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1380 W Plaza 2014 SFR I U'J- 1' CERTIFICATE OF OCCUPANCY s� tJ �r PERMANENT a 9 Issue Date: March 12, 2015 RE Number: 170978-0000 Address: 1380 W Plaza Zoning: TO BE UPDATED Owner: PAUL A. STANFORD Contractor: E & R ENTERPRISES OF NORTH FL Flood Zone: AE-5 Application Number: 14-00001125 Description of Work: NEW HOME Construction Type: V Occupancy Type: R-3 11 Approved: Building Official VOID UNLESS SIGNED BY BUILDING OFFICIAL CITY OF ATLANTIC BEACH r 800 SEMINOLE ROAD j ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 Application Number . . . . . 14-00001125 Date 7/31/14 Property Address . . . . . . 1380 W PLAZA Application type description SINGLE FAMILY RESIDENCE Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 125000 ------------------------------------------------------------- Application desc NEW HOME ------------------------------------------------------------ Owner Contractor - ------------------------ ----------------------- STANFORD, PAUL A E & R ENTERPRISES OF NORTH FL 1380 W PLAZA 2628 WEST END ST. ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (904) 626-5656 --- Structure Information 000 000 NEW HOME Construction Type . . . . . TYPE 5-B Occupancy Type . . . . . . RESIDENTIAL Flood Zone . . . . . . . . ZONE X ------------------------------------------------------- Permit . . . . . . SINGLE FAMILY DWELLING NEW Additional desc . Permit Fee 555 . 00 Plan Check Fee 277 . 50 Issue Date . . . Valuation 125000 Expiration Date . . 1/27/15 ------------------------------------------------------- Special Notes and Comments No water or sewer available at this location. Roll off container company must be on City approved list and container cannot be placed on City Right-of-Way. (Approved: Advanced Disposal, Realco, Shappelle ' s and Waste Management . ) Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities . Contact Public Works (247-5834) for Erosion and Sediment Control Inspection prior to start of construction. 2010 FLORIDA BUILDING CODE, 2008 NATIONAL ELECTRIC CODE A sewer cleanout must be installed at the property line. Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible. *SUBMIT "CERTIFICATE OF COMPLIANCE" BY A LICENSED PEST CONTROL COMPANY PRIOR TO C.O. WINDOW AND DOOR INSPECTION: *INSTALLATION INSTUCTIONS REQUIRED *ALL STICKERS ARE TO REMAIN ON THE WINDOWS PERMIT IS*r ' ��N�' lO� NL ' IW� `�Y �pAI � CBALAND THE FLORIDA BUILDING CODES. CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD v ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 Page 2 Application Number . . . . . 14-00001125 Date 7/31/14 ---------------------------------------------------------------------------- Other Fees . . . . . . . . . STATE DCA SURCHARGE 8 . 33 ENG REV RESIDENTIAL BLD 100 . 00 STATE DBPR SURCHARGE 8 . 33 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 555 . 00 555 . 00 . 00 . 00 Plan Check Total 277 . 50 277 . 50 . 00 . 00 Other Fee Total 116 . 66 116 . 66 . 00 . 00 Grand Total 949 . 16 949 . 16 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. t XL�I� CITY OF ATLANTIC BEACH a Building Department 800 Seminole Road x � Atlantic Beach,Florida 32233 (904)2 47-5800 PLAN REVIEW COMMENTS HLE Permit Application # JGf- 1/12;5- - - --- - zr Property Address: U"- Applicant: e� � Project: jm This permit application has been: Approved 0 Reviewed and the following items need attention: rnn oe) a' a n 1170t o u.s^ o J Please re-submit your application when these items have been completed. Reviewed By: Date: 7z — '?O 'l Map Output Page 1 of I JAXGIS Property Information iv Civ I iv MI ransacdo Map loo EDC vacoado ois IHH Schighdn E# ame Address rice cre ook-Page Pane Legal Descriptions one s i1 one PAC one P H one Reg shoo eg ods Zone o e on Re a Zone 380 18-34 38-25- ayport a on of of in /A I onzonta 70978 000 STANFORD PAUL ATLANTIC C BEAC 00 .6 37990015 418 ATLANTIC BEACH SE H 610 E As ite terpris ONE A tannin A A A urface NA A A A NA 2233 BLK 171 on one "t: rev 300' http://maps.coj.net/WEBSITE/DuvalMapsSQL/toolbar.asp 7/17/2014 City of Atlantic Beach APPLICATION NUMBER Building Department� g p To be assigned b the BuildingyDe,_artment.) 800 Seminole Road �� /Z Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 • Fax(904)247-5845 E-mail: building-dept@coab.us Date routed: City web-site: http://www.coab.us APPLICATION REVIEW AND TRAC ':­1NG FORMA Property Address: �J'U Q [i(J 1pl kZ A,1 De ai­heg:ent review required Yes No Applicant: `r JS Planning &Zonin Tr ministrator Project: 1, ;6 mg Wor _ tiliti Public Safety Fire Servioes Review fee $ Dept Signature Other Agency Review or Permit Required Review or ReceS Date of Permit Verified iy Florida Dept.of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: []Approved. ❑Denied. (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: Date: TREE ADMIN. Second Review: A roved as revised. ❑ pp []Denies PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denies. Comments: Reviewed by: _ Date: Revised 05/14/09 BUILDING PERMIT APPLICATION r iia FILE C 0 PyCITY OF ATLANTIC BEACH 'r �s �I �1 h 800 Seminole Road, Atlantic Beach, FL 32233 Jul . Office (904) 247-5826 Fax (904) 247-5845 15 2J!4 Job Address: Permit NO y 5� Legal Description 18' 34 38- 2S ^aq E • (glo Parcel# 170978 oaoG �, Floor Area o q. t. 't Valuation of Work$ Proposed Work heated/cooled V 190 non-heated/cooled 00 • �/D e T Class of Work(circle one): a Addition Alteration Repair Mov Demolition pool/spa window/door Use of existing/proposed structure(s) (circle one): Commercialesidenti If an existing structure,is a fire sprinkler system installed? (Circle one): N N/A Florida Product Approval# For multiple products use product app–r–o—va-F form Describe in detail the type of work to be performed: GLA LD AlL--- l 1-DU.S6^ Property Owner Information: Name: PAV-- f4. !Z7-A4 pvAddress: f 3 j (�(!• P�-a9ZA AZC.i4�lZc� . City l�t.(Qr.l iZG StatefiL Zip A433 Phone 9'o`�-- 3$Q-- Z E-Mail or Fax#(Optional) Contractor Information: CONTRACTOR EMAIL ADDRESS: e.4w'n jo 10 9 ma.1.Corn Company Name: L L—Me Z-P 1S" if 401V ft— Qualifying Agent: PirT6ACH Address: A4213 WEST . S—(. City A c1,4^L-xC State F-L— Zip 322-33 Office Phone 210-218 S Job Site/Contact Number (o a.(o- S(o S(o Fax# State Certification/Registration# G4 C P50-1 15 g Architect Name&Phone# Engineer's Name&Phone# JAM . LCE ,E. C a $1 Fee Simple Title Holder Name and Address Bonding Company Name and Address Mortgage Lender Name and Address Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. This permit becomes null and void if work is not commenced within six(6)months, or if construction or work is suspended or abandoned for a period of six 6)months at any time after work is commenced. I understand that separate permits must be secured for Electrical-Work,Plumbing,Signs, Wells,Pools, urnaces,Boilers,Heaters, Tanks and Air Conditioners,etc. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. I hereb certify that I have read and examined this a plication and know the same to be true and correct. All provisions of laws and ordinances governing this type 1 work will be complied with whether speci ted herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any other federal state, or local law regulating construction or the performance of construction. Signature of Owner Signature of Contractor ;Wvv Print Name Pawl .................................... Print Name ......awl rV.....f..........1.....�..m ...... Before me Before rpe this Day ofi.�✓1� ,20 lLA this Day of .��-�- ;� v sofiqov" 04 0% Notary Public State of Florida C �l_ �)�n Durance Notary Publi Notary Publi �o.�.d� Experes Znz/Zo 70 Notary Public State of Florida C J Durante My aw Expires 12/1Commission FF 064283 17 r r rr FILE COPY Certificate of Product Ratin@'s"!­'_ ­- AHRI Certified Reference Number: 5647196 Date: 7/15/2014 Product: Split System: Heat Pump with Remote Outdoor Unit-Air-Source Outdoor Unit Model Number: GSZ130361B* Indoor Unit Model Number: ARUF36C14B* Manufacturer: GOODMAN MANUFACTURING CO., LP. Trade/Brand name: GOODMAN, JANITROL, AMANA DISTINCTIONS, EVERREST, ONE HOUR AIR CONDITIONING AND HEATING, ENERGI AIR Series name: GSZ13 Manufacturer responsible for the rating of this system combination is GOODMAN MANUFACTURING CO., LP. Rated as follows in accordance with AHRI Standard 210/240-2008 for Unitary Air-Conditioning and Air-Source Heat Pump Equipment and subject to verification of rating accuracy by AHRI-sponsored, independent,third party testing: Cooling Capacity(Btuh): 33000 EER Rating (Cooling): 11.00 SEER Rating (Cooling): 13.00 Heating Capacity(Btuh) @ 47 F: 33000 Region IV HSPF Rating (Heating): 8.00 Heating Capacity(Btuh) @ 17 F: 20800 'Ratings followed by an asterisk(')indicate a voluntary rerate of previously published data,unless accompanied with a WAS,which indicates an involuntary rerate. DISCLAIMER AHRI does not endorse the product(s)listed on this Certificate and makes no representations,warranties or guarantees as to,and assumes no responsibility for, the product(s)listed on this Certificate.AHRI expressly disclaims all liability for damages of any kind arising out of the use or performance of the product(s).or the unauthorized alteration of data listed on this Certificate.Certified ratings are valid only for models and configurations listed in the directory at www.ahridirectory.org. TERMS AND CONDITIONS This Certificate and its contents are proprietary products of AHRI.This Certificate shall only be used for individual,personal and confidential reference purposes.The contents of this Certificate may not,in whole or in part,be reproduced;copied;disseminated; entered into a computer database;or otherwise utilized,in any form or manner or by any means,except for the user's individual, AIR-CONDITIONING,HEATING, personal and confidential reference. &REFRIGERATION INSTITUTE CERTIFICATE VERIFICATION The information for the model cited on this certificate can be verified at www.ahridirectory.org,click on"Verify Certificate"link we make life better- and enter the AHRI Certified Reference Number and the date on which the certificate was issued, which is listed above,and the Certificate No.,which is listed at bottom right. 130499496823580880 ©2014 Air-Conditioning,Heating,and Refrigeration Institute CERTIFICATE NO.: Right J@ Mobile Report Job: AE/IA/Puttbach2014 * wrightsoft g P Date: 7/15/2014 Entire House By: Ronald Lee Air Excellence Installation & Service, Inc. 3813 Bald Eagle Lane,Jacksonville,FL 32257 Phone:904-923-4967 Fax:904268-0903 Email airexcellencejax@comcast.net Web:http:llwww.airexcellencefla.com Lic... For: Mr. &Mrs.Stanford 1380 West Plaza,Atlantic Beach, FL 32233 Phone: 904-626-5656 Design Conditions Location: Indoor: Heating Cooling Jacksonville/Craig,FL, US Indoor temperature(°F) 72 76 Elevation: 43 ft Design TD(°F) 37 15 Latitude: 30°N Relative humidity(%) 30 50 Outdoor: Heating Cooling Moisture difference(gr/Ib) 10.6 50.7 Dry bulb(T) 35 91 Infiltration: Dailyrange(°F) - 17 ( M ) Method Simplified Wet bulb(°F) - 77 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Component Btuh/fe Btuh %of load Walls 3.3 3938 16.2 Vg Dcb Glazing 20.9 3953 16.2 Doors 9.5 305 1.3 Ceilings 1.8 2654 10.9 Floors 2.9 4225 17.4 Gad Infiltration 2.9 4016 16.5 Ducts 5245 21.6 Ola Piping 0 0 Humidification 0 0 Oallrgms Ventilation 0 0 Floss Adjustments 0 Total 24337 100.0 Component Btu hhF Btuh %of load Walls 2.1 2507 10.1 VV' Ir a.. C�irs Glazing 32.0 6057 24.3 Doors 7.4 236 0.9 Ceilings 2.5 3757 15.1 Floors 0.9 1362 5.5 C��ii Infiltration 0.6 858 3.4 Ducts 5804 23.3 Ventilation 0 0 Ducts Internal gains 4320 17.3 Blower 0 0 Adjustments 0 X-6FlmIr ilbatiol Total 24901 100.0 ils Latent Cooling Load =3272 Btuh Overall U-value=0.094 Btuh/ft2--°F Data entries checked, 2014-Jul-1519:12:13 Ar- + WrigfltSOft- Right-Suite®Universal 2013 13.0.10 Right J®Mobile page 1 .,,\wstrtp\tasmed8-ec59-41de-a375-902el60455cB.rup Calc=MJ8 FrontDoorfaces: N Project Summary Job: A '5;201 ttbach2014 wri htsoft Date: 7:15x2014 9 Entire House By: Ronald Lee Air Excellence Installation & Service. Inc. 3813 Ball Eagle Lane.Jacksonville.FL 32257 Phone:904-923-4537, Far.904-288-0903 Email:airexceltencejaxtgcemcast. et'Neb.htplWww.amrexcellencefla.com Lic- For: Mr. &Mrs. Stanford 1380 West Plaza,Atlantic Beach, FL 32233 Phone: 904-626-5656 Notes: Design Information Weather: Jacksonville/Craig, FL, US Winter Design Conditions Summer Design Conditions Outside db 35 OF Outside db 91 OF Inside db 72 OF Inside db 76 OF Design TD 37 OF Design TD 15 OF Daily range M Relative humidity 50 % Moisture difference 51 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 19091 Btuh Structure 19097 Btuh Ducts 5245 Btuh Ducts 5804 Btuh Central vent(0 cfm) 0 Btuh Central vent(0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 24337 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 24901 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 275 57 Btuh Ducts 5 Btuh Heating Cooling Central vent(0 cfm) 0 Btuh Area(ft2) 1480 1480 Equipment latent load 3272 Btuh Volume(1r) 13320 13320 tu h Air changes/hour 0.45 023 Equipment total load 28173. on Equiv. AVF (cfm) 100 51 Req.total capacity at 0.70 SHR 3.0 0 ton ton Heating Equipment Summary Cooling Equipment Summary Make Goodman Make Goodman Trade Goodman Trade Goodman Model ARUF36C14B Cond GSZ130361B AHRI ref 5647196 Coil AHRI ref 5647196 Efficiency 8 HSPF Efficiency 13 SEER Heating input 33000 Btuh Sensible cooling 18410 Btuh Heating output 33000 Btuh Latent cooling 7890 Btuh Temperature nse 29 OF Total cooling 26300 Btuh Actual air flow 1027 cfm Actual air flow 1027 cfm Air flow factor 0.042 cfm/Btuh Air flow factor 0.041 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Load sensible heat ratio 0.88 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed 2014-Jui-15 19:12:13 .` + wrightsoft RightSukem universal 2013 13.0.10 Right J®Abbate Page 1 ACS ..twstmp'+.taBaeede-cca3lde-a375-902e1B0455c8.rup Calc=MJ8 Front Door!aces: N +}+ wrightsoft Right-J® Worksheet Job: AEIIA1Puttbach2014 Entire House Date: 7115/2014 By: Ronald Lee Air Excellence Installation & Service, Inc. 3813 Bald Eagle Lane.Jacksonville.FL 32257 Phone:904923-4967 Fax:904268-0903 Email.airexceilenceiax@comcastnet Web.http:liwww.airexcellencefla.com Li_. 1 Room name Entire House First Floor 2 Exposed wall 156.0 ft 156.0 ft 3 Room height 9.0 ft 9.0 ft heaucool 4 Room dimensions 10 x 1480.0 ft 5 Room area 1480.0 ft' 1480.0 ft' Ty Construction ( U-value Or I HTML I Area p (ft') I Load) I Areap (f t') I Load number Bt uh/ftx-°F (Bt uh/ft or erimeter (ft) (Btuh or erimeter ittj (Btuhl Heat I Cool Gross N/PIS Heat Cool Gross N%PrS Heat Cool 61R/ 12C-Osw 0.091 n 3.33 2.12 360 318 1060 675 360 318 1060 675 L_G 1D-clow 0.570 n 20.86 20.34 42 0 868 846 42 0 868 846 t 1Q! 12C-0sw 0.091 a 3.33 2.12 342 321 1070 681 342 321 1070 681 --f O 1D-c2ow 0.570 a 20.86 62.44 21 0 434 1300 21 0 434 1300 12C-0sw 0.091 s 3.33 2.12 360 222 738 470 360 222 738 470 1Dc2ow 0.570 s 20.86 24.59 106 0 2217 2612 106 0 2217 2612 11E0 0.260 s 9.52 7.36 32 32 305 236 32 32 305 236 12C-0sw 0.091 w 3.33 2.12 342 321 1070 681 342 321 1070 681 t G 1D-c2ow 0.570 w 20.86 62.44 21 0 434 1299 21 0 434 1299 --C 168-19md 0.049 - 1.79 2.54 1480 1480 2654 3757 1480 1480 2654 3757 F 20P-11t 0.078 - 2.85 0.92 1480 1480 4225 1362 1480 1480 4225 1362 6 cl AEC)excurs,on 0 1 1 0 Envelope loss/gain 15076 13919 15076 13919 12a) Infiltration 4016 858 4016 858 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 4 920 4 920 Applianceslother 3400 3400 Subtotal(lines 6 to 13) 19091 19097 19091 19097 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistnbution 0 0 0 0 14 Subtotal 19091 19097 19091 19097 15 Dud loads 2 30°x, 5245 5804 27x, 30% 5245 5804 Total room load 24337 24901 24337 24901 Air required(dm) 13061 1027 1306 1027 Calculations aDDroyed by ACCA to meet all reauirements of Manual J 8th Ed. � wrightsoft 2014-Jul-1519:12:13 Right-Suite�Unwersa1207313.010 Right JO Pagel \wstmp�la6aeed8-ec59-41de-a375-902e160455c8.rup Calc=MJ8 FrontDoorfaces. N Component Constructions Job: AE/IA/Puttbach2014 wrightsoft p Date: 7115/2014 Entire House By: Ronald Lee Air Excellence Installation & Service, Inc. 3813 Bald Eagle Lane.Jacksonville,FL 32257 Phone:904-923-4967 Fax 904268-0903 Email.airexcellencejax@comcast.net Web http Hwww.airexcellencefla.com Lic.. Project • • For: Mr. &Mrs. Stanford 1380 West Plaza,Atlantic Beach, FL 32233 Phone: 904-626-5656 Design C• • • Location: Indoor: Heating Cooling Jacksonville/Craig,FL, US Indoor temperature(°F) 72 76 Elevation: 43 ft Design TD(°F) 37 15 Latitude: 30°N Relative humidity(%) 30 50 Outdoor: Heating Cooling Moisture difference(gr/Ib) 10.6 50.7 Dry bulb(T) 35 91 Infiltration: Daily range(°F) - 17 ( M ) Method Simplified Wetbulb(°F) - 77 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss C•g HTM Gain fl' BtuhRN_°F ft--'FIBhh BtuhftF Btuh Btih/W Btuh Walls 12C-Osw:Frm wall,vnl ext,r-13 cav ins,1/2"gypsum board int n 318 0.091 13.0 3.33 1060 2.12 675 fnsh,2"x4"wood frm a 321 0.091 13.0 3.33 1070 2.12 681 s 222 0.091 13.0 3.33 738 2.12 470 w 321 0.091 13.0 3.33 1070 2.12 681 all 1182 0.091 13.0 3.33 3938 2.12 2507 Partitions (none) Windows 1 D-c2ow:2 glazing,clr outr,air gas,wd frm mat,cir innr, 1/4"gap, n 42 0.570 0 20.9 868 20.3 846 1/8"thk;6.67 ft head ht a 21 0.570 0 20.9 434 62.4 1300 s 106 0.570 0 20.9 2217 24.6 2612 w 21 0.570 0 20.9 434 62.4 1299 all 189 0.570 0 20.9 3953 32.0 6057 Doors 11 E0:Door,wd sctype,wd strm s 32 0.260 0 9.52 305 7.36 236 Ceilings 1613-19md:Attic ceiling,mtl roof mat,r-19 ceil ins,1/2"gypsum board 1480 0.049 19.0 1.79 2654 2.54 3757 int fnsh Floors 20P-11t:Flr floor,wd flr,1"thkns,tile flr fnsh,r-11 ext ins,amb ovr 1480 0.078 11.0 2.85 4225 0.92 1362 2014-Jul-1519:12:13 ^� + wrightsoft` Right-Suite®Universal 201313.0.10 Right Je Mobile Page 1 ACCK ...1wsMVkla6aeed8-ec59-41de-a375-902e160455cB.rup Calc=MJ8 Front Door faces: N Job: AE11A1Puttbach2014 +`+ wrightsoft AED Assessment Date: 711512014 Entire House By: Ronald Lee Air Excellence Installation 8r. Service, Inc. 3813 Bald Eagle Lane,Jacksonville.FL 32257 Phone.904-923-4967 Fax 904-268-0903 Email.airexcellencelax@comcast net Web http,//www.airexcellencefla.com Lic... For: Mr. &Mrs. Stanford 1380 West Plaza,Atlantic Beach, FL 32233 Phone: 904-626-5656 Design C• • • Location: Indoor: Heating Cooling Jacksonville/Craig. FL, US Indoor temperature(T) 72 76 Elevation: 43 ft Design TD (`F) 37 15 Latitude: 30`1\1 Relative humidity(%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/Ib) 10.6 50.7 Dry bulb(T) 35 91 Infiltration: Daily range(`F) - 17 ( M ) Wetbulb(°F) - 77 Wind speed (mph) 15.0 7.5 Test for Adequate Exposure Hourly Glazing Load 10,00 9,00 8,00 7,00 6,00 5,00 4,00 3,00 2,00 1 ,00 08 9 10 11 12 13 14 15 16 17 18 19 20 Hour of Day Fbur ly A,erage PED limit Maximum hourly glazing load exceeds average by 25.9%. House has adequate exposure diversity (AED), based on AED limit of 30%. AED excursion: 0 Btuh 2014-Jul-15 19:12'.13 �C wrightsoft Right-Suite.'Universal 2013 13.0 10 Right A Mobile Page 1 ALCM ...lwstmptla6aeed8-ec59-41de-a375-902e160455c8.rup Calc=MJ8 Front Door faces N First Floor First Floor Job#: AEIIAIPuttbach2014 Air Excellence Installation & Service.. Scale, 1 67 Performed by Ronald Lee for: Page 1 Mr &Mrs Stanford 3813 Bald Eagle Lane Right-Su ite@ Unive rsa 12013 1380 West Plaza Jacksonville. FL 32257 13,0 10 Right J9)Mobile Atlantic Beach,FL 32233 Phone: 904-923-4967 Fax 904-268-0903 2014-Jul-15 19:12:14 Phone:904-626-5656 http//www.airexcellencefla corn airexcellencejax@_. -ec59-41de-a375-902el60455c8.rup TREE & VEGETATION AFFIDAVIT­ City of Atlantic BeachFILE COPY 1 Department of Community Development Planning&Zoning Division , 800 Seminole Road Atlantic Beach,FL 32233 (P)904 247-5800 (F)904 247-5845 PERMIT# ,j 1 3 SECTION I-APPLICANT INFORMATION Owner(s) V/Legal Authorized Agent* p i NAME OF APPLICANT NAME OF COMPANY s 1L t�' Tt12P2�S�cS o � l-o�Rl pA `-IL�" ADDRESS OF COMPANY 2(p28 W CST Ir� 3 �T�-004r <i CW �L PHONE CELL �pZ�j' S(OS( EMAIL eAW IIA U+io-C.�\ 5 ONM; I . CO tv CONTRACTOR CERTIFICATION NUMBER C4:4 C /5D 'q 15 S ATLBCH BUSINESS TAX RECEIPT NUMBER SECTION II -SITE INFORMATION �t STREET ADDRESS OF PROPERTY 13 8 Q W. F�.AZA �}T(„�gn{,'T�L �� FL. 3 2233 If on address has not been assigned to this property,contact the AB Building Department at(904)247-5826 to request an address. LEGAL DESCRIPTION 5-34 38-,ZS • .2 cl E . 410 ATLA14114, BGN• SGG•�% orb %%9 LOT BLOCK SUBDIVISION A-nAA= 6C}4,Slc� IrA REAL ESTATE NUMBER t-7C>4`116'000o LOT OR PARCEL SIZE: 295.215 SQ FT AC RESIDENTIAL V_"' COMMERCIAL OTHER(SPECIFY) I affirm that I have reviewed the provisions of Chapter 23, 'Protection of Trees and Native Vegetation" of the Municipal Code of Ordinances for the City of Atlantic Beach, FL and/or I have participated in a pre-application meeting with the Administrator of those regulations. Subsequently,I affirm that no regulated trees and no regulated vegetation will be damaged,destroyed and/or removed from the above-described or adjacen properties in conjunction with this project. 44(A.1 G . P SIGNATURE OF OWNER SIGNATURE OF OWNER Signed and sworn before me on this )[_clay of l Q 14,by State of �L County of Identification verified: Oath sworn: r Yes F Notary ignature rrue Notary Public State of Florida My Commission expires: R .F P-4; Notary Shirley L Graham Q< My Commission FF 086990 nd` Expires 02/14/2018 E & R Enterprises of North Florida, L _�rV. CGC 15 0415 8F . ILE COPY Office (904) 270-2185 edwinputtbach@gmail.com -- ------ July 14,2014 OLD FOOT PRINT VS NEW FOOT PRINT RE: 1380 West Plaza Atlantic Beach, FL 32233 Old Foot Print 1) 28.42 x 38.33 = 1089.33 house 2) 8.08 x 38.33 = 309.70 rear porch 3) 5.75x38.33 = 220.39 front porch 4) 6 x 2.5 = 15 chimney 5) 6 x 2.5 = 15 concrete stoop 6) 8.25 x 8.25 = 68.06 playhouse 7) 45x3 = 135 30x3 = 90 7.5 x 3 =22.5 247.5 pavers at rear porch Total= 1964.98 sq ft New Foot Print 1) 48 x 48 = 2304 house and porches Total = 2304.00 sq feet Old minus New= 339.02 sq ft Calculated by Edwin Puttbach Pw 2628 West End St. Atlantic Beach, FL 32233 A R Enterprises of North Florida, CGC 1504158lLE COPY p Office (904) 270-2185 edwinputtbach@gmail.com July 14, 2014 IMPERVIOUS GROUND CALCULATIONS RE: 1380 West Plaza Atlantic Beach, FL 32233 Lot = 29,325 House=2,304 Workshop= 664 Tool shed=20 Pavers+waterp ump shed= 3,754 Lot=29,325 Lot coverage= 6,742 Percentage of coverage= 23% Calculated by Edwin/Puttttba�ch /� Q 2628 West End St. Atlantic Beach, FL 32233 NOTICE OF COMMENCEMENT BILE COPY" ' f (PREPARE IN DUPLICATE) .xr�h,��,.;.��y •""" Permit No. /4/ a �� Tax Folio No. State of County of NU`y° L To whom it may concern: The undersigned hereby informs you that improvements will be made to certain real property,and in accordance with Section 713 of the Florida Statutes,the following information is stated in this NOTICE OF COMMENCEMENT. 2 t_ Legal description of property being improved: 3 �J� 12 Ct w 004. S�G Address of property being improved: ISSO V3. f'!_A A^ 7t r,, OC-4' _ RL S'L?e33 General description of improvements: Owner ?AV` A • Tint oe Address 1.380W. L 6422 _—A T1A1`iT�.Pi 05-Y. FL— 3 21-33 Owner's interest in site of the improvement Fee Simple Titleholder(if other than owner) Name �( Address p `t Contractor S e�+ [ O_F ft ADALL4. Address '3,�i�. �J'�:+�lT {:+� Fl.�w�i ,l Ci �y• l 1-2 PPhone No. Fax No. Surety(if any) Address Amount of bond$ Phone No. Fax No. Name and address of any person making a loan for the construction of the improvements. Name Address Phone No. Fax No. Name of person within the State of Florida,other than himself,designated by owner upon whom notices or other documents may be served: Name — Address Phone No. Fax No. — In addition to himself,owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.06(2)(b),Florida Statutes.(Fill in at Owner's option). Name Address Phone No. _Fax No. Expiration date of Notice of Commencement(the expiration date is one(1)year from the date of recording unless a different date is specified): THIS SPACE FOR RECORDER'S USE ONLY OWNER Slgned: � DATEjL--5--Iq aefor e t is ay of in the Cy of Duv 1,Stalq of Florida, as personalty appeared M u l $Vzn Krrr' ' herein by himself/herself and affirms t t all statement e a ti DOC#2014156813, OR BK 10044 Page 816, are true and accurate Number Pages: 1 cW ro¢ Notary Public State of Florida Recorded 07/15/2014 at 10:10 AM, a �; C J Durante Ronnie Fussell CLERK CIRCUIT COURT DUVAL My Commission FF 064283 COUNTY ''+ Expires,12/12/2017 RECORDING$10.00 Notary PublidatLarge,State of o My commission expirey Personally Known ✓ or Produced Identification t BUD URNER _,,„,,,�.,,,, ,„� 2080 Mauve Terrace •. - �• North Port,FL 34286 f Ph. 941-380-1574 ENGINEERING & FILECONSULTING,INC. COP ' FBPE C.O.A.#29779 ,....�...,,. ,, , ...�,.,�......,x ., Evaluation Report 284D June 26, 2013 Product Description: Series 9200 Aluminum Sliding Glass Door.Non Impact, 4'x8' nominal panel size max. Manufacturer: Custom Window Systems,Inc. 1900 SW 44th Ave,Ocala,FL 34474 Statement of Compliance: This report evaluates the above-listed product per the requirements of FAC Product Approval Rule Chapter 9N-3.005 (4). This product complies with the requirements of the Florida Building Code outside the High Velocity Hurricane Zone. The product testing standards performed are outlined below. Technical Documentation: 1) Approval drawing CWS-284D, signed and sealed by Lucas A. Turner,P.E. 2) Test Reports NCTL-210-3805-2 and-3,from National Certified Testing Laboratories, Orlando,FL signed and sealed by Gerard J.Ferrara,P.E. a. Testing Performed: AAMA/WDMA/CSA 10l/I.S.2/A440-08 3) Supplemental Calculations to support CWS-284D, signed and sealed by Lucas A. Turner, P.E. Installation: Units must be installed according to approval document CWS-284D. Limitations of Use: This product: • May be used in up to 48 3/16”x 95 1/8” panel sizes(96"max. door height),with glass types and max. glass daylight sizes as shown in CWS-284D • Achieves design pressures as shown in comparative analysis tables in CWS-284D • Is nonimpact and requires the use of shutters in windborne debris regions • May not be used in the High Velocity Hurricane Zone Certification of Independence: I do not have,nor do I intend to acquire,nor will I acquire,a financial interest in Custom Window Systems or in any company manufacturing or distributing products for which this report is being issued. I do not have,nor do I intend to acquire,nor will I acquire, a financial interest in any other entity involved in the testing or approval process of this product. 00 N0REVv 04- E N 4- EN . 4 � V No 58201 •• STATE OF - 6/26/2013 rQ ��'�. Lucas A.Turner,P.E. ��'/\`�'I ���*•`� FL PE#58201 Lucas A.Turner, 2013-06-26 P.E. 16:05-04:00 Doo(;L Z m S a � 3 0 n C) C io n X X p O v) v: n -9 + ANSI AC f X � X XX c X c X X k c s X X cn p cn p O cn 0 c X = z a fD CD d Z G v v n o = o d A p li » ° •- \ c„ cn cn w_ yYvd`�o�a ao 19 A � a a C C C, O20 n0 w w w m N 'D R" Cn f0 V1 cD N .p .O _ fD o zo a n p n p a 0 a 0 ep eD c cD o cD o eD o eo o eD o =� V1 �. o N. o U• p �• o �. o �. o � � � eos d � �"'� fD A c m ►//—�fie 0 0 0 0 0 0 0 0 0 3 0 � A •, xx x x xxx x � 3 c � y C y x x o0 00 00 00 00 00 00 00 c z m —9 ] 4 M � p ►3i � -� ;-, ••• 00 00cr> a O O q O O O O O 3 =i H C. A fitm .. O o � ° m s Vi U. O �.+ eh LA \ C/1 LA V1 a A c Ul p c o 0Ul 0 0 0 o A ' m $ $ �• C m ^l ,'3 4= oil x c C ^ .•,. 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W Consulting and Engineering Services for the Building Industry ILE BCOPY C P.O.Box 230 vahico.FL 33595 Phone 813.659.9197 :{ 3 Florida Board of Professional Engineers Certificate of Authorization No.9813 Pj-()tjjjcj 1"vidualion Report Report No.: FL-1491/.I Date: March 4. 2014 Product Manufacturer Product Name Category Sub Category Silverline Building Products Corporation Series 2900/4900-Model 2901/4901 1 Sllverline Dr. Extruded Vinyl Single Hung Window with Nailing Fin Window Single Hung North Brunswick,NJ 08902 "Non-Impact" Phone 732.435.1000 Scope: This is a Product Evaluation report issued by R W Building Consultants,Inc.and Lyndon F.Schmidt,P.E.(System ID#1998) for Silverline Building Products Corporation based on Rule Chapter No.61 G20-3,Method 1d of the State of Florida Product Approval,Department of Business&Professional Regulation. RW Building Consultants and Lyndon F.Schmidt,P.E.do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product has been evaluated and is in compliance with the 2010 Florida Building Code(FBC)structural requirements excluding the "High Velocity Hurricane Zone"(HVHZ). 2. Product anchors shall be as listed and spaced as shown on details.Anchor embedment to base material shall be beyond wall dressing or stucco. e debris protection this product is required to be protected with an impact resistant covering that 3. When used in areas requiring wind born complies with Section 1609.1.2 of the FBC. 4. Site conditions that deviate from the details of drawing FL-14911.1 require further engineering analysis by a licensed engineer or registered architect. 5. See drawing FL-14911.1 for size and design pressure limitations. Supporting Documents: 1. Test Regort No. Test Standard Testing Laboratory Signed by ATI 86426.01-109.47 AAMA/WDMA/CSA 101/I.S.2/A440-08 Architectural Testing,Inc. Michael D.Stremmel,P.E. ATI A8112.01-109-47 AAMA/WDMA/CSA 101/I.S.2/A440-08 Architectural Testing,Inc. Michael D.Stremmel,P.E. AAMA/ ATI A7173.01-109-47 WDMA/CSA 101/I.S.2/A440-08 Architectural Testing,Inc. Michael D.Stremmel,P.E. ATI A2690.01-109-47 AAMAIWDMA/CSA 101/I.S.2/A440 08 Architectural Testing,Inc. Michael D.Stremmel,P.E. ATI C9979.01-109-47 AAMA/WDMA/CSA 101/I.S.2/A440-08 Architectural Testing,Inc. Michael D.Stremmel,P.E. Architectural Testing,Inc. Michael D.Stremmel,P.E. ATI C5818.01-109-47 AAMA/WDMA/CSA 101/I.S.2/A440-08 Signed&Sealed by 2. Drawing No. Preaared by Lyndon F.Schmidt,P.E. No.FL-14911.1 RW Building Consultants,Inc.(CA#9813) Signed&Sealed by 3. Calculations Prepared by Lyndon F.Schmidt,P.E. Product Anchoring RW Building Consultants,Inc.(CA#9813) Lyndon F.Schmidt,P.E. Buck Anchoring RW Building Consultants,Inc.(CA#9813) 4. Quality Assurance Certificate of Participation issued by Window&Door Manufacturers Association,certifying that Silverline Building Products Corporation is manufacturing products within a quality assurance program that complies with ISO/IEC 17020 and Guide 53. Lyndon F.Schmidt,P.E. FL PE No.43409 3/6/2014 Sheet 1 of 1 PF 1627 eD CD s di b y id � x z opo c CA CA dc . . � CD CD CD CD up 0 CD cn 1-11 CD CD Q. ��� �. (Iq Frl An 41v� eD aq /dy CSD P CD CD cn CD0 �. � y ° °- W cr oCDN D � G O p a 9 O to r• o ® (3 a 'CD CD Mg }g x 1 (D' 0 CD l- eDFA o CD X71 �J CD -cs y G � 0C r o io CD CD tj VJCD a 1J W CL n CD, ScD t�K i t CD CD o � o i 01 W N O oo J O� cn A W N /b O \O oo J O" vi Ul W N bCrQ N `/� Q O� �rcn o►�d CD CD cr "rs cDr-L . 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Z 6 W ''���tNI1lUtUpN11N +p i JULIUS LEE PE. i fiLE C_ 0 ,..-. ,.L\... 2•'MtII'k..Yi...aa.,4+i'k:Fa•,?I.tM'^:r N ti RE: 588533- 1109 COASTAL BAY BLVD, BOYNTON BEACH, FL 33435 Site Information: Project Customer: STANFORD Project Name: 588533 Model: CUSTOM Lot/Block: N/A Subdivision: N/A Address: 1380 WEST PLAZA City: DUVAL State: Florida Name Address and License#of Structural Engineer off Reec#ord, If there is one,for the building. Name: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.3 Wind Code: ASCE 7-10 Wind Speed: 130 mph Floor Load: N/A psf Roof Load: 32.0 psf This package includes 18 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. This document processed per section 16G15-23.003 of the Florida Board of Professionals Rules In the event of changes from Builder or E.O.R. additional coversheets and drawings may accompany this coversheet.The latest a roval dates su ersede and replace the previous drawings. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 18452722 CJ01 7/7/014 18 18452739 T09 7/7/014 �2 18452723 I CJ02 17/7/014 ba LEE J.EMINEERING,INC. 13 118452724 I CJ03 17/7/014 JAE Y.LEE P.E. 14 1184527 CJ04 7/7/014 10381 CYPRESS LAKES DRIVE, 5 18452726 EJ01 7/7/014 JACKSONVILLE,FL 32256 16 118452727 JE 02 17/7/014 904-519-1934 P.E.31278 C.O.A.27140 17 118452728 HJ01 1717/014 18 t18452729 HJ02 7/7/014 19 18452730 I T01 7/7/014 110 18452731 I T01 A 17/7/014 11 �18452732 I T02 17/7/014 112 118452733 I T03 17/7/014 113 118452734 I T04 17/7/014 114 118452735 I T05 17/7/014 115 118452736 I T06 7/7/014 116 118452737 I T07 7/7/014 117 118452738 IT08 X7/7/014 \\�`��IIII��,�/ The truss drawing(s)referenced above have been prepared by MiTek ��� vS S,K Industries,Inc.under my direct supervision based on the parameters ` �,� .• "' �� '�, provided by Builders FirstSource(Jax). NSE * ' 0 3 869 Truss Design Engineer's Name: Julius Lee - = _ � C _ My license renewal date for the state of Florida is February 28,2015. _ — NOTE:The seal on these drawings indicate acceptance of STATE OF professional engineering responsibility solely for the truss � '•.F�ORIDP.•'• C�\� components shown. The suitability and use of this component for any particular building is the responsibility of the building �0NIM- y 2014 designer, per ANSI/TPI-1 Chapter 2. 1 of 1 Julius Lee Job Truss Truss Type Qty Pty 18452722 588533 CJ01 Jack-Open Truss 8 1 Job Reference(optional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Mon Jul 07 14:26:09 2014 Page 1 ID:LlzIMorxLhLWHZ1h55uA89yaSXz-WHkJWy3G4PfanNaFgOctfDcOkhi0lnKelbghSQz Q i -1-6-0 1-0.0 1-6-0 1-0-0 --T4 3 4 2 5.00 1 T1 1 _ 1- LOADING(pso SPACING 2-0-0 CSI DEFL in (loc) I/deo L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(TQ -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2010lrP12007 (Matrix) Weight:6 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 or purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=157/0.3.8(min.0-1-8),5=5/Mechanical,3=41/Mechanical Max Horz 2=48(LC 12) Max Uplift2=156(1-C 8),5=8(1-C 8),3=51(LC 2) Max Grav 2=191(LC 2),5=14(LC 3),3=53(LC 8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\\ �v�•,�• `.• / ///j NOTES (7-s) �V \CENSE •..!\ j 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS \` (envelope)gable end zone and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 / 34869 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. LL 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 156 Ib uplift at joint 2,8 Ib uplift at joint 5 and 51 Ib uplift at 1 i, joint 3. STATE I `V 6) Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the V '•.•FC ORID P' \ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ••....•• �� 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. / \ 9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 �///lllllli�\ LOAD CASE(S)Standard July 7,2014 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTP11 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. .bD Truss Truss Type Ply 18452723 J 588533 F. 7::�:JJack-Open Truss B 1 Job Reference o Bona Builders FirslSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Jul 07 14:26:10 2014 Page 1 ID:LlzlMorxLhLWHZ1 h55uA89yaSXz_Ulhkl3uonRPUlmpNvsBRBY351AmEao_FPF_sz_O 1-6-0 3-0-0 sup•1:n.e 3 5.00 2 T1 A '1 61 Tl 4 1 V 1-L LOADING(psry SPACING 2-40 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(ILL) >9 L) 0.01 2-4 99 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.01 2.4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 rda n1a Weight:12 Ib FT=20% BCDL 5.0 Code FBC2010rrP12007 (Matrix) LBRACING UMBER TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pur ins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 3=39/Mechanical,2=173/0-3-8 (min.0-1-8),4=14/Mechanical Max Horz 2=87(LC 12) Max Uplift3=50(1_C 12),2=150(1_C 8),4=-24(LC 8) \ Max Grav 3=47(LC 2),2=209(LC 2),4=42(LC 3) \\ `1 S FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ��\\`�"•.•••••.•-• NOTES p-s) J • \GENSF' •�� i e. STATE 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber 34869DOL=1.60 plate grip DOL=1.602)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members.4)All bearings are assumed to be SP No.2 crushing rapacity of 565 psi.5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 50 Ib uplift at joint 3,150 Ib uplift al joint 2 and 24 Ib uplift at joint4. OF 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is theORIp P �\ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. S \ 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. /// /O N A V \\\\\ 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 ///// 1 I I 1 1\\\ LOAD CASE(S)Standard z j J July 7,2014 A WARNING,Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M8-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee PE. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 Coastal Bay { erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ANSUTPII Quality Criteria,DSB-89 and SCS11 Building Component Boynton Beach,FL 33435 fabrication,quality control,storage,delivery,erection and bracing,consult Safety Information available from Truss Plate Institute,683 D'Onofiio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply 18452724 588533 CJ03 Jack-Open Truss 4 1 Job Reference(optional Builders FirslSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Mon Jul 07 14:26:112014 Page 1 ID:LlzlMorxLhLWHZ1 h55uA89yaSXz-Tgs3xe4WcOvlOesyM5R5kehheVJpVhgxCu9oXlz_D 1-6 0 5-0-0 1-&0 5-0-0 3 SAe 2 T1 l 2 l a, I h4= LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) 0.10 2-4 >550 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.33 Vert(TL) 0.09 2-4 >636 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:18 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed Burin as erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 3=92/Mechanical,2=218/0-3-8 (min.0-1-8),4-24/Mechanical Max Hoa 2=127(LC 12) Max Uplift3=-107(LC 12),2=-177(LC 8),4=-41(LC 8) Max Grav 3=113(LC 2),2=262(LC 2),4=72(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\ v '•�• ,C�//// NOTES (7-9) "CEN$F' 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS (envelope)gable end zone and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber i DOL=1.60 plate grip DOL=1.60 * 34869 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ._ 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the _ 'y bottom chord and any other members. T LJ_ 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. N 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 107 Ib uplift at joint 3,177 Ib uplift at joint 2 and 41 Ib uplift at joint 4. STATE OF 6) Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the •.• F�OR\p P•, /'w�\� responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ••....•• \\V\ 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. /// !` \\ 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd,Boynton Beach,FL 33435 //�/O NiN"\\\\\ LOAD CASE(S)Standard I July 7,2014 A WARNING-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIITP11 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W 53719. Job Truss Truss Type QfY17Job 8452725 588533 CJ04 Jack-Open Truss 4 Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Mon Jul 07 14:26:13 2014 Page 1 ID:LlzlMorxLhLWHZ1 h55uA89yaSXz-P3_gMJ6n8e9OGyOLU WTZp3m 18112zbKEgCevbBz_Qu 1-6-0 5-0.0 sar:v4+r 3 sro� Tt 3 4 b.= 5 4-10.14 LOADING(psl) SPACING 2-0.0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) 0.03 2-5 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.16 Vert(TL) 0.02 2-5 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010rTP12007 (Matrix) Weight:18 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0.0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS All bearings Mechanical except(jt--length)2=0.3-8,5=0.3-8. (lb)- Max Hoe 2=127(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)4,5 except 3=-107(LC 12),2=-163(LC 8) Max Grav All reactions 250 Ib or less at joint(s)3,4,5 except 2=253(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. `` v�•. '- `• `/ ///// NOTES (7-9) �Vv\ ' \GEN$F •�j�\ 1)Wnd:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS (envelope)gable end zone and C-C 6denor(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.6034869 ' 2)This Wes has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-40 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1 DO Ib uplift at joint(s)4,5 except at-1b)3=107,2=163. (V` 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. STATE OF 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the •'•, .'���\ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ••FC ORIO P.• \\ 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. V (� •••••• \ 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 /v/O N A� LOAD CASE(S)Standard / July 7,2014 A WARNING-Verlfl'design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M114473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee PE. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the 1109 Coastal Bay erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding P 1109 Boynton Coastal Bay 33435 fabrication,quality control,storage,delivery,erection and bracing,consult ANSUTPII Quality Criteria,DSB-89 and BCSIt BuildingComponent Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss ��Tmssype � Ply 18452726 588533 EJ01 PARTIAL TRUSS 18 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Jul 07 14:26:15 2014 Page 1 ID:LlzlMorxLhLWHZ1h55uA89yaSXz-LR5an?71gFPkVFAkbwVluUrJK6elRVpX7W70g3z Qu 1$0 3.8-2 3-314 $ob•13a3 3 sm 12 T1 2 er r tae= Plate Offsets 2A6-8 0.0.12 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) i/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LQ 0.24 4.7 >343 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.46 Vert(TQ 0.21 4-7 >399 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a Weight:24 lb FT=20% BCDL 5.0 Code FBC20101TPI2007 (Matrix-M) LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 3=113/Mechanical,2=297/0.3-8 (min.0-1-8),4=33/Mechanical Max Hoa 2=115(LC 12) \ / SI { Max UpIM3=79(LC 12),2=181(LC B),4=-48(LC 9) / '...Max Grav 3=139(LC 2),2=355(LC 2),4=79(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \ `Jv v'\!^,EN,S•�••`•�.(� �� TOP CHORD 2-3=-813/1628 J \� BOT CHORD 2-4=-2146/1087 y NOTES (7-9) )i 34869 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.Il;Exp C;End.,GCpi=0.18;MWFRS _ N (envelope)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces 8.MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the i :•��\ bottom chord and any other members. STATE OF 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. '. ,••�� 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,4 except at—lb)2=181. F�OF2(O P•. ` 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �1 \ 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the %S1/0 6) N AL responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard July 7,2014 A WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 114II-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee PE. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 Coastal Bay erector.Additional permanent bracing of the overall stmcture is the responsibility of the building designer.For general guidance regarding Boynton BeaCh,FL 33435 fabrication,quality control,storage,delivery,erection and bracing,consult ANStfTPI1 Quality Criteria,OSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type IQy IF" 18452727 588533 EJ02 JACK-PARTIAL TRUSS 18 1 Job Reference o tions Builders FirstScurce. Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Indusfies,Inc.Mon Jul 07 14:26:16 2014 Page 1 ID:LlzlMorxLhLWHZ1 h55uA89yaSXz-pefy_L8fQZXb7Phv9e0GRiOVSW2QAy3gMAsZC Wz_Qu 1-8.0 3.8.2 7-0-0 � 1$0 3-8-2 3314 S,aY•1102 O.t] T1 J 2 n 9 + 6 M= Plate Offsets[XY): r2:0-6-2.0- 12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ion) Well Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) 0.05 5-8 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.24 Vert(TL) 0.04 5-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n1a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight:24 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS All bearings Mechanical except Qt=length)2=0-38,5=0-38. (lb)- Max Hoe 2=115(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)3,4,5 except 2=-139(LC 8) Max Grav All reactions 250 Ib or less at joint(s)3,4,5 except 2=306(LC 2) FORCES (Ib-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �\ y, '• `,c� TOPCHORD) 2-3=-599/824 \� �J..• \GENSF•'•`� i BOT CHORD 2-5=-1202/836 i i NOTES (7-9) * / 34869 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;End.,GCpi=0.18;MWFRS (envelope)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.80 plate _ ry grip DOL=1.60 LL• 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the /r, bottom chord and any other members. STATE OF W 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. ` 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,4,5 except Qt=1b)2=139. ••• F��R��P ,•�r�\� 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ••.....•. lV! 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the �/ S responsibility of the building designer per ANSI TPI 1 as referenced by the building code. /// /O N A� 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. /01111100 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard July 7,2014 A WARNING-Ve Ify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M114473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB49 and BCSI11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type 10ty ply 18452728 588533 HJ01 Diagonal Hip Girder 2 1 Job Reference o bona Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Jul 07 14:26:18 2014 Page i ID:LlzlMorxLhLWHZ1 h55uA89yaSXz-IOnjP 19vyAnJMjvJH33kVV7TrGJhoenyzpULgGOz_Qu 4-7-8 2-1.7 5-3.5 sc.r-rn.r m .4o as1 u x 9 T1 s vn vn x er n 13 ° r „ r s xr= 5.3-5 8,9-11 9-10113 5-3-5 4.8-6 0.112 LOADING(psO SPACING 2-0.0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) 0.08 67 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.09 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.30 Horz(TL) -0.01 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:42 Ib FT=20% LBRACING UMBER TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly,applied or 610-5 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 4=116/Mechanical,2=357/0-4-15(min.0-1-8),5--212/Mechanical Max Horz 2=182(LC 4) Max Uplift4=130(1-C 4),2-381(!-C 4),5=-280(LC 4) I I I I Max Grant 4041(LC 2),2=436(LC 2),5=247(LC 3) \\\ /s 4//"// S.K ' W. FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \ ` TOP CHORD 2-8=-684/606,69=-633/623,3-9=-830/817 v \GENS' BOT CHORD 2-11—=-669/627,11-12=669/627,7-12=-669827,7-13=-669/627,613=-6691627 \ ` ii WEBS 3-7=-147/253,3-6=-667(712 ` 1 J• ,• 1 i NOTES (9-11) 34869 7� 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;End.,GCpi=0.18;MWFRS (envelope)gable end zone;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.80 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. STATE OF 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except at--lb)4=130,2=381,5=280. FC O R'O 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ' 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)46 Ib down and 55 Ib up at 1-5-12,46 Ib down and ,,.•. 55 lb up at 1-5-12,50 Ib up at 4-3-11,50 Ib up at 4-3-11,and 59 Ib down and 107 Ib up at 7-1-10,and 59 Ib down and 107 Ib up at 7-1-10- top chord ,and 9 Ib down and 18 lb up at 1-5.12,91b down and 18 Ib up at 1-5-12,12 Ib down and 34 Ib up at 4-3-11,12 Ib down and 34 Ib up at 43-111,and 42 /'/ON AL \\ to down and 51 Ib up at 7-1-10,and 42 Ib down and 51 Ib up at 7-1-10 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pill Vert:1-4=-44,2-5=-10 Concentrated Loads(lb) Vert:8=51(F=26,B=26)9=11(F=5,B=5)10=-96(F=-48,B=-48)11=10(F=5,B=5)12=-8(F=-4,B=-4)13=-28(F=-14,B=-14) July 7,2014 A WARNING-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee PE. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 Coastal Bay erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Boynton BeaCh,FL 33435 fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BC511 Building Component Safety Information available from Truss Plate Institute,583 D'Onoffio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply 18452729 588533 HJ02 Diagonal Hip Girder 2 1 Job Reference(optional], Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Jul 07 14:26:19 2014 Page 1 ID:LlzjMorxLhLWHZ1 h55uA89yaSXz-EDL5dNMUv9_tUVgmaz3KO25j45NHN7285Dpr7_Qu 0_" -2-1-7 5-35 1 5-108 1 9-10-13 2-1-7 5-35 0-7-1 4-0-7 -9-10-13 sw.•+a.r Is as ask+z s s T1 WI 8 3 BI n u +a e 3.413 5-10.8 9-9.11 9-1p-0 313 2-5-9 3-11-5 LOADING(psp SPACING 2-0.0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.03 2-7 -999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.05 2-7 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.09 Horz(TL) -0.00 5 n/a n/a BCOL 5.0 Code FBC2010(TP12007 (Matrix) Weight:41 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTekrecommends that Stabilizers and required cross bracing be installed Burin Voss erection in accordance with Stabilizer Installation ouide. REACTIONS All bearings Mechanical except at--length)2=0-4-15,7=0-415. (lb)- Max Horz 2=182(LC 4) Max Uplift All uplift 100 lb or less at joint(s)4,5 except 2=-206(LC 4),7=377(LC 4) Max Grav All reactions 250 Ib or less at joint(s)4,5 except 2=270(LC 2),7=347(LC 2) \\0\\\1 1 1 1 I 1/jar 1 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \�-\\ \9S WEBS 3.7=335/310 �\ J�'•' GEN ''• / i NOTES (9.11) , SF •. i 1)Wlnd:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;End.,GCpi=0.18;MWFRS 1 (envelope)gable end zone;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 _ )c 34869 ' 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ / 3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the _ -U bottom chord and any other members. LL 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,5 except at--lb)2=206,7=377. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. STATE OF `V 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)46 Ib down and 55 Ib up at 1-5-12,46 Ib down and •,•���\ 55 lb up at 1-5-12,50 Ib up at 4-3-11,50 lb up at 43-11,and 59 Ib down and 107 Ib up at 7-1-10,and 59 Ib down and 107 Ib up at 7-1-10 on top chord S•., FCOR1Op. ,�` \\ and 9l down and 18 Ib up at 1-512,9 Ib down and 18 Ib up at 1-5-12,12 Ib down and 34 Ib up at 43-11,12 Ib down and 34 Ib up at 43.11,and 27 ••,,„,, ` \ Ib up at 7-1-10,and 27 Ib up at 7-1-10 on bottom chord. The desigrdselection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). /////O N A1- \\\\ 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the / responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:14=44,2-5=-10 Concentrated Loads(lb) Vert:8=51(F=26,B=26)9=11(F=5,B=5)10=-96(17=48,B=-48)11=10(F=S,B=5)12=-8(F=4,B=-4)13=55(F=27,B=27) July 7,2014 i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI1TPl1 Qualtty,Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,0 53719. Job Truss Truss TypeQty Ply 18452730 588533 Tot Hip Truss 1 1 Job Reference o bona Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Jul 07 14:26:23 2014 Page 1 ID:LlzIMorxLhLWHZ1h55uA89yaSXz-6acSkD2niQbSUnG3cevDABhMKPaJ5tizm3RyczQu 3-9-14 7-0., 11 11 9 18-9.5 21-7.2 28-4-14 31-2-11 3E-0.7 I 41-0.0 442-2 }1-89-1q F 3.2 y4&13 , 4313 49.13 49.13 49-13 4-11-9 3-2-2 3-9.14 1-6-0 sne•1:asa 1 Sas r 4 6 t 9 0 11 13 Z �1 D496ib-- 1.1`1 115= 37 Y 3e b S! /1 Q tl M SS M 11 e) W M ea 45= d zt 33 21 Za is tt is is 3-9-14 7-0-0 11-11-9 16-9-5 21-7-2 28414 31-2-11 38-0-7 41-OA 442-2 48.0.0 3114 3.2.2 411-9 4-9-13 49.13 49.13 49-13 49-13 411-8 12-2 1314 Plate Offsets :0-5-12.0-2-81,112:0-3-0.0-2-41 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) Vdefi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.10 13-15 >872 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.12 13.15 >709 180 SCUL 0.0 ' Rep Stress Incr NO WIS 0.12 Horz(TL) 0.00 13 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:236 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP N0 .2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No'2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation uide. REACTIONS All bearings 40-0.0 except(jt=length)2=0-38,13=0.3-8. (Ib)- Max Horz 2=44(LC 8) Max UpIiRAll uplift 100 lb or less atjoinqs)except 23=-419(LC 4),21 287(LC 4),20=-419(LC 5)819=287(LC 4)31 L8 =424(LC 5),16=-300(LC 8),15=-785(LC 4),13=-174(LC 5) Max Grev All reactions 250 Ib or less at joint(s)except 2=313(LC 2),24=758(LC 21),23=883(LC '•• •'' `,[� 22),21=483(LC 21),20=657(LC 22),19=488(LC 21),18=658(LC 22),16=530(LC 21), �J•••' �G EN SF •.`� 15=922(LC 22),13=305(LC 22) i FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. / 34869 WEBS 3-24=-394/185,4-23=-513/270,521=-373/183,6-20=466/251,9-19=-382/187,1418=-457/247, _ 11-16---427/208,12-15---526/342 NOTES (11-13) ..... 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.ll;Exp C;End.,GCpi=0.18;MWFRS STATE OF (envelope);porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. -(� '•.F(,OR IO P •• �\ 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. v' '•.....•• \ �� 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the \\� bottom chord and any other members. / /O N A1- \\\ 6)All bearings are assumed to be SP No.2 crushing rapacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 176 Ib uplift at joint 2,573 lb uplift at joint 24,419 111 uplift at joint 23,287 Ib uplift at joint 21,419 Ib uplift at joint 20,287 Ib uplift at joint 19,424111 uplift at joint 18,300 lb uplift atjolnt 16,785 Ib uplift at joint 15 and 174 Ib uplift at joint 13. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)85 Ib down and 85 Ib up at 7-0-0,85 Ib down and 85 Ib up at 30.12,85 Ib down and 85 Ib up at 11-0-12,85 Ib down and 85 Ib up at 13-0.12,85 Ib down and 85 Ib up at 150-12,85 lb down and 85 Ib up at 17-0.12,85 lb down and 85 Ib up at 130.12,85 Ib down and 85 Ib up at 21-0.12,85 Ib down and 85 Ib up at 23-0.12,85 Ib down and 85 Ib up at 2411-4,85 Ib down and 85 Ib up at 26-11-4,85 Ib down and 85 Ib up at 28-11-4,85 Ib down and 85 Ib up at 30.11-4,85 Ib down and 85 Ib up at 32-11-4,85 lb down and 85 Ib up at 3411-4,85 lb down and 85 Ib up at 36-11-4,and 85 Ib down and 85 Ib up at 38-114,and 172 Ib down and 237 Ib up at 41-0.0 on top chord,and 266 Ib down and 357 Ib up at 7-0.0,49 Ib down and 58 Ib up at 30-12,49 Ib down and 58 Ib up at 11-0.12,49 Ib down and 58 Ib up at 13-0.12,49 Ib down and 58111 up at 150.12,49 Ib down and 58 Ib up at 17-0.12,49 Ib down and 58 Ib up at 19-0.12,49 Ib down and 58111 up at 21-0-12,49 Ib down and 58 Ib up at 23-0-12,49 Ib down and 58 Ib up at 24114,49 Ib down and 58 Ib up at 26-11-4,49 Ib down and 58 Ib up at 28-114,49 lb down and 58 Ib up at 30.11-4,49 Ib down and 58 Ib up at 32-114,49 Ib down and 58 Ib up at 34114,49 lb down and 58 Ib up at 3611-4,and 49 Ib down and 58 Ib up at 38-114,and 266 Ib down and 357 Ib up at 40.114 on bottom chord. The desigrVselection of such connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). lContnued on pace 2 July 7,2014 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1114473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIITPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss ��Hip ype Qty Pty 8452730 588533 T01 ss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Ju107 14:26:24 2014 Page 2 ID:LIzIMorxLhLVNIZ1h55uA89yaSXz-aA_g4EgYOYS4eMSdJABmOjs5klp2Y7sCQo U2z_Qu 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 12)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 13)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-44,3-12=-44,12-14=-44,2-13=10 Concentrated Loads(lb) Vert:3=-69(B)7=69(13)12=141(B)24---224(8)5=-69(B)21=-23(B)10=-69(B)18=-23(B)15=224(8)8=69(B)25=-69(B)26=-69(B)27=69(B)28=-69(B)29=-69(B)30=-69(B)31=-69(9) 32=-69(B)33=-69(B)34=-69(B)35=-69(B)36=-69(B)37=-23(B)38=-23(B)39=-23(B)40=-23(B)41=-23(B)42=23(13)43=-23(B)44=23(B)45=-23(B)46=-23(B)47=-23(B)48=-23(B)49=-23(B) 50=-23(B) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee PE. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Bay al erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSUTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton 1109 Coastal Bay 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job TT Truss Type Qt1l Ply 18452731 588533 Nip Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,F132244 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Jul 07 14:26:29 2014 Page 1 ID:LlzlMorxLhLWHZ1h55uA89yaSXz-x8xtjolpNYAIAPFQQtIJTRRdLIMbjc6bLiVJ19Fz Qu �1 7�_ 0.0_ 11-11-9 1e-9-s 21a-2 I 26-4-14 31-2-11 38.0-7 a1-0.0 a31aa aa0.0 40 1.8.0 41-12 2-10-4 411-9 49-13 49-13 4-9-13 49-13 49-13 411-9 2-10.4 41.12 1-8-0 sol.•1:0.5.1 s.m 52 s s 1 15 1 12 tlA RBas 3 14 2 15 111 18]y d S5= ]]3130 41 Y 21 4 90 n 51 53 24, SI 23 22 55 55 21 51 'J 191817 Lt= d s s we= 3N= U4 II Lt= h4 II 412— 3vfi 11 2N 11 m= 41-12 7-0.0 11-11-9 18-9-5 21-7-2 28-4-14 31-2-11 36-0.7 41-0.0 43-10-4 4&0.0 41-12 2-10-4 411-9 49.13 4-9-13 49.13 49.13 49.13 411-9 2-10.4 4-1-12 Plate Offsets :0-2-5 Ede 4:0-8-40-2- 13:0-3-0 0.2 15:0.2-5 Ede [20:0-3-4.0-1-81,[29:0-3-8,0-2-8] LOADING(pso SPACING 2-0.0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) -0.57 2425 >829 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.98 2425 >486 180 BCLL 0.0 Rep Stress Ina NO WB 0.91 Horz(TL) 0.09 18 n/a n/a BCDL 5.0 Code FBC20101TP12007 (Matrix) Weight:254 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-4-2 oc purlins. T1:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-11-3 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 6-28,12-20 WEBS 2x4 SP No.3*Except* MiTek recommends that Stabilizers and required cross bracing be installed W2,W4:2x4 SP No.2 durin Wss erection in accordance with Stabilizer Installation uide. OTHERS 2x4 SP No.3 REACTIONS All bearings 0-3-8 except(jt=length)31=0-48(input:0.3-8+bearing block),18=0-4-10 (input:0-3-8+bearing block). \\ ``S S. (lb)- Max Horz 2=44(LC 13) \\-`♦ .•.••. < / Max Uplift All uplift 100 Ib or less atjoint(s)except 2=-1658(LC 22),31=-1754(LC 5), J .• \GENS '• j 18=-1876(LC 4),15=-1696(LC 21) Max Grav All reactions 250 lb or less at joint(s)except 2=715(LC 5),31=3835(LC 2), 18--3931(LC 2),15=746(LC 4) / 34869 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1923/4208,3-4=-191/497,433=-2024/975,3334=-2024/975,534=20241975, _ 5-35=2024/976,35-36=-2024/976,6-36=-2024/976,6-37=-4420/2085,37-38=4420/2085, -y-I 7-38=-4420/2085,7-8=4420/2085,8-9=-442012085,9-10=-4420/2085,10-39=3613/1731, 39-40=-3613/1731,11-40=-3613/1731,11-41=-3613/1731,41-42=-3613/1731,12-42=-3613/1731, s•C/ 12-43=-127/487,43-44---127/486,13-44=-127/486,13-14=-137/502,1415=1990/4307 STATE OF BOT CHORD 2-32=-3805/1788,31-32=3805/1788,30.31=-3805/1788,29-30=-3805/1788,29-45=-554/303, 45-46=-554/303,28-46=-554/303,28-47=-1623/3620,47-48=-1623/3620,27-48=1623/3620, •.-C ORID •, \\ 26-27=-1623/3620,26-49=-1623/3620,49-50=-1623/3620,25-50=-1623/3620,25-51=-2006/4426, // S •••' G\\ \\ 51-52=-2006/4426,2452=-2006/4426,24-53=-2008/4426,53-54=-2006/4426,2354=-2006/4426, // AO N N— V \\\ 22-23-925t2029,22-55--925/2029,55-56 21-56= 29, 57-58=-925/2029,20-58=925/2029,19 20=-3896/10851,18-19 3896/1851,1718-23896/1851, ///011111W \\ 15-17=-3898/1851 WEBS 331=-3715/1677,3-29=-178513918,429=-1993/931,428=-1373/2974,5-28=499/274, 6-28=-1879/866,6-25=437/944,7-25=453/248,10-23=961/430.11-23=-4391241. 12-23=-839/1864,12-20=2925/1336,1320=-5251302,1420=-1910/4018,1418=380211794 NOTES (1416) 1)2x4 SP No.1 bearing block 12"long at it.31 attached to front face with 2 rows of 1 O(0.131"x3")nails spaced 3"o.c.8 Total fasteners.Bearing is assumed to be SP No.2. 2)2x4 SP No.1 bearing block 12"long at it 18 attached to front face with 2 rows of 10d(0.131"x3")nails spaced 3"o.c.8 Total fasteners.Bearing is assumed to be SP No.2. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.ll;Exio C;End.,GCpi=0.18;MWFRS (envelope);porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Cont nued on pace 2 July 7,2014 A WARNING,Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE M114473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Addkional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIITPI1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofio Drive,Madison,WI 53719. :Job Truss ��Trusis Type Qty77Job 18452731533 TOtA p Truss 1 ference o tions Builders FlrstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Jul 07 14:26:29 2014 Page 2 ID:LIzlMorxLhLWHZ1 h55uA89yaSXz-x8xtjolpNYAIAPFQQtIJTRRdLIMbjc6bLiVV19Fz_Qu NOTES (14-16) 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)All bearings are assumed to be SP N0.2 crushing capacity of 565 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1656 Ib uplift at joint 2,1754 Ib uplift at joint 31,1876 lb uplift at joint 18 and 1696 Ib uplift atjoint 15. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement at the bearings.Building designer must provide for uplift reactions indicated. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)82 Ib down and 85 Ib up at 7-0-0,82 Ib down and 85 Ib up at 9-0-12,82 Ib down and 85 Ib up at 11-0.12,82 Ib down and 85 Ib up at 130-12,82 Ib down and 85 Ib up at 15-0-12,82 Ib down and 85lb up at 17-0-12,82 Ib down and 85 Ib up at 19-0-12,82 Ib down and 85 Ib up at 21-0-12,82 Ib down and 85 Ib up at 23-0-12,82 Ib down and 85 Ib up at 24-11-4,82 Ib down and 85 Ib up at 26-11-4,82 Ib down and 85 Ib up at 28-11-4,82 Ib down and 85 Ib up at 30-11-4,82 Ib down and 85 Ib up at 32-11-4,82 Ib down and 85 Ib up at 34-11-4,82 Ib down and 85 Ib up at 36-11-4,and 82 Ib down and 85 Ib up at 38-11-4,and 136 Ib down and 205 Ib up at 41-0-0 on top chord,and 2 Ib dawn and 33 Ib up at 7-0.0,6 Ib up at 9-0-12,6 Ib up at 11-0-12,6 Ib up at 13-0-12,6 l up at 15-0.12,61b up at 17-0.12,6 Ib up at 19-0-12,6 Ib up at 21-0-12,6 Ib up at 23-0-12,6 Ib up at 24-11-4,6 l up at 26-11-4,6 Ib up at 28-11-4,6 Ib up at 30-11-4,6 Ib up at 32-11-4,61b up at 34-11.4,6 l up at 36-11-4,and 6 Ib up at 38-11-4,and 2 Ib down and 33 Ib up at 40-11-4 on bottom chord.The design/selection of such connection device(s)is the responsibility of others. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 14)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 15)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 16)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-44,4-13=-44,1316=-44,2-15=10 Concentrated Loads(lb) Vert:4=-67(F)8=-67(F)13=111(F)29=0(F)6=-67(F)26=4(F)11=-67(F)23=4(F)20=-0(F)9=67(F)33=-67(F)34=67(F)35=-67(F)36=67(F)37=-67(F)38=67(F)39=-67(F)40=67(F) 41=-67(F)42=67(F)43=-67(F)44=67(F)45=4(F)46=4(F)47=4(F)48=4(F)49=4(F)50=4(F)51=4(F)52=4(F)53=4(F)54=4(F)55=4(F)56=4(F)57=4(F)58=4(F) A WARNING-Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee PE, is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 Coastal Ba erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Boynton Beach,FL 33435 fabrication,quality control,storage,delivery,erection and bracing,consult ANSIlTPI1 Quality Criteria,DSB-89 and SCSI1 Building Component Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. Job Truss Truss Type aY PN 18452732 588533 T02 Hip Truss 2 1 Job Reference(optional) Builders FirslSouree, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Jul 07 14:26:32 2014 Page 1 ID:LlzlMorxLhLVVHZ1h55uA89yaSXz-LjdOLpKhfTYJ2tz?5?JO543CMzL5w 61IgkPmaz_Qu 01 1.60 -1-12 4-144 7-6.0 7-8.0 7$0 7-60 4-10-4 4-1-12 1-60 sa.•1M.1 ass= �— 9 6 e 7 SOD M 48� 10 3 J it 2 1214 13 I� �11 45= 20 1. 1a 17 1a 15 410 2.811 410= 41-12 9.0-0 19-0-0 2tio-o 39.0-0 13-1.4 x8-0.0 41-1z a710-4 160.0 10-0-0 10-0-0 4-10-4 a-1-1z Plate Offsets 4:630 62-4 9:630 62-4 14:62-0.G-2-01,119:0-4-8.0-2-01 LOADING(psf) SPACING 2-60 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) 0.35 1617 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.62 1617 >763 180 BCLL 0.0 Rep Stresslncr YES WB 0.89 Horz(TL) 0.10 13 n/a n/a Weight:235 lb FT=20% BCDL 5.0 Code FBC2010/TP12007 (Matrix) LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 32-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-9-11 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-19,8-14 Mek recommends that Stabilizers and required cross bracing be installed duff'n truss prection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 0-38. (lb)- Max Hoa 2=55(LC 16) Max Uplift All uplift 100 Ib or less at joint(s)except 2=-567(LC 28),20=-603(LC 9),13=-606(LC \\\ `1 S•L /// 8),11=-567(LC 27) \\ �`-' ,......`,\• // Max Grav All reactions 250 lb or less at joint(s)2,11 except 20=2053(LC 2),13=2053(LC 2) \ J� • \CEN S •'�� FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. F TOP CHORD 2-3=-837/1628,34=931/535,4-5=-833/536,56=-2476/1416,67=-2476/1417,7-8=2476/1417, 69=-834/539,9-10=932/537,1611=-840/1629 / 34869 BOT CHORD 2-20=-1480/839,19-20=-1460/839,1619=-11182227,17-18=-11182227,1617=-1374/2687, _ 15-16=-11172227,14-1rr--11172227,13-14--1461/842,11-13=-1461/842 _ 'D WEBS 3.20=-2054/1153,319=-12022375,519=1627/924,5.17=-107/427,617=337248, 616=-337248,8-16=-107/427,614=-1627/924,1614=-11972372,1613=2057/1160 _ 411 NOTES (9-11) STATE OF 1)Unbalanced roof live loads have been considered for this design. •. 2)NAnd:ASCE 7-10;Vult--130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cal.Il;Exp C;Encl.,GCpi=0.18;MWFRS S ••,FC OR IO P •'• �\�� (envelope)and GC Exterior(2)zone;porch left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL--1.60 plate ••...,.•• \ grip DOL=1.60 '/S/0 N M- 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-60 wide will fit between the bottom chord and any other members. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 567 Ib uplift at joint 2,603 lb uplift at joint 20,606 Ib uplift at joint 13 and 567 Ib uplift at joint 11. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard July 7,2014 A WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee PE. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Baal erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding y 33435 fabrication,quality control,storage,delivery,erection and bracing,consua ANSUTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton 1109 Coastal Ba Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss TypeQty Ply 18452733 588533 T03 Hip Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Jul 07 14:26:35 2014 Page 1 ID:LlzlMorxLhLWHZ1h55uA89yaSXz-mlJ8zrNayOwuvKiam7sjiigjOAQg7QATjdz4Nvz-Q I 1801 5-314 110.0 1780 24-0-0 0 40 37-0.0 42-2-2 48.0-0 �U `180 S�-� Ul 880 880 -r 880 880 5-2-2 5-314 180 soy•,ss., se= y= 4 •sa s • � e •m r: e ' 3'' J3 17'3 tl= m I• ,s 17 ,. is �� Ie 41-12 11-0-0 1980 2B-4-0 37-0-0 4310.4 4&0-0 41-12 6-104 1 8-8.0 8-8-0 8-8-0 1 14 41-12 Plate Offsets(XY): [4:0-3-0,0-2-41,19:0-3-0.0-2-4 LOADING(pso SPACING 2-40 CSI DEFL in (loc) Udeft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) 0.25 16-17 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.43 16-17 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.55 Horz(TL) 0.10 13 We n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:244 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 384 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-0-7 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-19.8-14 MiTek recommends that Stabilizers and required cross bracing be installed du'n truss.rectt n in accordance with Stabilizer Installation auide. REACTIONS All bearings 0.3-8. (Ib) Max Horz 2 Max Uplift All uplift 100 Ib or less at joint(s)except 2=-447(LC 28),20=-538(LC 9),13-541(LC 8).11=-447(LC 27) \\` �`-'S..�:; `• ''/, Max Grav All reactions 250 Ib or less at joint(s)2,11 except 20=1943(LC 2),13=1943(LC 2) J\'•• GEN FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. '• , `SF i TOP CHORD 2-3=-768/1480,3-4=1363/804,4-5=-1232/788,5-6=-223811329,6-7=-2238/1329.7-8=-2238/1329, 8-9=-12327788,310=-1363/604,,411=-772/1481 / 34869 ' BOT CHORD 2-20=-1324!797,18-19=-1009/2054,17-18=-1009/2054,16-17=-1168/2337,15-16=-1009/2054, ._ 14-15=-10092054,11-13=-1324/797 WEBS 320=-2373/1361,3-19=540/1198.4-119=-8&264,5-19=-1120/624,5-17=87/337,6-17=-261/178, 6-16=-261/178,8-16-- -87/337,8-14=-1120/624,9-114=84r264,10-14=-5341111198, 1413=237711370 (v NOTES (1412) STATE OF 1)Unbalanced roof live loads have been considered for this design. / S ••.FL O RIO P'.•'• �\ \ 2)Wmd:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;End.,GCpi=0.18;MWFRS ••.,,,,.• \ \ (envelope)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 // O N A1- \\� 3)Provide adequate drainage to prevent water ponding. //ON 4)All plates are 3x5 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 447 Ib uplift at joint 2,538 Ib uplift at joint 20,541 Ib uplift at joint 13 and 447 Ib uplift at joint 11. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 12)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard July 7,2014 707A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE. sign valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. pplicability of design paramenters and proper incorporation of component is responsibility of building designer not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIITPII Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type txy PN 18452734 588533 T04 Hip Truss 2 1 Job Reference o tions Jul 07 14:26:38 2014 Page 1 Builders FirslSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Mon ID:LlzlMorxLhLWHZ1 h55uA89yaSXz-At_HcsPSFJJTmoR9SGOOKLICkNSMKiSwQbBk_Ez_Qu 14-0 6-9-14 &2-2 7-49 7-2-13 7-4-9 6-2-2 6.9-14 1-&0 Sub"1:0.5.1 SW= 4 s e r 5m r �. _ „ is is 14 12 a.= mtl a.= M_ ,= ash 41-12 13-0-0 2049 27-7-7 35-" 4&10-4 48-0-0 41-12 &104 7-49 7-2-13 7-4-9 8-10.4 41-12 Plate Offsets IXyJ: [4:0-3-0.().2-41,[8:0-5-12.0-2-8 LOADING(psQ SPACING 2-0-0 CSI DEFL in (loc) tldefl Ud7T2 ES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.22 15-16 >999 240 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.38 15.16 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.80 Horz(TL) 0.10 12 Na n/aht:252 Ib FT=20% BCOL 5.0 Code FBC20101TP12007 (Matrix) LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-13 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-18.5-15 MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation uide. REACTIONS All bearings 0-3-8. (lb)- Max Horz 2=76(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)except 2=-287(LC 28),10=-278(LC 27), \��� `CJ S• I! //// 19=-464(LC 9),12=4611(LC 8) Max Grav All reactions 250 lb or less atjoint(s)2,10 except 19=1780(LC 2),12=1770(LC 2) J�'•• • GEN ' FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-571/1100,3-4=1643/975,45=•1485/955,56=-2139/1323,6-7=-2139/1323,7-8=-2139/1323, * '• *' 8-9=-1647/979,9-10=-552/1079 _ f 34869 BOT CHORD 2-19=-972/626,18-19=387/735,17-18=-9972065,1&17=-997/2065,15.16=-9972065, _ 1415=-625/1403,1&14=625/1403,12-13=-401/747,10-12=-951/606 _ WEBS 319=-2427/1429,3-18=-263/821,418=-112/311,518=-878/482,7-15=420/315,8-15=-463/886, _I 8-13=-255/164,9-13=-252/813,9-12=-2416/1423 _ NOTES (9-11) STATE OF 1)Unbalanced roof live loads have been considered for this design. •. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;End.,GCpi=0.18;MWFRS F�ORID P .'• /'w\�� (envelope)and C-C Extedor(2)zone;porch left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL-0.60 plate '•...... SS • \l��! grip DOL=1.60 /// /O 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 287 Ib uplift at joint 2,278 Ib uplift at joint 10,464 Ib uplift at joint 19 and 461 Ib uplift at joint 12. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard July 7,2014 A WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MiTEK REFERENCE PAGE 11,111-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee PE. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 Coastal Ba erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding y fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTP11 Quality Criteria,DSB-89 and BCSI7 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply 18452735 588533 T05 Hip Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,F132244 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Jul 07 14:26:42 2014 Page 1 ID:LlzlMorxLhLWHZI h55uA89yaSXz-2eEnRESzJYpvEPkwh5UMUBTuc?r18GbdVKD9x7?z_Ou r1,-8.0 F, 7-s•14 15-0-0 -� 2' 0.0 27-o-a 33-0.0 aa2-2 a8-0-o 4s-6-o 7-9.14 7-2-2 6-0.0 6-0-0 8-40 7-2-2 7-9-14 ,-ao snr.tes.t es= as= 3m 5: s _ LS 4 - see = s e r s e a a 2 to 1 ' 19 1e 17 21 22 16 23 24 13 14 12 12 m 4-1-12 9.8-14 15-0-0 24.0.0 330-0 38.5-2 43.10-4 48-0-0 4-1-12 5-5-2 5-5.2 9-0-0 9-0-0 5-5.2 8-52 41-12 Plate Offsets :0-3-0 Ede 4:0-3.0 0.2-4 8:0-3-00-2-4 :0-3-0E e LOADING(pso SPACING 2-0.0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.22 16-18 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.41 16-18 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.50 Horz(TL) 0.11 12 n/a n/a BCDL 5.0 Code FBC2010(rP12007 (Matrix) Weight:262 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-20,5-18,7-14.9-12 MiTek recommends that Stabilizers and required cross bracing be installed du'n Wss r ion in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=68/0-3-8(min.0-1-8),10=68/0-3-8(min.0-1-8),20=1529/0.3.8 (min.0-2-3),12=1529/0-3-8(min.0-2-3) Max Upft2=173(LC 2 l8),10=173(LC 27),20=411(LC 9),12=414(LC 8) \\ S, Max Grav 10=4(LC 12),20=1656(LC 2),12=1656(LC 2) �J . FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \ \GEN$F � TOP CHORD 2-3=397/900,3.4=-1947/1059,4-5=-1759/1041,5-6=2233/1235,6-7=-2233/1235, 7-8=-1758/1041,B-9=•1946/1058,9-10=-399/901 *. BOT CHORD 2-20=783/473,19-20=594/1210,18.19=-563/1219,17-18=-878/2094,17-21=878/2084, 34869 21-22=-878/2094,16-22=878/2094,16-23=-878/2094,23-24=-878/2094,15-24=878(2094, 14-15=-876(2094,1314=565/1220,12-13=-598/1212,10-12=-783/474 �y WEBS 3-20=-2636/1403,3-18=-115/543,4-18=•142/381,5-18=-617/304,7-14=-617/304,8-14=-141/381, - IL 9-14=-112/543,9-12=-2640/1407 NOTES (9-11) 1)Unbalanced roof live loads have been considered for this design. STATE OF 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;End.,GCpi=0.18;MWFRS •� ..•F�ORj�P , (envelope)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate v ••.•,,,,. \ \\ grip DOL=1.60 /// v �\\\ 3)Provide adequate drainage to prevent water ponding. /// O N A 1 1- \\\\ 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. 6)All bearings are assumed to be SP N0.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 173 Ib uplift at joint 2,173 Ib uplift at joint 10,411 Ib uplift at joint 20 and 414 Ib uplift at joint 12. 8)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard July 7,2014 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI7 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss 7.rusT Ply18452736 588533 T06 2 1 Job Reference(optional) Builders FirslSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Mon Jul 07 14:26:45 2014 Page 1 ID:LlzlMorxLhLWHZ1 h55uA89yaSXz-TDvw4GUrbTBT5sTVME236p5SkCsLTyMx1 BObkKz_Qu 1-6-01 610.10 •�6-10 17-40 24-0.0 31-0--0 36-5.6 4z-t-6 48.0-0 19-8-0 1$0 610.10 1— s-8-o SSBI 7-ao T— 7-0-0 1 5-ss 8s 610-10 1-8-0 Sub•t:ee.i 3 e SAS 12 e 1Ale ] e 21 0 �1 y 20 13 13 21 13 11 13 17 13 12N4 11 d bb= 1 4-1-12 tOS14 17-0-0 24-0-0 31-0-0 37-52 4310-4 48-0-0 4-1-12 8-52 8.52 7.40 7-0.0 6-62 8-52 41-12 Plate Offsets 3:430 430 5:430 42-4 :43-0 42-4 :43-0 0-3-0 LOADING(pso SPACING 2-40 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.15 16 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.26 16-17 >999 180 BCU_ 0.0 ' Rep Stress Incr YES WB 0.51 Hort(TQ 0.08 12 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:269 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-2 oc pur ins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-140 or bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-17,6-15 MiTek recommends that Stabilizers and required cross bracing be installed Burin Wss .."n cti in accordance with Stabilizer Installation ouide. REACTIONS All bearings 43-8. (Ib)- Max Hoa 2=96(LC 16) Max Uplift All uplift 100 Ib or less at joint(s)except 2=-217(LC 26),20=415(LC 9),12---418(LC 8),10=-217(LC 25) ,\` w J S•K / '%, Max Grev All reactions 250 Ib or less at joint(s)2,10 except 20=1756(LC 2),12=17 58(LC 2) '"• •''•. \GEN, '•�� i FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-530/1112,3-4=1605/898,4-5=-1815/1035,5-6=1652/1007,6-7=-1652/1006, 7-8=-1815/1035,8-9=-1605/898,9-10=-533/1113 / 34869 BOT CHORD 2-20=987/579,19-20=180/393,18-19=-646/1486,17-18=-648/1486,17-21=-727/1876, _ 16-21=727/1876,16-22=727/1876,1522=-727/1876,14-15=-645/1486,1314=645/1486, _ ,y 12-13=-185/395,1412=-987/579 LL WEBS 320=-2332/1272,319=-461/1120,4-19=-477272,317=-156/365,517=490/198,6-16=0/287, _ 515=-490/196,7-15=-157/365,513=-477271,9.13=45&1118,9.12=-2336/1280 /i,` NOTES (9-11) STATE OF 1)Unbalanced roof live loads have been considered for this design. '• F 2) d:ASCE 7-10;Vult--130mph(3-second gust)Vasd=101mph;TCOL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C,Encl.,GCpi=0.18;MWFRS -I/UN' .Of.. Win .... ••• v (envelope)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate S�7 \` grip DOL=1.60 /' // �O A 1(k\ 3)Provide adequate drainage to prevent water ponding. ////j j j l (1\\\ 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 350 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 217 Ib uplift at joint 2,415 lb uplift at joint 20,418 Ib uplift at joint 12 and 217 Ib uplift atjoint 10. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd,Boynton Beach,FL 33435 LOAD CASE(S)Standard July 7,2014 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14II-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSUTPIt Duality Criteria,DSB-89 and BCSI7 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofriu Drive,Madison,WI 53719. Job Truss Truss Type OtyPN 18452737 588533 T07 Hip Truss 2 1 11.1,.R.fierence(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Jul 07 14:26:48 2014 Page 1 ID:LlzlMorxLhLV HZ1 h55uA89yaSXz-tob3iHXkuOZ2yKC41 Mbm1kSjxbPpPgJDOj9cGKfz_Qu �� 510.10 ) 12 10-10 1Q-o-0 ���-Q•0 { 29.0.0 1 35-1 48-0.0 -6 1_ a2 1.8 &s-0 116-0 5-10-10 7-0.0 6-1-6 5-0-0 5-0-0 6-1-6 7-0-0 5-10-10 1-6-0 6w4�1'.86.1 6 1 tAD(13 t yy y SM V81 t ] 3] 10 a 212 11)i 1t tl 16 20 tt 15 16 13_ _ L6�i au an yt_ 3t 41-12 11514 19-0-0 29.0-0 365.2 43-10-4 48-0-0 41-12 7-5-2 7-5-2 10.0.0 7-52 7-52 41-12 Plate Offsets :0.3-00.3-0 5:630 0.2-4 :0.3-00-2-4 :0-3-00-3-0 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.37 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.59 15.16 >819 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.50 Horz(TL) 0.07 12 n/a Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 268 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4.0-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 60-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-16,616,6-15,8-15 MiTekrecommends that Stabilizers and required cross bracing be installed dud". uri truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 0-3-8. (lb)- Max Horz 2=107(LC 12) Max Uplift All uplift 1001b or less at joint(s)except 2=-178(LC 28),19=-404(LC 12), \�� `\`1 S, 12=-388(LC 8),10=178(LC 27) �\ �`'' ...,,'•\. / //// Max Grev All reactions 250 Ib or less at joint(s)2,10 except 19=1733(LC 2),12=1733(LC 2) �J�'•' •\GEN SF FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3­504/1009,3-4=1694/961,4-5=-1776/1036,5-6=-1606/1010,67=•1606/1010, 7.8---1776/1036,8-9---1694/961,310=-507/1010 * / 34869 BOT CHORD 2-19=-889/552,1619=-216/449,17-18=-689/1552,1617=-689/1552,1620=-616/1587, ._ 20-21=-616/1587,15-21=616/1587,14-15=-688/1552,1314--688/1552,12-13=221/451, _ T 10.12=-889/552 WEBS 3-19=-2261/1286,3-18---45311097,4-18=-402239,5-16=-179/379,616=305/126,615=-305/126, 'p 7-15=179/379,613=-401238,313=-448/1094,312=-2264/1294 (v\ STATE OF NOTES (311) / 1)Unbalanced roof live loads have been considered for this design. •'•,F�Q(j{�P �\�\ 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.Il;Exp C;End.,GCpi=0.18;MWFRS •..,,.. (envelope)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate �/ / \�� grip DOL=1.60 /// 'O N A\- 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 178 Ib uplift at joint 2,404 Ib uplift at joint 19,388 to uplift at joint 12 and 176 Ib uplift at joint 10. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard July 7,2014 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee PE. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI TPII Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beech,FL 33435 Safety Information available from Truss Plate Institute,683 D'Onofrio Drive,Madison,WI 53719. JobTruss Truss Type Qty Ply 18452738 588533 T08 Hip Truss 2 1 Job Reference o tions Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Mon Jul 07 14:26:52 2014 Page 1 ID:LlzlMorxLhLWHZ1 h55uA89yaSXz-mZgZYfaEyc4URxVrGCgiuluZzOEzc7czenaTTQz_Qu )1.8-Oi 7-53 133-4 2�-0.0 27-OA ,) '�-B-12 40-8-13 48-0-0 49-8-0 1-6.0 7-53 510.0 7-8.12 6-0-0 7-8.12 5-10.0 7-53 1-8-0 Sceb�1:BE.1 See a fY S a ya' sa e 4 i Ail x s x 3t o G _ w n is is zo is r u tx a a u tt d 41-12 12-8-14 21-0.0 27-0.0 3552 4310.4 48-0.0 4112 8-52 8-52 8-0.0 F 8-52 8-52 1 4-2 Plate Offsets 4:0.30 0-34 5:0.30 0.2-4 6:0-5-12 0.2-8 :0.3-0 0.3-4 LOADING(pso SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) 0.16 12-14 -999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.32 1517 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.47 Horz(TL) 0.10 11 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:267 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-18,4-15,6-15,7-14,B-11 MiTek recommends that Stabilizers and required cross bracing be installed durin truss erection in accordance with Stabilizer Installation ouide. REACTIONS All bearings 0.3-8. (Ib)• Max Horz 2uplift( Max U I ftAll 1DO Ib or less at'oin s except 2=120 LC 26),9=-124 LC 25,18=-383(LC 12),11=-355(LC 13) Max Grav All reactions 250 Ib or less at joint(s)2,9 except 18=1628(LC 2),11=1632(LC 2) •. J , \GENSF FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-391/850,34=-1977/1099,45=-1815/1058,56=1636/1048,6-7=-1828/1058, 7-8=-1984/1098,8-9=-393/865 _ 7f / 34869 7C BOT CHORD 2-18=-744/471,17-18=587/1192,17-19=-762/1747,19-20=-762/1747,16.20=-76211747, 1516=762/1747,1521=545/1529,1421=-545/1529,1314=-762/1755,1322=762/1755, 22-23=-762/1755,12-23=76211755,11-12=-592/1194,9-11=-758/472 WEBS 318=-2605/1414,317=-183/626,415=-290/269,515=-116(296,6-14=-116!320,7-14=-288/269, B-12=-179/632,8-11=-2626/1420 NOTES (9-11) STATE OF •• ,_�� 1)Unbalanced roof live loads have been considered for this design. F P, 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18R;Cat.II;Exp C;End.,GCpi=0.18;MWFRS v •. \v\\ (envelope)and C-C Extenor(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--11.60 plate N-3)grip DOL=1.60 /// NN- 3) Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 120 Ib uplift at joint 2,124 Ib uplift at joint 9,383 Ib uplift at joint 18 and 355 Ib uplift at joint 11. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard July 7,2014 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSITfPl1 Quality Criteria,DSB-89 and SCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofdo Drive,Madison,WI 53719. V Job Truss Type 10ty, PN 18452739 588533 709 Hip Truss 2 1 Job Reference(optionali Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Jul 07 14:26:54 2014 Page 1 ID:LlzlMorxLhLWHZ1 h55uA89yaSXz-iyyKzLbUUEKCgFfDOd AJzy9quY4?OG553aYJz_O . }1 8-0 8-4-2 1 D F 23-0-0_7 Q 32-5-6 39-7-14 1-6-0 8-42 7-2-8 7-5.8 2-0.0 7-56 7-2-8 8-4.2 1-6-0 Scab•t:e6.1 SA= se= s e sm em c as a r IF a yr rw e e rs tl to m rs 14 31 is n 12 41-12 13814 230-0 25-0-0 34-5-2 4310-4 48-0.0 41-12 9-52 9-52 2-0-0 9-52 8.52 41-12 Plate Offsets :0.4-0 0-&0 5:0.3.0 0-z-a 6:0.51z 0-z-8 :0.4o a3o LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.28 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.49 12.14 >983 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(TL) 0.11 11 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:278 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-9 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 60-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-18,4-15,6-15.7-14,611 MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation ouide. REACTIONS All bearings 0-3.8. (Ib)- Max Horz 2128(LC 13) Max Uplift Alluplift 100111 or less atjoint(s)except 2=-117(LC 8),9=-118(LC 9),18=-377(LC \\\\ ` 12),11=-351(LC 13) \\ vJ r�• / Max Grav All reactions 250 Ib or less at'oint(s)2,9 except 18=1584(LC 2),11=1570(LC 2) \ '• '' 'J�.• �CENSF' •�� �� FORCES (lb)-Max,Comp./Max.Ten.-All forces 250(lb)or less except when shown. i TOP CHORD 2-3=-303/683,3-4=-2065/1153,4-5=-1746/1060,56=-1573/1048,6-7=-1744/1058, 1 7-8=-2053/1151,69=-312/700 _` n / 34869 BOT CHORD 2-18=-584/397,17.18=747/1486,17-19=-774/1788,1619=-774/1788,1620=774/1788, ._ OW 1520=-774/1788,14-15=497/1440,14-21=-773/1787,13-21=-773/1787,1322=773/1787, =-4 12-22=-773/1787,11-12=749/1483,9-11=600/406 _ WEBS 3-18=-2651/1454,3-17=-5/354,4-1563/369,515=206/389,6-14=-208/390,7-14--465/370, 6 66/ 12=-5/357,8-11=-261465 441` NOTES (9-11) i STATE OF 1)Unbalanced roof live loads have been considered for this design. .F�O RIO P' ••• �\ \ 2)Wnd:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS s's, \ \ (envelope)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.60 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.0psf. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 117 Ib uplift at joint 2,118 Ib uplift atjoiht 9,377111 uplift at joint 18 and 351 Ib uplift at joint 11. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard July 7,2014 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIITPII Quality Criteria,DS849 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofro Drive,Madison,WI 53719. cop D W r o, N D Z x m � � m Q cn i3 0 r C�7 G�pp� W m o• A n �zQ _ a = D O m o�.m m m D o a O = — = a=� oSN _ O V� nS�G�n(n? ° m n ��7 Z �o f i an d . m T m W ypo n Z 0ovmp 3cW =o o-mcWi G7 my ° m c (^ 7� N W o Z, 3N D $ Wn� nn�o' � � om v X'.m O 2,ZT wy (D (n oyx �_ ` � Nm Z o =.�= a° 7 N v N C 7 n n o - o n 3 o N Ln. W o -C) D N = O cn N n N S O' a M W n n Q C p (D 7 m W O '. O .O-. O'D (D .O-. 00 n N (D -O n C 3 N 3 N N -'CD ;0 C N _ W O N A p7 n N �' (p' O" 7 WCl-—1 O 7 = O —N 3 °nn7n 7 CD O O N n�(D Nv° m�.c vnl7 �.o Z CL o' ic N7v 3 0 60 :3 o. Z (D 7 2, (Nn o �'� o m(n - o =i (D m �xn D -D W 7 7 - W 7 (D y N (D"O N (D N N �N C W 7 n N CD N (D 3 (D O� y 7 (D x p O p 7 7 O Q O O (n < Q N N O n O N (D (D d (On X' O Z (D 3 .N.. 0 O N O 7 7 (�'O 7 (D ((0 W _ 5. W O 7 c C N O (p 2 _ 7 (D X 7 n W .-. �� Q� O (n n O (D N 7 N 7 cc o z o m v z 0 -1 D� TOP CHORD cx x�o -Moi C7 p 30 moz °' Ci-8 Z _a C- o 1, m p a)X m z(iii C W0 U(� C m(n TO ID r z o rZ p N MM- O n mo O � p Z m0 60 rnLWMcr O (D a,rn��, m mw m'm O C� (D (� (D J c0 N D y D J W2-7 = N (D m m i) cn r O a n m Dm 0 m Az m U� n CDcn N C) W o N < m c m = p0 TIG rn w r Gzim O r w m to �� N rn m m (n N o W (D D A co 2� oPi m V/ D z 0--1 N Em --j A VC4-541 W N N o O mp °x D N �r D Z7 x O(D moN (n s.(D --{ Ul n o m TOP CHORD N .� O au J N N A W N O (O 0o J (fl A W N O 0 - , w cONOn C v N ] En O OO J ONCa� c j �j5O 3 Z ° < ° (�a a oO ma _o a>o ( �+ oF` ' ooo , °o � mfoo N � m� m CD p'T' 3, c aM Q o ID n o nn 3 3 m � �a o O . n o , 3 C Y ' o mCD < �m w m CD C, m 3.0 ° �� d� Da �y c� °Q ��R 0m �d Sc m ST SF O Z 3 m (� d '9. om m o- 3m Ow m mo coo 2 m y �'a O(o`-�^ 5-Q (D O mS m cow° � 0 CD - OW mm m'm Nom o ° oma. mQc � °a ma o� o�� X22 �� ama� � � 00 -Om 3 .m o .m m� ".3 a <o m w� n CD (� o m m °' m �?m c tD n »' bio my 3o :E DN ° •� oa d m fo O m nQ o (�� �n ? oo ma �� �� �O m �� a»m" N y N C (D a C . a y. a C ` /Q•� ° t0? 7`D'< _a NFD (D(D (D Q O (n C' 'U N d .N.. N W N< d CD 0 y l J o m n w _ 1, m o CD o vi o fi Q m m d •�3: fDa O- 0~ -N (D N m O to a 3 O N O w JO j �_•G �l n 0 O (D •»J O 0I(D CD O� Nm a F o- 3o a _.N O_a vv ma" ° -.� o.- ? O- 2 D �3 cn—h N N J°c > (D 3' ° N !�3 OIO O p O C �a mN= (Y N O O N ° O N a O J �..Val. C o fD a N O 3'ID' ry �o no = o m n w o m� `o6 3 n n`o `< d 37 m � p} o�. C_"O_ (n O O N O- J fA'(D (D �. O (D i n O O J N n N ° < ?� N a(o 0 30 3 Z m O r� W 1#0*4V's Trwss !,f s JULIUS LEE PE. RE: 588533 - 1109 COASTAL BAY BLVD, BOYNTON BEACH, FL 33435 Site Information: Project Customer: STANFORD Project Name: 588533 Model: CUSTOM Lot/Block: N/A Subdivision: N/A Address: 1380 WEST PLAZA City: DUVAL State: Florida Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: License#: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010ITP12007 Design Program: MiTek 20/20 7.3 Wind Code: ASCE 7-10 Wind Speed: 130 mph Floor Load: N/A psf Roof Load: 32.0 psf This package includes 18 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. This document processed per section 16G15-23.003 of the Florida Board of Professionals Rules In the event of changes from Builder or E.O.R. additional coversheets and drawings may accompany this coversheet. The latest approval dates supersede and replace the previous drawings. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 18452722 CJ01 7/7/014 18 18452739 T09 7/7/014 �2 118452723 I CJ02 17/7/014 �3 118452724 I CJ03 17/7/014 �4 118452725 I CJ04 17/7/014 �5 118452726 J EJ01 17/7/014 �6 118452727 J EJ02 17/7/014 I7 118452728 I HJ01 17/7/014 1 �8 118452729 IHJ02 17/7/014 19 118452730 I T01 17/7/014 �10 118452731 I T01 A 17/7/014 11 118452732 I T02 17/7/014 112 118452733 I T03 17/7/014 1 113 118452734 I T04 17/7/014 1 �14 118452735 I T05 17/7/014 �15 118452736 I T06 17/7/014 �16 118452737 I T07 17/7/014 117 118452738 I T08 17/7/014 The truss drawing(s)referenced above have been prepared by MiTek � 0S.. Industries, Inc. under my direct supervision based on the parameters \�� •.. provided by Builders FirstSource(Jax). NSF Truss Design Engineer's Name: Julius Lee _ * ' f 034,869 My license renewal date for the state of Florida is February 28, 2015. _ NOTE:The seal on these drawings indicate acceptance of %Q � professional engineering responsibility solely for the truss T STATE o� components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-1 Chapter 2. ly 7,2014 1 of 1 Julius Lee Job Truss Truss Type Oty ply 18452723 588533 CJ02 Jack-Open Truss 8 1 Job Reference o bona Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Jul 07 14:26:10 2014 Pape 1 ID:LlzlMorxLhLWHZ1 h55uA89yaSXz_Ulhkl3urjnRPUlmpNvsBR8Y351AmEao_FPF_sz_O 1-" 3-M 1 6 0 3-M SOY�1:11D 3 6AD 2 In a1 . 1 0'1-2 LOADING(psf) SPACING 2-0-0 CSI =Horz(TL) -0.00 /deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.10 >999 180 III BCLL 0.0 ' Rep Stress Ina YES WB 0.00 rda rda BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:12 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed dunn truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 3=39/Mechanical,2=173/0.3-8 (min.0-1-8),4=14/Mechanical Max Hort 2=87(LC 12) Max Uplift3=-50(LC 12),2=-150(LC 8),4=-24(LC 8) Max Grav 3=47(LC 2),2=209(LC 2),4=42(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \��`\��\v`'- •K / ///// NOTES (7_9) 1)Wnd:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.Il;Exp C,Enc.,GCpi=0.18;MWFRS (envelope)gable end zone and C-C Extenor(2)zone,porch left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber = ,• ,*, DOL=1.60 plate grip DOL=1.60 _ f 34869 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3Fr0 tall by 2-0-0 wide will fit between the bottom chord and any other members. LL 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 50 Ib uplift at joint 3,150 Ib uplift at joint 2 and 24 Ib uplift at joint 4. `V 6) Semi-rigid pitchbreakSTATE OF s including heels"Member end fixity model was used in the analysis and design of this truss. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the ^'•.,F�OR►D P -' responsibility of the building designer per ANSI TPI 1 as referenced by the building code. U•(� '••....••- 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. /// v/ ` 9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 // N)A 1,\\\\\ LOAD CASE(S)Standard July 7,2014 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSViP11 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply 18452725 588533 CJ04 Jack-Open Truss 4 1 Job Reference o tions Buildery,FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Jul 07 14:26:13 2014 Page 1 ID:LlzlMorxLhLWHZ1 h55uAB9yaSXz-P3_gMJ6n8e9pGyOLUWrZp3m18112zbKEgCevbBz_Qu 11s0 5-0-0 sok:yM i sm F2 — T1 f z er 4 r au= s 4-10-14 oat D-- LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) 0.03 2-5 >999 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.16 Vert(TL) 0.02 2-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 rVa n/a BCDL 5.0 Code FBC2010rrP12007 (Matrix) Weight:18 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FMiTek recommends that Stabilizers and required cross bracing be installed durin Wss erection in accordance with Stabilizer Installation guide. REACTIONS All bearings Mechanical except Gl=length)2=0-38,5=0-3.8. (lb)- Max Horz 2=127(LC 12) Max Uplift All uplift 100 lb or less at joint(s)4,5 except 3=-107(LC 12),2=-163(LC 8) Max Grav A11 reactions 250 lb or less at joint(s)3,4,5 except 2=253(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES ) \CENSE ' '• 1)W1nd:ASCE?-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Dpsf;h=18ft;Cal.II;Exp C;Encl.,GCpi=0.18;MWFRS (envelope)gable end zone and C-C Extenor(2)zone,porch left and right exposed,C-C for members and forces 8 MWFRS for reactions shown,Lumber • *. DOL=1.60 plate grip DOL=1.60 / 34869 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 316-0 tall by 2-M wide will fit between the _ ry m bottochord and any other members. LL 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,5 except Qt=1b)3=107,2=163. f i, •� 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. STATE OF `V 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the '•• ,•���` responsibility of the building designer per ANSI TPI 1 as referenced by the building code. •.•F(,OR 10 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. ••.... 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 // /O N A` LOAD CASE(S)Standard // July 7,2014 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay 7 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI11 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Infomiation available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Pty 18452727 588533 EJ02 JACK-PARTIAL TRUSS 18 1 Job Reference(optional) Builder;FirstSouroe, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Jul 07 14:26:16 2014 Page 1 I D:LlzlMorxLhLWHZ1 h55uA89yaSXz-pefy_L8f=b7PIw9eOGRiOVSW2QAy3gMAsZCWz_Qu -15-0 3-8-2 7-M 1.6-0 3-8-2 3314 sow-1 2 9 5.W 12 T1 2 B1 4 1 = 5 Plate Offsets X Y: [2:0-6-2.0-0-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loci) Weill Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) 0.05 5-8 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.24 Vert(TL) 0.04 5-8 >999 180 BCLL 0.0 ' Rep Stress Inkx YES WB 0.00 Horz(TL) -0.00 2 n/a We BCDL 5.0 Code FBC2010/1PI2007 (Matrix-M) Weight:24 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc baking. MiTek recommends that Stabilizers and required cross bracing be installed Burin W s erection in accordance with Stabilizer Installation guide. REACTIONS All bearings Mechanical except(jt--length)2=0-3-8,5=0-M. (Ib)- Max Horz2=115(LC 12) Max All uplift 100 lb or less at cept 2=-1 Max G avt All reactions 250 Ib or less at joint(s)3,4x5 except 298) 6 (LC 2) \\\\\\`� ( ir`'+!�•,/////// FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. `v�, `GENS TOP CHORD 2-3=-599/824 .7 BOT CHORD 2-5=-1202/836 NOTES (7_9) ` * I 34869 •' 1)Wind:ASCE 7-10,Vult--l30mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf,h=18ft;Cat.II;Exp C;Enc.,GCpi=0.18;MWFRS _ (envelope)and C-C Extenor(2)zone;porch left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load rwnconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-M tall by 2-0-0 wide will fit between the / ,= bottom chord and any other members. STATE OF `V 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joit(s)3,4,5 except at--lb)2=139. '.• F P. ,•' /'w�\� 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ••�;�R��. V 7 This manufactured product is designed as an individual building component. The suitability and use of this component for an particular building Is the I� 9 9 b P� Y n9 //� �� •�` \\� 8 Noe:Visually responslgraded luof the dmng designer berr designations SPsreesents new1 as erencedlumberlumber design y the uilding values code. SPIB. 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard July 7,2014 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paamenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary baring to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional Permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIRPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 SafetyInformation available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type DtY PIY 18452729 588533 HJ02 Diagonal Hip Girder 2 1 Job Reference o tions Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Jul 07 14:26:19 2014 Page 1 ID:LlzIMorxLhLWHZ1 h55uA89yaSXz-EDL5dNAXjUv9_tUVgmaz3KO25j45NHN7285Dprz_Qu 0-0-0 _2_1_7 i 53-5 I5-10.6 I 9-10.13 r 2.1.7 53-5 0-7-1 4-0.7 -9-10.13 sor-+m.� 10 s4 as 12 3 ° T1 ° z e+ Li 12 +3 ° N4= 7 b4 II ° 3413 5-106 9-9.11 9-1p 0 3413 25.9 3-115 0 5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.03 2-7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.05 2-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.09 Horz(TL) -0.00 5 Na Na BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:41 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP Not BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3MiTek recommends that Stabilizers and required cross bracing be installed Burin Wss erection in accordance with Stabilizer Installation ouide. REACTIONS All bearings Mechanical except W-length)2=0415,7=0415. (lb)- Max Horz 2=182(LC 4) Max Uplift All uplift 100 Ib or less at joint(s)4,5 except 2=-205(LC 4),7=577(LC 4) Max Grav All reactions 250 ID or less at joint(s)4,5 except 2=270(LC 2),7=347(LC 2) `\1 FORCES (lb)-Max.Comp.fMax.Ten.-All forces 250(ib)or less except when shown. ��-\` v S,,�,•`ti. / ///j WEBS 3-7=-3351310 \CENSE •`.�•C� i NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf,h=18ft;Cat.11,Exp C.Encl.,GCpi=0.18;MWFRS (envelope)gable end zone,porch left and right exposed,Lumber DOL=1.60 plate grip DOL=1.60 t 34869 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. - 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,5 except Qt--lb)2=206,7=377. :•�1,, 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. STATE OF `V� 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)46 It,down and 55 Ib up at 1-5-12,46 Ib down and 55 Ib up at 1-5-12,50 Ib up at 4-3-11,50 Ib up at 4-3-11,and 59 Ib down and 107 Ib up at 7-1-10,and 59 Ib down and 107 Ib up at 7-1-10 on top chord s'•.•F(,OR ID P and 9 Ib down and 18 Ib up at 1-5-12,9 Ib down and 18 Ib up at 1-5-12,12 Ib down and 34 Ib up at 4-3-11,12 Ib down and 34 Ib up at 4-3-11,and 27 ••..... to up at 7-1-10,and 27 Ib up at 7-1-10 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. /// 9)In the LOAD CASE(S)This manufactured product section,sdes loadsapplied as an indto itvidual building e face of the t comruss a compre onent.The suitability as front(F)o andcuse of this component for an particular building is the Pr 9 P p°r' y Pa 9 responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1.4---04,2-5=10 Concentrated Loads(lb) Vert:8=51(F=26,B=26)9=11(F=5,B=5)10=-96(F=-48,B=-08)11=10(F=5,B=5)12=5(F=-0,B=4)13=55(F=27,B=27) July 7,2014 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design pammenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay I fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 Donofrio Drive,Madison,WI 53719. Job :1-:'ss Truss Type Qty Ply 18452730 588533 Hip Truss 1 1 • Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Jul 07 14:26:24 2014 Page 2 I D:LlzlMorxLhLWHZt h55uA89yaSXz-aA8_g4EgYOYS4eM SdJA8mOjs5klp2Y7sCQo_U2z_Qu 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 12)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 13)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=44,3-12=-04,12-14=44,2-13=-10 Concentrated Loads(lb) Vert:3=-69(B)7=-69(8)12=-141(8)24=-224(8)5=-69(B)21=23(B)10=-69(B)18=-23(B)15=-224(8)8=-69(8)25=-69(B)26=-69(B)27=-69(B)28=-69(B)29=-69(B)30=-69(B)31=-69(B) 32=-69(B)33=-69(B)34=-69(B)35=-69(B)36=-69(B)37=-23(B)38=-23(B)39=-23(B)4D=-23(B)41=-23(B)42=-23(B)43=-23(B)44=23(B)45=-23(8)46=-23(B)47=-23(B)48=-23(B)49=-23(B) 50=-23(B) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onoirio Drive,Madison,WI 53719. JobTruss Truss Type C Ply 18452731 588533 T01A Hip Truss 1 1 Job Reference o lional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Jul 07 14:26:29 2014 Page 2 I D:LlzlMorxLhLWHZt h55uA89yaSXz-x8x4ol pNYAIAPFQQtIJTRRdLIMbjc6bLiVvl9Fz_Qu NOTES (14-16) 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1656 Ib uplift at joint 2,1754 lb uplift at joint 31,1876 Ib uplift at joint 18 and 1696 Ib uplift at joint 15. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)This truss has large uplift reaction(s)from gravity load rase(s).Proper connection is required to secure truss against upward movement at the bearings.Building designer must provide for uplift reactions indicated. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)82 Ib down and 85 Ib up at 7-M,B2 Ib down and 85 Ib up at 9-0-12,82 Ib down and 85 Ib up at 11-0-12,82 Ib dawn and 85 Ib up at 13-0-12,82 Ib down and 85 Ib up at 15-0-12,82 Ib down and 85 Ib up at 17-0-12,82 Ib down and 85 Ib up at 19-0-12,82 lb down and 85 Ib up at 21-0-12,82 Ib dawn and 85 Ib up at 23-0-12,82 Ib down and 85 Ib up at 24-11-0,82 Ib down and 85 Ib up at 26-11-4,82 Ib down and 85 Ib up at 28-114,82 Ib down and 85 Ib up at 30-114,82 Ib dawn and 85 Ib up at 32-114,82 Ib down and 85 Ib up at 34-11.4,82 Ib down and 85 Ib up at 36-11-4,and 82 Ib down and 85 Ib up at 38-114,and 136 Ib down and 205 lb up at 41-M on top chard,and 2 Ib down and 33 Ib up at 7-M,6 Ib up at 9-0-12,6 Ib up at 11-0-12,6 Ib up at 13-0-12,6 Ib up at 15-0-12,6 Ib up at 17-0-12,6 l up at 19-0-12,6 Ib up at 21-0-12,6 Ib up at 23-0-12,61b up at 24-11.4,6 lb up at 26-11-0,6 Ib up at 28-114,6 Ib up at 30-114,6 Ib up at 32-114,6 Ib up at 34-114,6 lb up at 36-114,and 6 lb up at 38-11-4,and 2 Ib down and 33 lb up at 40-114 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 14)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 15)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 16)Truss Design Engineer:Julius Lee,PE:Flonda P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-0=-04,4-13=44,13-16=-44,2-15=-10 Concentrated Loads(lb) Vert:4=$7(F)8=-67(F)13=111(F)29=-0(F)6=-67(F)2"F)11=-07(F)23=4(F)20=-0(F)9=-67(F)33=-07(F)34=-67(F)35=.67(F)36=-67(F)37=-07(F)38=-67(F)39=-07(F)40=-07(F) 41=-07(F)42=-07(F)43=E7(F)44=-07(F)45=4(F)46=4(F)47=4(F)48=4(F)49=4(F)50=4(F)51=4(F)52=4(F)53=4(F)54=4(F)55=4(F)56=4(F)57=4(F)58=4(F) it WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown PE is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee Coastal erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 dOnofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty PIY 18452733 588533 T03 Hip Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Jul 07 14:26:35 2014 Page 1 ID:LIzIMorxLhLWHZ1h55uA89yaSXz-mlJ8zrNayOwuvKiam7sjiigjOAQg7QATjdz4Nvz_Q I 1vU &9-14 11-0-0 17F-0 24-0-0 30-6-0 37-0-0 42-2-2 4 59- 8-0-0 R9-6-0 15-0 14 5 2-2 6 6 0 6S-0 65-0 65 0 5-2-2 5-9-14 . s e 7 e 5W 8 0 11 it = L1 .v5= yi 1a to 17 18 15 14_ 15 a3= 41-12 11.0-0 19-8-028-0-0 37-0-0 43-10-0 484)-0 4-1-12 6-10-4 8-8-0 8-8-0 B-8-0 6-10-4 4-1-12 Plate Offsets MY):: 4:0.3-00-2-0 9:0-3-00-24 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) 0.25 16-17 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.43 16-17 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(TL) 0.10 13 Na n1a BCDL 5.0 Code FBC2010/rP12007 (Matrix) Weight:244 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-84 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-0-7 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-19,8-14 MiTek recommends that Stabilizers and required cross tracing be installed Burin truss erection in accordance with Stabilizer Installation ouide. REACTIONS All bearings 0-3-8. (lb)- Max Horz 2=55(LC 13) Max Uplift All uplift 100 lb or less at joint(s)except 2=-447(LC 28),20=-538(LC 9),13=-541(LC \\\ \- ` S•/� !��' 8),11=-447(LC 27) Max Grav All reactions 250 Ib or less at joint(s)2,11 except 20=1943(LC 2),13=1943(LC 2) �CENS,, FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \ TOP CHORD 2-3=-768/1480,3-4=-1363/804,4-5=-1232!788,55=-2238/1329,6-7=-2238/1329,7-8=-2238/1329, 8-9=1232/788,9-10=-1363/804,10-11=-772/1481 * f 34869 •• BOT CHORD 2-20=-1324/797,18-19=-1 0092054,17-1B=-100972054,16-17=-116872337,15-16=-1009/2054, _ 14-15=100912054,11-13=-13241797 Z: WEBS 3-20=-2373/1361,3-19=540/1198,4-19=-867264,5-19=-1120/624,5-17=-871337,6-17=-2611178, 6-16=-261/178,B-16=-87/337,8-14=-1120/624,9-14=84264,10-14=-534/1198, 10-13=2377/1370 :• ((f NOTES (1012) STATE OF 1)Unbalanced roof live loads have been considered for this design. •Fj,QR,�P•.'• �i\�� 2)Wind:ASCE 7-10,Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=1Bft;Cat.11,Exp C;Enc.,GCpi=0.18;MWFRS / ••. _ .• \\\ (envelope)and C-C Exterior(2)zone,porch left and right exposed,C-C for members and forces 8 M WFRS for reactions shown;Lumber DOL=1.60 plate grip DOL--1.60s�1.60 \ 3)Provide adequate drainage to prevent water ponding. O 4)1- 4)All plates are 3x5 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 35-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 447 Ib uplift at joint 2,538 Ib uplift at joint 20,541 Ib uplift at joint 13 and 447 lb uplift at joint 11. 9)"Semi-rigid prtchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 12)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard July 7,2014 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply • 18452735 588533 T05 Hip Truss 2 1 • Job Reference(optional) BuildemFirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Jul 07 14:26:42 2014 Page 1 ID:LlzIMorxLhLWHZ1h55uA89yaSXz-2eEnRESzJYpvEPkwh5UMUBTuc?n6GbdVKD9x7?z Qu 1�0 7-9-14 15 0 0 21 0 0 27 0 0 330-0 40.2-2 48-0-0 A9 6 0 1 6 0 7-9-14 7-2-2 6 0 0 6-0 0 6-0-0 7-2-2 7-9-14 sa.-i:oa.t sa= _ s.m a s s r E tre a --V se a ws o a z to X us= m ie to n r a rs n z� is 1. t3 o d ae= >B= 4-1-12 9Fi-14 15-0-0 24-0-0 33-0-0 38-5-2 43-104 48-0-0 4� 55-2 5-5-2 9-0-0 + 9-0-0 5�5-2-2 5-5-2 4-1-12 Plate Offsets X Y: 3:0-3-0 Ed a 4:0.3-00.24 8:0.3-00-24 9:0-3-0 Ed LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/def! Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.22 16-18 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.41 16-18 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.50 Horz(TL) 0.11 12 Na Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:262 It, FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-311 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-20,5-18,7-14.9-12 MiTekrecommends that Stabilizers and required cross bracing be installed duan Wss erection in acgordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=-08/0-3-8 (min.0-1-8),10=-08/0.3-8(min.0-1-8),20=1529/G-3-8 (min.0-2-3),12=1529/0-3-8(min.0.2-3) Max Horz 2=86(LC 12) \\\\% ( ))i l l l Max Uplift2=-173(LC 28),10=-173(LC 27),20=411(LC 9),12=-414(LC 8) \ / Max Grav 10=4(LC 12),20=1656(LC 2),12=1656(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. `Vv'• \C ENs,', �.C\ TOP CHORD 2-3=-397/900,34=-1947/1059,4-5---1759/1041,5-6=-2233/1235,6-7=-2233/1235, 7-8=-1758/1041,8-9=-1946/1058,9-10=-399/901 BOT CHORD 2-20=-783/473,19-20=-59411210,18-19=-563/1219,17-18=-878/2094,17-2l=-87af2094, r 34869 7C 21-22=-87812094,16-22=-87812094,16-23=-87&'2094,23-24=-878/2094,15-24=-878/2094, 14-15=-8782094,1314=-565/1220,12-13=-598/1212,10.12=-783/474 1� WEBS 320=-2638/1403,3-18=-115/543,4-18=-142/381,5-18=-617/304,7-14=-617/304,B-14=-141/381, —_ 9-14=-112/543,9-12=-2640/1407 NOTES (9-11) �1+ 1)Unbalanced roof live loads have been considered for this design. i STATE OF 2)Wind:ASCE 7-10,Vult-130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=1 Bit,Cat.!I;Exp C;End.,GCpi=0.18,MWFRS ,FC P' (envelope)and C-C Extehor(2)zone,porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate •. OR\D• •. \� grip DOL=1.60 /j �`\\ 3)Provide adequate drainage to prevent water ponding. // O N AL \\ 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �S�/ \\\ 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-M tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 173 Ib uplift at joint 2,173 Ib uplift at joint 10,411 It,uplift at joint 20 and 414 Ib uplift at joint 12. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard July 7,2014 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design pammenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSUTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Fly18452737 588533 T07 Hip Truss 2 1 Job Reference o bona Builders FirstSource, Jacksonville,FI 32244 7.350 is Sep 27 2012 MiTek Industries,Inc. Mon Jul 07 14:26:48 2014 Page 1 ID:LlzlMorxLhLWHZ1 h55uA89yaSXz-tob3iHXku0Z2yKC41 MbmkSjxbPpPgJDOj9cGKfz_Qu 15-0-0 5-1410 12 10 10 19-0-0 2A n n 29-0-0 35-1-0 42-15 48-0-0 15 510.10 7 0 0 6-1-6 5 0 0 5-0-0 515 7-0-0 5 10.10 1 S-0 sa.-1:ee i 3 7 5.00172 4 e we 5,6 i s,s c d vw vw 6 3 10 2 ai �111 16 1e 17 16 20 21 1s 14 13 12 4-1-12 11-6-14 19-0-0 29-0-0 36-5-2 43-104 48-0-0 4-1-12 7-52 75-2 10-0-0 7-5-2 7-52 4-1-12 Plate Offsets X Y: J3:0,3-0,0-3-01,[5:0-3-0,0-2-41.[Z:0-3-0.0-2-41,[9:0-3-0.0-3-01 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.37 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.59 15-16 >819 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.50 Horz(TL) 0.07 12 We rda BCDL 5.0 Code FBC2010frP12007 (Matrix) Weight:268 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-16,6-16,6-15,8-15 MiTek recommends that Stabilizers and required cross bracing be installed duan truss erection in accordance with Stabilizer Installation ouide. REACTIONS All bearings 0.3-8. (Ib)- Max Horz 2=107(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)except 2=-178(LC 28),19=404(LC 12), \\\\ \�C S•j� �/�// 12=-388(LC 8),10=-178(LC 27) .7 r�• / Max Grav All reactions 250 Ib or less at joint(s)2,10 except 19=1733(LC 2),12=1733(LC 2) •. � �J . �CEN3F •.�� �� FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-504/1009,3-4=-1694/961,4-5---1776/1036,55=1606/1010,6-7=-1606/1010, 7-8=-1776/1036,8-9=-1694/961,9-10=-507/1010 / 34869 W e BOT CHORD 2-19=-889/552,18-19=-216/449,17-1 8=-689/1552,16-17=-689/1552,16-20=-616/1587, _ 20.2i.-616/1587,15-21=-616/1587,14-15=-688/1552,13-14=588/1552,12-13=-221/451, _ -D �/ 10.12=-889/552 WEBS 3-19=-2261/1286,3-18=453/1097,4-18=-402239,516=-1791379,6-16=-305/126,6-15=-305/126, 7-15=-179/379,B-13=401238,9-13=448/1094,9-12=-2264/1294 (L` i STATE OF NOTES (9-11) 1)Unbalanced roof live loads have been considered for this design. -(1•'•.FC ORID P •'• �` 2)Wind:ASCE 7-10,Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf,h=18ft;Cat.11;Exp C.Enc.,GCpi=0.18;MWFRS S ••..... (envelope)and C-C Extenor(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate 1110� \� grip DOL=1.60 �/ NAL \\` 3)Provide adequate drainage to prevent water ponding. , J \ 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 35-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 178 Ib uplift at joint 2,404 Ib uplift at joint 19,388 Ib uplift at joint 12 and 178 lb uplift at joint 10. 8)"Semi-rigid pdchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard July 7,2014 ® WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPI1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W 53719. Job Truss Truss Type Qty Ply 18452739 588533 T09 Hip Truss 2 1 ' Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Jul 07 14:26:54 2014 Page 1 ID:LlzlMoIxLhLWHZ1 h55uA89yaSXz-iyyKzLbUUEKCgFfDOdiAJzy9quY4?OG553aYJz_O . 84-2 15f-1Q 23-0-0 25-0-0 42-5-6 3q-7-14 48-0-0 49-6-0 1 6 0 84-2 7-2 8 7-5 6 2 0 0 7-5-6 7-2 8 84-2 150 sa.-1l6.1 se= ss= s s s.00 r 96 s ]d c ] Ss� se c 9 s 2Ell 0 �1 w Ia5= 19 11 18 16 a) 15 14 31 19 Zl 13 11 4-1-12 13514 23-0-0 25-0-0 34-5-2 43-10-4 48-0-0 4-1-12 9-5-2 9-5-2 2-0-0 9-5-2 95-2 4-1-12 Plate Offsets X Y: 3:04.0 0.3-0 5:0-3-0 0.2.4 6:0-5-120-2 8:0.4-0 0-3-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.28 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.4912-14 >983 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.54 Horz(TL) 0.11 11 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:278 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-18,4-15,6-15,7-14,8-11 MiTek recommends that Stabilizers and required cross bracing be installed dune truss erection in accordance with tabili erInstallation ouide. REACTIONS All bearings 0-3-8. (lb)- Max Horz 2=-128(LC 13) Max Uplift All uplift 100 Ib or less at joint(s)except 2=117(LC 8),9=-118(LC 9),18=-377(LC 12),11=-35 1(LC 13) Max Grav All reactions 250 Ib or less at joint(s)2,9 except 18=1564(LC 2),11=1570(LC 2) \\\_`�\• ••'• •'••.•�,(\//j 10ENSF FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 23=303/683,3-4=-2065/1153,4-5=-1746/1060,5-6=-1573/1046,6-7=-1744/1058, 1 ,• i 7.8=-2063/1151,8-9=-3121700 7� l 34869 BOT CHORD 2-18=-584/397,17-18=-747/1486,17-19=-774/1788,16-19=-774/1788,16-20=-774/1788, _` 15-20=-774/1788,14-15=-497/1440,14-21=-773(1787,13-21=-773/1787,13-22=-773/1787, 12-22=-773/1787,11-12=-749/1483,9-11=-600/406 — 1L WEBS 3-18=-2651/1454,3-17=-5/354,4-15=-463/369,5-15=-206/389,6-14=-208/390,7-14=465/370, 8-12=-5/357,B-11=-2666/1465 �V NOTES (9-11) � ••••• STATE OF •,•�\�` 1)Unbalanced roof live loads have been considered for this design. '. •F(�R�p P•,. 2)Wind:ASCE 7-10,Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2 sf,BCDL=3.Opsf;h=18ft,Cat.II;Exp C;End.,GCpi=0.18;MWFRS _ \ P (� (envelope)and C-C Exterior(2)zone,porch left and right exposed;C-C for members and forces 8.MWFRS for reactions shown;Lumber DOL=1.60 plategrip //� v ••1• G \\\\ 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 350 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 117 Ib uplift at joint 2,118 Ib uplift at joint 9,377 Ib uplift at joint 18 and 351 Ib uplift at joint 11. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard July 7,2014 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 MiTek Industries,Chesterfield,MO Page 1 of 1 Note:T-Bracing/ 1-Bracing to be used when continuous lateral bracing 0o a o0 is impractical.T-Brace/ I-Brace must cover 90%of web length. u Note:This detail NOT to be used to convert T-Brace/ I-Brace MiTek Industries, Inc. webs to continuous lateral braced webs. Nailing Pattern Brace Size T-Brace size Nail Size Nail Spacing for One-Ply Truss 2x4 or 2x6 or 2x8 10d 6"o.c. Specified Continuous Rows of Lateral Bracing Note: Nail along entire length of T-Brace/ I-Brace Web Size 1 2 (On Two-Ply's Nail to Both Plies) 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace 2x61-Brace 2x8 2x8 T-Brace 2x81-Brace Nails Brace Size t for Two-Ply Truss Specified Continuous Rows of Lateral Bracing SPACING Web Size 1 2 k 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace WEB2x6 1-Brace _A 2x8 2x8 T-Brace 2x81-Brace k T-Brace/I-Brace must be same species } T-BRACE and grade(or better) as web member. \,\GENSF NailsSection Detail * N 34869 �, T-Brace ,� W- �� 6/22/11 441 STATE OF .�• Web �� !°�ORIDP. ' r Nails 0A 1109 COASTAL BAY BOYNTON BC, FL 33435 Web I-Brace i Nails 'JANUARY 1, 2009 LATERAL TOE-NAIL DETAIL ST-TOENAIL-SP �0 ® MiTek Industries,Chesterfield,MO Page 1 of 1 NOTES: u u 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER 0 0o AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND a oo EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. U I0 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek Industries, Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. THIS DETAIL APPLICABLE TO THE TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nail) THREE END DETAILS SHOWN BELOW DIAM. SYP DF HF SPF SPF-S 0 .131 88.0 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY ;� .162 108.8 99.6 86.4 84.5 73.8 r) z .128 74.2 67.9 58.9 57.6 50.3 Z 3 .131 75.9 69.5 60.3 59.0 51.1 SIDE VIEW N .148 81.4 74.5 64.6 63.2 52.5 3 NAILS ri NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE-NAIL. NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. NEAR SIDE EXAMPLE: (3)-16d NAILS(.162"diam.x 3.5")WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3(nails)X 84.5(Ib/nail)X 1.15(DOL)=291.5 Ib Maximum Capacity ANGLE MAY ANGLE MAY ANGLE MAY VARY FROM TVARY O OFROM VARY FROM 300TO 60° 30 30°TO 60° 45.00* 45.000 ;_7 45.000 uS•S'K * ' N34869 * _ � �/`�' j - �0 W_ O 6/22/11 CV; STATE OF i F�ORIDP . '\0�?� SAO N M-������ //1111111100 1109 COASTAL BAY BOYNTON BC, FL 33435 FEBRUARY 14, 2012STANDARD PIGGYBACK ST-PIGGY-7-10 TRUSS CONNECTION DETAIL MiTek Industries,Chesterfield,M ✓ �� ® MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET MAX TRUSS SPACING=24"O.C. a oo CATEGORY II BUILDING a oo EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE:1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES MiTek Industries, Inc. TRANSFERING DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN E WITH(2)0.131"X 3.5"TOE NAILED. B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. A UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH(2) 0-131"X3.5"NAILS EACH. D-2 X_X 4'-0"SCAB,SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,ATTACHED TO ONE FACE,CENTERED ON INTERSECTION,WITH(2)ROWS OF 0.131"X 3"NAILS @ 4"O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH DIRECTIONS AND: 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 ft. E-FOR WIND SPEEDS BETWEEN 126 AND 160 MPH,ATTACH C MITEK 3X820 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 72"O.C.W/(4)0.131"X 1.5"PER MEMBER.STAGGER NAILS FROM OPPOSING FACES.ENSURE 0.5"EDGE DISTANCE. (MIN.2 PAIRS OF PLATES REQ.REGARDLESS OF SPAN) B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB CONNECTION PER NOTE D ABOVE This sheet is provided as a Piggyback connection FOR ALL WIND SPEEDS,ATTACH MITEK 3X6 20 GA Nail-On PLATES TO detail only.Building Designer is responsible for all EACH FACE OF TRUSSES AT 48"O.C.W/(4)0.131"X 1.5"PER MEMBER. permanent bracing per standard engineering practices or STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5"EDGE DISTANCE. refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED ���\vS S•K1 EXTEND THROUGH � BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS �J,• ' \GENSF '`� �� MUST MATCH IN SIZE,GRADE,AND MUST LINE UP AS SHOWN IN DETAIL. 2) ATTACH 2 x x 4'-0"SCAB TO EACH FACE OF _ N 34869 TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) W (MINIMUM 2X4) 3 9/1�12 jjj 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM %O STATE OF CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS FtORIDP. ' GREATER THAN 4000 LBS. �i 4) FOR UMBER PIGGYBACK GIRDER LOADS, O PLYS OF P GGY AR CK USSO MATTCH NBASE TRUSS. �0/0 N A`- �X\\ 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH 1011111% \`\ THE PIGGYBACK AND THE BASE TRUSS DESIGN. 1109 COASTAL BAY BOYNTON BC, FL 33435 FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 MiTek Industries,Chesterfield,MO Page 2 of 2 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD 0o Trusses @a 24" o.c. a 00 HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48"O.C. (SEE SECTION A-A) ATTACHED TO VERTICAL WITH(4)-16d COMMON WIRE NAILS AND ATTACHED MiTek Industries, Inc. Roof Sheathing TO BLOCKING WITH(5)-10d COMMONS. 1'-3" Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR E TO THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE PURLIN WITH TWO NAIL DIAGONAL BRACE NAILS CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS \ \ 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d NAILS EACH.FASTEN PURLIN \ TO BLOCKING W/TWO 16d NAILS(MIN) Diag. Brace \ PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 points SUPPORTING THE BRACE AND THE TWO TRUSSES if needed \ ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH(2)-10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) 10d COMMON WIRE NAILS. End Wall CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 1 :ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2:ATTACH 2X SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG MEMBER ON-THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL NAILING SCHEDULE.SCABS ARE TO BE OF THE SAME SIZE,GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: FOR WIND SPEEDS 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)OR LESS,NAIL ALL MEMBERS WITH ONE ROW OF 10d(.131"X 3")NAILS SPACED 6"O.C. FOR WIND SPEEDS GREATER 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)NAIL ALL MEMBERS WITH TWO ROWS OF 10d(.131"X 3")NAILS SPACED 6"O.C.(2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE / VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. STRUCTURAL / AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPP T F TS�E BOTTOM GABLE TRUSS / CHORD TO RESIST ALL OUT OF PLANE LQ`AqQS Hq ddClly��HOWN IN THIS DETAIL IS FOR THE VERTICAL/S,X-1`0 �Y.S K Oji `vv i v\GENgF' NOTE:THIS DETAIL IS TO BE USED ONLY FOR / * N 34SB9 STRUCTURAL GABLES WITH INLAYED STUDS.TRUSSES WITHOUT INLAYED _ STUDS ARE NOT ADDRESSED HERE. �0LLJ z: 3/29/12 STATE OF STANDARD GABLE TRUSSs% •.....• '!�\\�� O NIAk-, 1109 COASTAL BAY BOYNTON BC, FL 33435 ■ V�= TECHNICAL BULLETIN April 2010 by Weyerhaeuser Bulletin TB-300 Table 2A: Maximum Concentrated Load Applied to Beam -Wood Screw Connection (lbs)11I Fastener Type Hanger Wood USP WS Simpson SDS Beam Configuration Screw Type Length #Screws #Screws 2 4 6 8 2 4 6 8 i I_ FACE 13) 3'/i' 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 3-ply 1%" I (51/4" Beam) TOP(2) 3'/z' 720 1,435 2,155 2,870 1,020 2,040 3,060 4,080 i FACE 31/2' - - -- - --- --- --- --- 31/2"+1'/4" (51/4" Beam) TOP 14) 3'/2' 720 1,435 2,155 2.870 1,020 2,040 3,060 4,080 31/2"+13/4" FACE/ (51/4"Beam) TOP 131 3'/i' 1,435 2,870 4,305 5,740 2.040 4,080 6,120 8,160 FACE 12) 6"151 1,055 2,110 3165 4,220 1.360 2,720 4,080 5,440 4-ply 13/4" (7" Beam) TOP(2) 6"(51705 1,405 2,110 2.810 905 1,815 2,720 3,625 FACE 131 3'/2 1,915 3,825 1 5,740 7,655 2,720 5,440 8,160 10,880 2-ply 13/4"+31/2" '' 6 2,110 4,220 6,325 8,435 2,720 5,440 8,160 10,880 (7" Beam) TOP 12) 3'/z' 640 1,275 1,915 2,550 905 1,815 2,720 3,625 6"(5) 705 1,405 2,110 2,810 905 1,815 2,720 3,625 i Y 2-ply 31/2" FACE/ 6"5' 1,055 2,110 3,165 4.220 930 1,860 2,785 3,715 (7" Beam) TOP 121 2-ply 13/4"+31/2" FACE/ 6"(5) 1,055 2,110 3,165 4,220 1,360 2,720 4,080 5,440 (7" Beam) ( - ( TOP 13) FACE141 6"`5i 1,055 2,110 3,165 4,220 930 1,860 2,785 3,715 2-ply 13/4"+3'h" ; (7" Beam) 4 5, -� TO P1 I 6" 705 1,405 2,110 2,810 905 1,815 2,720 3,625 51/4"+ 13/4 FACE/ , (7" Beam) TOP(3) 3/2 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 1. See page 4 for table General Notes,connection details and beam depth limitations. 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger only. 4. Install screws from hanger side only. 5. 6"SDS or WS screws can be used with Parallam®PSL and Microllam®LVL,but are not recommended for TimberStrand®LSL. Page 2 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) -www.iLevel.com Weyerhaeuser,iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved. ■ km TECHNICAL BULLETIN April 2010 by Weyerhaeuser Bulletin TB-300 Table 1, 2A, 2B General Notes • Connections are based on NDS S,2005 or manufacturer's code report. ■ All plies must be the same material and grade. • Values are for 100% duration of load. Increase 15%for snow load or 25%for non-snow roof load conditions, where code allows. • Rotational effects should be considered for 7"wide beams loaded from one side only. ■ Capacities shown for face mount hanger conditions are based on 16d common (0.162"x 3'/2") nails installed in the hanger. Other nails used for face mount hanger installations invalidate the capacities in these tables. • Verify adequacy of beam with all loads applied by using iLevel software or other methods. ■ See the iLevel Trus Joist°Beams, Headers, and Columns Specifier's Guide (#TJ-9000)for required connections for uniform side loads. Bolt or Wood Screw Connection Details • 1/2" bolts-a/16" o maximum holes • 3/4" bolts-13/16"o maximum holes ° a • Lead holes not required for wood screws N Conc. Load Conc.Load In m Conc. Load Conc. Load s� `o `o N N p N d • I • f LLL170 EQ. EQ, 2' Max (typ) 2 Fastener 4 Fastener 6 Fastener 8 Fastener Pattern Pattern Pattern Pattern Min, Beam Depth: Min. Beam Depth: Min. Beam Depth: d=7'/."for'/2"o bolts d=9'/<"for'/2"o bolts d= 11'/."for'/2"o bolts d=9'/."for W o bolts d= 14"for 3W'o bolts d= 16"for'/."a bolts Conc. Load Nailed Connection Detail � a • *STAGGER NAILS TO • 0 PREVENT SPLITTING 1 '/2' 9" 16d Sinker (typ) TYp LC1 (+/-1") (0.148" x 3%'") 6 Nail Pattern�� 12 Nail Pattern 18 Nail Pattern Page 4 of 8 24 Nail Pattern /� CONTACT US • 1.888.iLevel8 (1.888.453.8358) • www.iLevel.com AWeyerhaeuser,iLevel,Microllam,Parallam.TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved. ■ TECHNICAL BULLETIN March 2010 by Weyerhaeuser Bulletin TB-300 Connection Design Example Given the floor framing shown below, specify the necessary connections for the a 3-ply Microllam®LVL beam supporting a 2-ply Microllam®LVL beam on one side and floor joists from the other side. The floor joists apply a 500 plf load to the side of the beam while the 2-ply beam reaction is 5,000 lbs. See the following page for the solution. Brg. (TYp-) Additional 3-1%" x 14" Microllam LVL Beam, Flush Connection LN ---- ------------------ Required for Ir Concentrated Face Mount Hanger with 5,000 lbs Reaction Load -- ----- ---_____ 2- 13/" x14" Microllam® LVLT 14" Floor Joists @ 24" o.c., Typ. Beam, Flush - - -- - , - --- ----- --- -- r 4'-0" 15'-0" i Partial Framing Plan Page 6 of 8 /� CONTACT US • 1.888.iLevel8 (1.888.453.8358) • www.iLevel.com AWeyerhaeuser,it-evel.Microllam.Parallam.TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved. ■ - - Forte MEMBER REPORT Level,Floor Flush Beam ) software 3 PIECE(S) 13/4" x 14" 1.9E Microllam®LVL PASSED Fq i All Dimensions are Horizontal,Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF System:Floor Member Reaction(lbs) 7595 @ 2" 7805 Passed(97%) Member Type:Flush Beam Shear(lbs) 6837 @ 1'5112" 13955 Passed(49%) 1_0 Building Use:Residential Moment(Ft-lbs) 25215 @ 4'117/8" 36387 Passed(69%) 1.0 Building Code:IBC Live Load Dell_(in) 0.356 @ T 1 13116" 0.489 Passed(1_/494) -- Design Methodology:ASD Total Load Dell.(in) 0.456 Q 7'1718- 0.733 Passed(L1386) • Deflection criteria:LL(1_/360)and TL(1_/240). • Design results assume a fully braced condition where all compression edges(top and bottom)are property braced to provide lateral stability. Bracing(Lu):All compression edges(top and bottom)must be braced at 13'15116'o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Total Available Required Support Reactions(lbs) PP Bearing Bearing Bearing Dead 1 Floor 1 Roof t Snow Accessories 1 -Stud wall-Spruce Pine Fir 3.50" 3.50 3.40" 1641 1595510 10 Blocking 2-Stud wall-Spruce Pine Fir 3.50" 3.50" 2.33' 116414045/0/0 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full bad is applied to the member being designed. Loads Location Tribunary {lead Floor Live Roof Live Snow Comments Width (OM) (1.00) (non-snow:1.25) (1.15) 1 -Uniform(PSF) 0 to 15' 110C 0 ,K'0 J 1 G 5 1D'F,00r 2-Point(lb) 4' N:4. 1306 01101 C G Location Analysis Shear(lbs) Moment(Ft—lbs) Comments Actual/Allowed/LDF Actual I Allowed 1 LDF 1 -3' 6;1351 139651 1.0 19186136387/1.0 BOLTS LEFT OF HANGER 2-5' 39112569 109 25215/36387/1.0 BOLTS RIGHT OF HANGER Forte*'Software Operator Job Notes 3:15/2010 9.02:21 AM il-eveM Forte-v1-1,Design Engine:1'4.8.0.1 Page i of 1 Page 8 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com w w Weyerhaeuser,il-evel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.@2010 Weyerhaeuser NR Company.All rights reserved. 48-00-00 • ' 4-00-00 I vi 0 CJ U o o U o 0o J02 � o CJ03 w T02 T03 T04 T05 T06 T07 T08 0 0 o T09 2 00 v T08 T07 T06 T05 T04 T03 T02 01 CJ04 ti J02 o JO 18 CJ � U U 48-00-00 MITEK PLATE APPROVAL #'S 2197.2-2197.4. WEYEM 5/12 PITCH 1'6" 0.H. 130/C PCJ0301 neral Notes: -Per ANSIITPI 1.2002 all"Truss to Wall" connections m the responsibility of the Building Designer,not the russ Manufacturer.•Use Manufacturer's specifications for all hanger onnections unless noted otherwise.Trusses are to W 24"o.c.U.N.O. All hangers are to he Simpson or equivalent U.N.O.- Use 10d x 1 112"Nails in hanger connections to single ply girder trusses. Trusses are not designed to support brick U.N.O. Dimensions are Feet-Inches-Sixteenths Notes: No back charges will be accepted by Builders FirstSource unless approved in writing first. 850.835-4541 ACQ lumber is corrisive to truss plates. Any ACQ lumber that comes in contact with truss plates(i.e.scabbed on tails)must have an approved barrier applied first. Refer to BCSI-Bl Summary Sheet-Guide for handling, Installing and Bracing of Metal Plate Connected Wood Truss prior to and during truss installation. It is the responsibility of the Contractor to ensure of the proper orientation of the truss placement plans as to the construction documents and field conditions of the structure orientation. If a reversed or flipped layout is required it will be supplied at no extra cost by Builders FirstSource. It is the responsibility of the Contractor to make sure the placement of trusses are adjusted for plumbing drops,can lights,set...,so the trusses do not interfere with these type of items. O All common framed roof or floor systems must be 6 Odesigned as to NOT impose any loads on the floor trusses below. The floor trusses have not been designed to carry O any additional loads from above. 00C? This truss placement plan was not created by an engineer,but rather by the Builders FirstSource stall and is solely to be used as an installation guide and does not require a seal.Complete truss engineering and analysis can be found on the trues design drawings which may be sealed by the truss design engineer. Gable end trusses require continuous bottom chord bearing. Refer to local codes for wall framing requirements. Although all attempts have been made to do so,trusses may not be designed symmetrically.Please refer to the individual truss drawings and truss placement plans for proper orientation and placement. Builders FIRSTSOURGE Freeport PHONE:850-835-4541 FAX:850-835-4532 Jacksonville PHONE:904-772-6100 CJ04 FAX:904-772-1973 0 Tampa It OPHONE:813 621 9831 o FAX:813-628-8956 U �ci JO I Auilder: i V o STANFORD -� gal Address: 1380 WEST PLAZA 4-00-00 oder: _11USTOM i2/A e: yawn By: igmal Ref 1K [+ '�1 /14 OE 88533 AAI )RFR PRnnt Ir.T #'S i 03 .2-1030. 10 JC l /AJC 88533 City of Atlantic Beach APPLICATION NUMBER "s'r Building Department `1� 800 Seminole Road (To be assigned b the Building De artment.) Atlantic Beach, Florida 32233-5445 2 Phone(904)247-5826 • Fax(904)247-5845 yy ' E-mail: buildin de t b g- p @coa .us Date routed: City web-site: http://www.coab.us APPLICATION REVIEW AND TRAC ,",4\ 1G FORM Property Address: 1.J'0 O 1plkZ A-1 De art,eent review required Yes N® uild* Applicant: �S Planning &Zonin 001, Tr ministrator Project: lo m -- > - tiliti Public Safety Fire Serrices Review fee $ Dept Signature -62 1/ Other Agency Review or Permit Required Review or Receipt of Permit Verified By DateFlorida Dept.of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Amy Corps of Engineers Division of Hotels and Restaurants -- Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: PApproved. ❑Denied. (Circle one.) comments: n �, BUILDING �® WR. er o/ S'-ew-el— a.1/ot. /'l re- a* �C 8� PLANNING &ZONING Reviewed by: Date: TREE ADMIN. - - _______ Second Review: []Approved as revised. []Denied. IG WORYS I Comments: UBLIC UTILIT PU LI SAFETY Reviewed by: --- - Date: FIRE SERVICES Third Review: []Approved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 05/14/09 City of Atlantic (Beach Building Department Z5845 Cj�IVFAPPLICATION NUMBER 1800 Seminole Road (To be assigned b the Building De artment.) Atlantic Beach, Florida 32233-5445L 16 2014Phone(904)247-5826 • Fax(904) 247E-mail: buildin de t coab.usg p @ Date routed: City web-site: http://www.coab.us APPLICATION REVIEW AND TRAC' ING FORM Property Address: 1�0 Q A&Z A—,,' De art�--nent review required Yes N uild' Applicant: Planning &Zonin � / Tr ministrator AIF Iw -- Wor tiliti Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt of Permit Verified —Py ®ate 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: []Denied. (Circle one.) Comments: oApproved. v L BUILDING PLANNING &ZONING Reviewed by: Date:7 TREE ADMIN- - _ ___ Second Review: oApproved as revised. ❑Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: FIRE SERVICES Third Review: ❑Approved as revised. [Denied. Comments: Reviewed by: Date: Revised 05/14/09 City of Atlantic Beach APPLICATION UMBER Building Department (To be assignedthe Bu�'�lding De rtment.) 800 Seminole Road r� Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 • Fax(904)247-5845 E-mail: buildin de t coab.us Date routed: riga ' g- P @ City web-site: http://www.coab.us APPLICATION REVIEW AND TRAC '.JNG FORM Property Address: U Q G(J &Z IBJ De artument review required Yes No uildinn Applicant: ,s Planning &Zonin Tr ministrator Project: �� �(,� mg _ Wor tiliti Public Safety Fire Sewices Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Dateof permit Verified Sy 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: OApproved. Aenied. (Circle one.) Comments: BUILDING L PLANNING &ZONINGy Reviewed by: Date: TREE ADMIN. Second Review: ;KApproved as revised. ❑Denied. PUBLIC WORKS Comments: 74 r ra ve4 fG"-1/ �t•��S�/S `u�t / �w &,Glt -/44,, // LO•tiv�2�'•cT'6,��44 ✓" PUBLIC UTILITIES U�t'+ �"'� W` T'^r� �G✓, PUBLIC SAFETY Reviewed by: 1 / (/Date: 2 �( FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. Comments: Reviewed by: _ Date: Revised 05/14/09 BUILDING PERMIT APPLICATION n ��,,'' CITY OF ATLANTIC BEACH D U Lp 800 Seminole Road, Atlantic Beach, FL 32233 Office (904) 247-5826 Fax (904) 247-5845 JUL 15 2014 A B Job Address: l f"4'Z } Permit Nu y Legal Description Parcel# 170979- Cx)ot5 Floor Area of Sq.Ft. Sq.Ft Valuation of Works Proposed Work heated/cooled l-f 90 non-heated/cooled Class of Work(circle one): Ve Addition Alteration Repair Mov Demolition pool/spa window/door Use of existing/proposed structure(s) (circle one): Commercialesidenti If an existing structure,is a fire sprinkler system installed? (Circle one). es N N/A Florida Product Approval# For multiple products use product approva orm Describe in detail the type of work to be performed: GUCLO A14-W l-�ptt Sr= Property Owner Information: Name: PAVL— A. �CA4 Fb� Address: iz& Its• /i'�9Z�4 A'Ze—E44-m— gc-0_ City A[t�44—c l C k3C . Stater'L Zip X233 Phone qO 4- 383-- IT76 E-Mail or Fax#(Optional) Contractor Information: CONTRACTOR EMAIL ADDRESS: eaw i n ey.-t-HOAA Q 9 m eLd.co rl'i Company Name: L Qualifying Agent: C—DW%-4 NKT6ACH Address: .74213 WkES( - • ST. City A-M-4r4WC aCkj, State t-L- Zip 32233 Office Phone .2-70-2-18 S Job Site/Contact Number !nQ_(c•- S(o S4, Fax-# State Certification/Registration# 5 4 G 1504 15 8 Architect Name&Phone# Engineer's Name&Phone# L16E ,E. cf- :;t 3.5f Fee Simple Title Holder Name and Address Bonding Company Name and Address Mortgage Lender Name and Address Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. This permit becomes null and void if work is not commenced within six(6)months, or if construction or work is suspended or abandoned for a_period of six(6)months at any time after work is commenced. I understand that separate permits must be secured for Electrical Work,Plumbing,Signs, Wells,Pools,Furnaces,Boilers,Heaters, Tanks and Air Conditioners,etc. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. I hereb certify that 1 have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type ofYwork will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any other federal state, or local law regulating construction or the perform ance of construction. Signature of Owner j gn Signature of Contractor Print Name • a Print Name �. Paa.......A.......sbn....... i,... .................................... ..........................................................................P.....- ��=C..-�..... .. Before me Before rpe this Day of j ti 1 r1-,1— ,20 M this -! Day of �- �l �`itf�. a � C . ,O'4� Notary Public State of FloridaJ `F Durante Notary Publi Notary Publi - �o�w ` Erni es 2i 20/2 7 Notary Public State of Florida C J Durante qg • My Commission FF 064283 EYoirac M,_i M7 TREE & VEGETATION AFFIDAVIT City of Atlantic Beach Department of Community Development Planning&Zoning Division rr 800 Seminole Road Atlantic Beach,FL 32233 J'31� (P)904 247-5800 (F)904 247-5845 PERMIT# SECTION I-APPLICANT INFORMATION r Owner(s) egal Authorized Agent* NAME OF APPLICANT f N NAME OF COMPANY {L. {i�rL3Q`RISS%,WS 0 T IIUAW r -ogI CA ��G• ADDRESS OF COMPANY 2GZ8 WEST Lr^� 31-- AZLA471G $G W FL . PHONE Z.010-Z.1$S CELL �p 2GS(A S(• EMAIL QAw i n V'R ck-ct% e�J co M CONTRACTOR CERTIFICATION NUMBER 4:40G 150 dq 15 S -9�u` ' ATLBCH BUSINESS TAX RECEIPT NUMBER AsliarctalL 0 COC SECTION II-SITE INFORMATION STREET ADDRESS OF PROPERTY 13 8 Q W. FL-AZA AT(.A4Z1G UA,, FL- L. 3 27,33 If an address has not been assigned to this property,contact the AB Building Department at(904)247-5826 to request an address. LEGAL DESCRIPTION I S'3� 38 zS ?`� E . 40 0 A TL141.L'TIG BC►H. SGG.14 03 tt9 LOT BLOCK SUBDIVISION A-"f4-M 6G)}.S- N REAL ESTATE NUMBER k,p4R'76'0000 LOT OR PARCEL SIZE: ;293,25 SQ FT AC RESIDENTIAL 1/ COMMERCIAL OTHER(SPECIFY) I affirm that I have reviewed the provisions of Chapter 23, 'Protection of Trees and Native Vegetation' of the Municipal Code of Ordinances for the City of Atlantic Beach,FL and/or I have participated in a pre-application meeting with the Administrator of those regulations. Subsequently,I affirm that no regulated trees and no regulated vegetation will be damaged,destroyed and/or removed from the above-described or adjacen properties in conjunction with this project. 406k/ G , &W~k-10 SIGNATURE OF OWNER SIGNATURE OF OWNER Signed and sworn before me on this I�_day of ` �Q 14,by State of �L County of aj Identification verified: Oath sworn: r' Yes (- I � Notary ignature R �rr Notary Public State of Florida My Commission expires: 12my coy L Graham < My Commission FF 086990 rlIDMe� E & R Enterprises of North Florida, LLC CGC 1504158 Office (904) 270-2185 edwinputtbach@gmail.com July 14, 2014 OLD FOOT PRINT VS NEW FOOT PRINT RE: 1380 West Plaza Atlantic Beach, FL 32233 Old Foot Print 1) 28.42 x 38.33 = 1089.33 house 2) 8.08x38.33 = 309.70 rear porch 3) 5.75x38.33 = 220.39 front porch 4) 6 x 2.5 = 15 chimney 5) 6x 2.5 = 15 concrete stoop 6) 8.25 x 8.25 = 68.06 playhouse 7) 45x3 = 135 30x3 = 90 7.5 x 3 =22.5 247.5 pavers at rear porch Total= 1964.98 sq ft New Foot Print 1) 48 x 48 = 2304 house and porches Total = 2304.00 sq feet Old minus New= 339.02 sq ft Calculated by Edwin Puttbach Pw � 2628 West End St. Atlantic Beach, FL 32233 E & R Enterprises of North Florida, LLC CGC 1504158 Office (904) 270-2185 edwinputtbach@gmail.com July 14, 2014 IMPERVIOUS GROUND CALCULATIONS RE: 1380 West Plaza Atlantic Beach, FL 32233 Lot = 29,325 House=2,304 Workshop= 664 Tool shed=20 Pavers+water pump shed=3,754 Lot=29,325 Lot coverage= 6,742 Percentage of coverage= 23% Calculated by Edwin Puttbach 2628 West End St. Atlantic Beach, FL 32233 � z !} \7 � 2§ t m _ § ;22 ; � # SFA q 2 k 9r; \ Lu [ \: � 2 §\ � .. ■ �! ,m a \\ _ _.jo , t� ff) #J% —•' ' . .k_2 . . . .-. . . .. . � ;C6 j'8 0 s '.tris .... IOU I ffo c o �V3, pO W330 .91) Z019 8l ; S S3N11M• &�.... a Z%ti !£ 3i3bON0O V" \ \ fxnaM al3wN1vaG a3nad j j0 NOLLVD01 7iO1ae f 31Yr4nroaddY 10Od m N N (jtr _ 1 �` L'y�... ... ?N33a3S ii.7ZlOd s<e. �=-i car 3S(101-uvld L in .;a ........ . d00iS m N ro 0.6 co QD-W H Od� 31321ONOO r o� t 34V83 Gad a3 3hOO i '�" ab 90 u 3W�-. ,s�z`p 3ntaa i Aim" �� 3nad � .9'Z ?SOR18 _?IIYM `` �i= - a3 ........ rtYd .t..... .. .. z IIS NO188 u, t'a ;� ?vlOO 03�13AOO "k y9aOv� 3a = ° i 00 ry a C7 C5 Cn SISMYd Q vitae 4 T oeT A 9N1NMa '•.• _ N ; � S .tt J m t 12110 HMO" r, dooa 3"vw ". Q �� x w 113M MM !i 03H5 '11413Pi { i j X,,,�_ TREE & VEGETATION AFFIDAVIT COPY J �s r1,' City of Atlantic Beach FILE f Department of community Development Planning&Zoning Division ' <•..�.�,....� 800 Seminole Road Atlantic Beach,FL 32233 PERMIT# j (P)904 247-5800 (F)904 247-5845 SECTION I-APPLICANT INFORMATION r Owner(s) V/Legal Authorized Agent* NAME OF APPLICANT D W '[o TSACIA NAME OF COMPANY t 1L U � �R �`� O "` '� v�Lo*'t DA �--L'�• ADDRESS OF COMPANY 3 AILOc4 C 8CW I=L PHONE Z,Q'216S CELL 1p2.(�• 5(S( EMAIL eAW Ih ptJ ud`'C�% p�►a� . CO r'h CONTRACTOR CERTIFICATION NUMBER C c. X50 15 S ATLBCH BUSINESS TAX RECEIPT NUMBER 14SACRR 0 000 SECTION II-SITE INFORMATION STREET ADDRESS OF PROPERTY 13 8 0 W• FLA-4A XCLA4115, SCA F-• 32233 If an address has not been assigned to this property,contact the AB Building Department at(904)247-5826 to request an address. I LEGAL DESCRIPTION rg• 3p'iZS • 2 `erE • (0 t0 ATL.144'tIG BGN• �GG o31t9 LOT BLOCK SUBDIVISION �Q- „i4f47M 6C)4.S_ REAL ESTATE NUMBER k-1O4tI D'0000 LOT OR PARCEL SIZE: 295.215 SQ FT AC RESIDENTIAL y COMMERCIAL OTHER(SPECIFY) 1 affirm that 1 have reviewed the provisions of Chapter 23, 'Protection of Trees and Native Vegetation"of the Municipal Code of Ordinances for the City of Atlantic Beach,FL and/or 1 have participated in a pre-application meeting with the Administrator of those regulations. Subsequently,I affirm that no regulated trees and no regulated vegetation will be damaged,destroyed and/or removed from the above-described or adjacen roperties in conjunction with this project. �Z� G SIGNATURE OF OWNER SIGNATURE OF OWNER d lel-b State of �L Signed and sworn before me on this I day of ` y County of Identification verified: Oath sworn: F Yes F Notary ignature r• Notary Public State ofFlorida My Commission expires: R - - 12Shirley L Graham • � My Commission FF 086990 Now" 7/18/14 Comment for Zoning First Review 1. Height- No height was shown for the structure. Measured to scale it appears that the structure will be well below the maximum height of 35 feet. Please be aware that 35 feet is the maximum height allowed. 2. 1 understand that this structure is going in the location of a previous structure but that this one has a larger footprint. Please provide information hea treegno trees oval will be removed or if any trees will be then please provide a tree survey with t. 3. Please provide a to scale site plan showing the location of the structure and its distance from property lines and any nearby existing structures. Derek W. Reeves aS a -7 a lLO a DONOT,WRITE BELOW - OFFICE USE ONLY App ica e Co es: 2 1 FL RIDA BUILDIN 11 DE Review Result (circle one): Approved Disapproved Approved w/ Conditions Review Initials/Date: Development Size o o S Habitable Space . Non-Habitable `��—S�o Impervious area 232'o Miscellaneous Information Occupancy Group X, -- 3 Type of Construction U Number of Stories Zoning District 5 - a- Max. Occupancy Load Fire Sprinklers Required Flood Zone Conditions/Comments: + . S ` � p /odd p I Pia ,�Y% II CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH,FL 32233 14-00001125 Date 8/14/14 Application Number . . 1380 W PLAZA Property Address . . . . . . Application type description SINGLE FAMILY RESIDENCE Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 125000 ----------------------------- Application desc NEW HOME ----------------------------- Contractor Owner --------------- E & R ENTERPRISES OF NORTH FL STANFORD, PAUL A 1380 W PLAZA 2628 WEST END ST. ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (904) 626-5656 Structure Information 000 000 NEW HOME Construction Type . . . . . TYPE 5-B Occupancy Type . . . . . . RESIDENTIAL Flood Zone . . . . . ZONE X ---------- -----Permit PLUMBING PERMIT Additional desc . . Sub Contractor . . ADVANTAGE PLUMBING plan Check Fee . 00 Permit Fee . . . . 132 . 00 0 Issue Date Valuation . Expiration Date . . 2/10/15 -------------------------------- ---------- --------------------------------- Special Notes and Comments No water or sewer available at this location. Roll off container company must be on City approved list and container cannot be placed on City Right-of-Way. (Approved: Advanced Disposal, Realco, Shappelle ' s and Waste Management . ) Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities . Contact Public Control Inspectwonkprior7to8start34) oofErosion and Sediment construction. 2010 FLORIDA BUILDING CODE, 2008 NATIONAL ELECTRIC CODE A sewer cleanout must be installed at the property line . Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible . *SUBMIT "CERTIFICATE OF COMPLIANCE" BY A LICENSED PEST CONTROL COMPANY PRIOR TO C.O. WINDOW AND DOOR INSPECTION: *INSTALLATION INSTUCTIONSS REQUIRED PERMIT IS*A140VgW:�gWBPAC-;�BFDAWE]4WAA &Jk (7;i [!!IW;KnnnnB�� t H ORDINANCES AND THE FLORIDA BUILDING CODES. CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH,FL 32233 Page 2 Application Number 14-00001125 Date 8/14/14 --------------------------------- Special Notes and Comments *PROVIDE ACCESS TO ALL WINDOWS TO INSPECT FASTENERS ___ - - - -- - - -------------------------- - - - - - Other Fees STATE PLBG DCA SURCHARGE 2 . 00 STATE PLBG DBPR SURCHARGE 2 . 00 _ _ ________ ---- Fee summary Charged Paid Credited ----Due--- ----------------- ---------- ----- -- Permit Fee Total 132 . 00 132 . 0000 . . 00 Plan Check Total • 00 00 . 00. 00 Other Fee Total 4 . 00 4 . 00 . 00 Grand Total 136 . 00 136 . 00 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. PLUMBING PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Rd Atlantic Beach,FL 32233 Ph(904)247-5826 Fax(904)247-5845 JOB ADDRESS: 11M6 �jj � PERNIIT NEW R REPLACEMENT INSTALLATION: Project Value TYPE of FIXTURE QTY TYPE of FIXTURE Bathtub 2- Septic Tank&Pit Clothes Washer Shower Dishwasher Shower Pan Drinking Fountain Slop Sink Floor Drain Three Compartment Sink Floor Sink Toilet �-- Hose Bibs Urinal Kitchen Sink Vacuum Breakers Laundry TrayWater Connected Appliances Lavatory 7— Water Heater Other Fixtures Water Treating System RE-PIPE: TYPE of FIXTURE QTY TYPE of FIXTURE QTY Bathtub Septic Tank&Pit Clothes Washer Shower Dishwasher Shower Pan Drinking Fountain Slop Sink Floor Drain Three Compartment Sink Floor Sink Toilet Hose Bibs Urinal Kitchen Sink Vacuum Breakers Laundry Tray Water Connected Appliances Lavatory Water Heater Other Fixtures Water Treating System MISCELLANEOUS: ❑ Sewer Replacement ❑ Back Flow Preventer ❑ Grease Interceptor(Trap) gallons(Requires 3 sets of plans) ❑ Lawn Sprinkler System Number of Heads ❑ Well ** ** VR WD Well Completion Form. Completed form to be submitted to the Building Department for final inspection.** ❑ Other Permit becomes void if work does not commence within a six month period or work is suspended or abandoned for six months.I hereby certify that I have read this application and know the same to be true and correct. All provisions of laws and ordinances governing this work will be complied with whether specified or not. The permit does not give authority violate the provisiontstate or local law regulation construction or the performance of construction. Property Owners NameMsofwly�;,,, Phone Number Plumbing Company � Office Phone Fax Co. Address: City C-/� State � Zip 3z� Holder tint • State Certification/Registration#CMS License H (P )• Notarized Signature of License Holder Sworn and subscribed before me this 3 day of _20 J "lt ,� M E raIN CHRIM x: ,� MY COMMISSION t FF OOM Signature of Notary Publ EXPIRES:July 21,2017 Bonded Tlru Nobly PU*UndmM01% J`I CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD r, cs ATLANTIC BEACH, FL 32233 J foil �? ELECTRICAL PERMIT MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814 JOB INFORMATION: Sob ID: 14-00001125 Job Type: SINGLE FAMILY RESIDENCE Description: NEW HOME Estimated Value: $125,000.00 Issue Date: 9/16/2014 Expiration Date: 3/15/2015 PROPERTY ADDRESS: Address: 1380 W PLAZA RE Number: 170978-0000 PROPERTY OWNER: Name: STANFORD, PAUL A Address: GENERAL CONTRACTOR INFORMATION: Name: E & R ENTERPRISES OF NORTH FL Address: Phone: - - PERMIT INFORMATION: 2010 FLORIDA BUILDING CODE, 2008 NATIONAI ELECTRIC CODE A sewer cleanout must be installed at the property line. Cleanout must be covered with an RT 1 concrete box with metal lid. Cleanout to be set to grade and visible. *SUBMIT "CERTIFICATE OF COMPLIANCE" BY A LICENSEPEST DOOR INS ECTION*INSSTA CONTROL ON INSTUCT WINDOW AND ONS REQUIRED *ALL STICKERS ARE TO REMAIN ON THE WINDOWS *PROVIDE ACCESS TO ALL WINDOWS TO INSPECT FASTENERS BUILDING DEPARTMENT: PERMIT INFORMATION: PER DR PLANNING AND ZONING: ELECTRICAL PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Rd,Atlantic Beach, FL 32233 � ,H,-� P/h((904)247-5826 Fax (904) 247-5845 /y'//Z JOB ADDRESS: 1350 6)bll— 1'kk PERMIT # JEA INFORMATION REQUIRED ON ALL PERMITS V66 AMPS 2 4 VOLTS PHASE VALUE OF WORK$ NEW SERVICE ❑ Overhead ❑ Underground E�fUnderground up Pole ❑Residential(Main) Service ❑0-100 amps 1110 1-15 Oamps V1151-200amps ❑ amps #of Meters ❑Commercial(Main)Service 00-100 amps ❑101-150amps ❑151-200amps El—amps ❑CT Service amps Conductor Type Size ❑Multi-Family(Main)Service 00-100 amps ❑101-150amps ❑151-200amps ❑ amps # of Unit Meters ❑Temporary Pole ❑ amps SERVICE UPGRADE ❑ amps ❑ CT Service amps NEW FEEDER(ADDITIONS,ACCESSORY STRUCTURES,ETC.) ❑100 amps ❑150amps 0200amps ❑ amps 11 CT Service amps ADDITIONS,REMODELS,REPAIRS,BUILD-OUTS,ACCESSORY STRUCTURES,ETC. Outlets/Switches: 0-3 Damps 31-l 00amps 101-200amps Appliances: 0-30amps 31-100amps 101-200amps A/C Circuits: 0-60amps 61-100amps Heat Circuits: # circuits @ kw Number of Lighting Outlets, Including Fixtures: OTHER ELECTRICAL PROJECTS ❑Swimming Pool ❑ Sign ❑Smoke Detectors_Qty ❑Transformers KVA ❑Motors hp FIRE ALARM SYSTEM (Requires 3 sets of plans) Qty volts/amps VAL UE OF WORK$ REPAIRS/MISCELLANEOUS ❑Replace Burnt/Damaged Meter Can ❑Safety Inspection []Panel Change ❑OH to UG ❑Other: Permit becomes void if work does not commence within a six month period or work is suspended or abandoned for six months. I hereby certify that I have read this application and know the same to be true and correct. All provisions of laws and ordinances governing this work will be complied with whether specified or not. The permit does not give authority to violate the provisions of any other state or local law regulation construction or the performance of construction. Property Owners Name Aut Phone Number Electrical Company m CZMMI-L l-(-(— Office Phone 2�7'Mq Fax '20450 Co.Address: f e M4--- City T� &_ State ff Zip 2257 License Holder(Print): G/r_ b`r State Certification/Registration# (3W 252 Notarized Signature of License Holder Before me this day of 20 Signature of Notary Public CITY OF ATLANTIC BEACH j 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 Application Number . . . . . 14-00001125 Date 9/09/14 Property Address . . . . . . 1380 W PLAZA Application type description SINGLE FAMILY RESIDENCE Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 125000 ---------------------------------------------------------------------------- Application desc NEW HOME ---------------------------------------------------------------------------- Owner Contractor - ------------------------ ----------------------- STANFORD, PAUL A E & R ENTERPRISES OF NORTH FL 1380 W PLAZA 2628 WEST END ST. ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (904) 626-5656 --- Structure Information 000 000 NEW HOME Construction Type . . . . . TYPE 5-B Occupancy Type . . . . . . RESIDENTIAL Flood Zone . . . . . . . . ZONE X ---------------------------------------------------------------------------- Permit . . . . . . MECHANICAL HVAC PERMIT Additional desc . . Sub Contractor . . ISLAND HEATING AND AC Permit Fee . . . . 99 . 00 Plan Check Fee . 00 Issue Date . . . . Valuation . . . . 0 Expiration Date . . 3/08/15 ----------------------------------------------------------------------- Special Notes and Comments No water or sewer available at this location. Roll off container company must be on City approved list and container cannot be placed on City Right-of-Way. (Approved: Advanced Disposal, Realco, Shappelle ' s and Waste Management. ) Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities . Contact Public Works (247-5834) for Erosion and Sediment Control Inspection prior to start of construction. 2010 FLORIDA BUILDING CODE, 2008 NATIONAL ELECTRIC CODE A sewer cleanout must be installed at the property line. Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible. *SUBMIT "CERTIFICATE OF COMPLIANCE" BY A LICENSED PEST CONTROL COMPANY PRIOR TO C.O. WINDOW AND DOOR INSPECTION: *INSTALLATION INSTUCTIONS REQUIRED PERMIT IS*A k�A04W F W WA("S 'i)AWE (Q k 1WFYeFLWWDWkH ORDINANCES AND THE FLORIDA BUILDING CODES. CITY OF ATLANTIC BEACH s 800 SEMINOLE ROAD J ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 t Page 2 Application Number . . . . . 14-00001125 Date 9/09/14 -------------------------------------------- Special Notes and Comments *PROVIDE ACCESS TO ALL WINDOWS TO INSPECT FASTENERS ----------------------------------------------------- Fees . . . . . . . . . STATE MECH DCA SURCHARGE 2 . 00 STATE MECH DBPR SURCHARGE 2 . 00 Fee summary Charged Paid Credited Due ----- ---------- ---------- Permit Fee Total 99 . 00 99 . 00 . 00 . 00 Plan Check Total . 00 . 00 . 00 . 00 Other Fee Total 4 . 00 4 . 00 . 00 . 00 Grand Total 103 . 00 103 . 00 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. MECHANICAL PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 �,-,,.minole Rd Atlantic Beach, FL 32233 '' 11 'j;n ((W4) 247-5826 Fax (904) 247-5845 JOB ADDRESS: o l�� .TZG� /en PERMIT# z's ' S�y7lrCQ PROJECT VALUE $�L/OO - DQ ARI# S6 V7.496 REQUIRED Air Handling Equipment Only Z10 Air Handling Unit & Condenser Condenser Only NEW AIR CONDITIONING & 1 EATING SYSTEM INSTALLATION Air Conditioning: Unit Quantity Tons Per Unit 3 13 Seer Ratin Heat: Unit Quantity_ t BTU's Per Unit Q boo g Duct Systems: Total CFM /% REQUIRED REPLACEMENT AIR CONDITIONING & HEATING SYSTEM INSTALLATION Air Conditioning: Unit Quantity Tons Per Unit Heat: Unit Quantity BTU's Per Unit Seer Rating Duct Systems: Total CFM _ REQUIRED FIRE PREVENTION Fire Sprinkler System Q-,. ity (Requires 3 sets of plans) Fire Standpipe Qu, 'city (Requires 3 sets of plans) Underground Fire Main Vs (Requires 3 sets of plans) Fire Hose Cabinets Q1 ity (Requires 3 sets of plans) Commercial Hoods Qu,:::-ity (Requires 3 sets of plans) Fire Suppression Systems Qua:ltity (Requires 3 sets of plans) FIRE PLACES MISCELLANEOUS: Prefabricated Fireplace Qty Automobile Lifts Gas Piping Outlets Boilers BTU's Elevators/Escalators ALL OTHER GAS PIPING Heat Exchanger Quantity of Outlets Pumps #Vented Wall Furnaces Refrigerator Condenser BTU's #Water Heaters Solar Collection Systems Tanks (gallons) Wells OTHER: Permit becomes void if work does not commence with;- a six month period or work is suspended or abandoned for six months. I hereby certify that I have read this application and know the same to be true and cor All provisions of laws and ordinances governing this work will be complied with whether specified or not. The permit does not give authority to violate the -iisions of any other state or local law regulation construction or the performance of construction. Property Owners Name?raj :56a:�_-fd �X 1Phone Number,F6y-6,4'S(�S� �O Mechanical Company TSS /`� i�7 !� -t��C Office Phone BY-6 Co. Address: �� l� GQ/J City /, /�/J�� State'�� Zip License Holder (Print): f0f !GJ tate Certification/Registration#r�Aj--26091 Notarized Signature of License Holder ` HEAR D.BURRELL Before me this�_day of kT,00 I MY COMMISSION#EE 188650 EXPIRES.Apnl 11,2016 Signature of Notary Public 1.k!.. 80Mkd Thru Notary Public urder~ Z I I T rrn o m ;o ' R mZ •..'.. � 4 W N_ AE C Tc? ;13 `' rn A v O r Zo ` x Ma�� .. rnn Co � moz m � � � > zQao Av baa A mZ D O >< D Z NN Cn Q m rrmm� 00 z m '50 , zn o A >o� o0 � V-2 I• I A N I N y I o; D z Cil __ o T ? N x o ^ m Vm! X so F58 g _0o O C7 X C A O D ® I•. � D O 1j C) :.L ; Z :U D < r 00 M (n D O Z I_ n U Z O a) � O O m D ::J D r Z C7 D P 4• -TI I D CTS Z s rrrrrrr�+i r •. I s G? • /� r C7 ; Z. Dto �rn m / m co + p n. ;10 N .. I•. C � \ v r 11 55 2 m rn� xn ao �Ir CD n D Z O 1'j 1 X:T7 Z Z :U v >-En nDz 46. vD LnN 4 m Zino ® ® rrlm F 1._2 . N rn D Ul - � ? N 74 (Y V/ cn m m 1 1/Y - " F v MIN. 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G7 = D I -- p r� I m I- --1 N u,�rnurphr --1 O U1 '/'' • m D um $ ttat►ttttttt� ti a Wm 4� ri a < — — z rri z All om `40 CD x � 01 v o m D D r" D w � � Z m F N O '`tl 11111111111111/////I,/' CA) �., .....• \\tea a wm � m Y Ct Z - - i s � � m �sj ■ ;a > -'� z omo40 4Alp Ul 00 r�* > r D ZY Z 8� N a � •- w rn C "< �> 2•:moi C�2'� �� r a (A m ' m a < Ct z TI 5 � � m � _ A SDw-0 � � am 0 All A �jj Z O m > � N_ �f ! a D wr ' Z v Z 8� o m J a II \\\ �O ••� �� •• //III rn �€ 2• CO .,, ; ?Y EARLY POWER AGREENIEN & RELEASE CITY OF ATLANTIC 13EACH � I i l�icetric n_o«cr is rc.lucsted nog+ under the conditions and terms ni this fully executed a�*reement fi:Release 1 fob Address: Permit\o �-- i� ;>r%ice Type(Circle One): Overheadt'Underground %Vc.the undersigned General C;.rtractor and Recrician. 'In"erstand and agree: 1. -Early Po%�ef' is purely for uL17 canstrtetion con\cnictice, it is not required by Codes, and does not sub4 inte for Final Inspections or the C:O(C-rd5ca i e?�3ccupancy t*7zt must he issued hef�re occuparcti. and as such is at the discretion of the Butldirg Official. 2. The City of Atlantic Beach \%iJ make a special inspecton prior to the early power energizing. All r0122h inspections must have prior Approval.includir_g mater base counectrou. construction 1, efore a iormal C.;O constitutes fraudulent Occupancy or use of the �ons use of the early electric service. Such action is expressly iprohibiteciand penalized by the City of Atlantic Beach Ordinances. A Violation of.thist Agrectrent shall -esu n a request !'or prompt rcmoti�al of electric service after a twenty-four hour nocc-,. 4. "Early,Power"release authority is the Flectrician and or the Contractor and must not occur before: a. E,yuipment,devices grid fixtures are installed(or blanked off)safely. b. Panel is complete with breakers and cover,and(labeling required at final inspection). Scrn icc connection and grounding is complete. d. The electric system has safely passed through alec:rical check. e. Meter can is permanently marked«:th address. Tempo:..ry address nt:mocrs displa)ed t p;_aancnt ruinbcrs ar rcqu it �l for C O). �. This fully completed form is io be submiucd ik)i>1.)Eiaiidinrt i)eparuncnt by hand.mail or fay. G. Future such Agreements«ill not be accepted from those who violate any one of the above items. CONTRACTOR DATL- jo DATE PRINT NAME {.}i Sul