2019 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. l 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 • •Mnlek•- 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 Crtterla,DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlonavailabie from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss - . Truss Type • Qty Ply Stock St.Townhomes E0506 F07•. Floor . 1 1 - T17227748 Job Reference(optional) - - • Gleckler'and Sons Building Supplies,Jacksonville,FL-32209, :... ... Run:8.31 S:May 22 2019 Print:8.310 S.May 22 2019 MiTek Industries,Inc.Mon Jun 03 14:08:34 Page:1 :' • I D:sKf MPP_nCB5HULW ny76uXczA_zt-jpF2 PtEG 1 b?rDjFTox4iFXUz5eIN 14W OQ4aPUhz9zRB • • 1.3.0 • .... 0.1 p .... ... .... 1.0.12 :.. _ 2x4.0. ..-. .. : .. :. 2x4= ..3x4= ... .. .. .. .. - .3x4= .. 3 - ... • ... � - - H' 41 il �a rte■Ir1 6 ■:moi 4 . - Ytir 0 . . ►� el .- . - -. .. 3x6 ..-::.. 2x4 n. .. • • . • 3x4=. . ... ... .... • ..3-11 4 . 3114 - . Scale=1:28.9'... .. - .. . .. • Plate Offsets(X,Y): [3:0-1-8,Edge],[4:0-1-8,Edge],[7:0-1-8,0-1-0] Loading - : (psf) ' Spacing . 2-0-0 • : CSI .'. DEFL in (loc). I/defl. L/d PLATES . GRIP- TCLL 40.0 Plate Grip DOL 1.00 TC 0.30 Vert(LL) 0.00 5-6 >999 360 MT20 - 244/190 TCDL 10.0 Lumber DOL • 1.00 BC 0.08 Vert(CT) -0.01 5-6 >999 .240 BCLL -:0.0 Rep Stress[nor YES WB - 0.06 Horz(CT) 0.00 4 n/a n/a BCDL .5.0... Code FBC2017ITP12014 Matrix-P . : . • Weight:26 lb FT=20%F,11%E: LUMBER .. TOP CHORD.:2x4 SP No.2(flat) . . BOT CHORD 2x4 SP No.2(flat). WEBS 2x4 SP No.3(flat) • - OTHERS 2x4 SP No.3(flat),.: . BRACING .:.: . TOP CHORD Structural wood sheathing directly applied or . 3=11-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • REACTIONS (Ib/size) 4=206/0-3-8,6=200/0-2-12 . FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 6-7=-26/0,1-7=-26/0,3-4=-206/0,1-2=-1/0, 2-3=-79/0 -.. . BOT CHORD 5-6=0/147,4-5=0/0 ' . WEBS 2-6=-219/0,2-5=-107/0;3-5=0/134 NOT 1) Plates checked for a plus or minus 5 degree rotation . . `%• �`A, .s A„q��1�. about its center. • ,•� �e l 2) All bearings are assumed to be SP No.2 crushing o��`•.••\G E N s. •••.q2�i�: . 3) Provide mechanical connection(by others)of truss to • • i bearing plate at joint(s)6. - ' • No 39380 . 4) Recommend 2x6 strongbacks,on edge,spaced at •. 10-00-00 oc and fastened to each truss with 3-10d - " (0.131"X 3")nails. Strongbacks to be attached to walls . . . .. .. . at their outer ends or restrained by other means: J,400' >--..F ,• LC/: Job Truss Truss Type . • Qty Ply Stock St.Townhomes ' T17227749 . E0506 • FG01 Floor Girder 1 2 Job Reference(optional) 1 _- • Glecklerand Sons Building Supplies,Jacksonville,FL-32209, : . Run:8.31 E May 22 2019 Print 8.310:E May 22 2019 MiTek Industries,Inc.Mon Jun 03 14:08:35 Page:1 - ' ID:4uH5vh8n2kcUMW2_IuzWYfzGe_P-B?pQcDFuouairtgfLtbxok0B423LmXzAfkKz18z9zRA-' . 1-3.0.: : I • 0-5-8 . .. 0-3-8 • :. .. 1-4-0 - -. . NAILED . NAILED ' NAILED NAILED - ." :N ILED ' - ..2x4 s • 3x4= 3x4= 2x4 ii - 3x4= 3x4= • 3x4=.. 3x4=.' .. .• . '.,2x4it. . 1 2 13 3 4 " 5 14 6 -15• 7 � )0N21 2,Ni X 11 II A. 12I ® ' e ® 'I6 11 10 g 3x10= • 3x10= -- . . 3x10= 3x4= 3x4= - .. .. 11-6.8 .. - .... 11-6-8 _ - - Scale=1:28.9 - - - - - - . Plate Offsets(X,Y): [1:0-2-0,0-1-0],[7:0-2-0,0-1-0],[8:0-4-12,0-1-8],[12:0-4-12,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc): /deft Lid' PLATES GRIP TCLL . 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) -0.02 10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL : 1.00 BC 0.22 Vert(CT) -0.03 10 >999 240 BCLL - 0.0 Rep Stress Incr NO • WB 0.12 Horz(CT) 0.01 8 n/a n/a BCDL . • 5:0 Code FBC2017/TPI2014 Matrix-MS: . Weight:123 lb FT=11% LUMBER 5) All bearings are assumed to be SP No.2 crushing TOP CHORD. 2x4 SP No.2 capacity of 565 psi. .: BOT CHORD 2x4 SP No.2 . . . .. . ... . 6) Provide mechanical connection(by others)of truss to ' WEBS 2x4 SP No.3 : bearing plate at joint(s)12,-8. - OTHERS 2x4 SP No.3 . -. 7) Recommend 2x6 strongbacks,on edge,spaced at BRACING 10-00-00 oc and fastened to each truss with 3-10d ' TOP CHORD Structural wood sheathing directly applied or (0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6-0-0 oc purlins, except end verticals. - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 8) "NAILED"indicates Girder:3-10d(0.148"x 3") toe-nails bracing. per NDS guidelines. REACTIONS. (lb/size) 8=711/0-2-12,12=705/0-2-12 LOAD CASE(S) Standard FORCES (Ib)-Maximum Compression/Maximum 1) Dead+Floor Live(balanced):Lumber Increase=1.00, Plate Increase=1.00 Tension • TOP CHORD 1-12=-70/0,7-8=-81/0,1-2=-23/0, ' Uniform Loads(Ib/ft) . . 2-13=-1037/0,3-13 1037/0,3-4=-1410/0, Vert:8-12=-10,1-7=-100 = 4-5=-1410/0,5-14=-1056/0,6-14=-1056/0, Concentrated Loads(lb) ' 6-15=-26/0,7-15=-26/0- . Vert:2=-42(F),4=-42(F),13=-42(F),14=-42(F), BOT CHORD 11-12=0/711,10-11=0/1345,9-10=0/1350, 15=-42(F) 8-9=0/743 `,`,0►1111111//1�,, WEBS. 2-12=-9213-10=0/92/4-10197/085-10=0/84,58/0, ,`N. 0 .........A.. <e'e'fi 5-9=-438/0,6-9=0/465,6-8=-940/0 • ♦� C'E N S. ��/ i't NOTES • No- 39380 . 1) 2-ply truss to be connected together with lad � .` • (0.131"x3")nails as follows: * Top chords connected as follows:2x4-1 row at 0-9-0 = : . oc.: . . .. -•-v: � :ccLT Bottom chords connected as follows:2x4-1 row at , 3 0-9-0 oc. . =O•• Lr��ii •/I •'4//� Web connected as follows:2x4-1 row at 0-9-0 oc, # 'N.' ';�� Q'•' ♦♦ 2) All loads are considered-equally applied to all plies, �•ioF . O R 1�!•'•`(l,�•♦ except if noted as front(F)or back(B)face in the LOAD �I StS/ G� �I CASE(S)section.Ply to ply connections have been' . . . �I`1,�N 1"1�,`% . . provided to distribute only loads noted as(F)or(B), . unless otherwise indicated. Thomas A.Alban'PE No.39380 3) All plates are 3x4 MT20 unless otherwise indicated. MITek USA,Inc.FL Cert 6634 4) Plates checked fora plus or minus 5 degree rotation ': , : .. - • 6904 Parke East Blvd.Tampa FL 33610 about its center. Date: June 3,2019 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. iiiiiii 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 Malek- is alwaysrequiredfor stability and to preventcollapse 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 BCSI Building Component 6904 Parke East Blvd. Safety Informatlonavaiiable from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. - - Tampa,FL 33610 ::: . , ma Job Truss . Truss Type . Qty' Ply Stock St.Townhomes • E0506 HJ01 Diagonal Hip Girder 1 1' 717227750 • Job Reference(optional) Gleckler and Sons Building Supplies,•Jacksonville,FL-32209,: . • • Run:.8.31 E May 22 2019 Print 8.310 E.May 22 2019 MiTek Industries;Inc:Mon Jun 03 14:08:35 Page:.1 • ' ID:Fkvged40TusKebbgxds610zGe_V-B?pQcDFuoueirtgfLfbxok08321DmTYAfkKz18z9zRA ' .. . . .. .. 1-10-10 5-3.5 ...9-10-13 . • • L -1-10-10 I 5-3-5 I 4-7-8 I . • NAILED . .. . . NAILED NAILED .. 2x4 u NAILE • NAILED 5 354 'NAILED14 r . 3 ' • : . 13 .. ... 9 ... m 12 • . 2 ... ;. • -S I 1 s'' Et • I l • �7 O • O 15 16 8 17 6 3x4= • 2x4 n . 3x4= • NAILED NAILED NAILED • ' NAILED - NAILED NAILED IQ 5-3-5 I 4-5-0 90 2 -813 Scale=1:39.6 - Loading (psf) . Spacing 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL(roof) 20.0 • Plate Grip DOL - 1.25 . TC - - 0.29 Vert(LL) -0.02 8-11 >999 240 MT20 244/190 • TCDL 7.0 Lumber DOL 1.25 BC - 0.36 Vert(CT) -0.05 8-11 >999 180 BCLL 0.0* Rep Stress lncr NO WB 0.33 Horz(CT) 0.01 7 n/a n/a .BCDL -10.0 Code FBC2017/TPI2014 Matrix-MS Weight:45 lb FT=20% . LUMBER7) Provide mechanical connection(by others)of truss to TOP CHORD -2x4 SP No.2 • bearing plate capable of withstanding 206 lb uplift at . - BOT CHORD 2x4 SP No.2 joint 2 and 134 lb uplift at joint 7. - WEBS 2x4 SP No.3 • 8) "NAILED"indicates Girder 3-10d(0.148"x 31 toe-nails BRACING • per NDS guidelines. TOP CHORD Structural wood sheathing directly applied or 9) In the LOAD CASE(S)section,loads applied to the face ' 6-0-0 oc purlins,- except end verticals. - of the truss are noted as front(F)or back(B). BOT CHORD Rigid ceiling directly applied or 10-0-0 oc LOAD CASE(S) Standard - ' bracing. 1) Dead+Roof Live(balanced):Lumber Increase=1.25, - REACTIONS (lb/size) 2=514/0-4-15,7=458/Mechanical. Plate Increase=1.25 Max Horiz 2=132(LC 7) Uniform Loads(lb/ft) - Max Uplift 2=-206(LC 4),7=-134(LC 8): Vert:1-4=-54,4-5==14,.6-9=-20 FORCES (Ib)-Maximum Compression/Maximum Concentrated Loads(Ib) . .Tension Vert:14=-72(F=-36,B=-36),16=-11 (F=-5,B=-5), TOP CHORD' 1-2=0/29,2-12=-818/186,12-13=-799/189, 17=-62(F=-31,B=-31) - - 3-13=-765/195,3-14=-89/25,4-14=-61/16, , 4-5=-1/0,4-7=-127/82 ' • • BOT CHORD 2-15=-214/766,15-16=-214/766, - -8-16=-214/766,8-17=-214/766, ' •.WEBS 3-8=0/249,7-17=-214/70t��0w,`pp,PS'A. ,, 1)NWind:ASCE 7-10;Vult=130rii h(3-second gust) . �� . GENS•••'9 �1 Vasd=101mph;TCDL=4.0psf;BCDL=5.0psf;h=25ft; • i Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS(envelope) No• 39380 r exterior zone;cantilever left and right exposed;end - vertical left and right exposed;Lumber DOL=1.60 plate * �_. • grip DOL=1.60 , 1 2) Plates checked for a plus or minus 5 degree rotation ' �o about its center. O , f rV.� 3) This truss has been designed for a 10.0 psf bottom : i A\•••--ys -4e.'.' chord live load nonconcurrent with any other live loads. '... 0 R 1 0 _• 4) •This truss has been designed for a live load of 20.0psf • - 'SSS.......• �\�� 3-06-00 tall by 2-00-00 wide'on.the bottom chord in all ewill fias t between the here a rectangle ottom ��s"II/11.110' II/1 u 1'�,�� chord and any other members. Thomas A.Albani PE No.39380 5) Bearings are assumed to be:Joint 2 SP No.2 crushing MITek USA,Inc.FL Cert 6634 . capacity of 565 psi. •- - - • • 6904,Parke East Blvd.Tampa FL 33610 6) Refer to girder(s)for truss to truss connections. Date: -- -- June 3,2019 If . __ ®WARNING-Verify 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 MiTekr 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 NiiTek' . 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/TP11 Quality Cdtoda,DSB 89 and BCSI Building Component 6904 Parke East Blvd. Safety Infonnattonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312;Alexandria,VA 22314. .. ' ' Tampa,FL 33610 '. , Job • Truss Truss Type . Qty Ply Stock St.Townhomes . E0506 HJO2 Diagonal Hip Girder . . 1 1 - - 717227751 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, . . .... Run:8.31 E May 22 2019 Print:8.310 E.May 22 2019 MiTek Industries,Inc:Mon Jun 03 14:08:35 Page:1 • •' ID:jwTCsz4eEC_BGIAOVKNLrczGe_U-B?pocDFuouairtgfLfbxok00e2xamUlAfkKz18z9zRA 1 -1-10-10 3-1-2 6-5-1 9-10-13 1-10 -10 I 3-1-2 I '. 3-3- 15 I 3-5-11 NAILED NAILED NAILED ... . . NAILE� 2x4 n 56 • 3.54 I— 3x4 s NAILED • 16 NAILED. 4 15 '� 1 N 3 1� N d • 14 3-0.7.. 2 • �_ I1 0118 • m — 218 9 19 �. . (41 -1 x.10 c o _ j 17 .6x8 a 2x4 u - 3x4= • ... 3x6= 3x4 n NAILED' NAILED NAILED NAILED - - NAILED • NAILED .3-2-14 I 3-2-3 • . I 3-3-3 90-213 8 Scale=1:39.6 • . . Plate Offsets(X,Y): [2:0-3-0,Edge],[3:0-2-8,0-2-10] Loading (psf) Spacing 2-0-0 CSI - DEFL in (loc) 1/defl Ltd PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.26 10 >440 240 MT20 244/190 TCDL . ' 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.45 10 >259 180 BCLL . 0.0* Rep Stress Ina NO WB : 0.30 Horz(CT) 0.15 8 n/a n/a BCDL 10.0. Code FBC2017/TP12014 Matrix-MS , Weight:43 lb FT=20% LUMBER 5) Bearings are assumed to be:Joint 2 SP No.2 crushing TOP CHORD 2x4 SP DSS capacity of 565 psi. BOT CHORD 2x4 SP No.2*Except*10-3:2x4 SP No.3, 6) Refer to girder(s)for truss to truss connections- 3-7:2x4 SP DSS 7) Provide mechanical connection(by others)of truss to WEBS 2x4 SP No.3 bearing plate capable of withstanding 236 lb uplift at BRACING .. joint 2 and 174 lb uplift at joint 8. TOP CHORD Structural wood sheathing directly.applied or 8) "NAILED".indicates Girder:3-10d(0.148"x 3") toe-nails 5-9-2 oc purlins, except end verticals. per NDS guidelines. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 9) In the LOAD CASE(S)section,loads applied to the face bracing. of the truss are noted as front(F)or back(B). REACTIONS (lb/size) 2=530/0-4-15,8=471/Mechanical LOAD CASE(S) Standard '.. :Max Horiz 2=121 (LC 5) 1) Dead+Roof Live(balanced):Lumber Increase=1.25, Max Uplift 2=-236(LC 4),8=-174(LC 8) Plate Increase=1.25 , FORCES' ([b)-Maximum Compression/Maximum Uniform Loads(Ib/ft) Tension Vert:1-3=-54,3-5=-54,5-6=-14,10-11=-20,3-7=-20 . TOP CHORD 1-2=0/29;2-14=-230/41,3-14=-202/35, Concentrated Loads(Ib) • 3-15==1068/370,4-15=-1048/377, Vert:15=-4(F=-2,B=-2),16=52(F=-26,B=-26), 4-16=-57/12,5-16=-49/12,5-6=-1/0, 18=-33(F=-16,B=-16),19=-83(F=-41,B=-41) .5-8=-58/41 ,,11111®IIAA.si/4 BOT CHORD 2-17=-67/193,"10-17=-33/88,3-10=-60/195; • >�`` OPS A 44e I,,i 3-18=-390/1039,9-18=-389/1034, Q•• ••E N•d'..'9 1, 9-19=-392/1044,8-19=-392/1044,7-8=0/0 .� •k ••V0 C' � ••'1 to WEBS - . 4-9=-61/281,4-8=-1108/440 NOTES No 39380 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) * Vasd=101 mph;TCDL 4.Opsf BCDL=5.Opsf;h=25ft; • 'kms Cat.II;Exp B;Encl.,GCpi=0:18;MWFRS(envelope) : :'O • ' exterior zone;cantilever left and right exposed;'end • r,:•:-..111071,7,--,:. LU vertical left and right exposed;Lumber DOL=1.60 plate �Q � �(/: grip DOL=1.60 '�(� 4 2) Plates checked fora plus or minus 5 degree rotation ,e ` 0 f3 I p••• s about its center. . . ', �,I's�;�..A •(G`�?`� 3) This truss has been designed fora 10.0 psf bottom • � � � � IF,,, N A,11®1! • chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for alive load of 20.0psf Thomas A.Albani PE No.39380 on the bottom chord in all areas where a rectangle - MITek USA,Inc.FL Cert 6634 3-06-00 tall by 2-00-00 wide will fit between the bottom' 6904 Parke East Blvd.Tampa FL 33610 chord and any other members.: Date::: June 3,2019 1 1 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. t 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,seeANSViP11 Quality Criteria,DSB-89 and BCSI BuDding Component 6904 Parke,East Blvd.- Safoty Informatlonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 - Job ` . . . Truss . . • Truss Type . • Qty Ply Stock St.T.ownhomes • • E0506 HJO3 Diagonal Hip Girder .. 3 1 717227752. • Job Reference(optional) .Gleckler and Sons Building Supplies,Jacksonville,FL-32209, ... Run:8.31 E:May 22 2019 Print 8.310 E.May 22 2019 Mitek Industries,Inc.Mon Jun 03 14:08:36 Page:1 - .ID:nYLSRH3OibkUOROeNvLtmBzGe_W-fBNogZFXZCGZS1PsvM6AKyZKVSObV_KJtO3WZaz9zk9 .. -1-10-10 • 1-10-10 I . 3-10-5 I 3 2-8 . I • . . .. .. :..Special """ Special. .. 12 2x4 n • Special ... Special 3.54 1-- 4 5 :3x4 m 313 • N • N 2".. o -. 14- 8 15 6 • . .. - 3x4= • 2x4 n 3x4= ' .. . Special .-" Special ' Special Special ..• . I 3-10-5 •I 6-10-6 7-0-14 3-10-5 3-0-00-2-8 Scale=1:36.5 • • . Loading (psf) . Spacing 2-0-0 CSI . DEFL in. (loc) I/defl Ud PLATES GRIP TCLL(roof) . . 20.0 Plate Grip DOL • 1.25 TC • •• • 0.24 Vert(LL) • -0.01 8-11 >999 240 MT20 - 244/190 • TCDL • 7.0 Lumber.DOL 1.25 BC 0.16 .Vert(CT) -0.02 8-11 >999 180 BCLL 0.0* Rep Stress lncr NO WB 0.11. Horz(CT) 0.00 7 n/a• n/a BCDL 10.0 Code • FBC2017/TPI2014 Matrix-MP " . . .Weight:331b FT=20% LUMBER . .7) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 173 lb uplift at BOT CHORD •2x4 SP No.2 joint 2 and 76 lb uplift at joint 7. WEBS 2x4 SP No.3 . . . 8) Hanger(s)brother connection device(s)shall be . . . . .BRACING . . , provided sufficient to'support concentrated load(s)3 lb .TOP.CHORD Structural wood sheathing directly applied or down at 1-5-6,3 lb down at-.1-5-6,and 8 lb down and . . 6-0-0 oc purlins, except end verticals. .. 37 lb up at 4-3-5,and 6.Ib down and 31 lb up at 4-3-5 . BOT CHORD••Rigid ceiling directly applied or 10-0-0 oc on top chord,and 33 lb up at 1-5-6,33 lb up at 1-5-6, • bracing. and 12 lb down at 4-3-5,and 5 lb down at 4-3-5 on REACTIONS (lb/size) 2=380/0-4-15,7=259/Mechanical • bottom chord. The design/selection of such connection • device(s)is the responsibility of others. • Max Horiz 2=97(LC.7) 9) In the LOAD CASE(S)section,loads applied to the face . Max Uplift"2=173(LC 4),7=-76(LC 8) . of the truss are noted as front(F)or back(B). •• FORCES (Ib)-Maximum Compression/Max imum LOAD CASE(S) Standard Tension 1) Dead+Roof Live(balanced):Lumber Increase=1.25, TOP CHORD 1-2=0/29,2-12=-439/93,3-12=-425/98, Plate Increase=1.25 • 3-13=-37/1,4-13=-42/14,4-5=-1/0, Uniform Loads(Ib/ft) • • 4-7=-69/42 Vert:1-4=-54,4-5=-14,.6-9=20 BOT CHORD,,2-14=-108/408,8-14=-108/408, Concentrated Loads(Ib) • 8-15=-108/408,7-15=-108/408,6-7=0/0 Vert:13=-2(B),15=-17(F=-5,8=-12) 1111 B1!® WEBS . .3-8=0/148,3-7=-437/135 ,��1 SII NOTES ♦,`♦O.A r.S A. .q�e I�•o, .'1) Wind:ASCE 7-10;Vult=130mph(3-second gust) ♦♦ \� •E IV '� • Vasd=101mph;TCDL=4.0psf;BCDL=5.0psf;h=25ft; : k?.'V\C' S -••�i/�i• = Cat.11;Exp:B;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone;.cantilever left and right exposed;end .. • No 39380 , . . vertical leftand right exposed;Lumber DOL=1.60 plate ;; *• ' grip DOL=1.60 • • 2).:Plates checked for a plus or minus 5 degree rotation • about its center. • ' ' . . . =......,. �� • . - 3) This truss:has been designed for a 10.0•psf bottom s O• ;, . 4//% chord live load nonconcurrent with any other live loads. e� T -.— . Q.:•• 4 *This truss has been designed for a live load of 20.0psf . • ' •• p.A•'` ♦ • on the bottom chord in all areas.where a rectangle .. • e/ .t9, • %. . 3-06-00 tall by 2-00-00 wide.will fit between the bottom . •: , .. •" •" 'moo ��N A�- �♦� chord and any other members. 111I/11 p f 1110 , 5) Bearings are assumed to be:Joint 2 SP No.2 crushing Thomas A.Albani PE No.39380 capacity of 565 psi. MITek USA,.Inc.FL Cert 6634 •:6) Refer to girder(s)for truss to truss connections. 6904.Parke East Blvd.Tampa FL 33610 Date:- Jurie 3,2019 I ... .. t ®WARNING-Verify 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 I • :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 Betiding Component 6904 Parke East Blvd:.. Safely Informatlonavailoble from Truss Plate Institute,218 N.Lee Street,Suite 312;Alexandria,VA 22314. - Tampa,FL 33610 SymbolsNumbering SystemA .General.Safety Notes PLATE LOCATION AND ORIENTATION . . • 3 Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to. Follow Could Cause Property /4 I (Drawings not-to scale) offsets are indicated. Damage or Personal Injury - . �EiM • Dimensions are in ft-in-sixteenths. . U Apply plates to both sides of truss • 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. O /'d� 2. Truss bracing must.be designed by an engineer.For • 4 wide truss spacing,individual lateral braces themselves . . . .. 0 may require bracing,or alternative Tor I - c IIILIIIIIIMII o0 bracing should be considered. C 3. Never exceed the design loading shown and never • M�� UI • stack materials on inadequately braced trusses. • o_• ® 0 o_ 4. Provide copies of this truss design to the building • • For 4 x 2 orientation,locate C7-8 c� C5-6 designer,erection supervisor,property owner and' plates 0-1i0 from outside BOTTOM CHORDS • all other interested parties. 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. ' connectorlates. THE LEFT. p 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. 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. f •, PL• ATE SIZE PRODUCT'CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: • use with fire retarddnt,preservative treated,or green lumber.: The first dimension is the plate 10.Camber is a non-structural consideration and is the 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,size,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 • section 6.3 These truss designs relyon lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, 9 or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. ..."-- 15.Connections not shown are the responsibility of others. • 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. reaction section indicates joint tnumber where bearings occur. • 17.Install and load vertically unless indicated otherwise. Min size shown is.for crushing only. MEEll,m 18.Use of green or treated lumber may pose unacceptable �.. • environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate.Connected Wood Truss COnstructlOn, and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. r ' BCSI: Buildingcomponent SafetyInformation, 20.Design assumes manufacture in accordance with GuidetoGood Practice for Handling, F\11 ITe'k . • ANSI�PI 1 Quality Criteria. Installing&Bracing of Metal Plate . • 1 SI Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 - . . - MAP SHOWING BOUNDARY SURVEY OF . LOT 1-4 BLOCK 198 AS SHOWN ON MAP OF SECTION "H" ATLANTIC BEACH AS RECORDED IN PLAT BOOK 18 PAGES 34 OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY,FLORIDA. CERTIFIED TO: ALMOND ENGINEERING LOCATE WETLANDS:02-04-2019,W.O.#2018-1601-2 4Af. OJ'I (NA(_ 14TH STREET WEST _ r , c/ m O I -.8'' up c3 3 �2 OT 6 I I '�Y Tv LOT °6 1 P ,• BLOCK 227 I BLOCK 228 g M 0 S89°23'5 {'E 102.00'(M) `o (7.6) c 7.71) , f FD. •I.P. (7 h 1 ( 102(P) 57.9' FD.Y;I.P It? ` (7.90) z Q #4435 b I,D NO W. 1 AI m1 Z 0 0.4' +' • . LJ N LOT 1 LOT 1 . m (7.94) BLOCK 199 (6.9) BLOCK 198 x (6.9) (7.5)b o x 1°� (7.71) Po E�c�'�, I- ::v' O w 19.6'MG g J No. �A'11� ) 15'MG ITS �o a .lu - - (5.9)x-� .� E2 7.91) i- N toD C)- -- - (6.2) d `� FL000 ZONE 102(P) (7.0 p.68) d 0- - , - •SHADED - T co o FLOOD ZONE ! Z .AE•(EL.6) ... 4. . a o O ��`� W z0 / , 4 v 4. I li 0 a LINE TABLE W .V .V W 4' 4' W a a UNE 6 LENGTH DIRECTION BLOCK 199 (5.9) '� 'BLOCK"198 x (4.4) Y�E�LANb A•10 (72)o I}j,-m (7.9 44 1) 0 W 0 LL 2 J • \ }N (7.62) n w w L1 20.54' N89'23'S1-W O ,A A-13 . W LU Y Y LINE + \\ ° r, w E, w a L2 0.77' S39'00081N A-14 0 r v W `` "'�( W F Oc OO - W N W .l. W W '"\�, C I g_ I r G�O W U' 1.3 23.44' S81'Z206'W to 0( W W W <.6........ v V W 4. O O w O W Z O - o F-�us - L4 29.27' N39'00'08•E -O.7' (6.2)4, 4 W " 4, Q. Z (4.4) W N it- F z z w 4 .&41.,x) z �•-- �� Iryxv? Z Z z L5 47.91' N01.09'15-E W y ( W y �-rU ]-UO2(P) A-8 I (7.60) (7.93) �2 4, + •" W 0 QW W W . W .lv. tr; Z O W L6 18.77' S68'27'46'W co Z h W a_. O W W .. J• .r w Y , .V v W L O J N z o�- L7 17.00' N68'37'13'W J r W m r y y I `� 0 p p w a I w >,a L8 15.71' 832'24'45'W LOT 3 W W LOT W ='^ W W Y W y c\ �` _$ z w ao, L9 25.26' N73'4532'E BLOCK 199 Z 6 t (4.41 W * BLOCK 196 V/ , (3�0)W (x•_4.6$) _ (4,2) f ' .. (7.59) x O 3 W $0 L10 32.47' N20'09'50'W (5.7, y W W v W V v W SHWL 1B W A-7., )V' (7'4)C O Lj p Cl L6 111 C�1 m L11 27.14' N23'03'58•W I r W r W (6.41 v l w w 0 p p L12 31.24' N24'14.131N W W 4. r W SHWL 1C W -< cc 0 w��uu LL�� W . ' 2- r c "L9- (EL4=4.83) W . _Y. W TJ i L13 60.24' 559.1435'W 0 SHWL 1A I.< - (4.8) - W W e W W 4.__;43.5).1E1...44:91)_ W- (4`1) " ( ') 1 6 U4 14.43' S65'32210W ! I W 4.3 W W W .. 102(P) 4NI m (7.56x(7.96) :ro of .- ..I 00 L15 8342' N00'14'03'E `T' .16'TO L W W W * W W L W ' W I m. ( �4li V vV vSy < /Y� vJ• v W . v v 1• U V r\B 6OQ� I W •V ,. W Wv W W r V W J 11 LOT 4 4.3) y W (4.0)Y W W W r W p w w 5 J BLOCK 199 (i.5)1r11 ., ,,. 40T 4 4. „ x 4. W 4. W (4.5) �� 6„� (7.46) x(7.94) z w w co a I W W BLOCIK,198 ` v 4, W W W W m 6? re O 5 O O 2 W W V I.V. az W .,. .r * p,./(5.8) �J$Q a. f i v W W W v V W W V =S3:1 I O O CO>O U 1.7' 4, . 4. v .Y W W .V ` 1'3 N q�Z UJ Z as Z W 8't (9.3) .r .r 44.3, - i.r 1010 4•54' 11 ! CO a U u)ad (5.1'). I N89°23'5)"W (4.5) 101.77'( A� (6.3) V I (7.14) 7.90) W REcErvED,, - BI OOCK 198 y 6 2 .�111 0 W O W 11.1 0 r.� / A-3 0f w�Zn�� o r E. w�<yyR.I C e p Oz' Ozs Z og Fz Oa- A U G 2 3 2019 FD.Yz I.P I 102'(P) LOT 6 �' >w 0 1�i1 W w x6715 N89.23'S,1"W 101.63'(M) BLOCK 199 ?o o'1 ,. /7 SOUTH HALF OF CO J J J _ CLOSED RIGHT OF WAY o ¢a Z .-N r'O 4 ID Quildir,, DcpLar��e� City of ' AND �1,5,LS„OCIA T�S' INC. 1484 MONTICELLO ROAD,JACKSONVILLE,FLORIDA 32207-(904)805-0030-FAX(904)805-9888 GENERAL NOTES: LEGEND P.C. POINT OF CURVATURE ' IUS (1) BEARINGS SHOWN HEREON ARE BASED ON THE P.T. POINT OF Aor TANGENCY Q 0 E'LV.(CENTRAL ANGLE) WEST RIGHT OF WAY UNE OF STOCKS STREET AS P.RC. POINT OF REVERSE CURVE A or E -ARC C))IGTH S00.18'00-W. P.C.C. POINT OF COMPOUND CURVE _C°T QH 'q101RD P.O.C. POINT ON CURVE CB, CHORD BEARING (2) THIS PROPERTY HAS NOT BEEN ABSTRACTED FOR PRM. PERMANENT REFERENCE MONUMENTpi).;_�� LN{E Ryo At 70 CURVE EASEMENTS,COVENANTS,RESTRICTIONS, P.C.P. PERMANENT CONTROL POINT A!C AJR c NomOyER B.R.L. BUILDING RESTRICTION LINE - I• CONC. 'OONORETE CLF CHAIN UNK FENCE I �.FCC:',:;,,, FOJ O - NV (3) UNDERGROUND UTILITIES SERVING THIS PROPERTY RRIGHT-OF-WAY - ' - Lam-EP;' IRON PIPE HAVE NOT BEEN LOCATED OR SHOWN. O.R.B. OFFICIAL RECORDS BOOK - ' ' -- (M) MEASURED OIL ON LINE - (P)) (4) THIS PROPERTY APPEARS TO LIE WITHIN FLOOD "-N- BREAK UNE ZONE'X','SHADED X'AND'AE'(EL.8)ASSCALED SCALE_ 1"=30' FROM F.E.MA FLOOD INSURANCE RATE MAP,PANEL ^+� I 120077-0408J,DATED 11-02-2018. 07-10-2018 r` ✓ 1 DATE OF FIELD SURVEY NATHAN P.PERR T,FLA.CERT. O.6900 LB^'6715 F.B. 612 PG. 19 NOT VALID WITHOUT THE SIGNATURE 8 ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR 8 MAPPER ORDER NO. 2018-1602 LOT 6 =_�O�CK 227 S -F D..../2" .P. (D Z } wp z Lr' m J H ww gw 00 U- OQ ILw Op wgw I- 0 'SOT 1 JCK 199 S89023'51 "E � M.E• 02.00'(M) cy 0 o4l 1 I I , 1'V. 6'H f�• I Y) �I FF = 9.45 . o I m o Omo 00 LOT 1 I BLOCK 198 29.3 8'x 8' WOOD DECK 20LF OF 12" x 18" RCP OR 13" x 17" CMP WA ER METER LOT 6 SITE BENCHMARK = 7.32 (NAVD-$8) BLOCK 228 W/ (2) CIP MES !A). ` NAIL AND DISK - NO I.D. INV. EL. = 6.25 (N)INV. EL. =6.20 S 7.6 x X'= (7.71)`S X ;I =--�-1.11 f DESIGNED BY OTHERS -9.00 -13.20'a X { I , 3'HII N M O Iii------ 6.5 --------------------------- --- IMPOUNDMENT " " 6• FACI<ITY� N 65/ ' `-_____ - - -- O _ op >_ M' r M __ rbo -- _ -- __�_ ---- (5 o M.E• � _ SEE INSETA BORING A2 - SHWL 4.0 \ "A CD EROSION CONTROL C) � I FENCE LOT 2 C'J LOCK 199 .5- (5.9) _LLI cr) A-13 CD A -1d 0 I FLOOD ZON° -: ..AE" (EL.6) F_�m LOT 2 BLOCK 198 1. 10' MINIMUM DRIVEWAY 12' RECOMMENDED. 2. SITE HAS NOT BEEN EVALUATED FOR ENVIRONMENTAL OR SUBSURFACE CONDITIONS. 3. ZONING: ARG OJ W' ��-� 'RE R TO FD TiN EX2 3 I I '\' o (7.90) SHE�. ET '/ 3 AND 4 FD LP. " M I`)' 8" THICK 3,000 PSS CONCRETE DRIVEWAY do Y { &ss (7.5) 6 x 88 3' WIDE 4" THICK 3000 PSI CONCRE SIDEWALK 19.6"M A-11 \ 1 "IV 102'(P) �\ , --------(7.0) LOT 1-4 BLO(X SECTION "H" ATLANTIC _198 AS SHOWN ON MAP OF BEACH If P ROXIMATE TOE OF FILL (EL. 6.0)\ \ "A SECTION 6.5- -A" EL. VARIEST: � .5- \ - 4" THICK 3000 PSI �✓� EROSION CONTROL C CONCRETE FLUME FENCE 6:0 , ETLAND --6.5-- 6.5- LINE A-10 'n' (7.2)C 2Lij q A \ REGRADE SWALE cc BOTTOM r' o C✓ X65 Ln 6.5- Z Ui N 4"-6" RIPRAP OD O O QOLij _ 6.0 AO INSETA LOT 1-4 BLO(X SECTION "H" ATLANTIC _198 AS SHOWN ON MAP OF BEACH (6 (4.4) 6 - 4 102'(P) l N k o � ?� oo (7.94) (7.71�F ~` n F- 0 w w :2 o�\`o Lu a - 68) P` 68) X(7.91) NOTES: • 1) STRUCTURE SHALL INCLUDE ROOF s GUTTER AND DOWNSPOUT SYSTEM WHICH CONVEYS STORMWATER DIRECTLY TO THE STORMWATER FACILITY. 2) EROSION CONTROL SHALL BE INSTALLED BEFORE ANY EARTH MOVING ACTIVITES BEGIN. (7.91) (7.62) SITE AREA = 5,099 sf SITE IMPERVIOUS = 1,192 sf SITE PERVIOUS = 3,906 sf IMPERVIOUS PERCENTAGE= 23.3% A GBA Goodson Bergen CA: 32987 10175 FORTUNE PARKWAY, SUITE 403 JACKSONVILLE, FLORIDA 32256 P6- (904) 519.7770 - - 1-: (904) 519-7776 'REPARED FOR: MEDERO HOMES 2000 FLORIDA BLVD NEPTUNE BEACH, FL 32266 COCKS STREET RESIDENTIAL LOTS 1-4 ATE ; MAY24. 2019 ROJECT NO. ; 0019 ESIGNED BY : JEFFREY E. BERGEN, P.E. RAWN BY JEFFREY E. BERGEN, P.E. KALE - 1"=5' IC; GRAPHIC SCALE X a X zs s( IN FEET )'o w _ (7.60) (7.93) 1 inch = s eL THIS DRAWING NOT RELEASED FOR )NSTRUCTION UNLESS SO NOTED ABOVE BEET TITLE SITE PLAN GRADING t• r%4 cp I LOT 6 .0 LOT 6 20LF OF 12" x 18" RCP OR 13" x 17" CMP' -WATER METER 3L -t z -,<,. 1 SITE BENCHMARK = 7.32 (NAVE -86) ApOCK 227 LO BLOCK 228 W/ (2) CIP MES NAIL AND DISK- NO I.D. firA01k, INV. EL. = 6.25 (N) CO S89023'51 "E 102.00'(m) 60, INV. EL. = 6.20 7.16 x x 102'(P) REFER TZ FDMIN Ex 2" S --i' �l 0 x FD. 1/ p 0-3; INDEX 3 ' t-: - / (7,90) GBA #44 5 0, C. SHEET -3 A "D FD. I.P.LP I co Goodson Bergen 8.0 0 A 8.0 D. and Associates 6'H 1 CONSULTING ENGINEERS . 40 _ NK� CA: 32987 0 0 . . . . . - 1_� Z 0 F, FORTUNE PARKWAY, SUITE 403 11 cro FLORIDA 32256 pl-I JACKSONVILLE Pho6e: ") 19-7770 "T 5.tTHICK 3e000PSI,FM (WI 519-7"6 C X W COTVCRETF_ DRIVEWAY' Io c� Oz 0 C6 D :0 C) F 9.45 un 0 (.6 Lo 00 CR (6 (66 C) --- w 00 LOT 1 w BLOCK 198 II 2 w -29.31' _8'x 8` WOOD DECK w DESIGNEE) "BY OTHERS"S Il o o3 m cc' _(7.94) 9.00 _13.20'a x (40 (7.71 LL 0 0 3' WIDE 4" THICK Ej W llv� 8.0 > 3000 PSI CONCRE 3' clq SIDEWALK co LOT I 4 CK 'ERS"_ x BLOCK 19.6"M G z 6.5— Lu --------------------------------- 43 0 WIMPOUNDMENT .0 w FACIL ITY (.0 PREPARED FOR: ro D - -------- 0 > �Al A-11 0" MEDERO HOMES M•cil M 1 "MG 2000 _RTDA BLVD ------- (5 NEI TUNE BEACH, FL 32266 . C -T% I�L ll�OY �7.91) 50 102'(P) 7.68) CA ZONE NOTES: Arl- FLOOD 40� F 1) STRUCTURE SHALL INCLUDE ROOF STOCKS STREET RESIDENTIAL ZONE APPROXIMATE E OF FILL (EL. 6.0�\, Ilk LOTS 1-4 LOOD /E TO SEE INSE iA GUTTER AND DOWNSPOUT SYSTEM I—X "AE, (EL-6) SECTION"A-A" EL. VARIES WHICH CONVEYS STORMWATER BORING A2 6.5— DIRECTLY TO THE STORMWATER SHWL 4.0 10 FACILITY. C) DATE MAY24,2019 EROSION CONTROL PROJECT NO. 0019 L 4" THICK 3000 PSI EROSION CONTROL__� 2) EROSION CONTROL SHALL BE DESIGNED By JEFFREY E. BERGEN,PE. FENCE '411111� CONCRETE FLUME 0 i FENCE INSTALLED BEFORE ANY EARTH DRAWN BY JEFFREY E. BERGEN, P.E. LOT 2 A n j MOVING ACTIVITES BEGIN. SCALE LOCK 199 LOT 2 (0 METLAND A -\p M (5.9) BLOU -K 198 LINE A-10 1 & LO (7.91)- co i \� uj �91) 1(7.62) COMMUNITY DEVELOPMENT A-13 A� REGRADE SWALE 7 1. 10' MINIMUM DRIVE IY Lk ly BOTTOM 0 ! I i ar-)PE)nVED —kt 0 12' RECOMMENDED. I C:� i r S YA A — 5,F9N Ys IT SITE IMPERVIOUS = 1,192 sf CD z A-lt 2. SITE HAS NOT BEEN EVALUATED FOR L6 clvv CO* I 6.5— 4'-6' z cf) < �_ 0 i 3 1 i 1 v 11 RED�f�z;" TA 23.3% - P c N, 4 !� ENVIRONMENTAL OR p RIPRA THIS DRAWING NOT RELEASED FOR SUBSURFACE CONDITIONS. 0CONSTRUCTION UNLESS SO NOTED ABOVE ? ui 6.0 3. ZONING: ARG AUG 12 2019 SHEET TITLE INSET A SITE PLAN :D GRAPHIC SCALE & it J PAnimr, (6.2) LOT--- 1-4 --BLOCK 198 SECTION "H" ATLARIITIC AS SHOWN ON MAP OF BEACH (4.4) ✓ c) 102'(P) A-9 a (7$ FL C-01 ( LOT 1-4 BLOCK 198 AS SHOWN ON MAP OF SECTION "H" ATLANTIC BEACH 150.00' ti x 'OF 12"x18"RCP OR 13"x17"CMP x ----- -� 3'WIDE4"THICK X W/ (2) CIP MES \ INV. EL. = 6.25 (N)j 3.00 10.00' 3.00 3000 PSI CONCRETE INV. EL. = 6.20 (S) ,�ti ,,SIDEWALK w REFER TO FDOT INDEX 273 SHEET 3 AND 4 _....... ..... ......... ------- ----_-----_ ........ __. _. m ... 2pe¢2p. `L _.. _._.... X--------------------_.--_._ ........... _. ..X 10 (. SL i �"' 0. 61� i YZ _......f .:. W R �� i 7.6 - r 4 6.4 ) 77 7.> ; tee-.,, Y: 8'00"Ww ,..,. � 0 •-, w _ 3 Q O s O (7 y .Cd .(D Lu 0118100`w LU _ / •lf & _ cbO • U• •8p i �. ui c�Lq \ -\ 1 m °8.9a 0 ¢ C U � , 9 V v 8.7 p0 gpAV �� \ \ \^ 00 Z O \ \ N w \` Oz Ar \ _ of W f ; ------------- -- W ti AF¢ I 1 V CANT) m I Yi J --- , J W ;. co \ \ 00 F �I- I o o p O ob 0 W\ �w ¢ o e ' LOT 1 Lp -- rWl \ F 8 BLOCK 198 \ cr X \ \ \ \ X \ O LOT 2 \ x l _\ M�• Ir a BLOCK 198 1 0 \ _ v LO � k 83 7.25' --J d- (n ¢.. \ M\ Y LU LOT 3 ..,: - -LU I LOT 4 v �: w = BLOCK 198 BLOCK 198 II.55 ❑ 13.20 CNIm e; LL LL bo zw \ X U 1 I t I yy > EROSION CONTROL \ \ \ \ \ I \ \ N FENCE 7. o H£i 6.5 z ' n l BORING A2 -----Fr.3 ----------' �� SHWL4.0 Q I 6.0 Cl? o ��Oi i Z�^ 4• i N °i Q 3.0 6 55, \ I - a ^ \- . I - -------------------- - - - - ------- i I " = - -- -- 6.5 TIE TOP F�� ., 3<, \. \ \. ..:: ,w. �: ... \. Z... x m\ o O BERM EL.TR TO EXISTING..... z... 6, ,�------------ w \: hh / GRADE AT PROPERTY BOUNDARY %r_ c' �� ,� SEE INSET LO \ 0, �• \ RUNOFF COEFFICIENTSI \ E 305 ......:_ 50% IMPERVIOUS = 0.6'' 25% IMPERVIOUS = 0.4 0% IMPERVIOUS = 0.2 I MI' ELOPMENT \1 PRF nFVFI PMFNT UNITY DE Y V= CAR/12 C= 0.2 A= 5,099 sf R= 9.3 in V= 0.2(5,099 sf)(0.776) =790 cf POST nFVFI OPMFNT V= CAR/12 C= 0.4 A= 5,099 sf R= 9.3 in V= 0.4(5,099 sf)(0.775') =1,580 cf REQUIRED IMPOUNDMENT = 1,580 cf - 790 cf = 790 cf IMPOUNDMENT CAPACITY ELEVATION S.F. CF 6.3 1004 791.05 5 213 _ 0 COM APPROVED NOTES: 1) STRUCTURE SHALL INCLUDE ROOF LINE # GUTTER AND DOWNSPOUT SYSTEM WHICH CONVEYS STORMWATER LINE # DIRECTLY TO THE STORMWATER DIRECTION FACILITY. 20.541 2) EROSION CONTROL SHALL BE 1. 10' MINIMUM DRIVEWAY INSTALLED BEFORE ANY EARTH 12' RECOMMENDED. MOVING ACTIVITIES BEGIN. 0.77' 2. SITE HAS NOT BEEN L10 EVALUATED FOR SITE AREA = 5,099 sf ENVIRONMENTAL OR SITE IMPERVIOUS = 1,192 sf SUBSURFACE CONDITIONS. SITE PERVIOUS = 3,906 sf L11 IMPERVIOUS PERCENTAGE= 23.3% 3. ZONING: ARG LINE TABLE LINE # LENGTH DIRECTION LINE # LENGTH DIRECTION L1 20.541 N89°23'51 11W L9 25.26' N73045'32"E L2 0.77' S3900010811W L10 32.47' N20009'50"W L3 23.441' S61 °22'06"W L11 27.14' N23003'58"W L4 29.2711 N39000'08"E L12 31.24' N24014'1 3"W L5 47.91'I'1 NO °09'15"E L13" 60 24 S59 14 35 W L6 18.77' S68027'46"W L14 14.43' S66032'21 "W L7 17.00' N680371131vW L15 83.42' N00014'03"E L8 15.71' S32024'4511W SECTION "A -A" EL. VARIES 6.5- 4" .5-4" THICK 3000 PSI CONCRETE FLUME 6.0 6• 6 5 6.5 - z A q 6.5 6 6.5 - ry 4„_6„ RIPRAP 1 LI GRAPHIC SCALE 10 0 5 10 20 ( IN FEET ) 1 inch = 10 ft. 40 m im GBA Goodson Bergen and Associates CONSULTING ENGINEERS CA: 32987 10175 FORTUNE PARKWAY, SUITE 403 JACKSONVILLE, FLORIDA 32256 Phone: (904) 519-7770 Fax: (904) 519-7776 L J x��ogInnimEW�rrrrbplr All La oil i • 550 �0 PREPARED FOR: MEDERO HOMES 2000 FLORIDA BLVD NEPTUNE BEACH, FL 32266 STOCKS STREET RESIDENTIAL LOTS 1-3 DATE MAY24. 2019 PROJECT NO. :0019 DESIGNED BY :JEFFREY E. BERGEN, P.E. DRAWN BY : JEFFREYE.BERGEN P.E. SCALE : 1"=5' No. Date Revision THIS DRAWING NOT RELEASED FOR CONSTRUCTION UNLESS SO NOTED ABOVE SHEET TITLE SITE PLAN UC GRADING C-01 S H E E T p eG 19'-0" SQUARE 6'-1 " 12'-11 " 3'-3 1/2" 2'-9 1/2" 6-5 1/2" 6-5 1/2" 724 1 1 SUBTOTAL 3014 HS (2) 3050 SH 232 (7'-0" HDR) (7'-0" HDR) TOTAL 1797 i U ssw " MULL c%> TILE ss r --------- •N• Li Z SHWRIsssss ss F_ I- LL 2'-0° Q F_ W W W Z so�so 4" TILE CURB N V W u 0 I (TYP) - `�" 0 O. BATH OWNERS ' V) I im U 8' TO 8'-8" TRAY CLG 8" 11&-z i u 1 I I V) 0I— 0 co I JI_j r UU Colo FL El bo 3'-0 1/2" 9'-7" 2'-8 1/2" 3'-8" 6068 rp SQUARE FOOTAGES MAIN FLOOR 724 UPPER FLOOR 812 SUBTOTAL 1535 1 CAR GARAGE 232 PORCH 29 TOTAL 1797 N f 0? EN U) II I �I �� I _ss CD _ io LCD OL J o SII=I =I ` hI �I BEDRM 2 Ll— 8'CLGssw —2x6 WALL 3070 OPNG c=n o 0 3'-10 1/2" 3'-6" 3'-7" 1'-11" 6'-1 1/2"zo o q Co N c p - — N LO= I 4068 oq00 M Q O i DN ! v R&S (N - 1 n 2x6 WALL 16 �+ MIR 1511 N O N - - --141 1 Q � N T --- - - 13i 2 M - - L) Th BATH CD _ 121 1 �� 2668 8' CLG N o 00 ZV L 10- C? 9 w U) 50 VERIFY °D ('' = 8 iN 66� iv TUB R.O. N - x N O i.0 - -- L — T I 7 ss M ECN N -- - 6 81 CLGi 2668 R&S -- -- q ¢ ------ 00 ----- 5 L H C`' U N 4 3 .::L... 4068 ---- 2 1'-11" 6'-1 1/2" 01 -- ---- Li 3'-71/2" 3'-9" 3'-7" 8'-01/2" I Com" OPEN TO I BELOW BEDRM 3 in I 8' LG j'3030 FXD iv (7'-0" HDR) 3050 SH A3A 01 (T-0" HDR) LINE OF FL OR BELOW I I 3'-101/2" 3'-51/2" 5'-10" 5'-10" T-4" 11'-8" 01 EL FL __ ___ LOT 1 - BLOCK 19 OOR PLAN 19'-0" C0 60 It 01 1/411= 1 '-0" w ao M 00 r o� At, bo "TAI R SECTION 1/4 1'-011 NOTE:: PER FBC-R 2017 §R302.5 & §R302.6 DWELLING/ GARAGE SEPARATION WALLS, CEILINGS AND ALL OPENINGS/ PENETRATIONS; 1. APPLY MIN 1/2" GWB TO ALL WALLS ON GARAGE SIDE. 2. APPLY 5/8" or 1/2 "ANTI -SAG" GWB AT CEILINGS. 3. APPLY 5/8" TYPE "X" GWB TO ALL CEILING ASSEMBLIES WITH HABITABLE ROOMS ABOVE THE GARAGE. 4. NO OPENINGS ARE PERMITTED TO SLEEPING AREAS 5. ALL OTHER OPENINGS SHALL HAVE SOLID WOOD, INSULATED STEEL or 20 MIN FIRE RATED DOORS NOT LESS THAN 1-3/8" IN THICKNESS. 6. ALL DUCTS IN THE GARAGE or PENETRATING THE WALLS or CEILINGS SEPARATING THE GARAGE & DWELLING SHALL BE CONSTRUCTED OF MIN 26GA SHEET MTL, 1" MIN RIDGED CLASS 0 or 1 DUCT BOARD, or OTHER APPROVED MATERIAL AND SHALL HAVE NO OPENINGS INTO THE GARAGE. STAIR NOTES 1. (17) EQUAL RISERS AT 7-5/8" EA (16) EQUAL TREADS AT 10" W/ 1" NOSING EA (TOTAL TREAD DEPTH TO BE 11" MIN) 2. TREADS SHALL BE 2x12's GLUED and NAILED (RIPPED DOWN AS REQUIRED) 3. RISERS SHALL BE 1x8's GLUED and NAILED (RIPPED DOWN AS REQUIRED) 4. LANDINGS SHALL BE CONSTRUCTED OF 2x8's @ 16" OC and DECKED W/ 3/4" T&G PLYWOOD GLUED and NAILED 5. STRINGERS SHALL BE 2x12's EQUALLY SPACED (TYP) NOTE: PER FMC 6th EDITION 2017 §M1305.1.1 PROVIDE 3" MIN CLEAR SPACE AROUND THE SIDES & TOP WITH A TOTAL WIDTH OF THE ENCLOSING SPACE 12" WIDER THAN THE AHU. COORDINATE DOOR LOCATION WITH MECHANICAL EQUIPMENT NOTE: STAIRWAYS §FBC-R31 1.7.8.2 CONTINUITY. HANDRAILS FOR STAIRWAYS SHALL BE CONTINUOUS FOR THE FULL LENGTH OF THE FLIGHT. HANDRAILS ENDS SHALL BE RETURNED OR SHALL TERMINATE IN NEWEL POSTS OR SAFETY TERMINALS. HANDRAILS ADJACENT TO A WALL SHALL HAVE A SPACE OF NOT LESS THAN 1 1/2 INCH BETWEEN THE WALL AND THE HANDRAILS. §FBC-R311.7.8.3 GRIP -SIZE. TYPE 1. HANDRAILS WITH A CIRCULAR CROSS SECTION SHALL HAVE AN OUTSIDE DIAMETER OF AT LEAST 1-1/4 INCHES AND NOT GREATER THAN 2 INCHES. IF THE HANDRAIL IS NOT CIRCULAR IT SHALL HAVE A PERIMETER DIMENSION OF AT LEAST 4 INCHES AND NOT GREATER THAN 6 -1/4 INCHES WITH A MAXIMUM CROSS SECTION DIMENSION OF 2-1/4 INCHES. EDGES SHALL HAVE A MINIMUM RADIUS OF 0.01 INCH. �QI�LUMN SECTION A3A / S POST (RE: STRUCTURAL DWGS) x 8 SMOOTH FIBER CEMENT TRIM OVER FATHER BARRIER OVER WD SHEATHING x 10 SMOOTH FIBER CEMENT TRIM OVER WEATHER BARRIER OVER WD SHEATHING 19 0 0 ih 2 � c -NIK-- 02 CO o o , M 60 ti 401111 / A/C l UNIT 19'-0" 16-2" 2' FAMILY 4'x4' �� I CONCPAD I 3068 FR q A 4010 TR - -- LINE OF FLOOR ABV- ------------------------- Eo A3A o 0 0---- 80"A� — 0 N 7"x7" FRAMED COL W/ PT POST A(SEE COL DETAIL B/A3A) 01 lsi%jj� L FL 1 1/2" = 1 '-0" A (. LOT 1 - BLOCK 19 A 1 I i 3'-5 1/2" 5'-10" OOR PLAN 19'-0" LL ° o - o N co U) o= m , (0a N 00 HB co 00 bo N M Ca N v 0 N REVISIONS 6.1.19 PERMIT SET 8.21.19 ZONING REVIEW COMMENTS QZ w= ZO O Lu V) z w 0~t="-wV)0 �NUQQoO�Zm CONQwQZOO< F- 0:� N >- OL U ° ZZi-- DOZQwZW 0 ZwLL W WWZF- J:E -- -D O Q u w_j Z O W W� 0 U °O� NO i- =Uw O ww�WLLJ wU W = _ W Q 0=°� 0wx� UQzp 0000=0 r��..... 0 w LL- w r- U UwoC)o=w AUG 23 2019 =°NwoWwo°� -QZv>a-°Q�30 Building DepwlmzP�!!t City of At1 ntlC 01 1/411= 11-011 (AA3A SCANNE �ate� _0 0 IL i U W U •N• Li Z O F_ I- LL Q F_ W W W Z V W u 0 W 0 00I CK V) I U i u �O 06 r— V) 0I— 0 REVISIONS 6.1.19 PERMIT SET 8.21.19 ZONING REVIEW COMMENTS QZ w= ZO O Lu V) z w 0~t="-wV)0 �NUQQoO�Zm CONQwQZOO< F- 0:� N >- OL U ° ZZi-- DOZQwZW 0 ZwLL W WWZF- J:E -- -D O Q u w_j Z O W W� 0 U °O� NO i- =Uw O ww�WLLJ wU W = _ W Q 0=°� 0wx� UQzp 0000=0 r��..... 0 w LL- w r- U UwoC)o=w AUG 23 2019 =°NwoWwo°� -QZv>a-°Q�30 Building DepwlmzP�!!t City of At1 ntlC 01 1/411= 11-011 (AA3A SCANNE �ate� 10'-9 7/8" 9'-1-1/8" 0 UORTH ELEVATION LOT 1 - BLOCK 198 n 1/419= 1 '-011 2 EST ELEVATION A5A LOT 1 - BLOCK 198 1/411= 1 '-011 Y PLAN 10'-9 7/8" 9'-1 11 /8" ry 0 D LU Z LU D U (;'3 OUTH ELEVATION 1/4 1'-0"1 AST ELEVATION 1 /4"= 1'-0" A5 LOT 1 - BLOCK 198 F�(:5A)LOT 1 - BLOCK 198 jqEU AUG 2 3 2019 Building Departmor,01 City Of AtlanticMt- M E S U Q W m U Q J I— Q i W W V) Cn U O REVISIONS 6.1.19 PERMIT SET 8.21.19 ZONING REVIEW COMMENTS =Z<nwZQ�:wv>F-w ~<O~�0 > 3NUQQz Zno zZ��OzQCLzo O w Z w w w i" LU J�ON?��0 <�,U� �Uw3� U zO� NO Z 0oew w U U w = _ Q www OQ` Uj0LU LUOU �wU Q F— U�UwLUU�0w V)O j >po0= F—QZcnw�QO VENTED VINYL SOFFIT V INSTALLED PER MANUF TYP OH WRITTEN SPECIFICATIONS THIS AREA (TYP)i� AREA El C > I O -VENTED VINYL SOFFIT - INSTALLED PER MANUF WRITTEN SPECIFICATIONS THIS AREA (TYP) LOT 1 - BLOCK 198: ROOF PLAN TYP OH ATTIC VENTILATION PER FBC-RESIDENTIAL SECTION R 806- ROOF VENTILATION V VENTILATION REQ (NFVA) (NOTE 1&2) VENTILATION PROVIDED (NFVA) AREA ATTIC OFF -RIDGE VENTS (NOTE 3a) SOFFIT VENTS (NOTE 3b) _0 0 AREA TOTAL UPPER EAVE (TOTAL SQ FT) (SQ IN) (SQ IN) (SQ IN) LINEAL FT NFVA PROVIDED LINEAL FT NFVA PROVIDED U Z O Q (SQ IN) (SQ IN) A 910 438 219 219 12 432 135 769 B 47 45 N/A 45 N/A N/A 12 68 C 29 28 N/A 28 N/A N/A 7 39 D 90 86 N/A 86 N/A N/A 20 114 u �O 0 r— V) F- NOTES: 1. R806.2 -FOR ROOF AREAS WITH SOFFIT OR RIDGE VENTING ONLY -REQUIRED VENTILATION AREA EQUALS TOTAL SQ. FT. X 144 IN. / 150 SQ. IN. 2. R806.2 - FOR ROOF AREAS WITH BOTH SOFFIT AND RIDGE VENTING - REQUIRED VENTILATION AREA EQUALS TOTAL SQ FT. X 144 IN./ 300 SQ. IN. (40 %, BUT NOT MORE THAN 50 %, OF VENTILATION MUST BE PROVIDED BY VENTILATORS LOCATED NO MORE THAN 3'-0" BELOW THE RIDGE OR THE HIGHEST POINT OF THE SPACE) 3. BASIS OF CALCULATION: (a) OFF RIDGE VENTS - STAMPCO W/ 36 SQ.IN. (NFVA) PER LIN. FT. (b) SOFFIT VENTS - NORANDEX T4 FULL VENT PERFORATED W/ 5.7 SQ. IN. (NFVA) PER LIN. FT. 4. UNVENTED ATTIC ASSEMBLY- PROVIDE AIR -IMPERMEABLE SPRAY FOAM INSULATION APPLIED IN DIRECT CONTACT WITH THE UNDERSIDE OF THE STRUCTURAL ROOF SHEATHING IN ACCORDANCE WITH THE FBC-R806.5 CREATING AN UNVENTED ATTIC SPACE COMPLETELY CONTAINED WITHIN THE BUILDING THERMAL ENVELOPE. NOTE: ADD DRAFTSTOPPING AS REQUIRED PER §FBC-R302.12 A ,:A VENTED VINYL SOFFIT— INSTALLED PER MANUF WRITTEN SPECIFICATIONS THIS AREA (TYP) 4 5'-0" 5'-0" '4' -YP OH � Ir - I TYP OH I TYP OH I I I I C I I VENTED VINYL SOFFIT INSTALLED PER MANUF I 1'4" WRITTEN SPECIFICATIONS I TYP THIS AREA (TYP) OH 1 I I I I i I II �' II I j COMMUNjrr I � qP �E�E��PME i PR 0 V Nr II Eo Ll C B� TYP OH I 4 1/419= 11-011 1A P11 --------L_�Z! c :B] i�'TYP OH 4" -VENTED VINYL SOFFIT INSTALLED PER MANUF WRITTEN SPECIFICATIONS THIS AREA (TYP) LOT 6 - BLOCK 198: ROOF PLAN n \D o TYP OH 7 µL- I I VENTED VINYL SOFFIT INSTALLED PER MANUF AUG 2 3 , WRITTEN SPECIFICATIONS c019 THIS AREA (TYP) Building Department City of Atlantic Beach, FL 1 /4"= 1 -0" M�\\11\w REVISIONS 6.1.19 PERMIT SET 8.21.19 ZONING REVIEW COMMENTS �Q=00 Z ZOOQ ZZi—ZD0 <CL w OwZw" w:iry N 0 Lu wQ OZ ==LUpo�30= vQw=p�UCz=11o' LL Lu �Lu; O0 0w0 0 Q w 0 0 p U w) p- 0 =)Uwwuu- w =('0v)w0w�nw�w -QZwiIL0Q� v 30 V w _0 0 LL U z U-1 co • • U Z O Q Q I- W W W Z rn V W � ,_ ^ �/ I W U 0 W Q 00' 0 V) t I U O m u �O 0 r— V) F- 0 V) REVISIONS 6.1.19 PERMIT SET 8.21.19 ZONING REVIEW COMMENTS �Q=00 Z ZOOQ ZZi—ZD0 <CL w OwZw" w:iry N 0 Lu wQ OZ ==LUpo�30= vQw=p�UCz=11o' LL Lu �Lu; O0 0w0 0 Q w 0 0 p U w) p- 0 =)Uwwuu- w =('0v)w0w�nw�w -QZwiIL0Q� v 30 �- �,-_�- ii Z1_ SAI UNIT SQUARE fI=OOTAGES AIN FLOOR 724 UPPER FLOOR 812 SUBTOTAL 1536 1 CAR GARAGE 232 PORCH 29 TOTAL 1797 ATTIC VENTILATION PER FSC -RESIDENTIAL SECTION R 806- ROOF VENTILATION VENTILATION REQ (NF VA) (NOTE 12) VENTILATION PROVIDED (NFVA) AREA ATTIC AREA TOTAL UPPER EAVE OFF -RIDGE VENTS (NOTE 3a) SOFFIT VENTS (NOTE 3b) (TOTAL SQ FT) (SQ IN) (SQ IPJ) (SQ IN) LINEAL FT NFVA PROVIDED (SQ IN) LINEAL FT NFVA PROVIDED (SQ IN) A 910 438 219 219 8 288 135 769 B 47 45 N/A 45 N/A N/A 12 68 C 29 28 N/A 28 N/A N/A 7 -- - 39 — D 90 86 N/A _ 86 N/A N/A 20 114 NOTES: 1. R806.2 - FOR ROOF AREAS WITH S01171T OR RIDGE VENTING ONLY - REQUIRED VENTILATION AREA EQUALS TOTAL SQ. FT. X 144 IN, 1150 SQ. IN. 2. R806.2 - FOR ROOF AREAS WITH BOA"H SOFFIT AND RIDGE VENTING - REQUIRED VENTILATION AREA EQUALS TOTAL SQ FT. X 144 IN./ 300 SQ. IN. (40 %, BUT NOT MORE THAN 50 %, OF VENTILATION MUST BE PROVIDED BY VENTILATORS LOCATED NO MORE THAN 3'-0" BELOW THE RIDGE OR THE -iIGHEST POINT OF THE SPACE) 3. BASIS OF CALCULATION: (a) OFF RIDGE VENTS - STAMPCC W/ 36 SQ.IN. (NFVA) PER LIN. FT. (b) SOFFIT VENTS - NORANDEX T4 FULL VENT PERFORATED W/ 5.7 SQ. IN. (NFVA) PER LIN. FT. 4. UNVENTED ATTIC ASSEMBLY- PROVIDE AIR -IMPERMEABLE SPRAY FOAM INSULATION APPLIED IN DIRECT CONTACT WITH THE UNDERSIDE OF THE STRUCTURAL ROOF SHEATHING IN ACCORDANCE WITH THE FBC-8806.5 CREATING AN UNVENTED ATTIC SPACE COMPLETELY CONTAINED WITHIN THE BUILDING THERMAL ENVELOPE. SHT NO. AO Al k A2 A2- .1 NIA --A3 A4 A5 A6 ARCHITECTURAL COVER TITLE / INDEX GENERAL NOTES SITE PLAN - LOT 1 - BLOCK 198 1ST & 2ND LVL FLOOR PLANS -LOT 1 -BLOCK 198 / A15 E1 III "o I *" Z , 0 E I _ U Q Lu m U z Q J Q e I— L1J W ELI F-- U' O REVISIONS 6.1.19 PERMIT SET =Zu�wZ�wv>�w -Q0�pOmULu �NUQQ�O-w,Zm Zz'ZDOZQIZw OwZ ''"-w��w�- o J� N :� <:D U � z U U o0� NO �- =Uw O Z ~wwcr> �wU Lu w==Ufl� 0�!Q OwXaf Lu U00Lu0 pQw�� 1 wU �U�UU�U�)w =Oi Z �O�o�wOw Ln C. n r – Q_vldQnO AO rv, , 0 E I _ U Q Lu m U z Q J Q e I— L1J W ELI F-- U' O REVISIONS 6.1.19 PERMIT SET =Zu�wZ�wv>�w -Q0�pOmULu �NUQQ�O-w,Zm Zz'ZDOZQIZw OwZ ''"-w��w�- o J� N :� <:D U � z U U o0� NO �- =Uw O Z ~wwcr> �wU Lu w==Ufl� 0�!Q OwXaf Lu U00Lu0 pQw�� 1 wU �U�UU�U�)w =Oi Z �O�o�wOw Ln C. n r – Q_vldQnO AO Al - Ias a , at , 0 E I _ U Q Lu m U z Q J Q e I— L1J W ELI F-- U' O REVISIONS 6.1.19 PERMIT SET =Zu�wZ�wv>�w -Q0�pOmULu �NUQQ�O-w,Zm Zz'ZDOZQIZw OwZ ''"-w��w�- o J� N :� <:D U � z U U o0� NO �- =Uw O Z ~wwcr> �wU Lu w==Ufl� 0�!Q OwXaf Lu U00Lu0 pQw�� 1 wU �U�UU�U�)w =Oi Z �O�o�wOw Ln C. n r – Q_vldQnO AO ARCHITECTURAL ABBREVIATION LEGEND ABV ABOVE FF FINISH FLOOR OC ON CENTER AFF ABOVE FINISHED FLOOR FIN FINISH OPNG OPENING ACC ACCESS/ACCESSIBLE FPL FIREPLACE OPP OPPOSITE ADJ ADJACENT FG FIXED GLASS OA OVERALL ALT ALTERNATE FLEX FLEXIBLE OH OVERHEAD(OVERHANG) ALUM ALUMINUM FLR FLOOR PL PLATE OTHERS) REQUIRED BY STATE AND LOCAL CODES, EXCEPT THOSE ANC ANCHOR/ANCHORAGE FTG FOOTING PR PAIR AB ANCHOR BOLT FDTN FOUNDATION PNL PANEL APPROX APPROXIMATE FUR FURRING/FURRED PED PEDESTAL ARCH ARCHITECT(URAL) FRP FIRE RATED PLYWOOD PL PLATE AUTO AUTOMATIC ALL SUBCONTRACTORS SHALL DIRECT QUESTIONS, CHANGES OR PTD PAINT(ED) CONTRACTOR SHALL SUBMIT ALL REQUESTS, CHANGES OR GA GAUGE PLYWD PLYWOOD BRG BEARING GALV GALVANIZED PT POINT BRG PL BEARING PLATE GC GENERAL CONTRACTOR PVC POLYVINYL CHLORIDE BM BENCH MARK GD GRADE/GRADING PSF POUNDS PER SQUARE FOOT BLK BLOCK(ING) GYP GYPSUM ADJUSTMENTS. BD BOARD GYP BD GYPSUM BOARD PSI BLDG BUILDING GWB GYPSUM WALL BOARD PL PROPERTY LINE LOCAL CODE OFFICIALS PRIOR TO END OF PRIMARY CONSTRUCTION PHASE. COORDINATE ANY VARIATIONS FROM CONSTRUCTION R RADIUS CAB CABINET HDBD HARD BOARD RE: REFERENCE CPT CARPET HDW HARDWARE REF REFERENCE CSMT CASEMENT HDR HEADER REFR REFRIGERATOR CTR CENTER HT HEIGHT REINF REINFORCED CLG CEILING HC HOLLOW CORE REQD REQUIRED CLG HT CEILING HEIGHT HB HOSE BIB RA RETURN AIR CER CERAMIC HORIZ HORIZONTAL REV REVISION CT CERAMIC TILE INSUL INSULATE / INSULATION R RISER CWT CERAMIC WALL TILE INT INTERIOR RM ROOM CLO CLOSET DRAWINGS AND THE ENGINEERING DRAWINGS; SUCH DISCREPANCY RO ROUGH OPENING COL COLUMN JT JOINT BY THE CONTRACTOR AT HIS OWN EXPENSE, AND AT NO EXPENSE CIR CIRCLE JST JOIST SCHED SCHEDULE CONC CONCRETE J -BOX JUNCTION BOX SECT SECTION CMU CONCRETE MASONRY UNIT SHT SHEET CONT CONTINUOUS/CONTINUE KIT KITCHEN SHWR SHOWER CJ CONTROL JOINT SIM SIMILAR LAM LAMINATE SPEC SPECIFICATION DL DEAD LOAD LAV LAVATORY SQ SQUARE DTL DETAIL L LENGTH SF SQUARE FEET DIAG DIAGONAL LT LIGHT STD STANDARD DIA DIAMETER LL LIVE LOAD STA STATION DIM DIMENSION LVR LOUVER STOR STORAGE DBL DOUBLE STRUCT STRUCTURAL DH DOUBLE HUNG MFR MANUFACTURE(ER)(ING) SYM SYMMETRICAL DN DOWN MAS MASONRY SYNTH SYNTHETIC DRY ELEC/GAS CLOTHES DRYER MATL MATERIAL DS DOWNSPOUT MAX MAXIMUM TEL TELEPHONE DWR DRAWER MECH MECHANICAL TV TELEVISION DWG DRAWING MED MEDIUM TEMP TEMPORARY / TEMPERATURE/ DV DRYER VENT MEMB MEMBRANE TEMPERED MTL METAL THRES THRESHOLD EA EACH MIN MINIMUM TINT TINTED ELEC ELECTRIC MIR MIRROR TYP TYPICAL EMER EMERGENCY MISC MISCELLANEOUS TPD TOILET PAPER DISPENSER EL ELEVATION MTD MOUNTED T&G TONGUE AND GROOVE ENCL ENCLOSURE MULL MULLION TOW TOP OF WALL EQ EQUAL TB TOWEL BAR EJ EXPANSION JOINT NOM NOMINAL T TREAD EXP EXPOSED NIC NOT IN CONTRACT EXT EXTERIOR NTS NOT TO SCALE SYMBOLS LEGEND 1. THIS DOCUMENT IS PROVIDED FOR BASIC CONSTRUCTION DETAIL NO. BLDG SECTION ZA 1 _ 1 A0.0 A0.0 MATERIAL, EQUIPMENT, HARDWARE, ETC. WHETHER IMPLIED OR SHEET NO. WALL SECTION . DETAIL NO, 1 A0.0 2. ALL GENERAL NOTES APPLY TO THE SCOPE OF THIS TOTAL SHEET NO. DETAIL DETAIL NO. 1 A0.0 EVERY SHEET TO A SPECIFIC DETAIL. SHEET NO. 2 DETAIL NO. 3. THE GENERAL CONTRACTOR SHALL ENSURE THAT ALL W/O WITHOUT ELEVATION A0.0 1 STANDARD PRACTICES, INCLUDING ALL FEDERAL, STATE AND LOCAL SHEET NO. GRID LINE A LOCATION / /HEIGHT (ELEVATION) ELEVATION 2ND FLOOR o' -o" GENERAL PROJECT NOTES AND CONDITIONS UNFIN UNFINISH(ED) 1. THIS DOCUMENT IS PROVIDED FOR BASIC CONSTRUCTION LINO UNLESS NOTED OTHERWISE PURPOSES ONLY. THE ARCHITECT DOES NOT WARRANT ANY MATERIAL, EQUIPMENT, HARDWARE, ETC. WHETHER IMPLIED OR VERT VERTICAL EXPLICITLY CALLED OUT ON DRAWINGS, WB WOOD BASE WC 2. ALL GENERAL NOTES APPLY TO THE SCOPE OF THIS TOTAL WATER CLOSET WD WOOD PROJECT, REGARDLESS OF WHETHER OR NOT THEY ARE KEYED ON WDW WINDOW EVERY SHEET TO A SPECIFIC DETAIL. WH WATER HEATER WPT WORKING POINT 3. THE GENERAL CONTRACTOR SHALL ENSURE THAT ALL W/O WITHOUT CONSTRUCTION MEETS OR EXCEEDS APPLICABLE CODES AND WSCT WAINSCOT STANDARD PRACTICES, INCLUDING ALL FEDERAL, STATE AND LOCAL WSH ELEC WASHING MACHINE BUILDING AND ACCESSIBILITY REQUIREMENTS AND REGULATIONS. WT WALL TILE WWF WELDED WIRE FABRIC 4. COMPLY WITH ALL APPLICABLE ACCESSIBILITY CODES WHEN INSTALLING AND FRAMING OPENINGS FOR DOORS. CENTER LINE C CHANNEL 5. ALL PERMITS (OCCUPANCY, ELECTRICAL, PLUMBING AND ALL PL PLATE OTHERS) REQUIRED BY STATE AND LOCAL CODES, EXCEPT THOSE ± PLUS OR MINUS ACQUIRED BY SUBCONTRACTORS, ARE TO BE SECURED BY THE FL PROPERTY" LINE GENERAL CONTRACTOR WITH COPIES TO OWNER WITHOUT EXTRA CHARGE. ALL PERMITS ACQUIRED BY SUBCONTRACTORS SHALL BE SUBMITTED TO THE GENERAL CONTRACTOR FOR RECORD. 6. ALL EXTERIOR EXPOSED WORK SHALL BE INSTALLED IN SUCH MANNER AS TO ASSURE WEATHER TIGHT CONDITION. CONTRACTOR SHALL PROVIDE ALL SEALANT AND WEATHER BARRIER MATERIALS REQUIRED FOR WEATHER TIGHT CONDITIONS. ALL OCCUPIED SPACES SHALL RECEIVE AN INSULATION BARRIER THAT IS CONTINUOUS AT ALL EXTERIOR WALL, CEILING AND FLOOR SURFACES. 7. EACH TRADE SHALL VERIFY ALL REQUIREMENTS PERTAINING TO WORK PERFORMED IN THE PROJECT AND ANY REQUIRED PERMITS. ALL SUBCONTRACTORS SHALL DIRECT QUESTIONS, CHANGES OR REQUESTS THROUGH THE GENERAL CONTRACTOR. THE GENERAL CONTRACTOR SHALL SUBMIT ALL REQUESTS, CHANGES OR QUESTIONS TO THE ARCHITECT, PREFERABLY IN WRITING, EITHER ELECTRONICALLY OR VIA FACSIMILE. 8. ANY ARCHITECTURAL WORK REQUIRED TO PROVIDE THE SCOPE OF WORK GRAPHICALLY INDICATED BY THESE DRAWINGS IS A PART OF THE SCOPE OF THE CONSTRUCTION CONTRACT. IN THE EVENT ANY WORK IS INDICATED GRAPHICALLY AND NOT NOTED, THE WORK WILL BE EXPECTED TO BE PERFORMED AT NO ADDITIONAL CHARGE. 9. THE GENERAL CONTRACTOR SHALL CONFIRM THAT THE LAYOUT OF THE SPACE CAN BE ACCOMPLISHED AS DESIGNED. THE ARCHITECT MUST BE NOTIFIED OF ANY PROBLEMS WITH PROPOSED WALL LOCATIONS AFTER THE CHALK LINES ARE IN PLACE AND BEFORE THE WOOD SILL OR METAL TRACKS ARE FASTENED IN ORDER TO MAKE APPROPRIATE DECISIONS OR ANY NECESSARY ADJUSTMENTS. 10. IF UNANTICIPATED MECHANICAL, PLUMBING, ELECTRICAL, STRUCTURAL ELEMENTS OR ANY OTHER CONDITIONS ARE ENCOUNTERED WHICH MIGHT CONFLICT WITH THE INTENDED FUNCTION OR DESIGN OF THE NEW CONSTRUCTION, CONTACT THE ARCHITECT IMMEDIATELY FOR CLARIFICATION. 11. REVIEW ALL EXIT SIGNS AND FIRE EXTINGUISHER LOCATIONS WITH LOCAL CODE OFFICIALS PRIOR TO END OF PRIMARY CONSTRUCTION PHASE. COORDINATE ANY VARIATIONS FROM CONSTRUCTION DOCUMENTS WITH ARCHITECT. 12. FIRE -RATED PARTITIONS SHALL BE IDENTIFIED AS SUCH IF REQUIRED IN LARGE RED STENCIL ABOVE FINISHED CEILING. 13. PROVIDE WOOD BLOCKING (FIRE RETARDANT WHERE REQUIRED BY CODE) INSIDE PARTITIONS FOR SECURING WALL -HUNG CABINETS, SHELVING, TRIM, MILLWORK AND OTHER ELEMENTS ATTACHED TO PARTITIONS AS REQUIRED TO ENSURE FLUSH, STRAIGHT, WELL -SECURED CONDITIONS. 14. COORDINATE ALL PHONE AND COMPUTER DATA INSTALLATION AND SCHEDULE REQUIREMENTS WITH OWNER. 15. THE CONTRACTOR SHALL PROMPTLY REMEDY ANY DAMAGE AND/OR LOSS TO PROPERTY (ALL MATERIALS AND EQUIPMENT INCORPORATED IN THE WORK DESCRIBED HEREIN) CAUSED IN WHOLE OR IN PART BY THE CONTRACTOR, A SUBCONTRACTOR, OR ANYONE DIRECTLY OR INDIRECTLY EMPLOYED BY ANY OF THE ABOVE. 16. PRIOR TO OWNER OCCUPANCY, CONTRACTOR SHALL REMOVE ALL DUST, DEBRIS, OILS, STAINS, GLUES AND FINGERPRINTS FROM EXPOSED SURFACES INCLUDING GLAZING & REFLECTORS OF LIGHT FIXTURES. WINDOWS SHALL BE WASHED. EVERYTHING MUST BE CLEANED AND AIR FILTERS MUST BE CHANGED TO ACHIEVE SUBSTANTIAL COMPLETION. ANY PUNCH LIST WORK AND SURROUNDING SURFACES MUST ALSO BE CLEANED. 17. CONTRACTOR. TO VERIFY ALL CLEARANCES AS WELL AS ELECTRICAL AND PLUMBING REQUIREMENTS OF ALL OWNER FURNISHED, OWNER INSTALLED EQUIPMENT AND APPLIANCES. 18. THE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS ARE SUPPLEMENTARY TO THE ARCHITECTURAL DRAWINGS. SHOULD THERE BE A DISCREPANCY BETWEEN THE ARCHITECTURAL DRAWINGS AND THE ENGINEERING DRAWINGS; SUCH DISCREPANCY IS TO BE BROUGHT TO THE ATTENTION OF THE ARCHITECT PRIOR TO INSTALLATION OF SAID WORK. ANY WORK INSTALLED IN CONFLICT WITH ARCHITECTURAL DRAWINGS SHALL BE CORRECTED BY THE CONTRACTOR AT HIS OWN EXPENSE, AND AT NO EXPENSE TO THE OWNER OR THE ARCHITECT. 19. DO NOT SCALE DRAWING. ALL DIMENSIONS SHALL BE VERIFIED IN THE FIELD. FIRE RATING FIRE RESISTIVE CONSTRUCTION SHALL BE MAINTAINED AT ALL PENETRATIONS FOR MECHANICAL, ELECTRICAL AND PLUMBING SYSTEMS AS REQUIRED BY THE JURISDICTIONAL AUTHORITIES OVER THE PROJECT. 1. ALL PARTITIONS ENCLOSING VERTICAL OPENINGS SUCH AS STAIRWAYS WHICH ARE REQUIRED TO HAVE A FIRE RESISTANCE RATING SHALL EXTEND FROM FLOOR TO FLOOR OR FLOOR TO ROOF. THESE WALLS SHALL BE CONTINUOUS THROUGH ALL CONCEALED SPACES SUCH AS THE SPACE ABOVE THE SUSPENDED CEILING. 2. WHERE REQUIRED - THE SUPPORTING STRUCTURE SHALL HAVE A FIRE RESISTANCE RATING EQUAL TO OR GREATER THAT THE FIRE RESISTANCE RATING REQUIRED FOR THE VERTICAL ENCLOSURE. WHERE THE OPENINGS ARE OFFSET AT INTERMEDIATE FLOORS, THE OFFSET AND FLOOR CONSTRUCTION SHALL BE OF CONSTRUCTION HAVING A FIRE RESISTANCE OF NOT LESS THAN THAT REQUIRED FOR THE ENCLOSING PARTITIONS. SMOKESTOP PARTITIONS AND FIRE RATED WALLS REQUIRED TO HAVE PROTECTED OPENINGS SHALL BE EFFECTIVELY AND PERMANENTLY IDENTIFIED WITH SIGNS OR STENCILING IN A MANNER ACCEPTABLE TO THE AUTHORITY HAVING JURISDICTION. SUCH IDENTIFICATION SHALL BE ABOVE ANY DECORATIVE CEILING AND IN CONCEALED SPACES. SUGGESTED WORDING: "FIRE AND SMOKE BARRIER PROTECTALL OPENINGS". DRAFTSTOPPING 1. THE INTEGRITY OF ALL DRAFTSTOPS SHALL BE MAINTAINED. 2. DRAFTSTOPPING MATERIAL SHALL BE NOT LESS THAN 1/2 INCH GYPSUM BOARD, 15/32 INCH WOOD STRUCTURAL PANEL, 1/2 INCH PARTICLEBOARD OR OTHER MATERIAL APPROVED BY THE BUILDING OFFICIAL OR FIRE DEPARTMENT. 3. CONTINUOUS EXTERIOR CORNICES OF WOOD, OR OF WOOD FRAMES, SHALL BE DRAFTSTOPPED AT INTERVALS NOT EXCEEDING 20 FT. 4. OVERHANGS TO BE DRAFTSTOPPED AT 20'-0" O.C. INTERVALS. 5. VENTILATION SHALL BE PROVIDED TO FURNISH CROSS VENTILATION OF EACH SEPARATE ATTIC SPACE WITH WEATHER PROTECTED VENTS. 6. VERTICAL FIBERGLASS INSULATION DRAFTSTOPPING AT TENANT SEPARATION WALLS SHALL BE PROVIDED AT 10'O.C. NO HARD TIES BETWEEN DBL STUD WALLS IS ALLOWED AND MAY COMPROMISE SOUND RATINGS BELOW THE ACCEPTABLE CODE REQUIREMENTS. REFLECTED CEILING NOTES 1. THE INFORMATION ON THE REFLECTED CEILING PLAN IS PROVIDED ONLY AS A LOCATIONAL GUIDE TO THE CONTRACTOR. 2. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT IN WRITING, PRIOR TO CONSTRUCTION, OF ANY CONFLICTS BETWEEN PROPOSED REFLECTED CEILING PLAN AND EXISTING CONDITIONS. SITE NINES 1. THE GENERAL CONTRACTOR SHALL VERIFY EXISTING GRADES, TREE LOCATIONS, AND PROPOSED BUILDING LOCATIONS AND SHALL ADVISE THE OWNER AND ARCHITECT OF ANY RECOMMENDED MODIFICATIONS PRIOR TO THE START OF ANY WORK. 2. THE ARCHITECTURAL REFERENCE SITE PLAN GRAPHICALLY INDICATES THE APPROXIMATE LOCATIONS OF THE IMPROVEMENTS REFER TO CIVIL ENGINEERS PLANS FOR ALL HORIZONTAL DIMENSIONAL CONTROL. 3. VERIFY ALL SITE DIMENSIONS ON CIVIL DRAWINGS, CONDITIONS, EXISTING CONSTRUCTION GRADES AND UTILITIES ON PROJECT AND CONTRACT DOCUMENTS AT PROJECT SITE PRIOR TO BEGINNING CONSTRUCTION, DISCREPANCIES TO BE REPORTED TO OWNER AND ARCHITECT FOR CLARIFICATION. 4. WHEN EXCAVATING FOR BUILDINGS OR EXCAVATING ACCESSORY THERETO, SUCH EXCAVATIONS SHALL BE MADE SAFE TO PREVENT ANY DANGER TO LIFE AND PROPERTY. 5. EXCAVATIONS FOR ANY PURPOSE SHALL NOT EXTEND WITHIN 1 FT. OF THE ANGLE OF REPOSE OR NATURAL SLOPE OF THE SOIL UNDER ANY FOOTING OR FOUNDATION, UNLESS SUCH FOOTING OR FOUNDATION IS FIRST PROPERLY UNDERPINNED OR PROTECTED AGAINST SETTLEMENT. 6. FOUNDATIONS SHALL BE BUILT ON UNDISTURBED SOIL OR PROPERLY COMPACTED FILL MATERIAL. 7. THE BOTTOM OF FOUNDATIONS SHALL EXTEND BELOW THE DEPTH OF FROST PENETRATION, BUT NO LESS THAN 12 INCHES BELOW FINISH GRADE. 8. FOUNDATION WALLS OR BEAMS SHALL EXTEND ABOVE THE FINISHED GRADE A MINIMUM OF 4 INCHES WHERE MASONRY VENEER IS USED AND A MINIMUM OF 6 INCHES ELSEWHERE. 9. THE GENERAL CONTRACTOR SHALL COORDINATE FINAL GRADING AND PAVING SLOPED AS REQUIRED FOR POSITIVE DRAINAGE AWAY FROM ALL BUILDINGS. 10. THE GENERAL CONTRACTOR SHALL LOCATE ALL UTILITY SERVICES (WATER, SEWER, GAS, ELECTRIC, TELEPHONE) AND COORDINATE THE EXTENSIONS TO THE BUILDINGS. ALL CONNECTIONS, METERS, CLEAN OUTS, ETC., SHALL BE LOCATED IN NON -VISUALLY OFFENSIVE AREAS (COORDINATE LOCATIONS WITH ARCHITECT AND OWNER). FINISH NOTES 1. PAINT MECHANICAL ITEMS LOCATED IN THE CEILING OR WALL TO MATCH ADJACENT SURFACE IN WHICH THEY OCCUR. CONFIRM COLOR WITH ARCHITECT. 2. PROVIDE VINYL REDUCER STRIP AT ALL FLOOR MATERIAL TRANSITIONS. EXCEPT WHERE NOTED OTHERWISE. 3. PROVIDE CONTINUOUS BEAD OF SEALANT AT ALL WOOD TRIM AS NECESSARY TO PREVENT ANY GAPS BETWEEN TRIM AND GYPSUM BOARD. PAINT SEALANT TO MATCH TRIM. MECHANICAL, ELECTRICAL AND PLUMBING NOTES 1. THE CONTRACTOR SHALL ENSURE THAT ALL MECHANICAL, PLUMBING, FIRE PROTECTION AND ELECTRICAL SYSTEMS ARE INSTALLED IN COMPLIANCE WITH ALL LOCAL CODES AND REGULATIONS. THE CONTRACTOR SHALL INVOLVE A LICENSED ENGINEER AS NECESSARY TO ASSURE COMPLIANCE. 2. THE CONTRACTOR SHALL COORDINATE WITH LOCAL UTILITY COMPANIES AND PROVIDE ALL TEMPORARY AND PERMANENT UTILITIES, 3. THE CONTRACTOR SHALL VERIFY THAT THE H.V.A.C. SYSTEM IS CLEAN, SERVICED, AND IN GOOD WORKING CONDITION. ALL UTILITIES ARE TO BE TURNED ON. ALL NEW THERMOSTATS, ELECTRICAL OUTLETS AND SWITCHES SHALL BE MOUNTED PER ANSI 117.1 REQUIREMENTS. 4. GROUPS OF RECEPTACLES SHALL BE MOUNTED WITH A 1-1/2" MINIMUM DISTANCE BETWEEN THEM. 5. UNLESS OTHERWISE NOTED, ELECTRICAL OUTLET BOXES LOCATED ON OPPOSITE SIDES OF WALLS MUST BE IN SEPARATE STUD SPACES TO MINIMIZE SOUND TRANSMISSION. COORDINATE ANY AREAS IN QUESTION WITH THE ARCHITECT. 6. CONTRACTOR TO VERIFY AND PROVIDE ALL ELECTRICAL AND PLUMBING REQUIREMENTS FOR ALL NOTED G.F.C.I. OR A.F.C.I. EQUIPMENT AND APPLIANCES, INCLUDING BUT NOT LIMITED TO COFFEE MAKERS, MONITORS, COPIERS, FAX MACHINES, PRINTERS, ETC. 1. APPLY SEALANTS PER MANUFACTURER'S WRITTEN INSTRUCTION. 2. PRIOR TO INSTALLATION, VERIFY WITH MANUFACTURER COMPATIBILITY OF ALL MATERIALS INCLUDING SELF -ADHERING FLASHING, PRIMER, SEALANT AND SUBSTRATE. (SINGLE SOURCE MANUFACTURER FOR PRODUCTS IS RECOMMENDED FOR COMPATIBILITY). 3. SEALANT SHALL COMPLY WITH ASTM C 920 STANDARD GUIDE FOR USE OF ELASTOMERIC JOINT SEALANTS. 4. DEPTH OF SEALANT EQUAL APPROXIMATELY HALF WIDTH OF JOINT. MINIMUM SEALANT DEPTH EQUAL TO 1/4". 5. SEALANT SHOULD NOT ADHERE TO BACKER ROD. ENSURE TWO-SIDED ADHESION IN ALL CASES. 6. PRIME ALL SURFACES AS RECOMMENDED PER MANUFACTURER'S WRITTEN INSTRUCTION. 7. BACKER ROD SHALL BE CONTINUOUS CLOSED CELL POLYETHYLENE. SILICONE SEALANTS 1. APPLY SILICONE SEALANTS AT LOCATIONS WHERE PAINT !=!NISHES ARE NOT REQUIRED SUCH AS BRICK AREAS, EXTERIOR L!,.3HT FIXTURES, BRICK / STUCCO JUNCTION, BUILDING SIGNAGE; SURFACE MOUNTED ACCESSORIES ON BRICK. 2. APPLICATION: AFTER JOINT IS CLEAN AND DRY, AND THE BACKING IS PROPERLY PLACED, SEALING CAN BEGAN. DO NOT APPLY TO WET SURFACES. A. FILL OPENING FROM THE BOTTOM UP OR OUT; ENTRAPPED AIR IS NOT A SEALANT. USE SOME FORCE TO HELP THE SEALANT WET THE SURFACE. (SEALED JOINT SHOULD NOT BU!.GE OUT FROM EXCESS MATERIAL, BUT SLIGHTLY CONCAVE. B. JOINT FILLER MATERIALS: BACKER ROD SHOULD BE 25% TO 50% GREATER THAN THE WIDTH OF THE JOINT, ALWAYS USE FLEXIBLE POLYURETHANE FOAM ROD. C. TOOLING: THE SURFACE OF A SEALANT JOINT MAY BE TOOLED SMOOTH IN ORDER TO OBTAIN A BETTER APPEARANCE. THIS TOOLING ALSO HAS A FAVORABLE EFFECT OBTAINING SEATING OF THE SEALANT AGAINST THE WALLS OF THE CAVITY. TO OBTAIN A SMOOTH SURFACE THE FINISHING TOOL SHOULD BE WET WITH SOLVENT SUCH AS XYLENE. D. REPAIRING SEALANT: REMOVE DAMAGED SEALANT AND CLEAN SURFACE AND APPLY PRIMER TO DAMAGED AREA, LET DRY AND APPLY FRESH SEALANT ELASTOMERIC POLYURETHANE SEALANT A. APPLY ELASTOMERIC SEALANT AT LOCATIONS WHERE PAINT FINISHES ARE REQUIRED. B. THE DEPTH OF THE SEALANT SHOULD BE 112 THE WITH OF THE JOINT. THE MAXIMUM DEPTH IS 1/2" AND MINIMUM IS 1/4". IN DEEP JOINTS, THE SEALANT DEPTH MUST BE CONTROLLED BY CLOSED CELL BACKER -ROD. C. SURFACE PREPARATION: SURFACES MUST BE STRUCTURALLY SOUND, FULLY CURED, DRY, CLEAN, FREE OF DIRT, MOISTURE, LOOSE PARTICLES, OIL, GREASE, TAR, RUST, WATERPROOFING OR CURING AND PARTING COMPOUNDS AND MEMBRANE MATERIALS. WOOD: NEW AND WEATHERED WOOD MUST BE CLEAN AND SOUND.SCAPE AWAY LOOSE PAINT TO BARE WOOD. ANY COATING THAT CANNOT BE REMOVED MUST BE TESTED TO VERIFY ADHESION OF SEALANT OR TO DETERMINE; AN OPERATE PRIMER, METAL: REMOVE SCAE RUST AND COATINGS FROM METAL. D. APPLYING SEALANT: DO NOT APPLY SEALANT WHEN MOISTURE - TRANSMISSION CONDITIONS EXISTS FROM THE SUBSTRATE AS THIS CAN CAUSE BUBBLING WITHIN THE SEALANT. AVOID OVERLAPPING OF SEALANT TO ELIMINATE ENTRAPMENT OF AIR. IF BUBBLING OCCURS CUT OUT SEALANT PRIME AREA AND APPLY FRESH SEALANT. WALLS WOOD FRAMING 1. 2X WOOD STUDS, PLATES, ETC SHALL BE DESIGNED PER STRUCTURAL ENGINEERING. 2. WALL SHEATHING SHALL BE PRESSURE -TREATED PLYWOOD FIRST COURSE W/ OSB ABOVE. ORIENT FIRST COURSE HORIZONTAL AND ALTERNATE CONSECUTIVE ROWS (VERTICAL, HORIZONTAL, ETC.) PROVIDE 1/8" EXPANSION GAP BETWEEN SHEETS. (SEE SHEATHING ELEVATION DETAIL FOR LAYOUT). WATER -RESISTIVE BARRIER 1. INSTALL PER MANUFACTURERS WRITTEN INSTRUCTION OVER SHEATHING. 2. REPAIR ANY TEARS OR HOLES PER MANUFACTURERS WRITTEN INSTRUCTION OVER SHEATHING, 3. INSTALL SHINGLE FASHION. LAP ALL HORIZONTAL AND VERTICAL JOINTS MIN 6". TAPE ALL JOINTS WITH MANUFACTURER COMPATIBLE TAPE. METAL FLASHING 1. SEPARATE ALL DISSIMILAR MATERIALS AS TO NOT ALLOW GALVANIC REACTION. 2. STEEL FLASHING SHALL BE (MINIMUM 24 GA) PAINTED, PREFINISHED, OR STAINLESS STEEL. 3., ALUNWM FLASHING SHALL BE MINIMUM .040 PREFINISHED KYNAR COA D. 4. OVERLAPS IN METAL FLASHING SHALL BE A SEALED WITH SEALANT AND LAPPED A MIN 4"-8". SELF -ADHERING FLASHING 1. INSTALL PER MANUFACTURERS WRITTEN INSTRUCTION. 2. PRIOR TO INSTALLATION, VERIFY WITH MANUFACTURER COMPATIBILITY OF ALL MATERIALS INCLUDING SELF -ADHERING FLASHING, PRIMER, SEALANT AND SUBSTRATE. 3. DO NOT USE SEALANTS CONTAINING NON -COMPATIBLE MATERIALS. 4. PRIME ALL SURFACES AS RECOMMENDED BY THE MANUFACTURER. 5. DO NOT ALLOW MEMBRANE TO BE PERMANENTLY EXPOSED TO SUNLIGHT. 6. ENSURE ALL SURFACES ARE CLEAN, DRY AND FREE OF DIRT AND DEBRIS. 7. APPLY SELF -ADHERING FLASHING AT ALL PIPE, WIRE AND CABLE PENETRATIONS OF HOUSE WRAP INCLUDING WATER, GAS, FIRE SPRINKLER, TELEPHONE, CABLE, ETC. (SEE TYPICAL PENETRATION DETAILS FOR STUCCO). 8. APPLY SELF -ADHERING FLASHING AT ALL ELECTRICAL BOX PENETRATIONS OF HOUSE WRAP INCLUDING LIGHTING FIXTURES, RECEPTACLES, ETC. (SEE TYPICAL RECEPTACLE DETAILS FOR STUCCO). ROOFING ROOFING UNDERLAYMENT 1. INSTALL PER MANUFACTURERS WRITTEN INSTRUCTIONS FOR HIGH WIND AREAS. 2. ROOFING UNDERLAYMENT SHALL BE SELF -ADHERING ROOFING MEMBRANE AS DETAILED. 3. SEE ROOFING DETAILS FOR ADDITIONAL INFORMATION. 4. INSTALL FOR "HIGH WIND ATTACHMENT" SELF ADHERING ROOFING UNDERLAYMENT AND FLASHING 1. INSTALL PER MANUFACTURERS WRITTEN INSTRUCTIONS FOR HIGH WIND AREAS. 2. PRIOR TO INSTALLATION, VERIFY WITH MANUFACTURER COMPATIBILITY OF ALL MATERIALS INCLUDING SELF -ADHERING ROOFING MEMBRANE, PRIMER AND SUBSTRATE. (SINGLE SOURCE MANUFACTURER FOR PRODUCTS IS RECOMMENDED FOR COMPATIBILITY). 3. DO NOT USE SEALANTS CONTAINING INCOMPATIBLE MATERIALS. 4. PRIME ALL SURFACES AS RECOMMENDED BY THE MANUFACTURER. 5. DO NOT ALLOW MEMBRANE TO BE PERMANENTLY EXPOSED TO SUNLIGHT. 6. ENSURE ALL SURFACES ARE CLEAN, DRY AND FREE OF DIRT AND DEBRIS, 7. INSTALL SELF -ADHERING ROOFING MEMBRANE AT ALL ROOF LOCATIONS AND AT ALL LOCATIONS WHERE ROOF ABUTS WALL SURFACES. (SEE ROOFING DETAILS FOR ADDITIONAL INFORMATION). SHINGLES 1. INSTALL METAL ROOF PER MANUFACTURERS WRITTEN INSTRUCTION APPROVED FOR HIGH WIND ZONE APPLICATION. 2. SEE METAL ROOF INSTALLATION DETAILS AND ROOFING DETAILS FOR ADDITIONAL INFORMATION. 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(FIBER - - CEMENT BATTENS WHERE NOTED ON FASTENED OVER PRE -ENG WOOD ELEVATIONS) -II LAP 12" WIDE SELF ADHERING DWGS) MEMBRANE AND WEATHER BARRIER OVER MTL FLASHING NAILING FLANGE I I � T NO SEALANT ? (RE: ENERGY CALCULATIONS) MTL FLASHING SET IN A CONT. NOTE: REFERENCE STRUCTURAL DWGS FOR BED OF SEALANT FRAMING CONNECTION TYPES AND DETAILS I EXTEND WEATHER BARRIER UP BEHIND _ MTL FLASHING FLASHING NAILING FLANGE f METAL ROOF PANELS INSTALLED PER MANUF NOTE: SEE TYP WALL SECTION FOR ADDITIONAL NOTES_ WRITTEN INSTRUCTIONS OVER SELF -ADHERING ROOFING UNDERLAYMENT OVER WOOD SHEATHING WD ROOF SHEATHING OVER PRE -ENG WD TRUSSES (RE: STRUC DWGS) �� NOTE: ALL LUMBER 1 TO BE 1 HR RATED STRUCTURAL ANCHOR @ EACH A1$ TRUSS (RE: STRUCTURAL DWGS) (2) 2x10 BEAM ATTACHED TO EXTEND SHEATHING & WEATHER BARRIER 12 BUILDING W/ HUCQ210-2 HANGER TO TOP CHORD OF ROOF TRUSS 4 (RE: STRUCTURAL DWGS) EXTEND SELF -ADHERING - ROOFING UNDERLAYMENT 1'4' ,,- 91-0" OVER PT 1x2 - 9'-1 1/8" TOP OF BEAM 5/4 x 4 FC TRIM -- - tJI 5/4 x 12 FC TRIM e VENTED VINYL SOFFIT INSTALLED PER � MANUF WRITTEN SPECIFICATIONS SMOOTH FC VERTICAL SIDING D SHEATHING � � THIS AREA (TYP)ATHER BARRIER INSTALLED PER MANUF WRITTEN 5/4 x 6 FC TRIM SPECIFICATIONS OVER WD SHEATHING 5/4 x CUT TO MOOTH -- FIBER CEMENT T--- EXTEND WEATHER BARRIER PAST SHEATHING AT EXTERIOR SIDE (NO SEALANT AT THIS LOCATION) NOTE: INSTALL FIBER CEMENT TRIM PER MANUF WRITTEN 1 " = 1'-0" FIBERGLASS SHINGLES OVER ROOFING - UNDERLAYMENT (SEE ROOFING DETAILS) WD ROOF SHEATH 1114 WD TRUSSES (RE: ST INSULATION BAFFLE BETWEEN EA TRUSS STRUCTURAL ANCHO TRUSS (RE: STRUCTU EXTEND SHEATHING F WEATHER BARRIER T CHORD OF ROOF TRU 18'-9" 2ND LEVEL ALUMINUM DRIP OVEF ALUMINUM WRAPPED PT 1x2 AND 2x6 FASCI) VINYL SOFFIT INSTALL MANUF WRITTEN SPE( (RE: STRUCTURAL DW 5/4 x 6 FIBER CEMENT ENGINEERED PRE -PRIME[ SIDING INSTALLED PER M, WRITTEN SPECIFICATION! CEMENT BATTENS WHERE ELEVATIONS) 2x PLATE OVER FOAM SILL (RE: STRUCTURAL DWGS) 10'-7 7/8" 2ND LEVEL 5/4 x 10 FIBER CEMENT TR (SEE ELEV FOR LOC) 9'-1 1/8" IST LEVEL - 0'-0" EXTERIOR SHEATHING PEI SPAN CONTINUOUS ACRO: SYSTEM PER APA RECOMP (RE: STRUCTURAL DWGS) WEATHER BARRIER OVER STRUCTURAL PANEL SHED STRUCTURAL DWGS FOR 2x WD STUDS (RE: STRUCT ENGINEERED PRE -PRIMED SIDING INSTALLED PER MANUF WRITTEN SPECIFICATIONS HOLD EXT SHEATHING 1/2" ABV SLAB (SEE DETAIL) EXTEND WEATHER BARRIER BEHIND SIDING FINISH GRADE (SLOPE AWAY) FOUNDATION / FOOTING VARIES (RE: STRUCTURAL DWGS) -Ii- III 3/4" ADVANTECH T&G WOOD FLOOR I� SHEATHING, GLUED & MECHANICALLY FASTENED OVER PRE -ENG WOOD O -II LL DWGS) ATYPICAL WALL SECTION L — ! J I I 1== TWO STORY VERTICAL SIDING (SEE ELEVATION FOR LOCATIONS) BLOWN ROOF INSULATION (RE: ENERGY CALCULATIONS) 1/2" ANTI -SAG or 5/8" GYP BIRD @ CLG (2) 2x TOP PLATE (RE: STRUCTURAL DWGS) 1/2" GYP BIRD BATT WALL INSULATION (RE: ENERGY CALCULATIONS) \\��EMNEW" 1/2" ANTI -SAG or 5/8" GYP BIRD @ CLG 2) 2x TOP PLATE (RE: STRUCTURAL DWGS) /2" GYP BIRD 3ATT WALL INSULATION RE: ENERGY CALCULATIONS) HOLD GWB 1/2" ABV CONCRETE (TYP) 2x PT PLATE, SET BACK 1/2" FROM SLAB EDGE, OVER FOAM SILL SEAL (RE: STRUCTURAL DWGS FOR ANCHORAGE) 6 MIL POLYETHYLENE VAPOR BARRIER OVER CLEAN COMPACTED & TERMITE TREATED SOIL, ill = 11-011 Q _0 f� O J LL U Q Zco U_ F - z Q LuJ Q i F - Lu FF- W� U W p i 00 0�1 V) - U V) O -O 0(5 F- O 0J REVISIONS 6.1.19 PERMIT SET =z-LuZ�wv�- w �NQw=QO°> U UwmOLu Q Q z ON<WE<0O< ��o zZEDOzQwz ui pwzw- wawF- 0 Z_ -ONZ�O�J U oLu � =U�O F- w O Z �www`"U3�U w Q �j20=��0 w ~ w w Z LL DU�Uw0UUw =0 �W0wv)Lu U- F-- i-Qzwww_cna.OQ:D . . 3/4" ADVANTECH T&G WOOD FLOOR cz SHEATHING, GLUED & MECHANICALLY FASTENED OVER PRE -ENG WOOD O FLOOR TRUSSES (RE: STRUCTURAL LL DWGS) L.LJ z V AIR-IMPERMIABLE SPRAY FOAM INSULATION (RE: ENERGY CALCULATIONS) w NOTE: REFERENCE STRUCTURAL DWGS FOR n FRAMING CONNECTION TYPES AND DETAILS 1/2" ANTI -SAG or 5/8" GYP BIRD @ CLG 2) 2x TOP PLATE (RE: STRUCTURAL DWGS) /2" GYP BIRD 3ATT WALL INSULATION RE: ENERGY CALCULATIONS) HOLD GWB 1/2" ABV CONCRETE (TYP) 2x PT PLATE, SET BACK 1/2" FROM SLAB EDGE, OVER FOAM SILL SEAL (RE: STRUCTURAL DWGS FOR ANCHORAGE) 6 MIL POLYETHYLENE VAPOR BARRIER OVER CLEAN COMPACTED & TERMITE TREATED SOIL, ill = 11-011 Q _0 f� O J LL U Q Zco U_ F - z Q LuJ Q i F - Lu FF- W� U W p i 00 0�1 V) - U V) O -O 0(5 F- O 0J REVISIONS 6.1.19 PERMIT SET =z-LuZ�wv�- w �NQw=QO°> U UwmOLu Q Q z ON<WE<0O< ��o zZEDOzQwz ui pwzw- wawF- 0 Z_ -ONZ�O�J U oLu � =U�O F- w O Z �www`"U3�U w Q �j20=��0 w ~ w w Z LL DU�Uw0UUw =0 �W0wv)Lu U- F-- i-Qzwww_cna.OQ:D 1" LONG STRIP OF - SEALANT AT EACH SIDE (TYP) WINDOW SIZE VARIES (SEE ELEVATION) Polar I I I I ! ! ! I I I � I � � � I I I i I I � I I I I I I I I � i i ! I i -------------- r rI i I I i I I I I I I I I I I I I SFF-DIIL--J - I i ! I I WINDOW ELEVATION FRONT ELEVATION 11' = 11-011 1" LONG STRIP OF - SEALANT AT EACH SIDE (TYP) WINDOW SIZE VARIES (SEE ELEVATION) 4 I I I I I ! ! ! I I i ! I I I I I ! I I 1 17 --------------r� I I I I I I I ! � 1 I I I ! I I I i I I C i I L-------- -- -L I� I 1 I I WINDOW ELEVATION Eel SIDES/REAR ELEVATIONS 1° - 11-011 ENGINEERED PRE -PRIMED VERTICAL SIDING INSTALLED PER MANUF WRITTEN SPECIFICATIONS LAP WEATHER BARRIER OVER SELF ADHERING MEMBRANE FLASHING AND NAILING FLANGE 4" WIDE SELF ADHERING MEMBRANE FLASHING OVER MTL CAP NAILING FLANGE TO SHTG WINDOW OPENING FLASHING (SEE DETAIL SHEET) 5/4 x 6 SMOOTH FIBER CEMENT TRIM OPEN DRAINAGE SPACE AT CENTER OF WINDOW W/ 1" LONG STRIP OF SEALANT AT EACH SIDE OF WINDOW HEAD (SEE WINDOW ELEVATION BELOW) MTL CAP FLASHING SET IN BED------/ OF SEALANT (5° SLOPE) (SHAPE AND FORM OVER ENDS) �S�EALA�NT(SEP r1 ----J WINDOW FLASHING ,.� INSTALLATION DETAIL) VINYL SELF -FLASHING WINDOW (SIZE VARIES) 89 ViM FA k 9 ' OARD AND BATTEN ENGINEERED PRE -PRIMED -- VERTICAL SIDING INSTALLED PER MANUF WRITTEN SPECIFICATIONS NOTE: ALL FIBER CEMENT TRIM TO BE INSTALLED PER MANUF WRITTEN SPECIFICATIONS 5/4 x 4 SMOOTH FIBER CEMENT TRIM WINDOW OPENING FLASHING (SEE DETAIL SHEET) SEALANT OARD AND BATTEN WINDOW OPENING FLASHING (SEE DETAIL SHEET) SEALANT 5/4 x 4 SMOOTH FIBER CEMENT TRIM NOTE: ALL FIBER CEMENT TRIM TO BE INSTALLED PER MANUF WRITTEN SPECIFICATIONS ENGINEERED PRE -PRIMED VERTICAL SIDING INSTALLED PER MANUF WRITTEN SPECIFICATIONS 311 = 11-011 SEALANT (SEE Tr WINDOW FLASHING INSTALLATION DETAIL) VINYL SELF -FLASHING WINDOW (SIZE VARIES) B DETAIL_ 311 = 1 1-011 VINYL SELF -FLASHING -I WINDOW (SIZE VARIES) SEALANT (SEE WINDOW FLASHING INSTALLATION DETAIL) J I _ F WINDOW SILL DETAIL A11 JlBO7RD AND BATTEN 311 = 11-01' LAP WEATHER BARRIER OVER - SELF ADHERING MEMBRANE FLASHING AND NAILING FLANGE 4" WIDE SELF ADHERING MEMBRANE FLASHING OVER MTL CAP NAILING FLANGE TO SHTG MTL CAP FLASHING SET IN BED - OF SEALANT (5° SLOPE) (SHAPE AND FORM OVER ENDS) 5/4 x 6 SMOOTH FIBER CEMENT TRIM — (SEE ELEV FOR ADDITIONAL TRIM SIZES) WINDOW OPENING FLASHING (SEE DETAIL SHEET) OPEN DRAINAGE SPACE AT CENTER OF WINDOW W/ 1" LONG STRIP OF SEALANT AT EACH SIDE OF WINDOW HEAD (SEE WINDOW ELEVATION BELOW) SEALANT(SEE WINDOW FLASHING lel INSTALLATION DETAIL) l� VINYL SELF -FLASHING WINDOW (SIZE VARIES) WINDOW HEAD DETAIL 'FIBER CEMENT LAP SIDING 31' = 11-011 ENGINEERED PRE -PRIMED SIDING INSTALLED PER MANUF WRITTEN SPECIFICATIONS NOTE: ALL FIBER CEMENT TRIM TO BE INSTALLED PER MANUF WRITTEN SPECIFICATIONS 514 x 4 SMOOTH FIBER CEMENT TRIM (SEE ELEV FOR ADDITIONAL TRIM SIZES) WINDOW OPENING FLASHING (SEE DETAIL SHEET) SEALANT 4 Ti I EALAAT (JCC r " WINDOW FLASHING INSTALLATION DETAIL) VINYL SELF -FLASHING WINDOW (SIZE VARIES) WINDOW JAMB DETAIL FIBER CEMENT LAP SIDING 3i1 = V-011 WINDOW OPENING FLASHING (SEE DETAIL SHEET) SEALANT - 5/4 x 4 SMOOTH FIBER CEMENT TRIM — (SEE ELEV FOR ADDITIONAL TRIM SIZES) NOTE: ALL FIBER CEMENT TRIM TO BE INSTALLED PER MANUF WRITTEN SPECIFICATIONS ENGINEERED PRE -PRIMED SIDING INSTALLED PER MANUF WRITTEN SPECIFICATIONS VINYL SELF -FLASHING �fi WINDOW (SIZE VARIES) SEALANT(SEE WINDOW FLASHING INSTALLATION DETAIL) IBER CEMENT LAP SIDING 3" = 11-011 � � � �\�a fir• ate. �J W Q O J LL U Q W m U I- -- z -Z 0Q J F - Q i F— LU W W 1 �® W� U W p i 00 Oma' U O co 06 I- cn O J REVISIONS 6.1.19 PERMIT SET =zNwz0�wcni—w ~�0~oOmw O ` vwi0 '-! Q owzm z z= O z Q w z w OwZw"w��wl-- ONZ:�O� Q�wJzuz U o0� NO LU O w��w w`nU��U Lu = _ Q p � p OQ m w- � w Z U�-Zw'-Oo0=0 0 UJ U- I��,w,U U Z U w Lu L U U- D w V,�w jU>Op0= =tnZw0LUV) � L I — Q_vw) O C I� I 1 I I I ARV �S�EALA�NT(SEP r1 ----J WINDOW FLASHING ,.� INSTALLATION DETAIL) VINYL SELF -FLASHING WINDOW (SIZE VARIES) 89 ViM FA k 9 ' OARD AND BATTEN ENGINEERED PRE -PRIMED -- VERTICAL SIDING INSTALLED PER MANUF WRITTEN SPECIFICATIONS NOTE: ALL FIBER CEMENT TRIM TO BE INSTALLED PER MANUF WRITTEN SPECIFICATIONS 5/4 x 4 SMOOTH FIBER CEMENT TRIM WINDOW OPENING FLASHING (SEE DETAIL SHEET) SEALANT OARD AND BATTEN WINDOW OPENING FLASHING (SEE DETAIL SHEET) SEALANT 5/4 x 4 SMOOTH FIBER CEMENT TRIM NOTE: ALL FIBER CEMENT TRIM TO BE INSTALLED PER MANUF WRITTEN SPECIFICATIONS ENGINEERED PRE -PRIMED VERTICAL SIDING INSTALLED PER MANUF WRITTEN SPECIFICATIONS 311 = 11-011 SEALANT (SEE Tr WINDOW FLASHING INSTALLATION DETAIL) VINYL SELF -FLASHING WINDOW (SIZE VARIES) B DETAIL_ 311 = 1 1-011 VINYL SELF -FLASHING -I WINDOW (SIZE VARIES) SEALANT (SEE WINDOW FLASHING INSTALLATION DETAIL) J I _ F WINDOW SILL DETAIL A11 JlBO7RD AND BATTEN 311 = 11-01' LAP WEATHER BARRIER OVER - SELF ADHERING MEMBRANE FLASHING AND NAILING FLANGE 4" WIDE SELF ADHERING MEMBRANE FLASHING OVER MTL CAP NAILING FLANGE TO SHTG MTL CAP FLASHING SET IN BED - OF SEALANT (5° SLOPE) (SHAPE AND FORM OVER ENDS) 5/4 x 6 SMOOTH FIBER CEMENT TRIM — (SEE ELEV FOR ADDITIONAL TRIM SIZES) WINDOW OPENING FLASHING (SEE DETAIL SHEET) OPEN DRAINAGE SPACE AT CENTER OF WINDOW W/ 1" LONG STRIP OF SEALANT AT EACH SIDE OF WINDOW HEAD (SEE WINDOW ELEVATION BELOW) SEALANT(SEE WINDOW FLASHING lel INSTALLATION DETAIL) l� VINYL SELF -FLASHING WINDOW (SIZE VARIES) WINDOW HEAD DETAIL 'FIBER CEMENT LAP SIDING 31' = 11-011 ENGINEERED PRE -PRIMED SIDING INSTALLED PER MANUF WRITTEN SPECIFICATIONS NOTE: ALL FIBER CEMENT TRIM TO BE INSTALLED PER MANUF WRITTEN SPECIFICATIONS 514 x 4 SMOOTH FIBER CEMENT TRIM (SEE ELEV FOR ADDITIONAL TRIM SIZES) WINDOW OPENING FLASHING (SEE DETAIL SHEET) SEALANT 4 Ti I EALAAT (JCC r " WINDOW FLASHING INSTALLATION DETAIL) VINYL SELF -FLASHING WINDOW (SIZE VARIES) WINDOW JAMB DETAIL FIBER CEMENT LAP SIDING 3i1 = V-011 WINDOW OPENING FLASHING (SEE DETAIL SHEET) SEALANT - 5/4 x 4 SMOOTH FIBER CEMENT TRIM — (SEE ELEV FOR ADDITIONAL TRIM SIZES) NOTE: ALL FIBER CEMENT TRIM TO BE INSTALLED PER MANUF WRITTEN SPECIFICATIONS ENGINEERED PRE -PRIMED SIDING INSTALLED PER MANUF WRITTEN SPECIFICATIONS VINYL SELF -FLASHING �fi WINDOW (SIZE VARIES) SEALANT(SEE WINDOW FLASHING INSTALLATION DETAIL) IBER CEMENT LAP SIDING 3" = 11-011 � � � �\�a fir• ate. �J W Q O J LL U Q W m U I- -- z -Z 0Q J F - Q i F— LU W W 1 �® W� U W p i 00 Oma' U O co 06 I- cn O J REVISIONS 6.1.19 PERMIT SET =zNwz0�wcni—w ~�0~oOmw O ` vwi0 '-! Q owzm z z= O z Q w z w OwZw"w��wl-- ONZ:�O� Q�wJzuz U o0� NO LU O w��w w`nU��U Lu = _ Q p � p OQ m w- � w Z U�-Zw'-Oo0=0 0 UJ U- I��,w,U U Z U w Lu L U U- D w V,�w jU>Op0= =tnZw0LUV) � L I — Q_vw) O o 8" MIN CUT WATER RESISTIVE BARRIER AT 45° ANGLE STANDARD "I" CUT IN WATER RESISTIVE BARRIER LINE OF WINDOW OPENING APPROVED WATER RESISTIVE BARRIER OVER SHEATHING OVER WD STUD WALL APPLY 3/8" NOM. CONTINUOUS BEAD OF SEALANT AT JAMBS AND HEAD or APPLY TO BACK OF WINDOW NAILING FLANGE IN LINE W/ PRE -PUNCHED HOLES OR SLOTS. INSTALL SELF -ADHERING - MEMBRANE FLASHING OVER WINDOW FLANGE & EXPOSED SHEATHING EXTEND SELF -ADHERING MEMBRANE FLASHING 1" MIN BEYOND JAMB FLASHING 8" MIN j TEMPORARIL I & SECURE W) j RESISTIVE BP AT HEAD �I 135° y` 81" x,18.. ` 1 I � I I �I I FOLD WATER RESISTIVE BA IN AT JAMBS 6 FRAMING. SE( N. y TO INSIDE WA \ \ (CUT OFF EXC FLAPS IF DESIESI STEP 1 STEP 4 STEP 7 INSTALL SELF -FLASHING VINYL WINDOW PLUMB, LEVEL AND SQUARE PER MANUFACTURERS WRITTEN INSTRUCTIONS TAPE DIAGONAL CU' SEAMS FOLD DOWN WATER RESISTIVE BARRIER TAPE SEAM FAN OUT FLEXIBLE MEMBRANE ONTO FACE OF WALL IF REQUIREDi BY FLASHING MANUFACTURER MECHANICALLY FASTEN FANNED 'v EDGE (CAP NAILS, STAPLES) IF REQUIRED BY FLASHING MANUFACTURER INSTALL 6" / 9" (2x4 / 2x6) WIDE SELF -ADHERING FLEXIBLE MEMBRANE FLASHING at SILL (ALIGN W/ INSIDE EDGE OF SILL) EXTEND 2" TO 3" ONTO FACE OF WALL EXTEND FLASHING UP JAMBS 6" MIN INSTALL 4" WIDE SELF -ADHERING MEMBRANE FLASHING OVER NAILING FLANGE, JAMBS EXTEND MEMBRAI FLASHING MIN 1" E SILL FLEXIBLE FL/ i" MIN. (TYP) SEAL WINDOW FRAME TO INSIDE OF R.O. W/ SEALANT AT SILL, BOTH JAMBS AND HEAD PER MANUFACTURERS WRITTEN INSTRUCTIONS (PROVIDE BACKER ROD AS REQUIRED) INTERIOR VIEW WINDOW FLASHING INSTALLATION DETAIL NTS NOTE: 1. WINDOW INSTALLATION AND FLASHING DETAILS ARE CONSISTENT WITH ASTM 2112 METHOD A-1 EXCEPT SELF -ADHERING MEMBRANE FLASHINGS ARE USED 2. IT IS THE INSTALLATION CONTACTORS RESPONSIBILTY TO VERIFY THE COMPATIBILITY OF ALL PRODUCTS INCLUDING WATER RESISTIVE BARRIER, SEALANTS & SELF -ADHERING FLASHING MATERIALS USED DURING CONSTRUCTION. 3. INSTALL ALL MATERIALS PER MANUFACTURERS WRITTEN SPECIFICATIONS WARNING: SEALANTS/FLASHINGS MAY REACT ADVERSELY IF NOT COMPATIBLE. 8,. MIN APPROVED WATER RESISTIVE BARRIER OVER WD SHEATHING LINE OF DOOR ROUGH OPENING STANDARD "I" CUT IN WATER RESISTIVE BARRIER TEMPORARILY FOLD -UP & SECURE WATER RESISTIVE BARRIER AT HEAD FOLD WATER RESISTIVE BARRIER INTO ROUGH OPENING & SECURE TO INSIDE WALL FRAMING. ( CUT OFF EXCESS FLAPS IF DESIRED) NOTE: SEE FLOOR PLAN FOR TYPE OF DOOR TO BE INSTALLED INSTALL DOOR PLUMB,— LEVEL AND SQUARE PER MANUFACTURERS WRITTEN INSTRUCTIONS APPLY SEALANT ON HEAD— & JAMBS AT DOOR FRAME FLANGE PER MANUFACTURERS WRITTEN INSTRUCTIONS SET THRESHOLD IN BED OF SEALANT. APPLY SEALANT AT CORNERS AND FRONT EDGE OF THRESHOLD ,8„ MIN STEP 1 STEP 2 \\I STEP 3 INSTALL 4" WIDE SELF -ADHERING MEMBRANE FLASHING OVERLAPPING DOOR FRAME FLANGE INSTALL 4" WIDE SELF -ADHERING MEMBRANE FLASHING OVERLAPPING DOOR FRAME FLANGE & EXPOSED SHEATHING, EXTEND 1" MIN BEYOND JAMB FLASHING TAPE DIAGONAL CUT SEAMS FOLD DOWN WATER— RESISTIVE BARRIER & TAPE SEAM NOTE: INTERIOR SIDE SEAL DOOR FRAME TO INSIDE OF R.O. W/ SEALANT AT HEAD, AND BOTH JAMBS PER MANUFACTURERS WRITTEN INSTRUCTIONS (PROVIDE BACKER ROD AS REQUIRED) ��•m 111111ii1lill-ii firAI ne A A& EVISIONS 6.1 .l 9 PERMIT SET =Zv>wZ0!�Lu V) w �QO�OOmU?> �NUQQoo -nzm C��<��Q�UfUU ZZF—�OZQwZw 0 L u-'"wi::>aew� U ¢UVUw0LuONO w0�wwc)U3wU w== USrLQ �o0=moi-OwXw � w ~ w� 0� w Z U~ Z O D O w 0 O�LUu-�u��U 0 U� U w 0 U 0 w N O > O = =Nv~iw0��w�w E—Qzv)cLQ ��O ROOF SHEATHING 4" MIN SIDE LAP Al r)Kl(_ DAVr= DI A(`G nDID rnr-G 36" WIDE UNDERLAYMENT INSTALLED WITHOUT WRINKLES. USE 1" ROUND PLASTIC CAP, METAL CAP NAILS OR NAILS AND TIN -TABS ATTACHED TO A NAILABLE DECK WITH 2 STAGGERED ROWS IN THE FIELD OF THE SHEET @ MAX 12" O.C. AND 1 ROW AT END AND SIDE OVERLAPS @ 6" O.C. PER MANUF RECCOMENDATIONS. CAP NAIL SHANK SHALL PENETRATE THROUGH THE ROOF SHEATING `-ALONG EAVES PLACE UNDERLAYMENT ON TOP OF METAL DRIP EDGE UNDERLAYMENT SHALL BE EQUAL TO ASTM D226 TYPE II (NO. 30 ASPHALT FELT), ASTM D4869 TYPE IV OR ASTM D6757 METAL DRIP EDGE SET IN PLASTIC ROOF CEMENT & NAILED PT1X2 2 X 6 FASCIA PER DRAWINGS UNDERLAYMENT PLACE SHINGLES 3/8" - OVER EAVE AND RAKE EDGES TO PROVIDE DRIP EDGE ALONG RAKES, CEMENT / SHINGLES TO UNDERLAYMENT AND EACH OTHER IN A 4" WIDTH OF ASPHALT PLASTIC ROOF CEMENT NON -CORRODING MTL EAVE DRIP TRIM 6"-7" FROM END OF FIRST SHINGLE eye. TRIM TABS FROM ALL STARTER COURSE SHINGLES STARTER COURSE PLACE SHINGLES CLOSE TOGETHER BUT DO NOT CROWD ALONG RAKES, CEMENT SHINGLES TO UNDERLAYMENT AND EACH OTHER IN A 4" WIDTH OF ASPHALT PLASTIC ' ROOF CEMENT NON -CORRODING 00 MTL EAVE DRIP ISO / C +( FIRST COURSE PLACE SHINGLES 3/8" OVER EAVE AND RAKE EDGES TO PROVIDE DRIP EDGE 11 1/2" to 12 1/2" 11 1/2" to 12 1/2" 1" to 1 1/2" 1" to 1 1 /2"� SHINGLE NAILING ROOFING DETAILS N.T.S. 4:12 or GREATER SLOPE NOTE: FOR SLOPES BELOW 4:12, ALL ROOFING UNDERLAYMENT SHALL BE SELF ADHERING POLYMER MODIFIED BITUMEN SHEET MEMBRANE COMPLYING WITH ASTM D1970 AND APPROVED BY THE SHINGLE MANUFACTURER FOR USE ON LOW SLOPE ROOFING PROJECTS. VENT STACK. SEE PLUMBING FOR SIZE & LOCATIONS PREFORMED FLEXIBLE BOOT -_ FI ASHING W/ INTEGRAL FLANGE SET IN PLASTIC ROOF CEMENT DISTAL L FLANGE OVER SHINGLE AT BASE z r z C J DETAIL VENT STACK FLASHING DETAIL A14 WALL FLASHING - STUCCO DETAIL WALL FLASHING - LAP SIDING INSTALL SHINGLES OVER FLANGE AT HEAD FIBERGLASS SHINGLE ROOFING OVER 30# FELT OVER 7/16" OSB OVER PRE -ENG WD TRUSSES NOTES: 1. INSTALL IN STRICT ACCORDANCE WITH MANUFACTURERS WRITTEN INSTRUCTIONS 2. APPLY ROOFING CEMENT OR SELF -ADHERING FLASHING OVER FLANGE AT HEAD ONLY NTS JALL SHEATHING TUCCO SYSTEM OVER /ATER-RESISTIVE BARRIER )EE TYP WALL SECTION) NP FELT AND WATER -RESISTIVE ARRIER OVER VINYL STUCCO TOP/ WEEP KTEND 30# ROOFING FELT UP FALL 7" MIN X 5 METAL FLASHING OVER DOFING FELT (NAIL TO ROOF ECK NOT WALL SHEATHING) AP SHINGLE - DO NOT NAIL ISTALL WITH ROOF CEMENT SINGLE ROOFING NTS VALL SHEATHING YN WD SIDING OVER DATER -RESISTIVE BARRIER AP WATER -RESISTIVE BARRIER VER METAL FLASHING AND ECURE WITH STARTER STRIP XTEND 30# ROOFING FELT UP /ALL 7" MIN X 5 METAL FLASHING OVER OOFING FELT (NAIL TO ROOF ECK NOT WALL SHEATHING) AP SHINGLE - DO NOT NAIL ISTALL WITH ROOF CEMENT HINGLE ROOFING NTS VALLEY SHINGLE INSTALLATION: INSTALL SHINGLES USING 'WEAVE' METHOD. 1. EXTEND (1) FULL END SHINGLE MIN 12" PAST CENTER LINE OF VALLEY. SEE MANUF WRITTEN INSTRUCTION FOR ADDITIONAL INSTALLATION INFORMATION 2. DO NOT NAIL 6" MIN FROM VALLEY CENTER LINE FIBERGLASS SHINGLE ROOFING OVER 30# FELT OVER 7/16" OSB \ \ \ OVER PRE -ENG WD TRUSSES e N. a \ \ \ 16" WIDE METAL VALLEY FLASHIN \ \ OVER 30# FELT \ \ e \ e \ e \ e ® e \ e \ e \ e e awe DETAIL VALLEY FLASHING GALVANIZED METAL OFF -RIDGE VENT WITH BAFFLE. SET IN PLASTIC ROOF CEMENT OR SEALANT SCREEN INSTALL OFF -RIDGE VENT - FLANGE OVER SHINGLE AT BASE DETAIL OFF -RIDGE VENT NTS FIBERGLASS SHINGLE ROOFING OVER 30# FELT OVER 7/16" OSB OVER PRE -ENG WD TRUSSES INSTALL SHINGLES OVER OFF -RIDGE VENT FLANGE AT HEAD i NOTES: 1. INSTALL IN STRICT ACCORDANCE WITH MANUFACTURERS WRITTEN INSTRUCTIONS 2. APPLY ROOFING CEMENT OR SELF -ADHERING FLASHING OVER FLANGE AT HEAD ONLY NTS FIBER CEMENT LAP SIDING LAP WATER -RESISTIVE OVER METAL FLASHING & UNDER FIBER CEMENT STARTER STRIP FIBER CEMENT STARTER STRIP SEE RAKE WALL DETAIL DETAIL, -5x5 METAL FLASHING KICK -OUT FLASHING (SEE DETAIL) EXTEND KICK -OU BEYOND FASCIA FELT UNDERLAYMENT SHINGLE ROOFING MTL DRIP EDGE FASCIA WALL/KICKOUT FLASHING i 8n MIN 1 NTS WATER TIGHT SEAL XMI.. REVISIONS 6.1.19 PERMIT SET I =Zv)wZaewcnF—w >NUQQZO�Zpp QL�Q�Z00< zZOz<IL 0 Lu Lu Lu IQ�p-��-5 U LuJZ0 =U�uo�O;„�- ZO~wwc�Z)�wU w o w== U Q �0iuO~�=w� U�-z p 0 w 0 0Qwu-F U_ U 0UjUW0U��w =O i�O��w_OwA] 4 i .,s %w Q 0 w O J LL 1 U ZW Q m .• U z ® Q H F U- 0 Q ® - Fui W W Z � W° � C/9 r � W V) � V W U O W V) ' ® 01 j m �O 06 0 I- 0 V) REVISIONS 6.1.19 PERMIT SET I =Zv)wZaewcnF—w >NUQQZO�Zpp QL�Q�Z00< zZOz<IL 0 Lu Lu Lu IQ�p-��-5 U LuJZ0 =U�uo�O;„�- ZO~wwc�Z)�wU w o w== U Q �0iuO~�=w� U�-z p 0 w 0 0Qwu-F U_ U 0UjUW0U��w =O i�O��w_OwA] 4 i METAL ROOF PANELS INSTALLEE PER MANUF WRIT-( EN INSTRUCTI OVER ROOFING UNDERLAYMENT (SEE MTL ROOFING DETAILS) 36" WIDE SELF -ADHERING ROOFII UNDERLAYMENT OVER WD ROOF SHEATHING. (PREP & PRIME PER WRITTEN SPECIFICATIONS) PRE -ENG WOOD ROOF TRUSSES , DETAIL 15J RIDGE/ HIP DE_ ^'^^r"iIP CAP PROVIDE 4" END LAPS ONTINUOUS SEALANT AT VSTALL PER MANUFACTURES :N SPECS VCKI IUML MALL rL/i0r111V1U M1 RVVr / VV/ALL HDV I IVICIV I DETAIL KICK -OUT FLASHING ',LOSURE HEATHING RUCTURAL DWGS) WATER RESISTIVE BARRIER OVER WOOD SHEATHING FIBER CEMENT LAP SIDING TURN ROOFING UNDERLAYMENT UP WALL SHEATHING WATER RESISTIVE BARRIER OVER METAL COUNTERFLASHING & UNDER VINYL. STARTER STRIP FIBER CEMENT STARTER STRIP METAL COUNTERFLASHING W/ 4" END LAPS PROVIDE CONTINUOUS SEALANT AT LAPS. METAL ROOF PANELS INSTALLED PER MANUF WRITTEN INSTRUCTION OVER ROOFING UNDERLAYMENT 5 X 5 METAL FLASHING 36" SELF -ADHERING ROOFING UNDERLAYMENT FIBER CEMENT LAP SIDING LAP WATER RESISTIVE BARRIER OVER METAL FLASHING & UNDER FIBER CEMENT STARTER STRIP FIBER CEMENT STARTER STRIP SEE RAKE WALL DETAIL 0.�� FQ - 5x5 METAL FLASHING - LAP OVER KICK -OUT FLASHING 3" AND SET IN ROOFING CEMENT I i KICK -OUT FLASHING (SEE DETAIL) I I I APPLY SEALANT AT ALL METAL/FIBER CEMENT INTERSECTIONS 2„ EXTEND KICK -OUT 2" BEYOND FASCIA -FASCIA (SEE TYP WALL SECTION) EXTEND SELF -ADHERING ROOFING UNDERLAYMENT OVER FASCIA BD (SEE TYP WALL SECTION) MTL EAVE DRIP SET IN CONT BED OF ROOF CEMENT & NAILED at 4" O.C. OVER SELF -ADHERING UNDERLAYMENT METAL ROOF PANELS INSTALLED PER MANUF WRITTEN INSTRUCTION OVER ROOFING UNDERLAYMENT (SEE MTL ROOFING DETAILS) METAL ROOF PANELS INSTALLED PER MANUF WRITTEN INSTRUCTION OVER ROOFING UNDERLAYMENT (SEE MTL ROOFING DETAILS) CONT. BED OF ROOF CEMENT BETWEEN CLEAT AND VALLEY FLASHING CONTINUOUS CLEAT — W/ FASTENERS 20" O.C. MAX. DETAIL N.T.S \A15/ VALLEY FLASHING MIN \ I 5" MIN I 5" \ MIN \ \ / \ o � f � !NOTE: INSTALL KICKOUT FLASHING AT BOTTOM OF ROOF & WALL INTERSECTIONS N.T.S METAL ROOF PANELS INSTALLED PER MANUF WRITTEN INSTRUCTION OVER ROOFING UNDERLAYMENT (SEE METAL ROOFING DETAILS) SNIP SEAM AND FIELD FORM PANEL PAN AROUND EAVE FLASHING EXTEND SELF -ADHERING ROOFING UNDERLAYMENT OVER PT FASCIA BD (SEE TYP ROOFING DETAILS) MTL EAVE DRIP (4" END LAPS) SET IN CONT BED OF ROOF CEMENT & NAILED OVER SELF -ADHERING UNDERLAYMENT (SEE TYP ROOFING DETAILS) =ASCIA BD ;SEE TYP WALL SECTION) STEP #3: - MTL EAVE DRIP SET IN CONT BED OF ROOF CEMENT & NAILED at 4" O.C. OVER SELF -ADHERING UNDERLAYMENT 19, WATER TIGHT SEAL VALLEY FLASHING - INSTALLED PER MANUF WRITTEN SPECS — 36" WIDE SELF -ADHERING ROOFING UNDERLAYMENT CENTERED ON VALLEY OVER WD ROOF DECK & SELF -ADHERING EAVE UNDERLAYMENT. (PRIME DECKING PER MANUF WRITTEN SPECIFICATIONS) N.T.S WALL SHEATHING FIBER CEMENT LAP SIDING OVER WATER RESISTIVE BARRIER TURN ROOFING UNDERLAYMENT UP WALL SHEATHING LAP WATER RESISTIVE BARRIER OVER COUNTERFLASHING NAILING FLANGE & UNDER VINYL STARTER STRIP FIBER CEMENT STARTER STRIP 5 X 5 METAL FLASHING (NAIL TO ROOF DECK NOT WALL SHEATHING) COUNTERFLASHING; 4" END LAPS W/ CONTINUOUS SEALANT AT LAPS. RIDGE CLOSURE METAL ROOF PANELS INSTALLED PER MANUF WRITTEN INSTRUCTION OVER SELF-SDHERING ROOFING UNDERLAYMENT (SEE MTL ROOFING DETAILS ) 36" WIDE SELF -ADHERING ROOFING UNDERLAYMENT OVER WD ROOF DECK (PRIME DECKING PER MANUF WRITTEN SPECIFICATIONS) NG WOOD ROOF TRUSSES N.T.S ROOF SHEATHING \ �1 SELF -ADHERING ROOFING : : \ UNDERLAYMENT I r— \ 0 6?• 0 STEP #1: 36" WIDE SELF -ADHERING ROOFING UNDERLAYMENT OVER WD ROOF : •' •' / SHEATHING & EXTENDING DOWN PT 1x3 AT FASCIA ON EAVE AND RAKE. (PREP & PRIME \ PER MANUF WRITTEN SPECIFICATIONS) PT 1x3 (SEE TYP WALL SECTION) DETAIL A15) EAVE N.T.S TYPICAL ROOFING DETAIL I YPIUAL FLASHING - EAVE & RAKE STEP #3: MTL EAVE DRIP SET IN CONT BED OF ROOF CEMENT & NAILED at 4" O.C. OVER SELF -ADHERING EXTEND SELF -ADHERING UNDERLAYMENT ROOFING UNDERLAYMENT OVER PT 1x3(TYP) Sam VADLG METAL ROOF PANELS INSTALLED PER MANUF WRITTEN INSTRUCTION OVER ROOFING UNDERLAYMENT (SEE METAL ROOFING DETAILS) FIELD CUT LAST PANEL AND FORM AROUND DRIP FLASHING (PANEL MUST BE CONTINUOUS FROM RIDGE TO EAVE) EXTEND SELF -ADHERING ROOFING UNDERLAYMENT OVER PT FASCIA BD (SEE TYP ROOFING DETAILS) GABLE FLASHING SET IN CONT BED OF ROOF CEMENT AND OVER SELF -ADHERING UNDERLAYMENT (SEE TYP ROOFING DETAILS) FASCIA BD (SEE TYP WALL SECTION) N.T.S N.T.S A15 TYPICAL FLASHING - PRESTRIP N.T.S NOTE: 1. INSTALL METAL ROOF PANELS PER MANUFACTURERS WRITTEN SPECIFICATIONS FOR HIGH WIND AREAS. 2. INSTALL SELF -ADHERING ROOFING UNDERLAYMENT AT ALL CONDITIONS. (SEE TYP ROOFING DETAILS) 3. INSTALL SELF -ADHERING ROOFING UNDERLAYMENT AT ALL ROOF PENETRATIONS AND ROOF/WALL INTERSECTIONS AS DETAILED AND/OR AS REQUIRED BY MANUF FOR HIGH WIND AREAS (SEE TYP ROOFING DETAILS) vC L-LVI..f\ rf11V CL PANEL ASSEMBLY cIh 1/2" Q 1— 00 r � � — 16 1/2" PANEL SECTION CEE-CLIP SECTION PATENTED OPTIONAL 1/2" VINYL WEATHERSEAL US TPATENT NO. 4,641,475. v M II( f CEE-LOCK PANEL— CONTINUOUS CEE-RIB OR CEE-CLIP CEE-CLIP SECTION BASIS OFDE SIGN: BERRIDGE'CEE-LOCK PANEL' INSTALL PER MANUFACTURER WRITTEN INSTRUCTION . tea.` WD WALL SHEATHING U) SECURE PRE -STRIP at CITOP EDGE ONLY I FT G J `rH + LL TURN SELF -ADHERING I �� *, x + + I�� 12 WATER RESISTIVE BARRIER ROOFING UNDERLAYMENT UP - �� x + + INSTALLED SHINGLE FASHION WALL SHEATHING \, \, \ r OVER PRE -STRIP ^.. LL z Q ROOF DECKING OVER WD O F + I r _ + Q� TRUSSES - ; x + ® k F— W W LLJ z x x x + + 30# FELT PRE -STRIP INSTALLED r N \\x + �\ OVER SHEATHING PRIOR TO TRUSS TAIL W/ V � � ,� � I,� � I + PLACEMENT OF FRAMING PRESTRIP BEYOND L LI \� + i ® I 0 01,U SELF -ADHERING ROOFING- .- UNDERLAYMENT . + I + O \, \, \, \\ \, + 6" MIN LAP y + + 0.5 + + + I-- O J MTL EAVE DRIP SET IN CONT BED OF ROOF CEMENT&/+++++++++ \I ++++ NAILED at 4" O.C. OVER + + ++ + + + + SELF -ADHERING ROOFING + + + + + + + + + + + + + + UNDERLAYMENT+ + + + } + + + + + + + + + + +"4-1 . I o + + + + + + + + + + y + + + + +k + + + + + + + T WATER RESISTIVE BARRIER o + + + + + + + + + + + + + + + INSTALLED SHINGLE FASHION + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + -F + + + + + + UNDER PRE-STRIPo + + + + + + + + + + + + + + + + + + + + PT 1x3 (SEE TYP WALL SECTION) EXTEND SELF -ADHERING ROOFING UNDERLAYMENT OVER PT 1 x3 (TYP) MTYPICAL ROOFING DETAIL N.T.S A15 TYPICAL FLASHING - PRESTRIP N.T.S NOTE: 1. INSTALL METAL ROOF PANELS PER MANUFACTURERS WRITTEN SPECIFICATIONS FOR HIGH WIND AREAS. 2. INSTALL SELF -ADHERING ROOFING UNDERLAYMENT AT ALL CONDITIONS. (SEE TYP ROOFING DETAILS) 3. INSTALL SELF -ADHERING ROOFING UNDERLAYMENT AT ALL ROOF PENETRATIONS AND ROOF/WALL INTERSECTIONS AS DETAILED AND/OR AS REQUIRED BY MANUF FOR HIGH WIND AREAS (SEE TYP ROOFING DETAILS) vC L-LVI..f\ rf11V CL PANEL ASSEMBLY cIh 1/2" Q 1— 00 r � � — 16 1/2" PANEL SECTION CEE-CLIP SECTION PATENTED OPTIONAL 1/2" VINYL WEATHERSEAL US TPATENT NO. 4,641,475. v M II( f CEE-LOCK PANEL— CONTINUOUS CEE-RIB OR CEE-CLIP CEE-CLIP SECTION BASIS OFDE SIGN: BERRIDGE'CEE-LOCK PANEL' INSTALL PER MANUFACTURER WRITTEN INSTRUCTION . .,. Irv, I U) Q 0 4�EO J 0 LL I U Z Q Mw W U ^.. LL z Q O 0J Q� ® F— W W LLJ z r N � � V U O L LI i ® 0 01,U O co 0.5 I-- O J REVISIONS 6.1.19 PERMIT SET T:Q�=opm�z> (�U Lu F- WVQ�oUC) ZZt- �Uz<ILLu Owzw- -�ww~ - Q�UJZUw�3� LU p w w `" U 3 oLuU Lu = = Q p � p p0 uJ w Z UZ I_ O p o 1.LI O Lu o Q w ~ U Lu u Li Lu = N v)0!� O E v) w LL I= Z w w v) v)1-Q_v0 ELECTRICAL LEGEND t�: 110 VOLT DUPLEX OUTLET -WALL MOUNTED 110 VOLT SPLIT DUPLEX OUTLET -SWITCHED 110 VOLT DUPLEX OUTLET -WEATHER PROOF 110 VOLT QUADPLEX OUTLET -WALL MOUNTED 110V DUPLEX -GFCI OUTLET 110V DUPLEX -GFCI OUTLET -SWITCHED 110V DUPLEX -AFCI OUTLET 110V DUPLEX -AFCI OUTLET -SWITCHED 110 VOLT DUPLEX OUTLET -FLOOR MOUNTED *)z� 220 VOLT OUTLET -WALL MOUNTED ► TELEPHONE OUTLET SWITCH SWITCH -THREE WAY SWITCH -FOUR WAY �f3 SWITCH -DIMMER PUSH BUTTON SWITCH ® DOOR BELL CHIMES O-- CABLE TELEVISION OUTLET ® SPEAKER LOCATION LIGHT FIXTURE -CEILING MOUNTED { LIGHT FIXTURE -WALL MOUNTED LIGHT FIXTURE -CEILING SUSPENDED LIGHT FIXTURE -CEILING RECESSED ® LIGHT FIXTURE -RECESSED EYEBALL CEILING FAN O SMOKE DETECTOR -CEILING MOUNTED EXHAUSTFAN EXHAUST FAN/LIGHT FIXTURE COMBO FLOOD LIGHTS -DUAL HEAD o ELECTRIC PANEL STRUCTURED WIRING PANEL QUICK DISCONNECT KK -d SECURITY KEYPAD LOCATION FJJ JUNCTION BOX LOCATION FA FIXTURE ALLOWANCE === LIGHT FIXTURE -UNDER CABINET TH THERMOSTAT 1'X4' FLUORESCENT LIGHT FIXTURE CEILING MOUNTED 2'X4' FLUORESCENT LIGHT FIXTURE CEILING MOUNTED 1'X2' FLUORESCENT LIGHT FIXTURE CEILING MOUNTED -- SMOKE /CARBON MONOXIDE DETECTOR ALL FIXTURES SHALL BE PER BUILDERS SPECIFICATIONS. 2nd LEVEL FLI 11 Nom ALL UNITS AND SINGLE FAMILY 1/411= 1'-091 NOTE: • PER FBC RESIDENTIAL, 6TH ED., 2017 SECTION E3902.16 ARC -FAULT CIRCUIT -INTERRUPTER PROTECTION AFCI (B) DWELLING UNITS. ALL 120 -VOLT, SINGLE PHASE, 15- AND 20 -AMPERE BRANCH CIRCUITS SUPPLYING OUTLETS INSTALLED IN DWELLING UNIT FAMILY ROOMS, DINING ROOMS, LIVING ROOMS, PARLORS, KITCHENS, LIBRARIES, DENS, BEDROOMS, SUNROOMS, RECREATION ROOMS, CLOSETS, HALLWAYS OR SIMILAR ROOMS OR AREAS SHALL BE PROTECTED BY A LISTED ARC -FAULT CIRCUIT INTERRUPTER, COMBINATION -TYPE, INSTALLED TO PROVIDE PROTECTION OF THE BRANCH CIRCUIT. m PER NEC 406.12 - TAMPER-RESISTANT RECEPTACLES IN DWELLING UNITS IN ALL AREAS SPECIFIED IN 210.52, ALL 125 -VOLT, 15- AND 20 -AMPERE RECEPTACLES SHALL BE LISTED TAMPER-RESISTANT RECEPTACLES. NOTE: ALL LIGHTING TO BE CFL OR LED HIGH -EFFICACY BULBS PER FBC-ENERGY CONSERVATION R404.1 PER FBC RESIDENTIAL, 6TH ED., 2017 SECTION E3902.2 REQUIRES RECEPTICLES INSTALLED IN GARAGES TO BE PROTECTED BY GFCIs. E3902.1 BATHROOM, E3902.3 OUTDOOR, E3902.6 KITCHEN, E3902.7 SINK RECEPTACLES,E3902.9 LAUNDRY AREAS, E3902.10 KITCHEN DISHWASHER CIRCUIT INSTALLED IN THESE LOCATIONS SHALL HAVE GROUND -FAULT CIRCUIT INTERCEPTOR PROTECTION 1st LEVEL FLOOR PLAN 1/4' 1'-011 ALL UNITS AND SINGLE FAMILY De 0 D w Z �n w D I— LL! W w C )II V) SzU 0 V) .• U 0 m REVISIONS 6.1.19 PERMIT SET �Q� - =00 FZ> 3N0QQo0LuZm Z00< 0��V�Q>-wUn ZZF- DOZQ�Zw OwZw� w��wF- -C0>ZZOF-J L to 3 F- Q�IU JZUw�3� U _QOM =UNO F- w wU3�U Ow = _ Q O, 0~ 0 2 X� w -::E w Z UQzo0F- 00W0 U� U w 0 U UL� w V) ow5w>000= w�wcnv> 19-0-0 F04 F04 F02 �o el 'fJ — 0 o 9 O o—� �O 1-1I1-4 I IN L F04 F04 F02 F02 F02 F03 co v CD F03 F03 2175 W. 18th Street Jacksonville, Fl 32209 Office: 904-356-5440 www.glecklerandsons.com Customer Name Walk In Model Lot Subdivision '.., Address Stock St. Townhomes CityState Zip Code Engineer of Record o F05 3-7-8 0 o io F05 � F05 OFFICE COPY F06 F07 0 F06 q F06 � , 1+DESIGN CRITERIA 0 7-4-0 F06 Building Code FBC 2017 99 o �6--- _ �C, F06 y1u, nNl'11NG kEVIEUV UISPOSITQN Loading Roof Floor FG01 o I TEN TION: Review of shop drawings is ordy for conformance with Top Chord Live Load 20.0 Ibi112 40.0 Ibift2 �'� �� 2-0-0 2-0 2-0- ",e design concept of the project and does not relieve the contractor I' �� it responsibility for any deviation from the requirements of the shop ! Top Chord Dead Load 7.016lft' I0.0Ib/ft' i� -- --r� - �I C 2-0 2-0 (I;2-O701i2-0Sd 2-0-b�� ---- dra S. Contractor shall determine and rarity all field meawramxtts. Bottom Chord Live Load 0.0 Iwft2 0.o Ib e° V V [T LO 'N II �� Bottom Chord Dead Load 10.0 Ihlft2 5.0 Ib/ftz CD 0 0 0PPROVED O RETURNEOFORCOi atoN M Wind Exposure - B- Enclosed M c) Cn N ❑ APPROVED AS NOTED 13 RETURNED WITHOUT ACTION wind speed 130 mph m co M m M M m El NOT APP ❑ SEE TRANSMITT R ALL METAL CONNECTOR PLATES BY MITEK - 11-8-0 -- -7- 4-0 COMMENTS FL APPROVAL CODE FL2197-R6. Y ALL BEAMS ARE MICROLLAM 290OFb-2.OE --- -- -------------DATE----� -/---- FL APPROVAL CODE FL6527-R9 HULSBER INEERINGG I C. FL CERT 11481 ST. AUGUSTINE RD, 0 212 JACKSONVILLE, FL MW Designer: Richard Tingley DATE: 7/ -.'2019 ATTENTION: CONTRACTORS, CREWS, AND FRAMERS- — It is the responsibility of the installer (builder, building contractor, licensed contractor, erector or erection co:umctor) to properly receive, unload, store, handle, install and brace metal plate connected wood trusses to protect life and property. Refer to BCSI-BI Summary Sheet - Guide for Handling, Installing, Restraining, and Bracing of Trusses. DO NOT CUT OR ALTER TRUSSES. Any Questions or discrepancies should be directed to Glmkler and Sons Building Supplies Components Plant at 907- 356-5440 prior to erection or modification of any trusses. Gleckler and Sons Building Supplies is not liable for any "Back Charges" unless approved by one of our representatives before the work creating the charge is performed. Job : E 0 5 0 6 _�— o A02 I 19-0-0 yVO i 1-3 o Uw wU w w U U _F_4 _T_4 d -- CJ03 CJ03 f CJ05 ' — �f I o CJ02 ! CJ04; CJ02 1 it CJ01 � i o � A07 8" TRAY q O A06 t� !o I A01 0 A 0 1 N — -A01 oA01 --------------o = AO1 0 _1- cV — A02 — IAA o � i V I AULT CL6 - --=- A02 o _�— o A02 0 A02 ao - o �', A02 IC6 o eu o v A02 IQ '----—HTU261�i A08 = a c, 0 CJ02 1 j i o � A02 !! O O f ! t� O A01 0 0 A 0 1 0 oA01 0 — A01 -- — 0 h A03 2175 W. 18th Street Jacksonville, Fl 32209 Office: 904-356-5440 _ www.glecklerandsons.com Customer Name _ Walk In Model Lot Subdivision _ ! Address Stock St. Townhomes -- - City State Zip Codc , Engineer of Record OFAGE COPY DESIGN CRITERIA, CJ02 o CJ06Butding Code FBC 2017 ---- _.. iuN — Loading - Floor _ _ CJ03 ' CJ03 ! — o SHUP URAWlrvu RE /.tw' a oag Roof _ . .� -- o Top Chord Live Load 20.0 Ib/ft= 40.0 Ib/ft' - 0 0 0 /y w ATTENTION: Review of shop drawings is only for cOnformance with �� the design concept of the _21project and does not relieve the contractor Top Chord Dead Load zo tb/n 10.0 lb/ft' o 0 0 0 0 0 ti� of responsibility for any deviation from the requirements of the shop Bottnm ciwra Live Loaa o.o Ih/ft= o.o Will U U w w U U ��' �;P`PROVED S. Contractor shall determine and verity, alf held measurements. Bottom Chord Dead Load 10.0 Ib/ft' 5.0 lb/ft' 11-8-0 74-0 0 RETURNED FOR CORRECTION - w�a E ` —.. xposure B- Enclosed ❑ APPROVED AS NOTED 0 RETURNED WITHOUT ACTION wind speed Iso mph 19-0-0 _ ALL METAL CONNECTOR PLATES BY MITEK 0 NOT APPROV D 0 SEE TRANSMITT L LE ER FL APPROVAL CODE FL2197-R6 COMMENTS �% / GJ ALL BEAMS ARE MICROLLAM 290OFb-2.OE BY-- -- __ _DATE____ ! l p�/ -- FL APPROVAL CODE 171,6527-119 HU G ENGINEERING, INC. Ft CER - - _--- 11481 ST. AUGUSTINE RD. t 202. JACKSONVILLE, R 32M Designer: Richard Tingley ATTENTION: CONTRACTORS, CREWS, AND FRAMERS — .-__.__—_.-._____— DATE: 7i ,'2019 ; It is the responsibility of the installer (builder, building contractor, licensed contractor, erector or erection contractor) to properly receive, unload, store, handle, install and brace metal plate connected wood trusses to protect life and property. Refer to BCSI-BI Summar Sheet - Guide Handling, P P Y. y forworcreating Installing, Restraining, and Bracing of Trusses. DO NOT CUT OR ALTER TRUSSES. Any Questions or Job E05 06 discrepancies should be duetted to Gleckler and Sons Building Supplies Components Plant at 907- 356-5440 prior to erection or modification of any trusses. Gleckler and Sons Building Supplies is not liable for any "Back Charges" unless approved by one of our representatives before the work creating the charge is performed. 0 O A04 A05 IQ '----—HTU261�i A08 = a c, CJ02 1 j 7" IIW � 2175 W. 18th Street Jacksonville, Fl 32209 Office: 904-356-5440 _ www.glecklerandsons.com Customer Name _ Walk In Model Lot Subdivision _ ! Address Stock St. Townhomes -- - City State Zip Codc , Engineer of Record OFAGE COPY DESIGN CRITERIA, CJ02 o CJ06Butding Code FBC 2017 ---- _.. iuN — Loading - Floor _ _ CJ03 ' CJ03 ! — o SHUP URAWlrvu RE /.tw' a oag Roof _ . .� -- o Top Chord Live Load 20.0 Ib/ft= 40.0 Ib/ft' - 0 0 0 /y w ATTENTION: Review of shop drawings is only for cOnformance with �� the design concept of the _21project and does not relieve the contractor Top Chord Dead Load zo tb/n 10.0 lb/ft' o 0 0 0 0 0 ti� of responsibility for any deviation from the requirements of the shop Bottnm ciwra Live Loaa o.o Ih/ft= o.o Will U U w w U U ��' �;P`PROVED S. Contractor shall determine and verity, alf held measurements. Bottom Chord Dead Load 10.0 Ib/ft' 5.0 lb/ft' 11-8-0 74-0 0 RETURNED FOR CORRECTION - w�a E ` —.. xposure B- Enclosed ❑ APPROVED AS NOTED 0 RETURNED WITHOUT ACTION wind speed Iso mph 19-0-0 _ ALL METAL CONNECTOR PLATES BY MITEK 0 NOT APPROV D 0 SEE TRANSMITT L LE ER FL APPROVAL CODE FL2197-R6 COMMENTS �% / GJ ALL BEAMS ARE MICROLLAM 290OFb-2.OE BY-- -- __ _DATE____ ! l p�/ -- FL APPROVAL CODE 171,6527-119 HU G ENGINEERING, INC. Ft CER - - _--- 11481 ST. AUGUSTINE RD. t 202. JACKSONVILLE, R 32M Designer: Richard Tingley ATTENTION: CONTRACTORS, CREWS, AND FRAMERS — .-__.__—_.-._____— DATE: 7i ,'2019 ; It is the responsibility of the installer (builder, building contractor, licensed contractor, erector or erection contractor) to properly receive, unload, store, handle, install and brace metal plate connected wood trusses to protect life and property. Refer to BCSI-BI Summar Sheet - Guide Handling, P P Y. y forworcreating Installing, Restraining, and Bracing of Trusses. DO NOT CUT OR ALTER TRUSSES. Any Questions or Job E05 06 discrepancies should be duetted to Gleckler and Sons Building Supplies Components Plant at 907- 356-5440 prior to erection or modification of any trusses. Gleckler and Sons Building Supplies is not liable for any "Back Charges" unless approved by one of our representatives before the work creating the charge is performed. DESIGN SPECIFICATIONS: Project has been designed in accordance with the 6th Edition (2017) Florida Building Code, Residential, and the Florida Building Code, Existing Building (as applicable). GENERAL NOTES: 1. The scope of these plans is limited to the structural requirements of this project. Architectural, civil (site), electrical, mechanical (plumbing and HVAC), waterproofing, 8. All concrete slabs on grade shall be the thickness as indicated on the drawings over minimum 6 mil. polyethylene (visqueen) vapor barrier. Slabs shall be reinforced with 6x6 W1 Ax1.4 WWF lapped 8" at edges and ends in conformance with ASTM -A 185, ULSBERG HENGINEERING, INC. DESIGN CRITERIA: Wind Design Method ASCE 7-10 Basic Wind Speed: 130 mph and flashing requirements are not addressed in these plans. 2. It is the intent of the Engineer of Record (Engineer) that this work be performed in conformance with all requirements of the authorities having jurisdiction over this type of construction and occupancy. or fibermesh reinforcement shall be used with a minimum fiber length of 2" to 2 1" complying with ASTM C 1116. The dosage amount shall be 0.75 to 3.0 pounds per cubic yard in accordance with manufacturer's recommendations. 9. Slabs on grade shall bear on structural fill which shall be clean sand free of debris and - 11481 OLD ST. AUGUSTINE RD., SUITE # 202 JACKSONVILLE, FL. 32258 - P: 904.886.2401 F: 904.260.4367 www.HulsbergEngineering.com FLORIDA C.A BER: 25846 E ```>,� S.. 6 " Q .O _ :� �v • �'\C /V4 Q - N 50791 = f ", '. l OF z Q,, LQ - �, R P.- <" 5 N \ r�Y PIt - FL PE }�0�50791 Building Risk Category: II Wind Exposure: B (Enclosed Structure) BuildingClassification: Residential Building Type: Type V Construction Wind -Borne Debris: NOT located in the wind-borne debris region Unless otherwise noted, project site considerations shall be the responsibility of the owner and/or contractor. Examples of such items include, but shall not be limited to, determination of grade elevations, drainage features, and special requirements associated with FEMA flood hazard and/or DEP zones. DESIGN DEAD LOADS: Floors: The design floor dead load of 12 psf assumes a floor system utilizing wood decking wood subflooring over wood truss, wood ]-joist, or solid sawn lumber framing. The covering is assumed to be carpet, vinyl, wood or ceramic tile. The Engineer shall be notified if the floor coverings differ from the noted assumptions Roofs: Metal or Shingle: 10 psf (Rafters) 7 psf (Wood Truss) Concrete or Clay Tile: 15 psf y p Refer to Architectural Plans for Roof Covering System DESIGN LIVE LOADS: Exterior Balconies: 40 psf Exterior Decks; 40 psf Stairs: 40 psf (or 300 Ib point load) Garages: 50 psf (or 2000 Ib point load) All Other Areas: 40 psf P Attics: Without Storage: 10 psf With Limited Storage: 20 psf 9 P With Storage: 30 psf fixed stair access 9 P ( ) or floor 3. The contractor is responsible for the means and methods of construction. Itis the contractor's sole responsibility to determine the procedure, sequence; and temporary bracing as to insure the safety of the building and its component parts during construction. 4. The contractor shall verify all conditions and dimensions at the job site prior to commencing work. 5. The contractor shall supply, locate, and build into the work ail inserts, anchors, angles, plates, openings, sleeves, hangers, slab depressions, or other components as may be required to attach and accommodate other work. 6. All details and sections shown on the structural drawings are intended to be typical and shall be construed to apply to any similar situation elsewhere in the work except where indicated otherwise. 7. Refer to the structural drawings for all structural details and sections. T he contractor shall contact the Engineer for clarification in cases of conflict between the structural drawings and any drawings prepared by others prior to commencing :cork. 8. it is the owner's and/or contractor's responsibility to obtain a soils exploration report. The design of the project structure assumes an allowable soil bearing capacity of 2000 psf. The Engineer shall be notified if soil conditions encountered diffe, from the noted assumptions. All requirements for site preparation and soil compaction specified in the soils report shall be followed unless more string.,nit requirements are specified in these plans. CONCRETE: 1. All concrete work shall be in accordance with "Building Code Requirements for Structural Concrete," ACI 318-14, and "specification for Structura' C^ncrete," AGI 301 2. All concrete shall have the following minimum compressive streneT" 2t 2�i days: Slabs on grade, g de, footings, and mist. concrete: fc=25C�Opsi Structural slabs, walls, beams and columns: fc=3000psi Designated radon zones only - all concrete: fc=3000psi other deleterious material. Structural fill shall be compacted to a density of at least 95% of the Modified Proctor Maximum Dry Density (ASTM D1557). Termite protection shall be provided in accordance with applicable code requirements. If soil treatment is is used, the treatment shall be done after all excavation, backfilling, and compaction is completed. 10: Footings may bear upon undisturbed soil or upon structural fill. Structural fill shall be compacted to a density of at least 95% of the Modified Proctor Maximum Dry Density (ASTM D1557) for a depth of at least two feet (2'-0") below the bottom of the footing. 11. The following minimum concrete cover shall be provided for reinforcement: 3" Concrete cast against and permanently exposed to earth 2" Concrete exposed to earth or weatherSIMP 1 '/2' Concrete not exposed to earth or weather 12. All continuous reinforcing steel in concrete shall be lap -spliced with the following minimum lengths: #4 bars: 21" minimum #5 bars: 26" minimum #6 bars: 32" minimum 13. Reinforcement in footings shall be bent around corners or corner bars shall be used. 14. The contractor shall provide spacers, chairs, bolsters, etc., necessary to support reinforcing steel. Support items which bear on exposed concrete surfaces shall have ends which are plastic tipped or stainless steel MASONRY: General: 1. All masonry work shall be in accordance with "Building Code Requirements for Masonry Structures," AGI 530-13, and Specifications for Masonry Structures,'' ACI 530.1-13 2. Grout shall conform to ASTM C476 with minimum 28 day compressive strength of 3000 psi per ASTM C1019. Grout shall be mixed to provide a slump between 8" to 11 ". COMMENTS: _ LU CT - CO i o Q = J z ; € [L U Z n - (� p E f= tt1 _ U o O - � C3 Z W A �� Q C] I=Floors: m W 0 0 Q U () LL. _ LJ_ 0 .�- a L.L. Lt_ a C� LU ILI O C] Ct }� W p a w LU t°i V) LU > L;j > UJI Roofs: Less than 4:12 slope: 20 psf 4:12 slope or greater: 16 psf 3. Cement shall conform tr, "Spec'ication for Portland Cement" (AS -11M C11 50) 4. Aggregate shall conform to "Specification for Concrete Aggregates" (ASTM C33) 3. Mortar shall conform to ASTM C270 and be Type M or S. Type N mortar may be used in brick veneer. - - r CLIENT: DEFLECTION CRITERIA: 5. Water shall be clean and free of injurious amounts of oil, acids, alka! :;; salts, organic 4. The contractor shall be responsible for the design and installation of all flashing. q MEDEROS HOMES Walls: material or other substances that are deleterious to concrete or steel reinforcement. Concrete Masonry (CMU): a PROJECT: - Wind loads with plaster or stucco finish: L/360 Wind loads with other brittle finishes: L/240 Wind loads with flexible finishes: L/120 or L/180'` L/180 for exterior wails with interior gypsum board finish. 6. Reinforcing steel shall be ASTM A615 Grade 40 unless otherwise rioted on the structural drawings. All reinforcing details shall conform to "Details and Detailing of Concrete Reinforcement," ACI 315, unless detailed otherwise on the structural drawings. 9 1. Concrete masonry units (CMU) shall be ASTM C90-14, Hollow Load -Bearing Concrete Masonry Units, normal weight, with a minimum compressive strength of 1900 psi fm=1900 ( psi). STOCKS STREET UNIT 1 JOB NUMBER: -LIVAL COUNTY: Floors: Live Load: L/480 ` Total Load: L/240' ' Increased floor stiffness may be required by floor covering manufacturer Roofs: 7. Tolerances for foundation and slab alignment as well as placement of reinforcement shall be in accordance with "Standard Tolerances for Concrete Construction aril Materials," ACI 117. Footing or slab edges may be up to 1/2" inside of the sill plate. 2. All continuous reinforcing steel in masonry shall be lap -spliced with the following minimum lengths: #4 bars: 20" minimum #5 bars: 25" minimum #6 bars: 30" minimum 3 SCALE: 1 _ - 1' 0" (U.O.N.) Do NOT SCALE THIS DRAWING RELEASE DATE: 07-01-19 REVISIONS: Live Load: L/240 3. Grout all cells containing vertical reinforcement in 5'-4" maximum lifts. Total Load: L/180 4. Provide cleanouts per ACI 530.1-13 in the bottom course of masonry when the wall height exceeds 5'4% 5. Beam reinforcement shall be continuous across control joints. = DRAWN BYID : DJM a CHECKED BY: - FSS TITLE: GENERAL NOTES 6. Reinforcing steel shall be ASTM A615 Grade 40 unless otherwise noted on the - SHEET 1 of 2 structural drawings. - a SHEET: m S-1 Clay Masonry (Brick): 1 13. Fasten plies of 1 %" wide engineered lumber as follows: WINDOW, DOOR AND SOFFIT PRESSURES: INTERIOR ZONE (4) Base Design Pressure 15.50 GCpi = ±0.18 2 -ply beams with (3) rows of 0.131 "x3 %4' nails @ 12"o.c. Pos Neg UL SBERG 1. Brick shall conform to ASTM C62, C216, or C652 for Building Brick, Facing Brick, and 3 -ply beams with (3) rows of 0.131"x3'/4' nails @ 8"o.c. (each side) 1. All window, door and soffit assemblies shall be designed to withstand the design 18.3 -24.5 Hollow Brick, respectively. Grade MW shall be used. 4 -ply beams with (2) rows of Simpson 6 %" long SDW screws @ 12" o.c. pressures indicated below and shall be installed in accordance with the manufacturer's ENGINEERING, INC. 50.1 to 100 sf 16.4 -20.61 requirements. - 11481 OLD ST. AUGUSTINE RD., SUITE # 202 2. Brick veneer shall be anchored with approved ties spaced no more than 16" o.c STRUCTURAL STEEL: 200.1 to 500 sf JACKSONVILLE, FL. 32258 vertical and 16" o.c. horizontal. Additional ties shall be provided around all wall Soffit Design Pressure 18.3 -24.5 - P: 904.886.2401 F: 904.260.4367 openings greater than 16" in either direction, and shall be spaced no more than 36" 1. Structural steel shall conform to AISC Specifications for Design and Fabrication and 4. www.Hul�t?glg eering.com E .,R%RA . NU '%J$46 o.c. and placed within 12" of the openings. Erection of Structural Steel for Buildings (latest editions). 5. _ \CEAs 3 Strand wire veneer ties shall not be less in thickness than No 9 gage wire and shall a. Welded Connections: AWS D1.1 b. Structural Steel plates: ASTM A36 (Fy=36 ksi) or ASTM A512 (Fy=50 ksi) have a hook embedded in the mortar joint. Sheet metal ties shall not be less than No. c. Structural Steel W -shapes: ASTM A992 (Fy=50 ksi) 22 gage by 7/8" corrugated and fastened with 1 3/" galvanized roofing nails. d. Structural Steel Angles and Channels: ASTM A572 (Fy=50 ksi) Adjustable or strand wire veneer ties shall be used at CMU walls. e. Structural Steel Rectangular HSS or Tubes: ASTM A500 (Fy=50 ksi) f. Structural Steel Round HSS or Pipe: ASTM A500 (Fy=46 ksi) or 4. Unless otherwise noted on the plans, a steel angle L4x4x1/4 shall be used for ASTM A53 (Fy=35 ksi) supporting brick veneer over openings. This angle will not be required for arched windows where brick is self-supporting. If the length of the opening exceeds 6'•0" then 2. All structural steel connections and fabrications shall comply with AISC specifications. the steel angle shall be attached to the wood framing with %" x 3" lag screws @ 12" o.c. or Simpson %" x 3" SDS screws @ 12"o.c. 3. Steel shop drawings shall be provided to the Engineer for approval prior to fabrication. WOOD FRAMING: 4. Holes required for bolted connections may be drilled or punched. Flame -cut holes shall not be used. 1. All wood framing has been designed in accordance with "National Design Specificatio (NDS) for Wood Construction," 2015 edition. 5. Bolts shall be installed to the "snug -tight" condition - u.o.n. WIND PRESSURES ON WINDOWS, DOORS & SOFFITS (psf l AREA OF OPENING EDGE STRIP (5) INTERIOR ZONE (4) Base Design Pressure 15.50 GCpi = ±0.18 Pos Neg Pos Neg grades of visually graded Southern Yellow Pine dimension lumber per "Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber," published by to painting, steelwork shall be cleaned per SSPC SP -6 "Commercial Blast Cleaning". 0 to 20 sf 18.3 -24.5 18.3 -19.8 20.1 to 50 sf 17.5 -22.8 17.5 -19.1 50.1 to 100 sf 16.4 -20.61 16.4 -18.0 100.1 to 200 sf 15.5 -19.1 15.5 -17.1 200.1 to 500 sf 14.7 -17.4 14.7 -16.3 Soffit Design Pressure 18.3 -24.5 18.3 -19.8 �„ 3 0791 Z •v S E OF 3 , F O Ip.. N awl 19NG��. FLOYD S. SIMPSON, PE - FL PE No. 50791 COMMENTS 2. Southern Yellow Pine member design incorporates design values for all sizes and 6. All structural steel shall be shop -painted with SSPC Paint 15 (red oxide) primer. Prior Base Design Pressure 15.50 GCpi = ±0.18 _ grades of visually graded Southern Yellow Pine dimension lumber per "Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber," published by to painting, steelwork shall be cleaned per SSPC SP -6 "Commercial Blast Cleaning". _ the Southern Pine Inspection Bureau (SPIB). 7. SSPC Paint 36 (polyurethane) shall be applied as the final coat to all structural steel surfaces exposed and visible to the exterior of the structure. 3. All wood members exposed to weather or in contact with masonry, concrete or soil shall be treated with an appropriate preservative suitable for the exposure conditions. 8. Field touch-up after installation where required to restore final finish. TYPICAL EDGE STRIP (5) a = 3.0' E - 4. If ACQ treatment is used on any wood member, then all nailing shall require hot -dipped galvanized nails meeting ASTM A153, Class C, or ASTM B695, Cla s 50. If borate treatment is used then galvanizing is not required. HARDWARE AND ANCHORS: 1. All framing anchors and connectors shall be manufactured by Simpson Strong -Tie, TYPICAL INTERIOR ZONE 4 ()� 5. Prefabricated wood trusses shall comply with NDS and "National Design Stand rd for United Steel Products (USP), or Engineer approved equal. Metal Plate Connected Wood Truss Construction (TPI 1-2014)." 2. All anchor bolts and threaded rods shall be in accordance with ASTM A307 or ASTM 3 F1554, Grade 36. 6. All trusses shall be designed by the Truss Manufacturer's registered Engineer. 7. The Truss Manufacturer shall submit shop drawings and design notes with a registered Engineer's seal for approval. Design notes shall include the rated load capacity of the truss to truss connectors, and the manufacturer's license to fabricate 3. All metal connectors and hardware which are exposed to the exterior or in contact with ACQ pressure treated lumber shall be Type 316 stainless steel or galvanized per ASTM A153, Class C, or ASTM B695, Class 50. OFFICE C 0 P Y trusses utilizing the connector system proposed. The contractor shall approve fabrication and installation drawings showing size, shape and layout. 4. Anchor adhesives shall be either SET -3G by Simpson Strong -Tie or HIT-HY 200 by Hilti with Florida Product Approval and installed according to the manufacturer's .i m 8. Jobsite handling and erection, including temporary bracing, during installation f instructions. Holes shall be cleaned of all debris and brushed out prior to installation of anchor adhesive. CLIENT: trusses shall comply with TPI / WTCA BCSI 1. MEDEROS HOMES ROOF COVERING: - 9. All prefabricated wood trusses subjected to uplift conditions shall be securely f stened to their supporting walls or beams with metal connectors as noted in the Truss Connection Schedule. 1. The contractor shall be responsible for the design and installation of the roof covering system. I m PROJECT: STOCKS STREET ° UNIT 1 10. 11. 12. All gable ends shall be balloon framed or braced in accordance with the applic ble detail as shown in the structural drawings. Guardrails, handrails, and guard in -fill components (Balusters and Panel Fillers) shall be provided by others. Engineered lumber LVL, Parallam or LSL shall meet the following minimum material 9� ( ) 9 specifications: LVL or Parallam LSL 2. 3. 4. Asphalt shingles shall comply with ASTM D3161 and be installed according to the manufacturer's requirements. Clay 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. comply with ASTM E1514 and be installed according to the manufacturer's requirements. r JOB NUMBER: COUNTY: 3 SCALE: - %" = 1'-0" (U.O.N.) Do NOT SCALE THIS DRAWING m RELEASE DATE: 07-01-19 � REVISIONS: - E=2,000,000 psi E=1,550,000 psi Fb=2,600 psi Fb=2,325 sl P P Fc =750 psi Fc =900 psi Fv=285 psi Fv=310 psi 5. The contractor shall be responsible for the design and installation of all metal flashing and valley material - =DRAWN BY: DJM _ CHECKED BY: FSS TITLE: GENERAL NOTES - SHEET 2 of 2 a SHEET: o S_2 0 B FT 4" CONCRETE SLAB WITH 6x6 W1.41.4 WWF OR FIBERMESH OVER 6 MIL VAPOR BARRIER COVERING CLEAN AND COMPACTED FILL B ULSBERG ENGINEERING, INC. 11481 OLD ST. AUGUSTINE RD., SUITE # 202 JACKSONVILLE, FL. 32258 R 904.886.2401 F: 904.260.4367 www.HulsbergEngineering.com FLORIDA C.A. NUMBER: 25846 e 100 3 ; �V •NSF � ; ', - No 0791=- -- 3 S T OF l� F .ORI o COMMENTS: OFFICE COPY CLIENT: MEDEROS HOMES PROJECT: STOCKS STREET UNIT 1 JOB NUMBER: COUNTY: 19-1103 DUVAL 3 SCALE: DO NOT SCALE THIS DRAWING y RELEASE DATE: 07-01-19 CJ = SUGGESTED CONTROL JOINT LOCATIONS (SEE DETAIL "T" ON SD-2) =DENOTES TWO STORY FOOTING CONDITION I - CONTRACTOR SHALL VERIFY ALL DIMENSIONS USING FINAL APPROVED FLOOR PLAN PRIOR TO CONSTRUCTION a REVISIONS: DRAWN BY: DJM CHECKED BY: FSS TITLE: - FOUNDATION PLAN -y SHEET: - S-3 -- - WALL FRAMING NOTES: 1) ALL SECOND FLOOR EXTERIOR WALLS SHALL BE CONSTRUCTED WITH 2X4 SPF No:2 STUDS @ 16"O.C. FOR PLATE HEIGHTS UP TO 8'-1 Ys" - U.O.N. 2) ALL SECOND FLOOR INTERIOR BEARING WALLS SH, BE CONSTRUCTED WITH 2X4 SPF No.2 STUDS @ 16"O,C. FOR PLATE HEIGHTS UP TO 8'-1 Ya" - U.O.N. 3) THE SECOND FLOOR EXTERIOR WALL FINISH IS "FLEXIBLE" (SIDING) - U.O.N. NOTIFY ENGINEER OF ANY VARIATIONS. NOTE: INSTALL SOLID BLOCKING BETWEEN FLOORS AT ALL SECOND FLOOR BUILT-UP POSTS WALL LAYOUT - SECONI7 FLOOR FRAME SW -3 J W a o' LL N SW -3 (2) 2x12 CONTINU TO CORNER .�(2) 2x4 BUILT -UR, POST (MIN.) �• I I ..I I LUC 210-2-2� HANGER FRAME WALL NOTE: THIS OPEN PORCH CEILING REQUIRES A MINIMUM %" SHEATHING. FASTEN WITH 6d COM OR BOX NAILS AT 6"O.C. ON EDGES AND 12"O.C. IN THE FIELD. WALL FRAMING NOTES: 1) ALL FIRST FLOOR EXTERIOR WALLS SHALL BE CONSTRUCTED WITH 2X4 SPF No.2 STUDS @ 16"O.C. FOR PLATE HEIGHTS UP TO 9'-1 %" - U.O.N. 2) ALL FIRST FLOOR INTERIOR BEARING WALLS SHALL BE CONSTRUCTED WITH 2X4 SPF N0.2 STUDS @ 16"O.C. FOR PLATE HEIGHTS UP TO 9'-1 X" - U.O.N. 'I 3) THE FIRST FLOOR EXTERIOR WALL FINISH IS "FLEXIBLE" (SIDING) - U.O.N. NOTIFY ENGINEER OF ANY VARIATIONS. 1. INSTALL U MSTA30 STRAP AT EACH END OF GARAGE DOOR HEADER. NAIL STRAP INTO HEADER AND JACKS BELOW. 2. EMBEDDED STRAP AT EACH END OF GARAGE DOOR OPENING SEE DETAIL "F" ON SD -1 3. EACH GARAGE DOOR SHALL BE RATED FOR A MINIMUM DESIGN PRESSURE OF 18.3 psf ± ULSBERG idi H ENGINEERING, INC. 114810 ST. AUGUSTINE RD., SUITE # 202 _ JACKSONVILLE, FL. 32258 P: 904.886.2401 F: 904.260.4367 www.HulsbergEngineering.com FLORI jqh#NlJ BER: 25846 �% oCENIS s2= 791 S T FO s @OYA�•�+�1R@bl�, PE FL PE No. 50791 SHEARWALL LEGEND: = NON-BEARING WALL = o = BEARING WALL 3 Q W y = SHEARWALLS FASTENED WITH 8d COM (0.131"x 2'Yz") NAILS @ - 6"O.C. ON EDGES AND 12"0 .0 . W SW -3 _ - o = SHEARWALLS FASTENED WITH 8d COM (0.131 "x 2)/2") NAILS @ - z N N O N U FRAME SW -3 J W a o' LL N SW -3 (2) 2x12 CONTINU TO CORNER .�(2) 2x4 BUILT -UR, POST (MIN.) �• I I ..I I LUC 210-2-2� HANGER FRAME WALL NOTE: THIS OPEN PORCH CEILING REQUIRES A MINIMUM %" SHEATHING. FASTEN WITH 6d COM OR BOX NAILS AT 6"O.C. ON EDGES AND 12"O.C. IN THE FIELD. WALL FRAMING NOTES: 1) ALL FIRST FLOOR EXTERIOR WALLS SHALL BE CONSTRUCTED WITH 2X4 SPF No.2 STUDS @ 16"O.C. FOR PLATE HEIGHTS UP TO 9'-1 %" - U.O.N. 2) ALL FIRST FLOOR INTERIOR BEARING WALLS SHALL BE CONSTRUCTED WITH 2X4 SPF N0.2 STUDS @ 16"O.C. FOR PLATE HEIGHTS UP TO 9'-1 X" - U.O.N. 'I 3) THE FIRST FLOOR EXTERIOR WALL FINISH IS "FLEXIBLE" (SIDING) - U.O.N. NOTIFY ENGINEER OF ANY VARIATIONS. 1. INSTALL U MSTA30 STRAP AT EACH END OF GARAGE DOOR HEADER. NAIL STRAP INTO HEADER AND JACKS BELOW. 2. EMBEDDED STRAP AT EACH END OF GARAGE DOOR OPENING SEE DETAIL "F" ON SD -1 3. EACH GARAGE DOOR SHALL BE RATED FOR A MINIMUM DESIGN PRESSURE OF 18.3 psf ± ULSBERG idi H ENGINEERING, INC. 114810 ST. AUGUSTINE RD., SUITE # 202 _ JACKSONVILLE, FL. 32258 P: 904.886.2401 F: 904.260.4367 www.HulsbergEngineering.com FLORI jqh#NlJ BER: 25846 �% oCENIS s2= 791 S T FO s @OYA�•�+�1R@bl�, PE FL PE No. 50791 NOTE: ALL EXTERIOR WALLS SHALL BE "SW -6" U.O.N. SIZE OF HEADER (2) 2x12CONTIN000S = _ = CONSTRUCT USING APA NARROW 2 2x_ HEADER TO CORNER x WALL METHOD WITH HEADER QJ K (TYPICAL) CONTINUOUS ACROSS 7 RETURN WALLS QUANTITY UANTITY \ / (SEE DETAIL "A" ON SD -8) OF JACKS OF KING STUDS / NOTE: EADER LEGEND: CONSTRUCT USING APA NARROW WALL — EACH EXTERIOR POST SHALL BE TREATED NOTE: METHOD WITH HEADER CONTINUOUS ACROSS 44 POST ON ABU44-Z POST BASE. STRAP ALL WOOD FRAMED LOAD BEARING HEADERS RETURN WALLS (SEE DETAIL "A" ON SD -8) POST TO EACH BEAM ABOVE WITH (1) H6 -Z CLIP SHALL BE MINIMUM (2) 2X6 No.2 OR BETTER OR (1) MSTA24-Z. SYP. INSTALL MINIMUM (1) JACK AND TYPICAL ALL POSTS - (U.O.N.) (1) KING STUD AT EACH HEADER (U.O.N.) WALL LAYOUT - FIRST FLOOR SEE DETAIL "F" ON SHEET SD -7 OFFICE COPY MEDEROS HOMES STOCKS STREET UNIT 1 JOB NUMBER: COUNTY: 19-1103 1 DUVAL SCALE: DO NOT SCALE THIS DRAWING 2ELEASE DATE: 07-01-19 s DRAWN BY: DJM CHECKED BY: FSS TITLE: WALL LAYOUTS - FIRST & SECOND FLOOR SHEET: S-4 SHEARWALL LEGEND: = NON-BEARING WALL = o = BEARING WALL 3 SW -6 o = SHEARWALLS FASTENED WITH 8d COM (0.131"x 2'Yz") NAILS @ - 6"O.C. ON EDGES AND 12"0 .0 . ON INTERMEDIATE SUPPORTS. m SW -3 _ - o = SHEARWALLS FASTENED WITH 8d COM (0.131 "x 2)/2") NAILS @ - 3"O.C. ON EDGES AND 12"O.0 3 ON INTERMEDIATE SUPPORTS. SBS = SHEATH BOTH SIDES OF WALL AT INDICATED SHEARWALL s NOTE: ALL EXTERIOR WALLS SHALL BE "SW -6" U.O.N. SIZE OF HEADER (2) 2x12CONTIN000S = _ = CONSTRUCT USING APA NARROW 2 2x_ HEADER TO CORNER x WALL METHOD WITH HEADER QJ K (TYPICAL) CONTINUOUS ACROSS 7 RETURN WALLS QUANTITY UANTITY \ / (SEE DETAIL "A" ON SD -8) OF JACKS OF KING STUDS / NOTE: EADER LEGEND: CONSTRUCT USING APA NARROW WALL — EACH EXTERIOR POST SHALL BE TREATED NOTE: METHOD WITH HEADER CONTINUOUS ACROSS 44 POST ON ABU44-Z POST BASE. STRAP ALL WOOD FRAMED LOAD BEARING HEADERS RETURN WALLS (SEE DETAIL "A" ON SD -8) POST TO EACH BEAM ABOVE WITH (1) H6 -Z CLIP SHALL BE MINIMUM (2) 2X6 No.2 OR BETTER OR (1) MSTA24-Z. SYP. INSTALL MINIMUM (1) JACK AND TYPICAL ALL POSTS - (U.O.N.) (1) KING STUD AT EACH HEADER (U.O.N.) WALL LAYOUT - FIRST FLOOR SEE DETAIL "F" ON SHEET SD -7 OFFICE COPY MEDEROS HOMES STOCKS STREET UNIT 1 JOB NUMBER: COUNTY: 19-1103 1 DUVAL SCALE: DO NOT SCALE THIS DRAWING 2ELEASE DATE: 07-01-19 s DRAWN BY: DJM CHECKED BY: FSS TITLE: WALL LAYOUTS - FIRST & SECOND FLOOR SHEET: S-4 0 0m mm m n n n �vo W 0 A N o N O O O CJ03 CJ03 CJ05 CJ02 CJ04 CJ01 A06 .................. A01 A01 ..................... ...... ::... A01 A02 A02 A02 ROOF TRUSS LAYOUT- UPPER LEVEL (2) HTS24 TRUSS CONNECTOR SCHEDULE I A02 LEFT f RIGHT a f (2)HTS24 F f .................. A02 H2.5A OR SDWC 15600 1 f H2.5A OR SDWC 15600 - A01 - F o F I _ rn ' o F06 F06 F06 — ---F06 F06 I A01 A01 A01 - A04 A05 A08�ol m`o CJ02 - - - — CJ � � CJ02 - CJ03 CJ03 C f - 0 0 y�o h r .. II it i i m o Q7 0 0 d N W ROOF TRUSS LAYOUT- UPPER LEVEL (2) HTS24 0 0 0 0 0 0 0 N W W W W W N 02 02 02 02 02 02 02 02 03 03 03 TRUSS CONNECTOR SCHEDULE I - LEFT f RIGHT a f (2)HTS24 F f - H2.5A OR SDWC 15600 1 f H2.5A OR SDWC 15600 - F ....... - F o F I _ rn ' o F06 F06 F06 — ---F06 F06 I F04 F04 F05 ;. F05 F05 •.. F07 - I 0 0 0 0 0 0 0 N W W W W W N 02 02 02 02 02 02 02 02 03 03 03 NOTE: 1) ALL TRUSS CONNECTORS ARE BASED ON UPLIFTS COMPUTED BY ENGINEER OF RECORD. UPLIFT VALUES IN TRUSS ENGINEERING DOCUMENTS SHALL BE DISREGARDED. 2) THE TRUSS LAYOUT AND NUMBERING SYSTEM SHOWN SHALL BE USED BY THE TRUSS MANUFACTURER. DO NOT VARY FROM THIS LAYOUT WITHOUT PRIOR APPROVAL BY THE ENGINEER OF RECORD AND THE CONTRACTOR. 3) TRUSS CONNECTORS NOTED SHALL BE INSTALLED AS LISTED. DO NOT SUBSTITUTE WITHOUT PRIOR APPROVAL OF THE ENGINEER OF RECORD. 4) REFER TO MANUFACTURER'S INSTALLATION DETAILS WHEN USING SDWC SCREWS, 2x8 LEDGER WITH (4) 0.131 x 3" @ 16" O.C. (EACH STUD) co O O O ROOF TRUSS & FLOOR LAYOUT- LOWER LEVEL ULSBERG ENGINEERING, INC. 11481 OLD ST. AUGUSTINE RD., SUITE # 202 - JACKSONVILLE, FL. 32258 P: 904.886.2401 F: 904.260.4367 www.HulsbergEngineering.com FLORIDA C.A. NUMBER: 25846 E S- SI7�lp�'; No 5 791 T OF RI A % n. •07-01-T5• ,C'\�; OFFICE COPY al MEDEROS HOMES PROJECT: STOCKS STREET UNIT 1 " JOB NUMBER: COUNTY: 19-1103 DUVAL 3 SCALE: �- _ 1' O" (U.O.N.) DO NOT SCALE THIS DRAWING RELEASE DATE: 07-01-19 DRAWN BY: DJM CHECKED BY: FSS TITLE: ROOF TRUSS AND FLOOR - LAYOUTS SHEET: S-5 TRUSS CONNECTOR SCHEDULE TRUSS ID LEFT INTERMEDIATE RIGHT FG01 (2)HTS24 (2)HTS24 ALL OTHER TRUSSES H2.5A OR SDWC 15600 1 H2.5A OR SDWC 15600 H2.5A OR SDWC 15600 NOTE: 1) ALL TRUSS CONNECTORS ARE BASED ON UPLIFTS COMPUTED BY ENGINEER OF RECORD. UPLIFT VALUES IN TRUSS ENGINEERING DOCUMENTS SHALL BE DISREGARDED. 2) THE TRUSS LAYOUT AND NUMBERING SYSTEM SHOWN SHALL BE USED BY THE TRUSS MANUFACTURER. DO NOT VARY FROM THIS LAYOUT WITHOUT PRIOR APPROVAL BY THE ENGINEER OF RECORD AND THE CONTRACTOR. 3) TRUSS CONNECTORS NOTED SHALL BE INSTALLED AS LISTED. DO NOT SUBSTITUTE WITHOUT PRIOR APPROVAL OF THE ENGINEER OF RECORD. 4) REFER TO MANUFACTURER'S INSTALLATION DETAILS WHEN USING SDWC SCREWS, 2x8 LEDGER WITH (4) 0.131 x 3" @ 16" O.C. (EACH STUD) co O O O ROOF TRUSS & FLOOR LAYOUT- LOWER LEVEL ULSBERG ENGINEERING, INC. 11481 OLD ST. AUGUSTINE RD., SUITE # 202 - JACKSONVILLE, FL. 32258 P: 904.886.2401 F: 904.260.4367 www.HulsbergEngineering.com FLORIDA C.A. NUMBER: 25846 E S- SI7�lp�'; No 5 791 T OF RI A % n. •07-01-T5• ,C'\�; OFFICE COPY al MEDEROS HOMES PROJECT: STOCKS STREET UNIT 1 " JOB NUMBER: COUNTY: 19-1103 DUVAL 3 SCALE: �- _ 1' O" (U.O.N.) DO NOT SCALE THIS DRAWING RELEASE DATE: 07-01-19 DRAWN BY: DJM CHECKED BY: FSS TITLE: ROOF TRUSS AND FLOOR - LAYOUTS SHEET: S-5 II I: (2) CS16 STRAP BETWEEN FLOORS WITH SSP AT TOP PLATE ABOVE j �`SSP AT TOP PLATE � AND CS16 TO GIRDER BELOW I� ADDITIONAL CS16 BETWEEN FLOORS CS16STRAP TO HEADER BELOW WITH SSP AT TOP PLATE ABOVE TIE -DOWN LAYOUT - SECOND FLOOR FIR UICKTIE NOTE: REFER TO SHEET SD -9 FOR QUICKTIE SYSTEM DETAILS 6.. HTT5 f HOLDOWN /_HTT5 HOLDOWN HOLDOWN WITH SSP AT TOP — — — and PLATE TIE -DOWN LAYOUT - FIRST FLOOR NOTE: ALTERNATIVE TO SSP / DSP AT DOUBLE PLATE, (1) SIMPSON SDWC 15600 SCREW OR ALTERNATIVE TO SPH_ AT DOUBLE PLATE, (2) SIMPSON SDWC 15600 SCREWS STUD TO DOUBLE PLATE PER SIMPSON DETAIL. %' MIN, V MAX -,HULSBERG ENGINEERING, INC. 11481 OLD ST. AUGUSTINE RD., SUITE # 202 JACKSONVILLE, FL. 32258 P: 904.886.2401 F: 904.260.4367 www.HulsbergEngineering.com FLORIDA C.A. NUMBER: 25846 _ r��r�prnrnnrrrri N 50791 Z MIN, -� A E F ill MAX ORIO.,",�c, STUD-"jSDWC 15600 ,L�cd�j C.MI�S1V fra SCREW - 1, 1. �n7oM` ELEVATION- 0NO 15600 COMMEN OPTIMAL 22%°ANGLE - 10° 0° DUBLE 30 PLATE t � I - SDWC 15600 I i 3„ (+x-1/4") SCREW STUD 75 SECTION- SDWC 15600 OFFICE COPY F CLIENT: HOLDOWN ALTERNATES: U MEDEROS HOMES 0 @J SSP AT DOUBLE TOP PLATE a PROJECT: ui vi r OR NI QTO (ORANGE) QUICK TIE SYSTEM. wi COUNTY: DUVAL REFER TO DETAILS ON SD -9 FOR ADDITIONAL H -- Y U I scaLE 1 _ 1'-O" STUD REQUIREMENTS O ANCHOR BOLTS L @ 24" 0 C. m RELEASE DATE: TIE -DOWN LEGEND: M 07-01-19 s REVISIONS: - QTB (BLUE) QUICKTIE SYSTEM FROM HTT5 FOUNDATION TO DOUBLE PLATE. HOLDOWN HTT5 HOLDOWN'�� O = QTB (BLUE) QUICKTIE SYSTEM FROM - DJM CHECKED BY: HOLDOWN WITH SSP AT TOP — — — and PLATE TIE -DOWN LAYOUT - FIRST FLOOR NOTE: ALTERNATIVE TO SSP / DSP AT DOUBLE PLATE, (1) SIMPSON SDWC 15600 SCREW OR ALTERNATIVE TO SPH_ AT DOUBLE PLATE, (2) SIMPSON SDWC 15600 SCREWS STUD TO DOUBLE PLATE PER SIMPSON DETAIL. %' MIN, V MAX -,HULSBERG ENGINEERING, INC. 11481 OLD ST. AUGUSTINE RD., SUITE # 202 JACKSONVILLE, FL. 32258 P: 904.886.2401 F: 904.260.4367 www.HulsbergEngineering.com FLORIDA C.A. NUMBER: 25846 _ r��r�prnrnnrrrri N 50791 Z MIN, -� A E F ill MAX ORIO.,",�c, STUD-"jSDWC 15600 ,L�cd�j C.MI�S1V fra SCREW - 1, 1. �n7oM` ELEVATION- 0NO 15600 COMMEN OPTIMAL 22%°ANGLE - 10° 0° DUBLE 30 PLATE t � I - SDWC 15600 I i 3„ (+x-1/4") SCREW STUD 75 SECTION- SDWC 15600 OFFICE COPY F CLIENT: HOLDOWN ALTERNATES: MEDEROS HOMES HTT5 AT SILL PLATE WITH SSP AT DOUBLE TOP PLATE a PROJECT: STOCKS STREET OR _ UNIT 1 QTO (ORANGE) QUICK TIE SYSTEM. JOB NUMBER: a 19-1103 COUNTY: DUVAL REFER TO DETAILS ON SD -9 FOR ADDITIONAL scaLE 1 _ 1'-O" STUD REQUIREMENTS - (U.O.N.) DO NOT SCALE THIS DRAWING RELEASE DATE: TIE -DOWN LEGEND: 07-01-19 s REVISIONS: - QTB (BLUE) QUICKTIE SYSTEM FROM = FOUNDATION TO DOUBLE PLATE. .= DRAWN BY: O = QTB (BLUE) QUICKTIE SYSTEM FROM - DJM CHECKED BY: FOUNDATION TO UPPER FSS FLOOR DOUBLE PLATE. TITLE: TIE -DOWN LAYOUTS - FIRST & SECOND FLOORS ❑ = HOLDOWN - REFER TO NOTE FOR a SHEET: ACCEPTABLE ATERNATES. S-6 BRICK VENEER WITH 1" AIRSPACE TT (r R �77 i� T R S B AND WALL TIES BRICK VENEER WITH 1" AIR (1) #5 CONT. V L CONT. FLASHING; PROVIDE WEEP HOLES SPACE AND WALL TIES FILL JOINT WITH ELASTOMERIC - SILL PLATE�H ENGINEERING, INC. 11481 OLD ST. @ 33"O.C. CONT. FLASHING; PROVIDE SILL PLATE JOINT FILLER v N a AUGUSTINE RD., SUITE # 202 = CJ SILL PLATE GROUT AIR SPACE BELOW FLASHING WEEP HOLES 33"O.C. @ CONCRETE SLAB z HEIGHT OF CURB VARIES (8" 6" MIN, MAX.)) - JACKSONVILLE, FL. 32258 : 904.886.2401 F 904.260.4367 CONCRETE SLAB GROUT AIR SPACE BELOW www.HulsbergEngineering.com N SILL PLATE FLASHING �� - GRAD CONCRETE SLAB FLORID C�.A.iW"WV :25846 , _ �� S . S ° o` y� �� \\ \ \/\; CONCRETE SLAB / / GRAD \\i \\�\%\\i - a #5 CONT. GRAD - /\\\ \\\\ ° _ °a /%//%/%\/\'8" CMU STEMWALL WITH (1) #4 @ 48"O.C. < z \\j/\\j/\ \//\\/\\; �• \ "\ CMU STEMWALL WITH (1) #4 @ 48"O.C. AND IN EACH CORNER.//\//\ • .a< 2 AND IN EACH CORNER. \// / o z /\\/ \//\//\// \i • \// i FILL CELL SOLID AT EACH #4 REBAR. \ \ \ �/ / HOOK REBAR 12' INTO UPPER COURSE / / / j / / _ 50791 - FILL CELL SOLID AT EACH #4 REBAR: / HOOK REBAR 12" INTO SLAB AND 6" INTO / %\\//\\/` \ !i\ OF BLOCKS AND 6" INTO FOOTING. / - _ �1 - \ T\>7\\77>7, /!/\\/ �\\�/%// \\/\ii g° 1'-0" ONE STORY - 2 #5 CONT. 2 s P,TE FOOTING.// 5 i/X, /l 1' 4" TWO STORY - (2) #5 CONT. -o F 1'-8" ONE STORY 2 #5 CONT. 1'-5" ONE STORY - 3 #5 CONT. 1'-8" ONE STORY - 2 #5 CONT. 'c �� 1`-8" TWO STORY - (3) #5 CONT. 1' 9" TWO STORY - (3) #5 CONT. 1 _g^ TWO STORY (3) #5 CONT. A SECTION -STEMWALL WITH BRICK SECTIO I -MONOLITHIC WITH BRICK D SECTION - STEMWALL AT GARAGE SECTION - MONOLITHIC AT GARAGE - FCC3`fos.s,�R�JO, PE FL PE No. 50791 SD -1 NOTE: IF STEMWALL HEIGHT EXCEEDS 48" CONTACT SD -1 NOTE: IF STEMWALL HEIGHT EXCEEDS 48" CONTACT z COM N s: ENGINEER FOR ADDITIONAL REQUIREMENTS. ENGINEER FOR ADDITIONAL REQUIREMENTS. f. CONCRETE SLAB SILL PLATE I ;1 E a CONCRETE SLAB `N SILL I I Z PLATE: CONCRETE SLAB -- i----- E VVVv, v�AAi GRADE: VASA jw �� jVAj�Av/\ j�A� I CON CRETE SLAB GRAD y v /ivy e-- GRADE vv/wwvwv/wv/w�/w� GRADE j\\(1) #5 CONT. / CMU STEMWALL WITH #4 48"O.C./ ` \\j\� / 1 #5 CONT. /\\ \/\ 78" (1) @ 'AND IN EACH CORNER. o b �/ \j�\// r i �j/\/ • �e //\//\\/ / / / o \\j\\ ° \/\/ \\ ADD 8" x 16" CMU TO INSIDE OF q Q\/\/\/\/ % iia ° ' s; j/�\/\\\/ / • FILL CELL SOLID AT EACH #4 REBAR./\/\/` \ HOOK REBAR 12" INTO SLAB AND 6" INTO / / / /\\j\\j� \/� i\// //\//\// STEMWALL AT POST LOCATION \\j\\ • • \\/\\ WITH (1) #4 VERTICAL IN EACH i / \ FOOTING. ��\�/�\� \�/�\\�` / / / / / fi\ 1'-8" ONE STORY - (2) #5 CONT. ONE STORY - (2) #5 CONT. 1'-4" TWO STORY - (2) #5 CONT. \SVA VA/v�VA�\/vv/vA \ �\j�\jj�\j/\� / REINFORCEMENT (AS NOTED) (AS NOTED) REINFORCEMENT (AS NOTED) AS NOTED T-8" TWO STORY - (3) #5 CONT. B SECTION -STEMWALL SECTION MONOLITHIC E SECTION -PAD FOOTING AT PORCH STEMWALL SECTION -PAD FOOTING AT THICKENED EDGE -�C E COPY O SD -1 NOTE: IF STEMWALL HEIGHT EXCEEDS 48" CONTACT SD -1 NOTE: IF STEMWALL HEIGHT EXCEEDS 48" CONTACT ENGINEER FOR ADDITIONAL REQUIREMENTS. ENGINEER FOR ADDITIONAL REQUIREMENTS. - -BRICK VENEER WITH 1" AIR SPACE * `ALTERNATE: MSTAM36 STRAPS IN LIEU OF EMBEDDED STRAPS (SEE DETAIL R ON SHEET SD -2) 1 CLIENT: AND WALL TIES MEDEROS HOMES CONT. FLASHING; PROVIDE WEEP HOLES - ' STHD14 STRAP NAILED TO @ 33"O.C. BRICK VENEER WITH 1"AIRSPACE a GARAGE DOOR POST. a PROJECT: GROUT AIRSPACE BELOW FLASHING AND WALL TIES PA51 STRAP NAILED TO GARAGE EMBED STRAP INTO FOOTING // 1 #5 CONT. O SILL PLATE X �' CONT. FLASHING; PROVIDE WEEP HOL HOLES @ 33"O.C. a DOOR POST. BEND STRAP INTO z LL FOOTING AS SHOWN. 7 o oQ AS SHOWN. a — STOCKS STREET TOWNHOME / FILL JOINT WITH ELASTOMERIC `" 6" MIN. U S BELOW FLASHING T AIR PACE B � a w z w � m JOB NUMBER: couNTY: JOINT FILLER z _ c f HEIGHT OF CURB VARIES (8"MAX.) _ Y LL - 3 SCALE: ✓-�' - - \ \ \ r ,j / r _ PL�'�ILL ATE - CONCRETE SLAB _ zi_ __ - - - -#4 WITH 6" HOOK INTO FOOTING AND BENT 12" MINIMUM INTO -0 "' E %° = 1' 0° (U.O.N.) \/y ` CONCRETE SLAB GRAD ' . /� GRACI / `0 ¢ a DO NOT SCALE THIS DRAWING RELEASE DATE: 7 - ;vim vv �� STEMWALL (1) #4 @ 48"O.C. _ - j jr j THICKENED EDGE. < o — v RADE g REVISIONS: ANDMN EACH CORNER.U o �r �� G �' \\/ • \ / FILL CELL SOLID AT EACH #4 REBAR.j/�j/ HOOK REBAR 12" INTO UPPER COURSE OF BLOCKS AND 6" INTO FOOTING. �AV��Ai AA�/�/ \yam a �% — / / j ° /A�/AA// DRAWN BY: �•�vA��v/ 6° V-5" ONE STORY - 3 #5 CONT. — v�/vv/Vv/vv �/ — _� ./VA/vim ''%i��i� i�r� DJM _ cHECKEo sY: FSS 'i 1' 8" ONE STORY (2) #5 CONT. 1'-9" TWO SO TORY (3) #5 CONT: jyvi/Av/jvv//v�wv/wvi/w//vvivv//vvj/vvj/vvwv�`` A v,Ay vy!Vv✓vv/Vv�- w/vA� NOTE: ��A�Awv{w/� �A!VA%VA/VA/Vv` V-8" TWO STORY - (3) #5 CONT. REINFORCEMENT IS NOT REQUIRE[S� /� _ TITLE: TO PASS THROUGH SLOTS IN STRAP. = FOUNDATION DETAILS SECTION - STEMWALL AT GARAGE WITH BRICK SECTIO - MONOLITHIC AT GARAGE WITH BRICK F DETAIL - PA51 INSTALLATION (STEMWALL) DETAIL - STHD14 INSTALLATION MONOLITHIC � SHEET 1 of 2 SD -1 NOTE: IF STEMWALL HEIGHT EXCEEDS 48" CONTACT ENGINEER FOR ADDITIONAL REQUIREMENTS. SD -1 NOTE: IF STEMWALL HEIGHT EXCEEDS 48" CONTACT ENGINEER FOR ADDITIONAL REQUIREMENTS. =SHEET: ^ o S D _ — — I SHOWER AREA ; i SHOWER AREA MONOLITHIC FOOTING (2) MSTAM36-Z STRAPS UL S B ERG HENGINEERING, NAIL EACH STRAP TO CRIPPLE STUD INC. 8" CMU STEMWALL WITH (13)10d COM NAILS 11481 OLD ST. AUGUSTINE RD., SUITE # 202 3" MAXIMUM OVERHANG JACKSONVILLE, FL. 32258 FORM EDGE(OPTIONAL) z FASTEN STRAP TO FOUNDATION w P: 904 886.2401 F: 904.260.4367 PLAN VIEW PLAN VIEW CONCRETE SLAB aWALL WITH ( RETE w a www.Hulsber9 En ineerin.com E SCREWS INTO MASONRY OR � FL U rA��46 ' ' x 1 4" CONCRETE 11",(8)44 SCCREWS INTO CONCRETE. 0G N ` S(D CONCRETE SCREWS SHALL BE POWERS "TAPPER" WITH PERMA-SEAL 3 2 6" MIN. (1) #4 CONT. GRAD (1) #5 CONT. \\�\\ FINISH FINISH OR EQUAL. = No91 8 -CMU STEMWALL WITH (1) #4 @ d = _ -t HEIGHT OF CURB VARIES t2 SILL �_ SILLKHEIGF) #4 CONT. ////i///// '48" C. AND IN EACH CORNER. = STRAP SHALL BE COVERED WITH PLATE CONCRETE SLAB �J PLATE T OF CURB VARIES (8" MAX.) o o.\\� \\/�\\/;' FILL CELL SOLID AT EACH #4 - // // // REBAR. \\ SIDING OR STUCCO \// \ _ ; -p '. ST OF = ' �= 6" MIN. \\ \//` HOOK REBAR 16" INTO �, PORCH SLAB AND 6" INTO NOTE: =90 '•'c tcr�' �= GRAD ONCRETE SLAB ��\ \\ ��\� \ �\; FOOTING. i/; /�/� THIS DETAIL MAY BE SUBSTITUTED FOR EITHER THE PA51 STRAP a �,�(c�, •. GRAD (STEMWALL) /��j/�\/// $"(2) #5 CONT. OR THE STHD14 STRAP (MONOLITHIC): L S. I 30 PE 8" CMU STEMWALL WITH (1) #4 @ 48"O.C. /\\�-/\//\// _ j\ j FL FL PE No. 50791 .50791 q COMMENTS AND IN EACH CORNER. FILL CELL SOLID AT EACH #4 REBAR. �\ \\ . a n \ \/ ' . L TI SECTION - PORCH STEMWALL R DETAIL - EMBEDDED STRAP ALTERNATE HOOK REBAR 12" INTO SLAB AND 6" INTO //\//\, \, ,\\j/\\j/ \\\\ SD -2 NOTE: IF STEMWALL HEIGHT EXCEEDS 48" CONTACTSD-2 FOOTING. \ \\,, �` ENGINEER FOR ADDITIONAL REQUIREMENTS. p g„ ONE STORY - (2) #5 CONT. ONE STORY - 2 #5 CONT. 1' 4" TWO STORY - (2) #5 CONT. 1' 8" TWO STORY - (3) #5 CONT. NOTE: SAW -CUT CONTRACTION JOINTS (i.e. CONTROL JOINTS) AS SOON AS THE CONCRETE HAS HARDENED ENOUGH G SECTION - STEMWALL AT EXTERIOR WALL SHOWER SECTION - MONOLITHIC AT EXTERIOR WALL SHOWER NOT TO BE DAMAGED DURING THE CUTTING PROCESS. E --CONCRETE SLAB (TYPICALLY 1 - 4 HOURS IN WARM WEATHER) - SD -2 NOTE: IF STEMWALL HEIGHT EXCEEDS 48" CONTACT ENGINEER FOR ADDITIONAL REQUIREMENTS. j VAV�jAA�jA�j \\ \ \\FILLER #S CONT. GRADSILL FILL CUT WITH 1" DEEP x%" WIDE SAW ELASTOMERIC CUT AT DENOTED LOCATIONS. - CONCRETE SLAB CONCRETE SLAB ��///\8" CMU STEMWALL WITH (1) #4 @ PLATE \,\\j\\ 48"O.C. AND IN EACH CORNER. FILLCELLSOLIDATEACH#4 REBAR. HOOK REBAR 16" INTO e 7. PORCH SLAB AND 6" INTO FOOTING. m OFFICE COPY CONCRETE SLAB ONE STORY - (2) #5 CONT. 1'-0"_ (1) #5 CONT. V_8" (2) #5 CONT. -- --- _ 1'-8" TWO STORY - (3) #5 CONT. - CLIENT: SECTION - PORCH STEMWALL WITH BRICK T SECTION - TYPICAL SAW -CUT CONTROL JOINT MEDEROS HOMES H SECTION -INTERIOR BEARING K SECTION -THICKENED EDGE SD -2 NOTE: IF STEMWALL HEIGHT EXCEEDS 48" CONTACT ENGINEER FOR ADDITIONAL REQUIREMENTS. SD -2 SD -2 SD -2 PROJECT: g STOCKS STREET TOWNHOME JOB NUMBER: COUNTY: CURB HEIGHT VARIES BEARING POST (AS NOTED) TREATED POST DtJVAL 3 SCALE: 3 - - 1'-0° (U.O.N.) SILL _ CONCRETE SLABCONCRETE SLAB ABU_ POST BASE WITH PAVERS BY OTHERS - Do NOT SCALE rHls DRAWING CONCRETE SLAB PLATE e' GALV. ANCHOR EMBEDDED z RELEASE DATE: - CURB HEIGHT VARIES 12" SET -XP ADHESIVE ( 07-01-19 9 REVISIONS: o %/%/,/ 8" TALL, 12" SQUARE GROUTED o�- CMU OR CAST -IN-PLACE CONCRETE - /, i i .✓ = DRAWN BY: PEDESTAL ON 24"X 24"X 12" PAD - DJM ? CHECKED BY: FSS A _ .REINFORCEMENT (AS NOTED _ (AS NOTED) ) L8- (1) #4 CONT. FOOTING WITH (2)#5 EACH WAY 2'-0" 1'-4' ONE STORY - (2) #5 CONT. _TITLE: 1'-8" TWO STORY - (3) #5 CONT. FOUNDATION DETAILS J SECTION - BEARING STEPDOWN P , SECTION - INTERIOR BEARING PAD FOOTING Q SECTION - NON-BEARING STEPDOWN U DETAIL - PAD FOOTING AT PAVERS - SHEET 2 of 2 SD-2 SD -2 SD -2 SD -2 2 SHEET: m SID -2 ULSBERG HENGINEERlNG, ROOF COVERING (BY OTHERS) INC. ROOF TRUSSES - 11481 OLD ST. AUGUSTINE RD., SUITE # 202 CORNICE DETAIL d JACKSONVILLE, FL. 32258 DOUBLE PLATE (BY OTHERS) I a P: 904.886.2401 F: 904.260.4367 NUT WITH 2"x 2"x -6" WASHER www.HulsbergEngineering.com FLORIDA25 ORIDA C.A.NUMB846 ALTERNATE: SIMPSON LBPS% SLOTTED ,:25 y ��•� �(D S • WASHER WITH 1" WASHER. "Q1 THREADED ROD � � ` +��, ....../f_ ��S 4" OR'X2" RATED SHEATHING, EXPOSURE I - SHINGLE ROOF H = .: O SIMPSON %"PJ x 6" TITEN HD OR 8" THREADED ROD SET IN ADHESIVE SIMPSON %"Q1 x 6 %" TITEN HD ROD COUPLER OR 8" THREADED ROD SET IN ADHESIVE WITH 2x_ No.2 SPF OR No. 2 SYP — / SUBFASCIA WITH (2) 0.131"x 3Ya" Viz' RATED PLYWOOD SHEATHING, EXPOSURE I -TILE ROOF 'X2" RATED SHEATHING, EXPOSURE I - METAL ROOF FASTEN WITH 0.113" x 2 %° RING SHANK m = NO 2479 ? = WITH MINIMUM 4" EMBEDMENTMINIMUM 4" EMBEDMENT WITH NUT & 1" ENDNAILS AT TRUSS (U.O.N.) NAILS @ 6-O.C. ON EDGESAND INTERMEDIATE SUPPORTS. $ Z S WITH NUT & 1" WASHER WASHER GYPSUM BOARD s° li CONNECTOR AT EACH TRUSS TRUSS CONNECTION (SEE SCHEDULE) �\ �N c DETAIL -ANCHOR BOLT DETAIL - THREADED ROD ASSEMBLY (2) 2x_ SYP #2 DOUBLE PLATE (U.O.N) � GYPSUM BOARD ' , SD -3 a COMM TS: X6" RATED SHEATHING, EXPOSURE I. FASTEN WITH 0.131" x 2Yz" NAILS @ 6"O.C. ON -_ EDGES AND 12"O.C. ON INTERMEDIATE SUPPORTS. (U.O.N.) (BLOCK ALL EDGES) 2x- SPF #2 STUDS @ 16"O.C. - U.O.N. (SEE WALL LAYOUT) 3 E NUT WITH 1" CUT WASHER ROOF COVERING (BY OTHERS) 2x- SPF #2 SOLE PLATE (U.O.N.) NAIL TO RIM El IES ROOF TRUS. BOARD WITH 0.131"x 34' NAILS @ 6"O.C. I -CORNICE DETAIL I 2X2" RATED STURD-1-FLOOR (T&G) SHEATHING _ Er (BY OTHERS) GLUED AND NAILED. FASTEN WITH 0.131" x 2Y2" RING SHANK @ 6"O.C. ON EDGES AND 12"O.C. IN THE r �. FIELD. _ I I FLOOR JOIST (I -JOIST SHOWN, SAWN i / JOIST SIMILAR - SEE SECTION "C" ON / SD -4 FOR OPEN WEB TRUSS) X6" OR 1Y32" RATED SHEATHING, EXPOSURE I - SHINGLE ROOF %2" RATED PLYWOOD SHEATHING, EXPOSURE I - TILE ROOF 2x_ No.2 SPF OR No. 2 SYP \ _ '%2" RATED SHEATHING, EXPOSURE I - METAL ROOF GYPSUM BOARD - SUBFASCIA WITH (2) 0.131"x 3ia" FASTEN WITH 0.113" x 2 X" RING SHANK RIM BOARD ENDNAILS AT TRUSS (U.O.N.) NAILS @ 6"O.C. ON EDGES AND INTERMEDIATE SUPPORTS. - GYPSUM BOARD j NAIL JOIST TO PLATE WITH (2) 0.131"x 3Y4" TOENAILS (2)2x SYP #2 DOUBLE PLATE - 0 F F I C E COPY CONNECTOR AT EACH TRUSS (U.O.N.) (SEE TRUSS CONNECTION SCHEDULE) - y I TOENAIL RIM BOARD TO PLATE WITH a 2 2x SYP D — #2 DOUBLE PLATE U.O.N. —. _ -- 0.131"x Ye" NA 3 ILS 8"O.C. - CLIENT: APPLY SHEATHING HORIZONTALLY FOR STUCCO — GYPSUM BOARD THREADED COUPLING AS REQUIRED MEDEROS HOMES APPLY SHEATHING HORIZONTALLY FOR STUCCO APPLICATIONS, EXCEPT THAT 7/16" STRUCTURAL 1 APPLICATIONS, EXCEPT THAT 7/16" STRUCTURAL 1 w PROJECT: STOCKS STREET TOWNHOME RATED OR 15/ 32" RATED SHEATHING MAY BE INSTALLED VERTICALLY. 2x_ SPF #2 STUDS @ 16"O.C. - U.O.N. (SEE WALL LAYOUT) RATED OR 15/ 32" RATED SHEATHING MAY BE INSTALLED VERTICALLY. I GYPSUM BOARD - - ,/ 2x_ SPF #2 STUDS @ 16"O.C. - U.O.N. (SEE WALL LAYOUT) _ X6" RATED SHEATHING, EXPOSURE 1. FASTEN WITH 0.131" x 2%z" NAILS @ 6"O.C. ON / RATED SHEATHING, EXPOSURE T1.= JOB NUMBER: - COUNTY: DUVAL NOTE: / EDGES AND 12"O.C. ON INTERMEDIATE SUPPORTS. ALL EDGES) ____`r NTE: - FASTEN WITH 0.131" x 2Yz" NAILS @ 6"O.C. ON - EDGES AND 12"O.C. ON INTERMEDIATE SUPPORTS. 8 SCALE: 3 SILL PLATES ON EXTERIOR WALLS \ (U.O.N.) (BLOCK SILL PLATES ON EXTERIOR WALLS \, (U.O.N.) (BLOCK ALL EDGES) 1 "" o X = T -O" (U.O.N.) SHALL BE ANCHORED BY THREADED RODS SUPPLEMENTED BY ADDITIONAL :; THREADED THREADED ROD ASSEMBLY AT "C' BE ANCHORED BY THREADED RODS SUPPLEMENTED BY ADDITIONAL -�_ E s DO NOT SCALE THIS DRAWING m RELEASE DATE: m 07-01-19 ANCHOR BOLTS AS REQUIRED TO MAINTAIN MAXIMUM 48"O.C. SPACING NOTED SPACING (SEE DETAIL THIS SHEET) I ANCHOR BOLTS AS REQUIRED TO MAINTAIN MAXIMUM 48"O.C. SPACING THREADED ROD ASSEMBLY AT NOTED SPACING (SEE DETAIL "C" THIS SHEET)REVISIONS: (U.O.N.) U.O.N:) INSET WALLY2" - 2x- TREATED SYP #2 SILL PLATE WITH ANCHORS (SEE DETAIL "C" THIS SHEET) INSET 2x_ TREATED SYP #2 SILL PLATE WITH ANCHORS FOR STUCCO APPLICATIONS WALLY' FOR STUCCO APPLICATIONS( SEE (SEE DETAIL "C" THIS SHEET) =DRAWN BY: DJM _ " SEE FOUNDATION DETAILS L' �— SEE FOUNDATION DETAILS m CHECKED BY: FSS TITLE: B SECTION - TYPICAL EXTERIOR TWO STORY WALL FRAMING DETAILS A SECTION - TYPICAL E KTERIOR ONE STORY WALL - SHEET 1 of 3 SD -3 SD -3 a SHEET: SD -3 � —SILL PLATE (BELOW) 2x_ CORNER FRAMING FULL U T TTL K SBFT G HENGINEEMG, HEIGHT STUDS (TYPICAL) INC. 2x_ SPF #2 SOLE PLATE (U.O.N.) NAIL TO 8,4ND (2) ROWS OF 0.131"x 3 11481 OLD ST. AUGUSTINE RD., SUITE # 202 m JACKSONVILLE, FL. 32258 BOARD WITH 0.131"x 34" NAILS @ 6"O.C: — - — - NAILS @ 12"O.C. STAGGERED (TYPICAL) w P: 904.886.2401 F: 904.260.4367 www.HulsbergEngineering.com BAND BOARD FLORIDA C.A. NUMBER: 46 E 2x6 OR 2x8 FRAMED WALL SILL PLATE (BELOW) OPEN WEB TRUSS 2x4 CORNER FRAMING FULL HEIGHT STUDS = NO. 0 MINIMUM OF (3)2x4 BLOCKS 12" LONG NAILED 791 SHEATHING CONTINUOUS FROM BAND BOARD TO UPPER PLY OF DOUBLE PLATE. FASTED WITH WITH 4 0.131"x 3'/a" NAILS TO EACH ADJACENT STUD O EDGE NAILING REQUIREMENTS OF UPPER IVALL ALTERNATE: INSTALL SOLID STUD IN THIS ; TOENAIL TRUSS TO PLATE WITH SPACE a (2)0.131`x 3Ya" NAILS DOUBLE PLATE (U.O.N.) 2x4 CORNER FRAMING FULL HEIGHT STUD ��FL (2 ROWS OF 0.131' 3 4" NILS }�E'�16!'$d'/�1 @ 12"O.C. 2x4 FRAMED WALL a COMMEN S: C SECTION - TYPICAL OPEN WEB FLOOR TRUSS _ F J SECTION - TYPICAL FRAMING AT 90° CORNERS SD-4 - 3 SD-4 SD-4 NAIL SCAB TO TOP CHORD WITH (4) 0.131"x 3%" NAILS METAL CONNECTOR REQUIRED METAL CONNECTOR - (SEE CONNECTION SCHEDULE) ----, NOT REQUIRED ADD 2x4 VERTICAL SCAB IN EACH TRUSS IF NO WEB IS PRESENT UPLIFT CONNECTOR (AS NOTED)3) 0.131"x 3Ya" NAILS TYPICAL AT RCH -- TRUSS DOUBLE PLATE 2x4 SPF BLOCKING- NAIL WITH (2) 2x4 X-BRACE ACROSS LENGTH OF DOUBLE PLATE 0.131"x 3/a" NAILS AT EACH END (END NAIL OR TOENAIL) SHEARWALL 2x SPF #2 STUDS 16"O.C. 2x SPF #2 STUDS @ 16"O.C. @ NAIL SCAB TO PLATE WITH (3) c _ /a 0.131 "x 3" TOENAILS X" TRUSS (AS NOTED) CONCRETE 10d CUT NAIL THREADED ROD ASSEMBLY OR 1 QUICK-TIE AT NOTED SPACING @ 24"O.C. OR 4"x 3 4" TAPCON SCREW @ 32"O.C. 1 TRUSS BOTTOM CHORD 2x4 BLOCKING BETWEEN TRUSSES 2x TREATED SYP #2 2x TREATED SYP #2 NAIL PORCH SHEATHING AS NOTED TOENAILED TO DOUBLE PLATE WITH /" 0.131"x 3 a NAILS 4" OC SILL PLATE SILL PLATE - . • Y a; ; �, OFFICE COPY EXTERIOR FRAMED WALL DOUBLE PLATE � _ - MINIMUM %6" RATED SHEATHING, UPLIFT (ROOF) - RODS OR QUICK-TIE FLOOR LOAD ONLY OR EXPOSURE I FASTEN AS NOTED ROOF WITH UPLIFT RELEASED ON WALL LAYOUT (BLOCK ALL EDGES) m CLIENT: SECTION - EXTERIOR WALL PERPENDICULAR TO TRUSS SECTION - INTERIOR SHEARWALL PERPENDICULAR TO TRUSS MEDEROS HOMES METAL CONNECTOR METAL CONNECTOR OR (AS NOTED) SD-4 SD-4 SECTION ONLY APPLIES WHEN REFERENCED BLOCKING REQUIRED (AS NOTED) SIMPSON SDWC 15600 SCREW a PROJECT: o STOCKS STREET TOWNHOME @ 32"O.C. - U.O.N. t NAIL EACH END OF BLOCKING TO DOUBLE PLATE DOUBLE PLATE t JOB NUMBER: COUNTY: TRUSS (AS NOTED) BOTTOM CHORDS WITH 3 0.131"x 3%" O o ' SCALE: INSTALL 2x4 BLOCKING BETWEEN / �� 2x SPF #2 STUDS @ 16"O.C. o %" = 1'-0" (U.O.N.) 2x4 SPF NAILER- NAIL TO TOP PLATE WITH TRUSS BOTTOM CHORDS 12"O.C. / @ —SHEATHING ' 0.131 "x 3 /a" NAILS @ 6"O.C. / 2x SPF #2 STUDS 16"O.C. SIMPSON SDWC 15450 SCREW DO NOT SCALE THIS DRAWING v RELEASE DATE: ` BOTTOM CHORD OF TRUSS - --NAIL EACH BLOCK TO DOUBLE PLATE WITH 3 O @ @ 32"O.C. - U.O.N. — ANCHOR BOLTS AT NOTED � 2x TREATED SYP #2 z 07-01-19 T REVISIONS: �0.131"x 3%" NAILS SPACING (48" O.C. MAXIMUM) SILL PLATE \ NAIL P PORCH SHEATHING AS NOTED I- ' —2x TREATED SYP #2 ANCHOR B LT 0 S AT NOTED DRAWN BY: -DOUBLE PLATE SILL PLATE PACING (32" O.C. MAXIMUM) EXTERIOR FRAMED WALL°' ,--------MINIMUM /6" RATED SHEATHING, a u u <j DJM - m CHECKED BY: FSS EXPOSURE I FASTEN AS NOTED i : — — _ ._ ON WALL LAYOUT (BLOCK ALL EDGES) SHEARWALL UPLIFT (ROOF) - SCREWS TITLE: FRAMING DETAILS E SECTION - EXTERIOR WALL PARALLEL TO TRUSS H SECTION - INTERIOR SHEARWALL PARALLEL TO TRUSS K SECTION - INTERIOR WALL CONDITIONS BEARING AND/OR SHEARWALL = SHEET 2 of 3 SD-4 SD 4 THIS SECTION ONLY APPLIES WHEN REFERENCED SD-4 m SHEET: SID-4 (TYPICAL DOUBLE PLATE SPLICE) 48" MINIMUM SPLICE LENGTH�IN( JOINT IN LOWER PLATE JOINT MINIMUM NAILING OF TYPICAL HEADER TO KING STUD CONNECTION (SEE TABLE) / UPPER PLATE NAIL EACH PLY OF KING AND STUDS TOGETHER (2) 2x_ SYP #2 DOUBLE PLATE (U.O.N.) NAIL PLATES WITH 0.131"x 3" UL SB ERG (16) 0.131"x 3" NAILS IN THIS ZONE. I THREFIDED WITH 0.131"x 3Ya" NAILS @ 6"O.C. STAGGERED ROD ASSEMBLY CENTERED (TYPICAL) TYPICAL STUD TO I I NAILS @ 8"O.C. STUD TO PLATE NAILING ENGINEERING, INC. ON SPLICE IN PLATE OR THREADED ROD DOUBLE PLATE STAGGERED " m 11481 OLD ST. AUGUSTINE RD., SUITE # 202 8" MAX. r� 6" MAX. ASSEMBLY JOINT. WITHIN 12" 6" ON EACH SIDE OF JACK STUD AND KING CONNECTION I L MAX. STUD REQUIREMENTS I TYPICAL FRAMING AT CHANGE IN STUD SIZE END NAIL TOENAIL JACKSONVILLE, FL. 32258 - P: 904.886.2401 F: 904.260.4367 u ( SEE WALL LAYOU I "I PLATE HEIGHT MSTA36 STRAPI 2x4 (2) (3) 2x6 (3) (4) www.HulsbergEngineedng.com FLORIDA C.A. NUMBER: 25846 e CENTERED ON THREADED ROD ASSEMBLY WITHIN I I CHANGE IN PLATE HEIGHT 2x8 (4) (5) 6" OF SPLICE IN LOWER PLATEI ALTERNATE: IF ROD IS GREATER I f 2x4 BLOCKING BETWEEN 2x10 (5) (6) Jc ✓��',� NAIL EACH PLATE TO STUD STUDS '• THAN 6" FROM SPLICE -ADD \ JACK \ / "x ' TOENAIL OR ENDNAIL EACH END * ALL NAILS NOTED ARE 0.131"x 3Ya" a N SSP AT SPLICE. WITH (3) 0.131 3 NAILS - TOENAIL OR ENDNAIL TO Er 0791 (TYPICAL) ADJACENT e STUD WITH (3) 0.131"x 3Ya" 7� - NAILS yk '" r 2x SPF #zSTUDS HEADER TO KING NAILING - OF @ 16"O.C. (U.O.N.) i P. •' (SEE WALL LAYOUT) 2x6 (3) NAILS PER PLY s S, �`Z' '' 07 �'�6 Q i4�� DOUBLE SILL REQUIRED WHERE OPENING 2x8 (4) NAILS PER PLY eyV WIDTH EXCEEDS 61" U,O.NJ 1�11q q+5omi`" aCO M TS: _ THREADED ROD 2x10 (5) NAILS PER PLY ASSEMBLY AT T � .� I NOTED SPACING 2x12 (6) NAILS PER PLY JOINT IN SILL PLATE - TREATED 9%" OR 9 q° �2x_ SYP SILL PLATE LVL (5) NAILS PER PLY E 11 � II II I U U II 11 11 11 u 11 11 II II II 11 II u u U U II II II 11 11 II ❑ I 11 11 11 I II 11 II 11 11 II II II II II II II u u 11 U U U U u u u u \ 7 11 WOR 11 -4 LVL (6) NAILS PER PLY E SE THREADED ROD ASSEMBLY 4" MIN.; (BEYOND) 12" MAX. ANCHOR AS REQUIRED TYPICAL STUD TO SILL PLATE (SEE DETAIL "C" ON SHEET SD -3) \ CONNECTION 14" LVL (7) NAILS PER PLY _ BUILT-UP CORNER POST ANCHOR COUPLED TO THREADED ROD BUILT-UP POST (WHEN NOTED ON WALL LAYOUT) "C" 16" LVL (8) NAILS PER PLY (SEE DETAIL ON SHEET SD -3) NAIL EACH PLY WITH 0.131"x 3Ya" L DETAIL - TYPICAL WALL FRAMING CONDITIONS NAILS @ 6"O.C. STAGGERED iu 3 SD -5 12" MAX. U. --T OFFICE C0PY _T INSTALL MSTA24 STRAP INSTALL DSP CLIP @ 32"O.C. LOOPED OVER DOUBLE MAXIMUM SPACING (U.O.N.) PLATE. NAIL TO CRIPPLE ON q EACH SIDE WITH (6) m CLIENT: .131" x 1 XY NAILS. MEDEROS HOMES /i DOUBLE PLATE JACKS AND KING STUDS - STRAP CRIPPLE 1 PROJECT: (AS NOTED) TO HEADER WITH HEADER (AS NOTED) LSTA18 STRAP $ STOCKS STREET TOWNHOME 2x_ BLOCKING (TYPICAL) JOB NUMBER: COUNTY: 3)0.131"x 3'/a" TOENAILS ATEACF TYPICAL END __ _-__ -- --_-_ -_--- __- THREADED -- — -- ---- -- - THREADED a 1Q.11031 DUVAL 3 SCALE: 1 I 1' 0" U.O.N. AIL EAC SILL PLY TO KING STUD ROD ASSEMBLY ROD ASSEMBLY = a ) - WITH (3) 0.131"x 34' NAILS - TOENAIL l u i 1 - Do NOT SCALE THIS DRAWING OR ENDNAIL (TYPICAL) NOTE: n NOTE: RELEASE DATE: BEVEL BLOCKING AS REQUIRED FOR MINIMUM 1 THREADED ROD ASSEMBLY I ! THREADED ROD ASSEMBLY 07-01-19 E REVISIONS: /z" NAIL PENETRATION INTO MAIN FRAMING NOT REQUIRED AT GARAGE NOT REQUIRED AT GARAGE r MEMBERS. (TYPICAL) \ DOOR OPENINGS (U.O.N.) DOOR OPENINGS (U.O.N.) (2) 2x_ SILL II 11 ii u �u u u c n i =DRAWN BY: Tju DJM SHEATHING MAY CANTILEVER UP TO 2" ANCHOR AS REQUIRED �� ANCHOR AS REQUIRED u Y. MAXIMUM PAST SUPPORTS. ALL WINDOW FSS ATTACHMENTS MUST BE ANCHOf�tED INTO 2x_ FLUSH HEADER CONDITION DROPPED HEADER CONDITION TITLE. MEMBERS. _ FRAMING DETAILS DETAIL - TYPICAL ARCH TOP OPENING DETAIL DOUBLE PLATE STRAPPING OVER WIDE OPENINGS SHEET 3 of 3 M N - SU -5 SD -5 THIS DETAIL ONLY APPLIES WHEN SPECIFICALLY REFERENCED SHEET s (1 _ J o e END VERTICAL BRACING REQUIREMENTS BRITTLE FINISH BRACING 16110.C• 24"O.C. FLEXIBLE FINISH 16"O.C. 24"O.C. NONE REQUIRED 0" TO 53" 0" TO 47" 0" TO 67" 0" TO 59" 20 L -BRACE 54" TO 114" 48" TO 99" 68" TO 145" 60" TO 126" 2x6 L -BRACE 115" TO 182" 100" TO 158" 146" TO 232" 127" TO 201" NOTE: BRITTLE FINISHES ARE STUCCO OR ADHERED VENEER FLEXIBLE FINISHES ARE WOOD SIDING, HARDI-PANEL, BRICK VENEER, ETC. RATED ROOF SHEATHING _2x_ L -BRACE NAILED TO VERTICAL WEB WITH 0.131"x 3" NAILS @ 6"O.C. —VERTICAL WEB IN GABLE END TRUSS 2x_ LOOKOUTS AT 48"O.C. SPACI GI III CA DETAIL - TYPICAL VERTICAL BRACING AT GABLE END SD -6 2x4 SYP BLOCKING BETWEEN LOOKOUTS H2.5AAT EACH LOOKOUT EXTERIOR SHEATHING SHALL 2x4 LOOKOUTS @ 48"O.C. FOR BE NAILED TO BOTTOM CHORD OVERHANG OF TRUSS WITH / ROOF SHEATHING (AS NOTED) 0.131"x 2 1/2" NAILS @ 6"O.C.I (U.O.N. ON WALL LAYOUT) BALLOON FRAMED STUDS (AS NOTED) SINGLE PLATE NAIL TO TRUSS BOTTOM CHORDWITH 0.131" x NAILS @ 6"O.C. D DETAIL - BALLOON FRAMED GABLE END (LOW CEILI�JG VAULT) sD-6 INTERIOR CEILING PITCH IS EQUAL TO OR LESS THAN% OF EXTERIOR ROOF PITCH H2.5A A1- EACH LOOKOUT 2x4 LOOKOUTS @ 48"O.C. FOR E SD -6 ROOF SHEATHING (AS NOTED) 2x4 SYPBLOCKING BETWEEN FRAMED STUDS (AS DOUBLET PLATE INTERIOR VAULT EXTERIOR SHEATHING SHALL BE NAILED10 UPPER PLY OF DOUBL PLATE WITH 0.131"x''. %" NAILS @ 6"0 C. (U.O.N. bN WALL LAYOUT) DETAIL - BALLOON FRAMED GABLE END (HIGH CEILING VAULT INTERIOR CEILING PITCH EXCEEDS X2 OF EXTERIOR ROOF PITCH SHEATHING ROOF TRUSS (BY OTHERS) WITH I BRACE (IF REQUIRED) I I I TO REPLACE (1) ROW OF LATERAL BRACING I I INSTALL 2x4 No.2 SYP T -BRACE NAILED TO I II •� EACH PLY OF TRUSS WEB AT 6"O.C. WITH I <; 0.131" x 3" NAILS TO REPLACE (2) ROWS OF Ii LATERALBRACING INSTALL 2x6 No.2 SYP I I T- BRACE NAILED TO EACH PLY OF TRUSS - I ---- WEB WITH 0.131" x 3" NAILS @ 6"OC. ------- ------ 1 I _ NOTE: T -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. B SECTION - TYPICAL T -BRACE SD -6 NAIL BRACE TO BLOCKING WITH (5) 0.131"x 34' NAILS 2x6 BLOCKING BETWEEN TRUSSES WITH (3) 0.131"x 3X4" NAILS EACH END ROOF SHEATHING (AS NOTED) LAST TRUSS IN ROW REQUIRING BRACING T _�� NAIL DIAGONAL BRACE TO BLOCKING WITH (3) NAILS U 2x4 BLOCKING - TOENAIL OR ENDNAIL HENGINEERING, INC. EACH END TO ADJACENT TRUSS WITH RATED ROOF SHEATHING - 11481 OLD ST. AUGUSTINE RD., SUITE # 202 (3) NAILS NAIL DIAGONAL BRACE TO INTERMEDIATE JACKSONVILLE, FL. 32258 WEBS WITH (2) NAILS P: 904.886.2401 F: 904.260.4367 www.HulsbergEngineering.com I 2x4 SPF No.2 DIAGONAL BRACE FLORIDA C.A. NUMBER: 25846 (TYPICAL AT EACH END OF CONTINUOUS LATERAL BRACING) NAIL DIAGONAL BRACE TO TRUSS WEB WITH (3) NAILS 3 CONTINUOUS LATERAL BRACE (QUANTITY I AND LOCATION DEFINED BY TRUSS SHOP , > DRAWING.) < NAIL CONTINUOUS LATERAL BRACE TO EACH TRUSS WEB WITH (2) NAILS j ROOF TRUSSES (BY OTHERS) (3) TRUSSES I IMUM NOTES: I 1) CONTINUOUS LATERAL BRACES SHALL BE 2x4 FOR CONTINU S LATERAL B CE No.3 SYP OR 2x4 No.2 SPF OR BETTER (U.O.N.) 2) ALL NAILS SHOWN SHALL BE 0.131"x 3" NAILS (U.O.N.) - DETAIL - TYPICAL LATERAL TRUSS BRACING SD -6 13 E (3,10.131"x 3%4" TOENAILS AT EACH LOOKOUT TO TOP CHORD OF TRUSS. 2x4 BLOCKING REQUIRED BETWEEN LOOKOUTS 2x_ BARGE RAFTER ZFASCIA (BY OTHERS) 2x4 LOOKOUTS @ 48"O.C. \�� I H3 CLIP OR SDWC 15450 OR EQUAL AT EACH LOOKOUT GABLE END TRUSS (DROP GABLE) �� I —2x6 BRACE SPACED @ 48"O.C. I) I I UNLESS OTHERWISE NOTED ON ROOF LAYOUT. ADD 2x4 T -BRACE NAILED @ 6"O.C. WITH 0.131"x MY NAILS IF BRACE LENGTH EXCEEDS 9'-0". LSTA12, LTP4, OR SDWC 15600 \ @ 48"0.C. SEE DETAIL "G" ON SD -6 WHERE THREADED RODS GBC CLIP- (2) REQUIRED AT EACH BRACE ARE SPECIFIED. TOENAIL BOTTOM CHORD OF GYPSUM BOARD CEILING TRUSS TO DOUBLE PLATE WITH 0.131"x 3X" NAILS @ 8"O.C. 'f --2x4 DRYWALL BACKING INSTALLED NOTE: CONTINUOUSLY BETWEEN BRACES ALL MEMBERS SHALL BE #2 SYP. SECTION - GABLE END DIAGONAL BRACING sD-s THREADED ROD NOT SHOWN FOR CLARITY NUT & 3"x 3"x X" WASHER (SEE THREADED ROD ASSEMBLY DETAILS.) 12" LONG 2x_ SCAB MATCH BOTTOM CHORD) WITH %" SPACERS - NAIL wl (3) 0.131"x 3" NAILS BOTTOM CHORD OF GABLE END TRUSS THREADED ROD ASSEMBLY SECTION A -A ')„n i nnvni ITO n AO'n _I–w—_. FOR OVERHANG H3 OR EQUAL AT EACH LOOKOUT ROOF SHEATHING (AS TOP CHORD OF GABLE END TRUSS VERTICAL WEB OF GABLE E TRUSS NUT & 3"x 3"x X" WASHER 12" LONG SCAB ( MATCH BOTTOM CHORD) WITH j/2" SPACERS BOTTOM CHORD OF GABLE END TRUSS (2) 2x_ DOUBLE PLATE THREADED ROD ASSEMBLY 2x—STUDS G SECTION - PLATFORM FRAMED GABLE END SD -6 OFFICE COPY MEDEROS HOMES PROJECT: STOCKS STREET TOWNHOME 0 JOB NUMBER: COUNTY: l'-0" (U.O.N.) DO NOT SCALE THIS DRAWING RELEASE DATE: 07-01-19 REVISIONS: DRAWN BY: DJM CHECKED BY: FSS TITLE: TRUSS BRACING AND GABLE DETAILS SHEET: SD -6 NOTE: ATTACH DOUBLE PLATE TO STUD PER DETAIL'G" ON SD -7 UPPER LEVEL STUD CS16 STRAP (CUT TO LENGTH) FROM UPPER STUD TO BEAM BELOW @ 32"O.C. (U.O.N.). NAIL INTO UPPER STUD WITH (11) 10d AND NAIL 1 INTO BEAM WITH (11) 10d NAILS. BEGIN NAILING 1" MINIMUM ABOVE SOLE PLATE BEGIN NAILING 1" MINIMUM BELOW TOP OF BEAM BEAM (AS NOTED) DETAIL - UPPER LEVEL STUD OVER BEAM SD -7 THIS DETAIL ONLY APPLIES WHEN SPECIFICALLY REFERENCED MONOLITHIC FOUNDATION - EXTERIOR Y8" x 6" TITEN HD SCREW ANCHOR or %" x 6" SCREW ANCHOR BY HURRI-BOLT, INC. or %" THREADED ROD SET 4X" INTO ADHESIVE STEMWALL FOUNDATION - EXTERIOR X" THREADED ROD SET 7" INTO ADHESIVE INTERIOR APPLICATIONS - IF EDGE DISTANCE EXCEEDS 5" USE MONOLITHIC CONDITION M DETAIL - TYPICAL DTT2-Z INSTALLATION SD -7 (USP DTB-TZ SIMILAR) MONOLITHIC FOUNDATION - EXTERIOR X" x 12" TITEN HD SCREW ANCHOR or %" THREADED ROD SET 7" INTO ADHESIVE STEMWALL FOUNDATION - EXTERIOR %" THREADED ROD SET 12" INTO ADHESIVE INTERIOR APPLICATIONS - IF EDGE DISTANCE EXCEEDS 5" USE X" x 12" TITEN HD SCREW ANCHOR or %" x 8" TITEN HD SCREW ANCHOR or %" THREADED ROD SET 6" INTO ADHESIVE DETAIL - TYPICAL HTT5 INSTALLATION SD -7 (USP PHD5 SIMILAR) MONOLITHIC FOUNDATION - EXTERIOR X" THREADED ROD SET 12" INTO ADHESIVE STEMWALL FOUNDATION - EXTERIOR Y8" THREADED ROD SET 12" INTO ADHESIVE INTERIOR APPLICATIONS - IF EDGE DISTANCE EXCEEDS 5" USE /8" THREADED ROD SET 8" INTO ADHESIVE Q DETAIL - TYPICAL HDU8 INSTALLATION SD -7 (USP PHD6 SIMILAR) EXTERIOR BEAM (AS NOTED) DOUBLE PLATE NOTCH BEAM AS REQUIRED TO FIT BENEATH DOUBLE PLATE BEAM BEARS ON (2) 2x_ JACKS (TYPICAL - U.O.N.) CONDITION:1 (NOTCHED : INSTALL DSP CLIPS @ 24" O.C. OR SPH_ @ 32"O.C. EXTERIOR BEAM (AS NOTED) DOUBLE PLATE BEAM INSTALLED BENEATH DOUBLE PLATE BEAM BEARS ON (2) 2x_ JACKS (TYPICAL - U.O.N.) CONDITION: 2 (DROPPED BEAM) DETAIL - EXTERIOR BEAM TO WALL CONNECTION ALTERNATE ANCHOR: �--� YY x 6" TITEN HD �Z EXTERIOR BEAM (MECHANICALLY GALVANIZED) (AS NOTED) WITH 2" x tA" WASHER H6 CLIP FROM. POST TO BEAM LAP BEAM PLIES AND NAIL AS SHOWN - (5) 0.131"x 3y4" NAILS PER PLY PT POST (AS NOTED) `-H6 CLIP FROM POST 1 h \,\-EXTERIOR BEAM BEAM jjI,I I 1 d) illi PT POST (AS NOTED) 1 ABU POST BASE (AS NOTED) III ��• �(AS NOTED) PLAN VIEW AT TOP OF POST ° o %" THREADED ROD - ° • � WITH NUT SET IN 0 ADHESIVE (7" EMBEDMENT) ri a r r c c ° a e ii °II i SIDE VIEW AT BASE OF POST DETAIL - TYPICAL CONNECTIONS AT EXTERIOR POST �- INSTALL SSP or SPH_ CLIPS AT 32"O.C. AT DOUBLE PLATE ALTERNATE: MSTA24 STRAP LOOPED OVER DOUBLE PLATE NAILED WITH (6) 10d x 1 Y2" NAILS INTO EACH SIDE OF STUD - UPPER LEVEL STUD CS16 STRAP (CUT TO LENGTH) FROM UPPER STUD TO HEADER BELOW @ 32"O.C. (U.O.N.). NAIL INTO UPPER STUD WITH (11) 10d AND NAIL INTO HEADER WITH (11) 10d NAILS. BEGIN NAILING 1" MINIMUM ABOVE SOLE PLATE NAILING NOT REQUIRED BETWEEN UPPER SILL PLATE AND LOWER DOUBLE PLATE. FLOOR SYSTEM (AS NOTED) BEGIN NAILING 1" MINIMUM BELOW DOUBLE PLATE DOUBLE PLATE LOWER LEVEL HEADER (AS NOTED) DETAIL - CONNECTION OF UPPER LEVEL STUD TO HEADER BELOW THIS DETAIL ONLY APPLIES WHEN SPECIFICALLY REFERENCED ULSBERG ENGINEERING, INC. 11481 OLD ST. AUGUSTINE RD., SUITE # 202 JACKSONVILLE, FL. 32258 P: 904.886.2401 F: 904.260.4367 FLORIDA C.A-NW MR: 25846 1 y + y �tv i y NNSF 0 y 5079 Z F 0+>�IIWtP Y�e FL PE No. 50791 3 E OFFICE COPY CLIENT: 3 MEDEROS HOMES PROJECT: STOCKS STREET TOWNHOME s" 2 JOB NUMBER: COUNTY: 3 DLJVAL 03 SCALE: %" = V-0" (U.O.N.) DO NOT SCALE THIS DRAWING RELEASE DATE: 07-01-19 REVISIONS: DRAWN BY: DJM CHECKED BY: FSS g TITLE: METAL CONNECTOR DETAILS SHEET: SD -7 Metal Connector Fastening Schedule Simpson ID FL # MITE ID FL # Fasteners Anchorage U.O"N.) A35 10446.1 MPA1 17244.23 (12)0.131"x 1%" Na ABU44 - Z 10860.4 PAU44 - TZ 17239.13 (12) 0.162"x 2%" or (12) 0.162"x 31A" 518" w/ 7" embed ABU66 - Z 10860.4 PAU66 - TZ 17239.13 (12) 0.162'x 2%" or (12) 0.162" x 31/." 518" w17" embed CS16 10852.2 RS150 17244.27 (11) 0.149'x Tin each end - (22) total Na DSP 10456.1 RSPT6-2 17244.29 (8) 0.148"x 114" into studs (6) 0.148"x 1%" into double plate n/a DTT2Z 10441.1 DTB-TZ 17219.1 (8) M." x 1 h" SDS I/V w/ 4'/" embed (mono) & 7' embed (stem) GBC 10861.3 HC520 WA (5) 0.131"x 112" into gable brace (7) 0.131" x 214- into double plate Na H2.5A 10456.3 n/a: use RT7 17236.11 (5) 0.131"x 214" in each end - (10) total Na H2.5r 10446.8 Na: use R17 17236.11 (5) 0.131" x 1%" in each end - (10) total Na H3 10456.3 RT3A 17236.11 (4) 0.131"x 214" in each end - (8) total n/a H6 10456.3 LF(A6 17244.17 (8) 0.131"x 2F" in each end - (16) total n/a H8 10446.8 RTBA 17236.11 (5) 0.148"x 1 h" in each end - (10) total n/a HDQ8 10441.3 Na: use UPHD8 17219.6 (20)1/." x T SDS 7/6'w/ 12" embed HDU5 10441.4 PHD5 17219.4 (14)1/." x 21/:" SDS 518" w/ 7' embed (mono) & 12" embed (stem) HDU8 10441.4 PHD6 17219.4 (20)1/4" x 3" SDS 7/8" w/ 12" embed HETA12 14473.3 HTA12 17680.4 (7) 0.148" x 1'4" V embed HTS20/24/30 10456.6 HTW20124/30 17244.8 (10) 0.148" x Tin each end - (20) total We HTSM16!20 11473.12 HTVVM16120 6223.2 (8) 0.148"x T into wood (4)1/4"x 21/4" Titen into CMU (4)1/4" x 1'4" Titen into concrete n/a HTr4 11496.6 HT -174 17324.2 (18) 0.162" x 214" 518" w/ 7" embed (mono) & 12" embed (stem) HTt5 11496.6 HTr5 17324.2 (26) 0.167x 2114" 518" w/ 7" embed (mono) & 12" embed (stem) LTP4 10446.13 MP4F 17244.24 (12) 0.131" x 114" We LSTA18 10852.6 LSTA 18 17244.18 (7) 0.148"x Tin each end - (14) total n/a LTS12 10456.7 LTW 12 17244.8 (6) 0.148"x 3" in each end - (12) total rVa MSTA24 10852.9 MSTA24. 17244.18 (9) 0.148" x Tin each end - (18) total Ma MSTAM24 11473.11 MSTAM24 17325.1 (9) 0.148"x Tinto wood (5)1/." x 2W Tian into CMU (5)1/4" x 1'/." Titen into concrete n/a MSTA30 10852.9 MSTAW 17244.18 (11) 0.148" x 3" in each end - (22) total n/a MSTA36 10852.9 MSTA36 17244.18 (13) 0.148"x Tin each end - (26) total Na MSTAM36 11473.11 MSTAM36 17325.1 (13) 0.148"x3" lmo wood (8)1/." x 21/4" Titen into CMU (8)1/4" x 13/4" Then into concrete n/a MTT12/20 10456.8 MTVV12(20 17244.8 (7) 0.148'x Tin each end - (14) total We M1SM16120 11473.12 HTVVM16/20 6223.2 (7) 0.148"x 3' into wood (4)1/." x 21/4' Tten into CMU (4) %" x 1'/4" Tien into concrete We PA51 13326.4 TA51 WA (14) 0.162"x T4" or (14) 0.162"x 31W 4" embed SPI -14/6 10456.12 SPTH4/6 17244.32 (12)0.148"x 1%" We SSP 10446.1 RSPT6 17244.29 (4)0.148"x11%"into studs (3) 0.148"x 11/2" into double plate Na STHD14 13326.7 ISTAD14 17230.3 (30) 0.148" x 3 M." 14" embed Notes: 1.) All connectors manufactured by Simpson Strong -Tie or MiTEK/USP (U.O.N.) 2.) Mono = monolithic concrete; stem = masonrystemwall or bond beam 3.) Anchorage refers to threaded anchors with noted diameters and embedmentdepths ULSBERG ENGINEERING, INC. 11481 OLD ST. AUGUSTINE RD., SUITE # 202 JACKSONVILLE, FL. 32258 P: 904.886.2401 F: 904.260.4367 FLORIDA C.A-NW MR: 25846 1 y + y �tv i y NNSF 0 y 5079 Z F 0+>�IIWtP Y�e FL PE No. 50791 3 E OFFICE COPY CLIENT: 3 MEDEROS HOMES PROJECT: STOCKS STREET TOWNHOME s" 2 JOB NUMBER: COUNTY: 3 DLJVAL 03 SCALE: %" = V-0" (U.O.N.) DO NOT SCALE THIS DRAWING RELEASE DATE: 07-01-19 REVISIONS: DRAWN BY: DJM CHECKED BY: FSS g TITLE: METAL CONNECTOR DETAILS SHEET: SD -7 ULSBERG ENGINEERING, INC. DOUBLE PLATE m 11481 OLD ST, AUGUSTINE RD.. SUITE # 202 JACKSONVILLE FL. 32258 P:904.886.2401 F 904.260.4367 Qwww.HulsbergEngineering?com FLORIDA C y,,N v1S%25846 o s �° MINIMUM 3" x HEADER (SEE LAYOUT) MAYBE W/4" FASTEN SHEATHING TO HEADER---'° /• 507 ' 9y IN 3" GRID PATTERN AND FASTEN RAISED TO BOTTOM OF DOUBLE PLATE _ SHEATHING TO ALL FRAMING @ 3" O.C. ° (MAXIMUM 10' HEIGHT) MINIMUM (3) 2x4 FLATWISE _ USE 0.131' x 2/ NAILS AT REQUIRED AT TOP OF OPENING WITH RAISED HEADER'_ - '. S TE F - ALL LOCATIONS (U.O.N.)e - FASTEN PLATE TO HEADE " ° d°;a ° a FLO 64 36M vSQ�4`�� •• 2) MSTA30 STRAPS , �L PE No. 50791 W/ (2) ROWS OF 0.131 x 3 /" @ 3" O.C. MINIMUM (3) STUDS--, ° �a �°°!' ° ° d COMMENT ° w 6"RATED SHEATHING— MINIMUM % G — .MINIMUM (2) STUDS Q z�` APPLY SHEATHING HORIZONTALLY / ° ° CD Qui r FOR STUCCO APPLICATIONS, EXCEPT °' _ o THAT %6" STRUCTURAL 1 RATED J/ / ° ° w' OR'%2" RATED SHEATHING MAY BEa w INSTALLED - °;'.� ° ° ° VERTICALLY 6 < j lo�!� NOTE: SHEATHING ONLY SHOWN ¢ q FOR NARROW WALL SECTION ° ° / REMAINING SHEATHING NOT o _ TYPICAL BLOCKING AT PANEL EDGES WITH- 0.131" x 3" NAILS @ 3" O.C. IN EACH PANEL EDGE ° ° SHOWN FOR CLARITY o - OFFICE COPY EMBEDDED STRAP PER � DETAIL "F" ON SHEET SD -1 a / CLIENT: (OR HTT5 IF NOTED) /, - MEDEROS HOMES u Y8" EPDXIED ANCHOR BOLT ° PROJECT w/ 7" MIN. EMBEDMENT w/ STOCKS STREET TOWNHOME MINIMUM 2" x 2" x %6" -EMBEDDED STRAP PER - PLATE WASHER DETAIL "F" ON SHEET SD -1 JOB NUMBER:couNrv: 0_3L �D;UvAOL �'✓I (OR HTT5 IF NOTED) SCALE: 1'-0" (U.O.N.) - -- -- DO NOT SCALE THIS DRAWING --� RELEASE DATE: 07-01-19 REVISIONS. = ---CONCRETE FOOTING PER FOUNDATION PLAN _ DRAWN BY: - DJM CHECKED BY. - FSS -- _� TITLE: APA WALL DETAIL DETAIL - NARROW WALL METHOD DETAIL SHEET: A = SID -8 QUICK TIE SYSTEM GENERAL NOTES: 1. PROVIDE THE FOLLOWING PRODUCTS AS MANUFACTURED BY QUICK TIE PRODUCTS, INC.: a. QT- ASSEMBLIES (INCLUDES- WIRE ROPE, END FITTINGS, WASHERS, ND OTHER ASSOCIATED HARDWARE) b. QUICK TIE QE -1 QUICK SET ANCHORING EPDXY; POWERS AC 100 TE OR GOLD EPDXY SHALL BE USE FOR ALL QT ANCHORING. c. OTHER MISCELLANEOUS METAL HARDWARE 2. QUICK TIE PRODUCTS MUST BE INSTALLED BY A FACTORY TRAINED AND C RTIFIED INSTALLER, 3. THE QT ASSEMBLIES PROVIDE WALL UPLIFT RESISTANCE AND HOLD -DO N RESISTANCE FOR SHEAR WALLS AND GIRDERS FROM THE UPPERMOST TOP PLATE OR GIR ER THROUGH TO THE FOUNDATION OF THE BUILDING SYSTEM. 4. INSTALLATION: a. ALL QUICK TIE ANCHORAGES SHALL BE INSTALLED BY TRAINED INST LLERS IN ACCORDANCE WITH QUICK TIE INSTALLATION REQUIREMENTS. 5. CONCRETE - THE CONCRETE WILL BE DRILLED BY THE QUICK TIE INSTALLER DURING THE INSTALLATION PROCESS. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ENSURING THAT THE CONCRETE RECEIVING THE EPDXIED STUD HAS REACHED A MINIMUM OF 2,500 psi COMPRESSIVE STRENGTH BEFORE THE QUICK TIES ARE PRE -TENSIONED, FURTHERMORE, THE GENERAL CONTRACTOR SHALL ENSURE THAT THE EPDXIED STUD REM0 S UNDISTURBED UNTIL THE EPDXY HAS ACHIEVED MINIMUM "LOAD TIME" FOR THE TEMPERATURE AND CONDITIONS INDICATED PER THE QE -1 ANCHORING EPDXY SPECIFICATIONS. QTO (ORANGE) ASSEMBLY DETAIL- QTO (ORANGE) SD -9 a� 1" DIA ROUND z a WASHER F)Z PLAN VIEW 'I �%" HEX NUT w/ 1" DIA. ROUND WASHER r2 Y4" x 2 Y4" x %8' STEEL WASHER �jf ,DOUBLE PLATE %" QUICK TIE 1 %6" QUICK TIE STEEL SWEDGE tl CABLE TO I FOUNDATION ELEVATION QTB (BLUE) - TOP PLATE CONNECTION TAIL - QT HOLDOWN-DOWN AT TOP PLATE v NOTE: --STEEL CABLE EPDXY OVERSPILL NOTE: EPDXY OVERSPILL %s' QUICK TIE2x EXTERIOR SHEATHING MUST BE SILL PLATE FASTENED TO BOTH STUDS. a INIMUM ONE STUD REQUIRED EXTERIOR EDGE PLA 2Y" x 2%" x %6" WA SHER WITHIN 3" ON EACH SIDE OF r[��QTB Ya' DIA. HOLE IN QTO (ORANGE) QUICK TIE NOTE: ASSEMBLY WITH N JT ASSEMBLY 3„13 %s' QUICK TIE fREQUIRED (BELOW DOUBLE PLATE) DETAIL- QTO (ORANGE) SD -9 a� 1" DIA ROUND z a WASHER F)Z PLAN VIEW 'I �%" HEX NUT w/ 1" DIA. ROUND WASHER r2 Y4" x 2 Y4" x %8' STEEL WASHER �jf ,DOUBLE PLATE %" QUICK TIE 1 %6" QUICK TIE STEEL SWEDGE tl CABLE TO I FOUNDATION ELEVATION QTB (BLUE) - TOP PLATE CONNECTION TAIL - QT HOLDOWN-DOWN AT TOP PLATE L D DETAIL - QTB (BLUE) AT 90 DEGREE CORNER SD -9 - QT HOLDOWN-DOWN AT z a 1 Y4' DIA ROUND z WASHER PLAN VIEW %" HEX NUT w/ 1 %" DIA. ROUND WASHER 3" x 3" x 3/6" STEEL WASHER ,DOUBLE PLATE Y6" QUICK TIE 1 e/6„ QUICK TIE STEEL SWEDGE CABLE TO FOUNDATION ELEVATION QTO (ORANGE) - TOP PLATE CONNECTION NOTE: EPDXY OVERSPILL REQUIRED i 5/6' QUICK TIE I - 2x SILL PLATE MIN. EDGE DISTANCE EXTERIOR EDGE PLAN VIEW OF CONCRETE ULSBERG ENGINEERING, INC. 11481 OLD ST. AUGUSTINE RD., SUITE # 202 JACKSONVILLE, FL. 32258 P: 904.886.2401 F: 904.260.47 www. H ulsbera Enaineerina E N SCE/ �- No g R S 3 '.0.(�, z a FL - FL COM NTS s AT p •��``; N ,NN D&rSiMPSij�l, PE PE No. 50791 t i OFFICE COPY CLIENT: 3 MEDEROS HOMES s PROJECT: STOCKS STREET TOWNHOME v NOTE: EPDXY OVERSPILL UIRED EPDXY OVERSPILL %s' QUICK TIE2x t JOB NUMBER: 19-1103 SILL PLATE MIN. EDGE DISTANCE 4VIEW a DOUBLE PLATE EXTERIOR EDGE PLA 2Y" x 2%" x %6" WA SHER OF CONCRETE r[��QTB Ya' DIA. HOLE IN (BLUE) NOTE: ASSEMBLY WITH N JT EPDXY OVERSPILL M 2x_ FRAMING %s' QUICK TIE fREQUIRED (BELOW DOUBLE PLATE) %" DIA. HOLE IN V � 2x SILL PLATE % (2) ROWS OF 0.131" x 3'/a" BOTTOM P TE NAILS @ 12"O.C. a �-EMBEDMENT QUICK TIE SPH / SSP CLIP OR SDWC 15600 STEEL SWEDGE SCREW AT DOUBLE: PLATE CONCRETE FOUNDATION ALTERNATE: MSTA24 STRAP MIN. 2500 psi ELEVATION LOOPED OVER DOUBLE PLATE WITH (6)10d x 1 %" NAILS QTB (BLUE) - BOTTOM PLATE CONNECTION INTO EACH SIDE OF STUD L D DETAIL - QTB (BLUE) AT 90 DEGREE CORNER SD -9 - QT HOLDOWN-DOWN AT z a 1 Y4' DIA ROUND z WASHER PLAN VIEW %" HEX NUT w/ 1 %" DIA. ROUND WASHER 3" x 3" x 3/6" STEEL WASHER ,DOUBLE PLATE Y6" QUICK TIE 1 e/6„ QUICK TIE STEEL SWEDGE CABLE TO FOUNDATION ELEVATION QTO (ORANGE) - TOP PLATE CONNECTION NOTE: EPDXY OVERSPILL REQUIRED i 5/6' QUICK TIE I - 2x SILL PLATE MIN. EDGE DISTANCE EXTERIOR EDGE PLAN VIEW OF CONCRETE ULSBERG ENGINEERING, INC. 11481 OLD ST. AUGUSTINE RD., SUITE # 202 JACKSONVILLE, FL. 32258 P: 904.886.2401 F: 904.260.47 www. H ulsbera Enaineerina E N SCE/ �- No g R S 3 '.0.(�, z a FL - FL COM NTS s AT p •��``; N ,NN D&rSiMPSij�l, PE PE No. 50791 t i OFFICE COPY CLIENT: 3 MEDEROS HOMES s PROJECT: STOCKS STREET TOWNHOME SD -9 NOTE: EPDXY OVERSPILL t JOB NUMBER: 19-1103 COUNTY: DUVAL % REQUIRED a %6" QUICK TIE j m SCALE: N.T.S. Ya' DIA. HOLE IN - 2x SILL PLATE E BOTTOM P TE y DO NOT SCALE THIS DRAWING Z RELEASE DATE: 07 01 19 QUICK TIE EMBEDMENT f REVISIONS: STEEL SWEDGE CONCRETE FOUNDATION MIN. 2500 psi =DRAWN BY: DJM .ELEVATION - a CHECKED BY: FSS OTO (ORANGE) - BOTTOM PLATE CONNECTION TITLE: DETAILS - (QUICKTIE SYSTEM) a SHEET: SD -9 OFFICE COPY 0 CP u 1111"11111 0'")l dAf,\%\\l\ 1.101"%lik ii%\\ immi CN V, 11 V I —,low ............. - LOT 6 ' BLOCK 221:3 '(P) 102' FE Lf #4 4\\"l`l 5 \t A 1'V. 6'H\\\e z F -- Lo 0 F_ 1 X < (61 Lij 0 0 z cb F_ Z) q CbLo (0 L FF 9.45 U-) 0 6 L6 c.6 c.6 C) oW 1_01 W ry BLOCK1 98 Z> w 29.3 1 —8'x 8' WOOD DECK n Cif -4� W 0 Q ' DESIGNED "BY OTHERS" M 13 C I "-�— 1.11ID 40- No 9.00 13.20 LL OF- E < 0- w II Q II C) 1'VI (D 31 H C) Clq ACMLOT BLOCK 1, 9 r AQ, 6.5 ---- IMPOUNDMENT ro l5r mul V VATER METER Au,"VI 20LF OF 12 x 18" RCP OR 13" x 117" CMP 1 D - 8 I ST E BENCMARK 7.32 (No, 8) W/ (2) CIP MES H AND DISK - NO 1\,D,� INV. EL. = 6.25 (N) N__ Al \N"* INV. EL. 6111.29� S X U-) REFFER TO rll) C) 3 T IN 0 (7,90) Lp� SHEET -3 A "D F "I/1""', CIO (b - 0,z 40 5 'T WK 3 0oo..PSI CONCRETE. o .�:00.'x.-.Q,._�.',_..-„.•.�•�•._ .•,.. .,.-•••• � ,. 4q6 —20.00' 6,> (7.5) 3' WIDE 4” THICK 3000 PSI CONCRET, \7� > SIDEWALK 19.611MG COX0 Ap\\\ j INN. SEE INSETA— ... ..... . BORING A2 SHWL 4.0 cr --4 Cyl A-10 EROSION \�' ---- 0 - ----------- — C:) Oorl- X 6.5— CD 4�, ZONE A-11 - -----------�,\ CY5 �n 0\11 11MG COX0 Ap\\\ j INN. SEE INSETA— ... ..... . BORING A2 SHWL 4.0 cr --4 Cyl A-10 EROSION CONTROL N C) Oorl- X 6.5— ZONE F 0\11 02"LL, ... ......... --LL . ...... . ....... ..... LOT— LOT 2 BLOCK 198 1. 10' MINIMUM DRIVEWAY 12' RECOMMENDED. 2. SITE HAS NOT BEEN EVALUATED FOR ENVIRONMENTAL OR SUBSURFACE CONDITIONS. 3. ZONING: ARG , APPROXIMATE TOE OF FILL (EL. 6.0) SECTION IPA -All EL. VARIES 01 6.5— Eft "W 4 THICK 3000 PSI EROSION CONTROL • CONCRETE FLUME FENCE 6. 0 �WETLAI, LINE 6. A A-10 EROSION CONTROL C) CC, 6.5— FENCE 0\11 L 0 n C T 2 A LOCK 199 0 \, 00 y BOTTOM "T (5,9) C \M C z flAPPROVED A -13 f DENIED — 411-611 mil Oft PIPPAP "IN 0 Z z 1� 02"LL, ... ......... --LL . ...... . ....... ..... LOT— LOT 2 BLOCK 198 1. 10' MINIMUM DRIVEWAY 12' RECOMMENDED. 2. SITE HAS NOT BEEN EVALUATED FOR ENVIRONMENTAL OR SUBSURFACE CONDITIONS. 3. ZONING: ARG , APPROXIMATE TOE OF FILL (EL. 6.0) SECTION IPA -All EL. VARIES 01 6.5— Eft "W 4 THICK 3000 PSI EROSION CONTROL • CONCRETE FLUME FENCE 6. 0 �WETLAI, LINE 6. A \C) \ \ o \0001MMON 6.0 APPROVE wa 2 INSETA 1-4 BLOCK 198 -AS SHOWN ON MAP OF (4,4) (6 1A SECTION "H" ATLANTIC BEACH "ll 02"(P) A-9 CID on 6 LJIL z 0 J LD" A-10 (7,94) 0V (0* CC, \C) \ \ o \0001MMON 6.0 APPROVE wa 2 INSETA 1-4 BLOCK 198 -AS SHOWN ON MAP OF (4,4) (6 1A SECTION "H" ATLANTIC BEACH "ll 02"(P) A-9 CID on 6 LJIL z 0 J LD" A-10 (7,94) CC, 6.5— 01101 0\11 (7,2) 0\11 n C A REGRADE SWALE 0 \, 00 y BOTTOM "T C PUBLIC WORKS C z flAPPROVED f DENIED — 411-611 mil NOT APPLICABLE TO DEPT PIPPAP \C) \ \ o \0001MMON 6.0 APPROVE wa 2 INSETA 1-4 BLOCK 198 -AS SHOWN ON MAP OF (4,4) (6 1A SECTION "H" ATLANTIC BEACH "ll 02"(P) A-9 CID on 6 LJIL z 0 J LD" Afik%. "4*,w lLJ GBA Goodson Bergen and Associates CONSULTING ENGINEERS CA: 32987 10175 FORTUNE PARKWAY, SUITE 403 JACKSONVILLE, FLORIDA 32256 Phone: (904) 519-7770 Fax: (904) 519-7776 (7,94) Afik%. "4*,w lLJ GBA Goodson Bergen and Associates CONSULTING ENGINEERS CA: 32987 10175 FORTUNE PARKWAY, SUITE 403 JACKSONVILLE, FLORIDA 32256 Phone: (904) 519-7770 Fax: (904) 519-7776 PREPARED FOR: MEDERO HOMES 2000 FLORIDA BLVD UNE D A Cl_l p L 322 6 N07ES: 1) STRUCTURE SHALL INCLUDE ROOF STOCKS STREET RESIDENTIAL GUTTER AND DOWNSPOUT SYSTEM LOTS 1-4 WHICH CONVEYS STORMWATER DIRECTLY TO THE STORMWATER FACILITY. Y. - D A TE :. MAY24, 2019 PROJECT NO. 0019 2) EROSION CONTROL SHALL BE DESIGNED BY :JEFFREY E. BERGEN, P.E. INSTALLED BEFORE ANY EARTH DRAWN BY JEFFREY E. BERGEN, P.E. MOVING ACTIVITES BEGIN. SCAT F - 1"=5' (7-62) SITE AREA = 5,099 sf SITE IMPERVIOUS = 1,192 sf SITE PERVIOUS = 3,906 sf IMPERVIOUS PERCENTAGE= 23.30,16 OFFICE COPY GRAPHIC SCALE 5 9 2.5 5 10 X( IN FEET ) (7.93) 1 inch = 5 ft. No. Date Revision THIS DRAWING NOT RELEASED FOR CONSTRUCTION UNLESS SO NOTED ABOVE SHEET TITLE SITE PLAN CX 201 GRADING C-01 n PREPARED FOR: MEDERO HOMES 2000 FLORIDA BLVD UNE D A Cl_l p L 322 6 N07ES: 1) STRUCTURE SHALL INCLUDE ROOF STOCKS STREET RESIDENTIAL GUTTER AND DOWNSPOUT SYSTEM LOTS 1-4 WHICH CONVEYS STORMWATER DIRECTLY TO THE STORMWATER FACILITY. Y. - D A TE :. MAY24, 2019 PROJECT NO. 0019 2) EROSION CONTROL SHALL BE DESIGNED BY :JEFFREY E. BERGEN, P.E. INSTALLED BEFORE ANY EARTH DRAWN BY JEFFREY E. BERGEN, P.E. MOVING ACTIVITES BEGIN. SCAT F - 1"=5' (7-62) SITE AREA = 5,099 sf SITE IMPERVIOUS = 1,192 sf SITE PERVIOUS = 3,906 sf IMPERVIOUS PERCENTAGE= 23.30,16 OFFICE COPY GRAPHIC SCALE 5 9 2.5 5 10 X( IN FEET ) (7.93) 1 inch = 5 ft. No. Date Revision THIS DRAWING NOT RELEASED FOR CONSTRUCTION UNLESS SO NOTED ABOVE SHEET TITLE SITE PLAN CX 201 GRADING C-01