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1241 Ocean Blvd sfr detached garage 2014 CITY OF ATLANTIC BEACH 1 800 SEMINOLE ROAD ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5814 Application Number . . . . . 14-00000708 Date 5/22/14 Property Address . . . . . . 1241 OCEAN BLVD Application type description SINGLE FAMILY RESIDENCE Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 400000 ---------------------------------------------------------------------------- Application desc single fam home and detached garage ---------------------------------------------------------------------------- Owner Contractor - ------------------------ ----------------------- EZELIUS, PER OLOF PHILLIPS BUILDERS LLC 356 10TH ST 1250 SELVA MARINA CIRCLE ATLANTIC BEACH FL 32233 PHILLIPSBUILDERS@COMCAST.NET ATLANTIC BEACH FL 32233 (904) 349-2999 --- Structure Information 000 000 NEW HOME/GARAGE Construction Type . . . . . TYPE 5-B Occupancy Type . . . . . . RESIDENTIAL Flood Zone . . . . . . . . ZONE X -------------------------------------------------------------------------- Permit . . . . . . SINGLE FAMILY DWELLING NEW Additional desc . . Permit Fee . . . . 1380 . 00 Plan Check Fee 690 . 00 Issue Date . . . . Valuation . . . . 400000 Expiration Date . . 11/18/14 ----------------------------------------------------------------------- Special Notes and Comments APPROVED PER APPLICANT HAS SUBMITTED REVISED PLANS SHOWING THE REMOVAL OF THREE PALM TREES . THESE ARE NOT PROTECTED TREES, THEREFORE NO MITIGATION IS NECESSARY. JTH Avoid damage to underground water/sewer utilities . Verify vertical and horizontal location of utilities . Hand dig if necessary. If field coordination is needed, call 247-5834 . Ensure all meter boxes, sewer cleanouts and valve covers are set to grade and visible. A sewer cleanout must be installed at the property line . Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible . A reduced pressure zone backflow preventer must be installed if irrigation will be provided or if there is a private well on the property. Backflow preventer must be tested by a certified tester and a copy of the results sent to Public Utilities . Full right-of-way restoration, including sod, is required. Roll off container }c--o}m��pany must be��++o{nCity yy��tapproved list PERMIT IS�PPROYR16, � WrAC�RCE 4?PTHPAV� &XlA'IZ1 WPIC 8 4LZ7 OR�INAIV AND THE FLORIDA BUILDING CODES. CITY OF ATLANTIC BEACH f 800 SEMINOLE ROAD s) ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 JFI I t Page 2 Application Number . . . . . 14-00000708 Date 5/22/14 ---------------------------------------------------------------------------- Special Notes and Comments (Approved: Advanced Disposal, Realco, Shappelle ' s and Waste Management . ) Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities . Contact Public Works (247-5834) for Erosion and Sediment Control Inspection prior to start of construction. Future pool may require removal of newly constructed impervious surface to meet 50% ISA limit . 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 *PROVIDE ACCESS TO ALL WINDOWS TO INSPECT FASTENERS ---------------------------------------------------------------------------- Other Fees . . . . . . . . . STATE DCA SURCHARGE 20 . 70 DEV REVIEW-SINGLE & 2-FAM 50 . 00 ENG REV RESIDENTIAL BLD 100 . 00 ENG REV PRE APP > 3 HRS 100 . 00 STATE DBPR SURCHARGE 20 . 70 UTIL REV PRE APP >3 HRS 50 . 00 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 1380 . 00 1380 . 00 . 00 . 00 Plan Check Total 690 . 00 690 . 00 . 00 . 00 Other Fee Total 341 .40 341 .40 . 00 . 00 Grand Total 2411 .40 2411 .40 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. NOTICE OF COMMENCEMENT (PREPARE IN DUPLICATE) Permit No. Tax Folio No. State of County of 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. Legal description of property being improved: 12,41 X,a4 tJ I -L,V!f "t. /• 5 1' Address of property being improved: r 2 t� 4 (2>�J/1 General description of improvements: Owner_ 'Fe-p— Address L'Bi DcEArs 61-VO ; A T LAN C— ZEA<(14 1 zZ33 Owner's interest in site of the improvement Fee Simple Titleholder(f other than owner) Name Address Contractor tLl/1 (2S Address 9CJ VAl [A/4 Cl A- Phone No. `7 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 specked): THIS SPACE FOR RECORDER'S USE ONLYX OWNER ��414 1 L "Signed: DATEisf{cG .log 7 Before me this day of rY» in the County f Dwa, to�t�of{Florida,hes persona Iy a eared Doc#2014114410.OR BK 16189 Page 442, taC-f�H' G >,-L�ti herein by Number Pages: 1 himself!herself and affirms that all statements and declarations herein �.,.... are true and accurate ' pRTENCA GJINI Recorded 05i'=2014 at 11:07 AM. ' Ronnie Fussell CLERK CIRCUIT COURT DUB:' �i� r " ,��� p�� Notary Public,StateofFlorida COUNTY f/J Dpmmission#EE49709 RECORDING$10.00 f v oomm.expifes Dec.16,2014 No P lic at L e,State of �_,� County of My commission expires: — iL f Personally Known or Produced Identscation s •m,�.e�r .�,�.�_ BUILDING PERMIT APPLICATION FILE C CITY OF ATLANTIC BEACH Q . 800 Seminole Road, Atlantic Beach, FL 32233 U Office (904) 247-5826 Fax (904) 247-5845 MAY 0 5 2014 Job Address: �-'�-� f� Lsl� ,,} 6 '�yT Permit Nu B 74 Legal Description Parcel # 2posed t Valuation of Work$ -400,Ow, pWork heated/cooled�; non-heated/ cooled Class of Work(circle one): New Addition Alteration Repair Move Demolition pool/spa window/door Use of existing/proposed structure(s) (circle one): Commercial Residential If an existing structure,is a fire sprinkler system installed? (Circle one): Yes No N/A Florida Product Approval# For multiple products use product approva oTT rm— Describe in detail the type of work to be performed: VJ(EW 6 Property Owner Information: Name:_ 'PefiP_ 6 L Address: t2 0-C64N FLV O City- tkT4kNTLG 9C_AC N State@—Zip _?22Z3!> Phone_ 404- 231 - Q l gA E-Mail or Fax# (Optional) Po, e2e Lias 60 awt¢i l. Cowl Contractor Information: CONTRACTOR EMAIL ADDRESS: Company Name:P t+1 W PSy,1 4Cn LL C� Qualifying Agent: . Address: 1 City—A, State / Zip L Office Phone Job Site/Contact Number Fax# State Certification/Registration# f A3 C 1�SZ 9 14 Architect Name&Phone# Engineer's Name&Phone# 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 sus ended 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 ElectricalpWork,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 herebycerthat I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of tify work will be complied witbwftVier speci zed herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any other federal, ate, or ocal law regulating construction or the performance of construction. Signature of Owner Signature of Contract Print Name l k N C� �C SE`t EOPrint Name .................................................................................................................. ..................... ... ... ��.c�..c�-............�.x_,..11 Befo e me or e this Day of 20/9 lis y of 20 ry blic to of FI i Votary is Nc r urblic,n497O9 1 ey ra am = commis y ommission os 90 tuiy comm.expirF� Expi s orttat2o vised 01.26.10 DO NOT WRITE BELOW- OFFICE USE ONLY Applicable Codes: 2010 FLORIDA BUI—LDING CODE Review Result (circle one): Approved Disapproved Approved w/ Conditions Review Initials/Date: 5 Jo Development Size Habitable Space 3avk %r; Non-Habitable to S.F.' Impervious area Miscellaneous Information Occupancy Group E Type of Construction Number of Stories a Zoning District T_ S-- 2 Max. Occupancy Load Fire Sprinklers Required Flood Zone x Conditions/Comments: City of Atlantic Beach APPLICATION NUMBER Js � Building Department (To be assigned b he Building Department.) 800 Seminole Road 7M �r Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 • Fax(904)247-5845 E-mail: building-dept@coab.us Date routed: •.r� City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 1211 U- �-77 /��-` PgpArtment review required Yes No Applicant: T / / S P ing &Zoni cc Tree nnistrator Project: G CC, Q.�Q ublic Works ub is Utilities Public Sa ety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified B Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: ❑Approved. ied. (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: Date: M/1 H TREE ADMIN. Second Review proved as revised. ❑Denied. PUBLIC WORKS Comments: / PUBLIC UTILITIES PUBLIC SAFETY Reviewed by.4: Date: . FIRE SERVICES Third Review: [E]Approved as revised. []Denied.Comments: Q,+j—IMR1 Agog 5tp6mJ f-/td rt-bed fl-*7! es cReviewed by: �Date: A4! Revised 05/14/09 CITY OF ATLANTIC BEACH ' s PUBLIC UTILITIES 1200 Sandpiper Lane ATLANTIC BEACH, FL 32233 (904) 270-2535 or (904)247-5874 NEW WATER/SEWER TAP REQUEST Date: 5/6/14 Project Address: _1241 Ocean Blvd. No. of Units: 1 Commercial Residential X Multi-Family New Water Tap(s) &Meter(s) Existing_ Meter Size(s) New Irrigation Meter Upgrade Existing Meter from to (size) New Connection to City Sewer Existing Name: Phillips Builders, LLC Applicant Address: City: State: FL Zip: Phone Number: Cell Number: Email Address Fax: Signature: (Applicant) CITY STAFF USE ONLY Application# Replacement of existing house that Water System Development Charge $ _ was already on water & sewer. Sewer System Development Charge $ Water Meter Only $ No fees required. Water Meter Tap $ Sewer Tap $ Cross Connection $ Other $ TOTAL $ APPROVED: Donna Kaluzniak 5/6/14 (Utility Director or Authorized Signature) ALL TAP REQUEST MUST BE APPROVED BY UTLITIES DEPARTMENT BEFORE FEES CAN BE ASSESSED City of Atlantic Beach APPLICATION NUMBER Js Building Department (To be assigned bb he Building Department.) ` 800 Seminole Road 7p8 .. �r 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 TRACKING FORM Property Address: Q� c� D rtment review required Yes No Applicant: / S / S P "ng &Zoni cc Tree inistrator Project: G 10 4,15Ublic Works ub is Utilities Public Sa ety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified B Florida Dept. of Environmental Protection Florida Dept. of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: Approved. []Denied. (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by:_� Dater TREE ADMIN. Second Review: ❑Approved as revised. ❑Denied. WORKS Comments: BLIC UTILITIE PUBLIC SAFET Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 05/14/09 City of Atlantic Beach APPLICATION NUMBER Js Building Department (To be assigned bb he Building Department.) ` 800 Seminole Road 7p6 �I Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 • Fax(904)247-5845 E-mail: buildin de t coab.us Date routed: J City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: /2 ! / U- 14,-77 IBJ/�� 2apartment review required Yes No Applicant: T11-'06 / S P ng &Zoni cc Tree inistrator Project: G A) 4ublic Works ub is Utilities Public Sa ety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified B Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: E Approved. ❑Denied. (Circle one.) Comments: -� No C' BUILDING PLANNING &ZONING Reviewed by: 6 Date: TREE ADMIN. Second Review: [—]Approved as revised. ❑De i d. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 05/14/09 ORDERED BY: 2 The Law Offices of Rod Schloth 2187 S Third St Jacksonville Bch, FL 32250 12th 904-372-9351 beach@rod-law.com - - a supplies PROPERTY ADDRESS: 1241 OCEAN BLVD ATLANTIC BEACH,FLORIDA 32233 SURVEY NUMBER: FL1402.1826 FIELD WORK DATE:2/25/2014 REVISION DATE(S):tREV.0 2/25/2014; 5/8'FIR NO ID FILE COPY @ B.C. FL 1402.1826 BOUNDARY SURVEY — DUVAL COUNTY b 13TH STREET o TABLE: L-I NORTH 100.00(P) N 0°04'33"E 100.20'(M) L-2 NORTH 66.00'(D) N O°02'31"E 65.9G'(M) 127.5':t M N. 34'OF LOT 8 BLK 50 o (NOT INCLUDED) 5 89°33 16"E 124.79'(M) $ Zs.a m 126.65'± (D) K20.0' g I tI3 f�ONO p0 8p 4'C.L.F. 0 n 5• 16' OF LOT 8oup g/ ih 24.7 c 0BLK 50CONC.D/W ------ ------------------��O — Qmm N V.F. tri 3.9' 16.a th CDpO Z - N `� LOT 7 3 0-UM `°o 0Ln J a BLK 50 6 UO O� 15TY. a) J 25.2' In RE5#1241 t` N v 47.4' 51.2 0.4' U OMl 6'W.F. 6' OFF— � V.F. �mz00 i p0 N0 p0 op 1/2"FIPC LBf4021 125'± (P) �° N e902 1'2 I"W 123.70'(M) \O LOT I LOT 2 LOT 3 BLK 50 BLK 50 BLK 50 1/2'FIP NO ID @ B.C. SY B. " 1 2TI1 STREET I hereby cert' �ouy of the hereon described roy has g mad u my direction, NOTES: and to th st of and li f,it is a true LOT APPEAR5 TO BE 5ERVICED BY CITY WATER AND 5EWER. and accu at f a t t meets the FENCE OWNERSHIP NOT DETERMINED. minimum In orth a Florida Board of ssio Igprs&M rs in Chapter 5J-17 of the • a AWftfative S. 1r 30' 20 ICY 0 15' 3a. O�qC SURVV, 0 N Wesley B.Haas GRAPHIC SCALE State of Florida Professional Surveyor and Mapper License No.3708 1 Inch = 30 feet Use of This Survey for Purposes other than Intended,Without Written Verification,will be at the User's Sole Risk and Without Liability to the Surveyor. Nothing hereon shall be Construed to Give ANY Rights or Benefits to Anyone Other than those Certified. s FLOOD INFORMATION: POINTS OF INTEREST BY PERFORMING A SEARCH WITH THE LOCAL GOVERNING NONE VISIBLE MUNICIPALITY OR WWW.FEMA.GOV,THE PROPERTY APPEARS TO BE LOCATED IN ZONE X.THIS PROPERTY WAS FOUND IN THE CITY OF ATLANTIC BEACH,COMMUNITY NUMBER 120075,DATED 06/03/13. Tansy Moon CLIENT N U M BER:RS14-2003 DATE: 2/25/2014 (904) 537-4313 : BUYER:PER OLOF EZELIUS tansymoon@aol.com www.tansymoon.com SELLER:JOSHUA&LESLIE GOLDKNOPF CERTIFIED TO:PER OLOF EZELIUS,THE LAW OFFICES OF ROD E" A C T A SCHLOTH,P.A.;OLD REPUBLIC NATIONAL TITLE INSURANCE COMPANY;N/A Land Surveyors Inc. i`Z16 Factaland2882 / P.86Cr735-1916•F.8667442882 This is page 1 of 2 and is not valid without all pages. LBR7337 11940 Fairway Lakes Drive,Suite l•Ft.Myers,FL 33913 o 0. Lai O j Q to a o 4t Cd ^c7 0 j 4° x Q. CIS a F, ri o W � o V 4 a �d •� ZZ ° a 0 cd O � � � ~ w -< cd v s. c's 5 > O V p 'p Li+ cn C v 00 . U A N P., o t O y s C2 a A to o to 4,5 2 7a cd � o Q Q, =sW - N M 00 O� O O rn z, O o Pa t U O a tA 0 a a ry U U A — U 0 LL s. a w � 7, S H Cd o U � to a ° a con o 4J Cd n `:jcn W tb o o a� °�' y w �" o 0 0 ° N ami a - N cn vi �O [_: oo C� O m 4 tr; 116oo O N ri d v� �O U U I A 1 4 ti U O a w 0 0 w w a O U A U O O i. a U W O L7 I� O N bOA y 4.O w E� y r/1 cd lu" O o Q rra U W O Uo o En 4' �' �' � � •--� ('1 M �' Vl �D l� � Va� Con W w L7 . � � . k ( � .\ ƒ � = k &.- � c f � \ _ Q \ � � � 2 k « ® a ■ � 2 0 7 2 © 9 � \ » » c e k s / d § 2 « o 0 v S 2 / to \ k , Ln to \ ƒ § ¥ � � / -Cd \ k / • � k o¥ 4 E q � ƒ � � / k § ƒ 2 \ C�ll � \ 2 § � / / ® 4 .� FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: PHILLIPS- 1241 OCEAN Builder Name: PHILLIPS Street: 1241 OCEAN BLVD Permit Office: ATLANTIC BEACH City, State,Zip: ATLANTIC BEACH, FL,32233 Permit Number: FILE C Owner: Jurisdiction: Design Location: FL,Jacksonville 1. New construction or existing New(From Plans) 9. Wall Types(3666.7 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame-Wood, Exterior R=19.0 3666.70 ft2 b. N/A R= ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 4 d. N/A R= ft2 5. Is this a worst case? No 10.Ceiling Types (2223.0 sqft.) Insulation Area a. Under Attic(Vented) R=30.0 2223.00 ft2 6. Conditioned floor area above grade(ft2) 3803 b. N/A R= ft2 c. R= ft2 11. Duuctct Conditioned floor area below grade(ft2) 0 s R ft2 7. Windows(567.0 sgft.) Description Area a. Sup:IST FLOOR, Ret: IST FLOOR,AH: IST FLO 6 542 a. U-Factor: Dbl,default 427.00 ft2 b. Sup: 2ND FLOOR, Ret:2ND FLOOR, AH:2ND F 6 409 SHGC: Clear,default b. U-Factor: Dbl,default 116.00 ft2 12.Cooling systems kBtu/hr Efficiency SHGC: Clear,default a.Central Unit 36.0 SEER:15.00 b.Central Unit 24.0 SEER:15.00 c. U-Factor: Dbl,default 24.00 ft2 SHGC: Clear,default 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 36.0 HSPF:8.00 SHGC: b. Electric Heat Pump 24.0 HSPF:8.00 Area Weighted Average Overhang Depth: 2.000 ft. Area Weighted Average SHGC: 0.335 14. Hot water systems a. Electric Tankless Cap: 1 gallons 8. Floor Types (3802.6 sqft.) Insulation Area EF:0.920 a.Slab-On-Grade Edge Insulation R=0.0 2169.60 ft2 b. Conservation features b. Floor Over Other Space R=0.0 1633.00 ft2 None c. N/A R= ft2 15.Credits Pstat Total Proposed Modified Loads: 56.23 PASS Glass/Floor Area: 0.149 Total Standard Reference Loads: 72.37 `�- S T� I hereby certify that the plans and specifications covered by Review of the plans and HE 04 this calculation are in compliance with the Florida Ener specifications covered by this = = O , Code. IZ N pp2LQ. t C, Z- calculation indicates compliance with the Florida Energy Code. G t: PREPARE Before construction is completed DATE: this building will be inspected for compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. COQ WE�4 OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist 4/4/2014 12:47 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 5 PROJECT Title: PHILLIPS-1241 OCEAN Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 3803 Lot# Owner: Total Stories: 2 Block/SubDivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: PHILLIPS Rotate Angle: 0 Street: 1241 OCEAN BLVD Permit Office: ATLANTIC BEACH Cross Ventilation: No County: Duval Jurisdiction: Whole House Fan: No City, State,Zip: ATLANTIC BEACH, Family Type: Single-family FL, 32233 New/Existing: New(From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Jacksonville FL_JACKSONVILLE_INT 2 32 93 70 75 1281 49 Medium BLOCKS Number Name Area Volume 1 (Rest of House) 2170 21700 2 SECOND FLOOR 1633 14697 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 IST FLOOR 2170 21700 Yes 2 1 1 No Yes Yes 2 2ND FLOOR 1633 14697 No 2 3 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab-On-Grade Edge Insulatio IST FLOOR 219.7 ft 0 2169.6 ft2 ---- 0 0 1 2 Floor Over Other Space 2ND FLOOR ---- ---- 1633 ft2 0 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Gable or Shed Composition shingles 2893 ft2 926 ft2 Medium 0.9 No 0.9 No 0 39.8 ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 300 2223 ft2 N N 4/4/2014 12:47 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic(Vented) IST FLOOR 30 590 ft2 0.1 Wood 2 Under Attic(Vented) 2ND FLOOR 30 1633 ft2 0.1 Wood WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below of 1 N Exterior Frame-Wood IST FLOOR 19 46 8 10 0 466.7 ft2 0 0.25 0.8 0 2 E Exterior Frame-Wood IST FLOOR 19 63 2 10 0 631.7 ft2 0 0.25 0.8 0 3 S Exterior Frame-Wood IST FLOOR 19 46 8 10 0 466.7 ft2 0 0.25 0.8 0 4 W Exterior Frame-Wood IST FLOOR 19 63 2 10 0 631.7 ft2 0 0.25 0.8 0 5 N Exterior Frame-Wood 2ND FLOOR 19 46 8 9 0 420.0 ft2 0.6 0.25 0.8 0 6 E Exterior Frame-Wood 2ND FLOOR 19 35 0 9 0 315.0 ft2 0.6 0.25 0.8 0 7 S Exterior Frame-Wood 2ND FLOOR 19 46 8 9 0 420.0 ft2 0.6 0.25 0.8 0 8 W Exterior Frame-Wood 2ND FLOOR 19 35 0 9 0 315.0 ft2 0.6 0.25 0.8 0 WINDOWS Orientation shown is the entered, Proposed orientation. / Wall Overhang V # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Vinyl Low-E Double No 0.87 0.66 24.0 ft2 2 ft 0 in 15 ft 0 in None None 2 N 1 Vinyl Low-E Double No 0.47 0.31 72.0 ft2 2 ft 0 in 15 ft 0 in None None 3 E 2 Vinyl Low-E Double No 0.47 0.31 72.0 ft2 2 ft 0 in 15 ft 0 in None None 4 E 2 Vinyl Low-E Double No 0.47 0.31 96.0 ft2 2 ft 0 in 15 ft 0 in None None 5 E 2 Vinyl Low-E Double No 0.45 0.36 12.0 ft2 2 ft 0 in 15 ft 0 in None None 6 S 3 Vinyl Low-E Double No 0.47 0.31 72.0 ft2 2 ft 0 in 15 ft 0 in None None 7 W 4 Vinyl Low-E Double No 0.47 0.31 16.0 ft2 2 ft 0 in 15 ft 0 in None None 8 W 4 Vinyl Low-E Double No 0.45 0.36 36.0 ft2 2 ft 0 in 15 ft 0 in None None _ 9 N 5 Vinyl Low-E Double No 0.47 0.31 12.0 ft2 2 ft 0 in 8 ft 0 in None None 10 N 5 Vinyl Low-E Double No 0.47 0.31 15.0 ft2 2 ft 0 in 8 ft 0 in None None 11 N 5 Vinyl Low-E Double No 0.45 0.36 12.0 ft2 2 ft 0 in 8 ft 0 in None None 12 E 6 Vinyl Low-E Double No 0.45 0.36 28.0 ft2 2 ft 0 in 8 ft 0 in None None 13 S 7 Vinyl Low-E Double No 0.47 0.31 72.0 ft2 2 ft 0 in 8 ft 0 in None None 14 S 7 Vinyl Low-E Double No 0.45 0.36 16.0 ft2 2 ft 0 in 8 ft 0 in None None 15 W 8 Vinyl Low-E Double No 0.45 0.36 12.0 ft2 2 ft 0 in 8 ft 0 in None None INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess .0005 4987.7 273.82 514.95 .474 8.2221 4/412014 12:47 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump None HSPF:8 36 kBtu/hr 1 sys#1 2 Electric Heat Pump None HSPF:8 24 kBtu/hr 2 sys#2 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit None SEER: 15 36 kBtu/hr 1080 cfm 0.7 1 sys#1 2 Central Unit None SEER: 15 24 kBtu/hr 720 cfm 0.7 2 sys#2 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric Tankless IST FLOOR 0.92 1 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF None None ft2 DUCTS ----supply---- ----Return---- Air CFM 25 CFM25 HVAC# V # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 IST FLOOR 6 542 ft2 IST FLOOR 108 ft2 Default Leakage IST FLOOR (Default) (Default) 1 1 2 2ND FLOOR 6 409 ft2 2ND FLOOR 81 ft2 Default Leakage 2ND FLOO (Default) (Default) 2 2 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling Jan Feb Jan Feb `�Mar A r Ma �Xj Jun �Xj Jul �Xj Au �Xj Se Oct (`�Nov Dec HeatinVenting Jan Feb `max Mar �X�AMar pr May Jun Jul AuJun Ju g Sep �X�Oct lOct el Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling(WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling(WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating(WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating(WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 4/4/2014 12:47 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 1241 OCEAN BLVD PERMIT#: ATLANTIC BEACH, FL, 32233 MANDATORY REQUIREMENTS SUMMARY- See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC-rated as meeting ASTM E 283. Windows and doors=0.30 cfm/sq.ft. Testing or visual inspection required. Fireplaces: gasketed doors & outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.4.2. Thermostat& 403.1 At least one thermostat shall be provided for each separate heating and controls cooling system. Where forced-air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts, air handlers, filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section 503.2.7.2 of this code. 403.3.3 Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly marked circuit breaker (electric) or shutoff (gas). Circulating system pipes insulated to= R-2 +accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation ventilation systems shall not exceed the minimum ASHRAE 62 level. No make-up air from attics, crawlspaces, garages or outdoors adjacent to pools or spas. Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepower (HP) of= 1 & Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor-retardant covers or a liquid cover or r/ other means proven to reduce heat loss except if 70%of heat from site-recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency=78% (82%after 4/16/13). Heat pump pool heaters minimum COP= 4.0. Cooling/heating 403.6 Sizing calculation performed & attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special equipment occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat>10kW must be divided into two or more stages. I Ceilings/knee walls 405.2.1i R-19 space permitting. 4/4/2014 12:47 PM EnergyGaugeO USA-FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 78 The lower the EnergyPerformance Index, the more efficient the home. 1241 OCEAN BLVD, ATLANTIC BEACH, FL, 32233 1. New construction or existing New(From Plans) 9. Wall Types Insulation Area a. Frame-Wood, Exterior R=19.0 3666.70 ft2 2. Single family or multiple family Single-family b. N/A R= ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10.Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic(Vented) R=30.0 2223.00 ft2 6. Conditioned floor area(ft2) 3803 b. N/A R= ft2 c. N/A R= ft2 7. Windows" Description Area 11. Ducts R ft2 a. U-Factor: Dbl,default 427.00 ft2 a. Sup:IST FLOOR, Ret: IST FLOOR,AH:IST FLO 6 542 SHGC: Clear,default b. Sup: 2ND FLOOR, Ret:2ND FLOOR,AH:2ND F 6 409 b. U-Factor: Dbl,default 116.00 ft2 SHGC: Clear,default 12.Cooling systems kBEfficiency 36.0 c. U-Factor: Dbl,default 24.00 ft2 a.Central Unit 36.0 SEER:15.00 SHGC: Clear,default b.Central Unit 24.0 SEER:15.00 d. U-Factor: N/A ft2 13. Heating systems kBtu/hr Efficiency SHGC: a. Electric Heat Pump 36.0 HSPF:8.00 Area Weighted Average Overhang Depth: 2.000 ft. b. Electric Heat Pump 24.0 HSPF:8.00 Area Weighted Average SHGC: 0.335 8. Floor Types Insulation Area 14. Hot water systems Cap: 1 gallons a. Slab-On-Grade Edge Insulation R=0.0 2169.60 ft2 a. Electric EF:0.92 b. Floor Over Other Space R=0.0 1633.00 ft2 b. Conservation features c. N/A R= ft2 None 15.Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building -1t1E S7,4� Construction through the above energy saving features which will be installed (or exceeded) tip, _ - ,F0*6 in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: 0 f- a � Q Address of New Home: City/FL Zip: COD WIE "Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at(321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. "*Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Project Summar Job: pr 0 1 y A Date: Apr a,2014 (Rest of House) By: ERIN RODRIGUEZ Project Inf• • For: PHILLIPS OVEAN BLVD 1241 OCEAN BLVD, ATLANTIC BEACH, FL 32233 Notes: NEW CONSTRUCTION Design Information Weather: Jacksonville Mayport Naval, FL, US Winter Design Conditions Summer Design Conditions Outside db 39 OF Outside db 92 OF Inside db 68 OF Inside db 74 OF Design TD 29 OF Design TD 18 OF Daily range L Relative humidity 50 % Moisture difference 60 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 13841 Btuh Structure 17215 Btuh Ducts 5880 Btuh Ducts 8489 Btuh Central vent (0 cfm) 0 Btuh Central vent(0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 19721 Btuh Use manufacturer's data n Rate/swing multiplier 0.97 Infiltration Equipment sensible load 24933 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 2234 Btuh Ducts 2111 Btuh Heating Cooling Central vent(0 cfm) 0 Btuh Area(ft2) 2170 2170 Equipment latent load 4345 Btuh Volume (ft') 21696 21696 Air changes/hour 0.28 0.15 Equipment total load 29278 Btuh Equiv. AVF (cfm) 102 55 Req. total capacity at 0.70 SHR 3.0 ton Heating Equipment Summary Cooling Equipment Summary Make Make Trade Trade Model Cond AHRI ref Coil AHRI ref Efficiency 0 HSPF Efficiency 0 SEER Heating input Sensible cooling 0 Btuh Heating output 0 Btuh @47°F Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flow 1203 cfm Actual air flow 1099 cfm Air flow factor 0.061 cfm/Btuh Air flow factor 0.043 cfm/Btuh Static pressure 0.03 in H2O Static pressure 0.03 in H2O Space thermostat Load sensible heat ratio 0.86 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2014-Apr-04 12 3&27 -F}+- wrightsoft Right-Suite®Universal 2012 12 1.08 RSU01508 Page 1 tsoft HVAC\Template\PHILLIPS-1241 OCEAN 2.rup Calc=MJ8 Front Door faces: W Project Summary Job: Apr 0 Date: Apr 04,2014 SECOND FLOOR By: ERIN RODRIGUEZ Project Inf• • For: PHILLIPS OVEAN BLVD 1241 OCEAN BLVD, ATLANTIC BEACH, FL 32233 Notes: NEW CONSTRUCTION Design Information Weather: Jacksonville Mayport Naval, FL, US Winter Design Conditions Summer Design Conditions Outside db 39 OF Outside db 92 OF Inside db 68 OF Inside db 74 OF Design TD 29 OF Design TD 18 OF Daily range L Relative humidity 50 % Moisture difference 60 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 8646 Btuh Structure 9337 Btuh Ducts 3060 Btuh Ducts 4244 Btuh Central vent(0 cfm) 0 Btuh Central vent(0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 11706 Btuh Use manufacturer's data n Rate/swing multiplier 0.97 Infiltration Equipment sensible load 13174 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 1495 Btuh Btuh 1037 Ducts Heating Cooling Central vent(0 cfm) 0 Btuh Area(ft') 1633 1633 Equipment latent load 2532 Btuh Volume (ft3) 14700 14700 15706 Btuh Air changes/hour 0.28 0.15 Equipment total load Equiv. AVF (cfm) 68 36 Req. total capacity at 0.70 SHR 1.6 ton Heating Equipment Summary Cooling Equipment Summary Make Make Trade Trade Model Cond AHRI ref Coil AHRI ref Efficiency 0 HSPF Efficiency 0 SEER Heating input Sensible cooling 0 Btuh Heating output 0 Btuh @ 47°F Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flow 572 cfm Actual air flow 594 cfm Air flow factor 0.049 cfm/Btuh Air flow factor 0.044 cfm/Btuh Static pressure 0.03 in H2O Static pressure 0.03 in H2O Space thermostat Load sensible heat ratio 0.84 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2014-Apr-04 12:37 47 _ + wrightsoft Right-Suite®Universal 2012 12.1.08 RSU01508 Page 1 Atiy .A ._tsoft HVAC\Template\PHILLIPS-1241 OCEAN 2.rup Calc=MJ8 Front Door faces: W ,-r, 1-o p►� I ( �� 13U i i C�e rs,� COrY--)CCA 5/6/2014 Phillips Builders 1250 Selva Marina Cir. Atlantic Beach, FL 32233 To whom it may concern at Phillips Builders, Project: 1241 Ocean Blvd, New Home with Detached Garage Your permit is currently being denied based on the following comments: 1. Within the design standards for Old Atlantic Beach it is required that 2"d story walls in excess of 35 feet in length feature architectural relief beyond siding and windows. See Sec. 24-172 (c)(1) of the Land Development Regulations (LDR)for details and possible remedies. 2. The total height of the main structure is not shown in the plans provided. Please be aware that the max height is 35 feet in RS-2 zoning. See Sec. 24-106 (f)(2) of the LDR for details. 3. No trees were shown in the plans provided. A landscape plan is required as within the design standards for Old Atlantic Beach it is required that an approved species of shade tree of at least 4" in diameter be located in the required front yard and in another location on the site. See Sec. 24-172 (c)(4) of LDR for details and possible remedies. 4. The current location of the main house A/C units is not allowed as such mechanical equipment is only allowed within setbacks when they are not located adjacent to the living area of an existing residence. See Sec. 24-83 (c) of LDR for details. 5. The exterior stairs on the detached garage can only extend 48" into the rear setback. See Sec. 24-83 (b)of the LDR for details. 6. Similarly, no aspect of the structure, including eaves, can project more than 48" into any setback. It appears that the awnings over the front windows and the arbor over the second floor balcony exceed this limit. See Sec. 24-83 (b) of LDR for details. 7. Also not shown in the plans provided was a fence around the pool. A minimum of a 4 foot fence is required around all pool areas. This can be the entire backyard as long as state codes are met. See Sec. 24-164(c) of the LDR for details. Any questions can be directed to Derek Reeves at the information below. Derek W. Reeves Zoning Technician City of Atlantic Beach 800 Seminole Road Atlantic Beach, FL 32233 (904) 270-1605 dreeves@coab.us City of Atlantic Beach MA y j Building Department 32o14 Il APPLICATION NUMBER 800 Seminole Road Qy U (To be assigned by e Building Department.) Atlantic Beach, Florida 32233-5445 7 J^( Phone(904)247-5826 • Fax(904)247-5845 v o;tI9' E-mail: building-dept@coab.us Date routed: City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: /2 7 l ( zi &Ild D ment review re uired Yes No Applicant: P sing &Zoni cc Tree mistrator Project: G (� F, Q�Q ublic Works ub is Utilities Public Sa ety n 1 Fire Services ,te L,LOtReview fee $ V J Dept Signature /L,(-- Other her Agency Review or Permit Required Review or Receipt �- q of Permit Verified B Date Florida Dept. of Environmental Protection Florida Dept.of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS [Reviewing Department First Review: QApproved. Denied. (Circle one.) Comments: f+ BUILDING PLANNING &ZONING TREE ADMIN. Reviewed by: �_ Date:e/r& = Second Review: Approved as revised. ❑Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: S Date.. FIRE SERVICES Third Review: []Approved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 05/14/09 rS�l,yjlJ City of Atlantic Beach APPLICATION NUMBER Building Department (To be assigned bb he Building Department.) ` 800 Seminole Road •. ;7p oQ z Atlantic Beach, Florida 32233-5445 Phone (904)247-5826 • Fax(904)247-5845 S / ' x;31). E-mail: building-dept@coab.us L Date routed: City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: /2 Q—,;7 el✓o Department review required Yes No Applicant: / S / S _Planning &Zoni cc Tree inistrator Project: G �l� Q,�Q ublic Works ub i Uti ities Public Sa ety Fire Services Review fee Dept Signature i�� Other Agency Review or Permit Required Review or ReceiptDate of Permit Verified By Florida Dept.of Environmental Protection Florida Dept. of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: ❑Approved. Denied. (Circle one.) Comments: (' Q BUILDING G PLANNING &ZONING Y Reviewed by: Date: ���l TREE ADMIN. Second Review: ❑Approved as revised. enied. PUBLIC WORKS Comments: �t� �r� PUBLIC UTILITIES 1 PUBLIC SAFETY Reviewed by: Date: / FIRE SERVICES Third Review: Approved as revised. ❑Denied. Comments: Reviewed by: Date' Revised 05/14/09 Y ;., Comp. By: RLC Date: 5/21/2014 Public Works Department City of Atlantic Beach Permit No: 14-0708 Address: 1241 Ocean Blvd Required Storage Volume Criteria: Section 24-66 of the City of Atlantic Beach's Zoning, Subdivsion, and Land Development Regulations requires that the difference between the pre-and postdevelopment volume of stormwawter runoff be stored on site. Volume of Runoff is defined as follows: V= CAR/12 Where: V=Volume of Runoff C = Coefficient of Runoff A=Area of lot in square feet R=25-yr/24-hr rainfall depth(9.3-inches for Atlantic Beach) Predevelopment Runoff Volume: Lot Area(A) = 8,221 ft2 Runoff Coefficient Area Lot Area Description (ft) (ft) "C" Wtd "C" Impervious 2,640 8,221 1.00 0.32 Pervious 5,581 8,221 0.20 0.14 Runoff Coefficient(C)= 0.46 Runoff Volume V= 0.46 x 8,221 x 9.3 / 12 V= 2,911 ft3 Postdevelopment Runoff Volume: Lot Area(A) = 8,221 ft2 Runoff Coefficient Area Lot Area Description (ft) (ft) "C" Wtd "C" Impervious 4,087 8,221 1.00 0.50 %ISA = 49.7% Pervious 4,134 8,221 0.20 0.10 Runoff Coefficient(C)= 0.60 Runoff Volume V= 0.60 x 8,221 x 9.3 / 12 V= 3,808 ft3 Required Storage Volume DV= Postdevelopment Runoff Volume- Predevelopment Runoff Volume DV= 3,808 2,911 DV= 897 ft3 Retention 1241 Ocean Blvd-onsite Retention w-grnd.xlsx 5/21/2014 r s;, Comp. By: RLC Date. 5/21/2014 yr �4 Public Works Department City of Atlantic Beach Permit No: 14-0708 Address: 1241 Ocean Blvd Provided Storage: Elevation Area Storage (ft) (ft) (ft3) 0.0 206 0 BOTTOM 0.5 444 163 TOB Elevation Area Storage (ft) (ft2) (ft3) 0.0 116 0 BOTTOM 0.5 282 100 TOB Elevation Area Storage (ft) (ft) (ft) 0.0 0 0 BOTTOM 0.5 0 0 TOB Inground storage=A*d*pf A=Area= 726.0 d= depth to ESHWT= 3.0 pf= pore factor= 0.3 Inground Storage= 653.4 ft3 Required Treatment Volume = 897 ft3 Supplied Treatment Volume = 915 ft3 Retention 1241 Ocean Blvd-onsite Retention w-grnd.xlsx 5/21/2014 Phillips Builders, LLC 1250 Selva Marina Circle Atlantic Beach, FL 32233 CBC #1257314 904-349-2999 Date Job Address: Erosion and Settlement Control Plan • Install silt fence around perimeter of construction site Site Management Plan Weekly inspection of all stakes throughout fencing • Pick up any loose debris daily Parking will be on site f 1241 OCEAN BLVDAtlantic Beach FL 32233 Building Type 0101 - SFR 1 STORY Year Built 1956 Building Value $77,492.00 Tvpe Gross Area Heated Area Effective Area Addition 640 640 576 Base Area 1134 1134 1134 Unfinished Garage 264 0 119 Unfin Open Porch 66 0 13 Total 2104 1774 1842 Front 66.00 Depth 125.00 BUILDING PERMIT APPLICATION CITY OF ATLANTIC BEACH D L V }� 800 Seminole Road, Atlantic Beach, FL 32233 MAY Office (904)247-5826 Fax(904) 247-5845 5 2014 Job Address: O CC-R 12 UVO . Permit Nu Legal Description Parcel # Floor Area o q. t. q. t Valuation of Work$ �d,O(� Proposed Work heated/cooled 3,W non-heated/cooled Class of Work(circle one): New> Addition Alteration Repair Move Demolition pool/spa window/door Use of existing/proposed structure(s)(circle one): Commercial Residential If an existing structure,is a fire sprinkler system installed? (Circle one): Yes No N/A Florida Product Approval# For multiple products use product app­ro­v­aT form Describe in detail the type of work to be performed: 10 H G NA C Property Owner Information: Name: 'Pee- VSO e G-Zt L I Cte, Address: t2 Lf L bGetarN BLUR City Am.kt4TlG is 14 StateELZip_;21_4_z, Phone 4ot-t- 231 - Q l 96 E-Mail or Fax#(Optional) O, Loge tiess,0 !5mti 1. Cowl r Contractor Information: CONTRACTOR EMAIL ADDRESS: ro C6",-•f' 'A Company Name:Q 4-1 wPs ► Ll,C Qualifying Agent: Address: 1 �1/V� !2 City 8.1Z State F1 ► Zip 3 Z Office Phone 94L9 - Job Site/Contact Number Fax# State Certification/Registration# C, tR L Architect Name&Phone# Engineer's Name&Phone# 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 aperiod 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 I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type olYwork will be complied wit er 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 ate, or ocal law regulating construction or the performance of construction. 94, a,_,� Signature of Owner Signature of Contract&J_� Print Name Ttk Print Name 1 ......................................................................................................................................... ...........Nk.-C. . j..................................... Before me or e thispDay of 0',la. CA 20/< lis y of 20 ry blic to of FI i Notary tc ger ublic,State of Florida i ey ra am Commission#EE 49709 Y ommisaion oa so !My comm.expires Dec.16,2014 pr it Expi .02'/14/20 !My vised 01.26.10 ENGINEERING COVER SKEET AUL Job Number: 65111301 ��\ Sold To: DURHAM BUILDING MATERIALS U : 59660 �0= Ship To: 1241 OCEAN BLVD * ! Lot/Block/Subdivision: Model: CUSTOM o STATE of 441 County: DUVAL %� FCOR��P s ` ///�//�/OrN A L ,t f ILE """ 4/7/2014 Design Code: FRC 2010/TP12007 Design Method: MWFRS/C-C Hybrid Wind ASCE 7-10 Wind speed (mph): 130 mph Design Software: MiTek 20/20 —Version 7.33 Total Roof Load: 40 psf Total Floor Load: 55 psf Engineer or Professional of Record: GARTNER, GEOFFREY W., 3982 EUNICE ROAD, PE# 59328 This package include 30 Individual, dated Truss Design Drawing(s). # Truss ID: Date: # Truss ID: Date: # Truss ID: Da''e: # Truss ID: Date: # Truss ID: Date: 1 A01 4/7/14 16 A16 4/7/14 31 46 61 2 A02 4/7/14 17 A17 `. 4/7/14 32 47 62 3 A03 4/7/14 18 A18.' 4/7/14 33 , , 48 63 4 A04 4/7/14 19 A19'" 4/71'14 34 ! 49 64 5 A05 4/7/14 20 1301 `,;; 4/"!/1'4 35 i . 50 65 6 A06 4/7/14 21 B02 4/7/14 36 -51 66 7 A07 4/7/14 22 C01 4/7/14 37' - 52 67 8 A08 4/7/14 23 CO2 4/7/14 38, 53 68 9 A09 4/7/14 24 CO3-; 4/7/14 39 54 69 10 A10 4/7/14 25 C04 4/7/14 40 55 70 11 A11 4/7/14 26 D01 4/7/14 41 56 71 12 Al2 4/7/14 27 D02 4/7/14 42 57 72 13 A13 4/7/14 28 D03 4/7/14 43 58 73 14 A14 4/7/14 29 PB01 4/7/14 44 59 74 15 A15 4/7/14 30 JPB02 4/7/14 45 60 75 DIGIACOMO ENGINEERING INC. Charles P. DiGiacomo, P.E. (Truss Design Engineer; FL PE License #59660 3184 Litchfield Dr. Orange Park FL With my embossed seal affixed to this sheet, I hereby certify that I am the truss design engineer for the truss designs listed above only. This index sheet to be compliant with 61G15-31.003 sec.5 of the Florida Board of Professional Engineers. The embossed seal on this index sheet indicates acceptance of professional engineering responsibility solely for the Truss Design Drawings listed above. The suitability and use of each Truss design drawing for any particular building is the responsibility of the Building Designer, per ANSI/TPI 1-2002 Section 2. Unless noted above, there is no Structural Engineer Of Record at the time these drawings were sealed. WARNING-Trusses require extreme care in fabrication, handling, shipping, installing and bracing. Refer to BCSI 1-03 published by TPI and WTCA for safety practices prior to performing these functions. The engineer's signature on this packet certifies that the individual component depicted,if built with the materials and to the placements and tolerances specified,will bear the loads shown on the drawings. The loading and dimensions specified have been provided by others and have not been verified by the signing engineer. The building designer is responsible for determining that the dimensions and loads for each component match those required by the plans and by the actual use of the individual component. The building designer is responsible for ascertaining that the loads shown on the designs meet or exceed applicable building code requirements and any additional factors required in the particular application. The engineers seal on the attached component designs indicates acceptance of professional engineering responsibility solely for the design of the individual component assuming that the loading and dimension requirements are as represented to the engineer. The suitability and use of this component for any particular building is the responsibility of the building designer in accordance with ANSI/TPI 1-2002 Chapter 2. The engineer certifying this component is not responsible for anything beyond the specific scope of work set forth above,including but not limited to, the loading factors used in the design of the component,the dimensions of the component,the transfer of lateral/vertical loads from the roof and/or forward to the shear walls down to the foundation, connection of the components to the bearing support,the design of the bearing supports,the design and connection to the shear walls,the design of temporary or permanent building bracing required in the roof and/or floor systems,transfer of vertical/lateral loads down to the foundation,the design of the foundation or analyses in connection with the roof and/or floor diaphragms of the building. 't U) N E3 2 Job Truss Truss Type Qty Ply Phillips-1241 Ocean Blvd. 65111301 A01 ]ROOF TRUSS 8 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 07 13:57:36 2014 Page 1 I D:YigU2owE5_6LPW5BSuU69yHacu-PozKSRLaBuxYHNEvWLrwHaOkH2xgmGFUdxewhFzT5vj 2-8-6 6-2-12 1 13-0-0 1 18-6-0 1 24-0-0 1 30-9-4 34-3-10 37-0-0 2-8-6 3-6-6 6-9-4 5-6-0 15-6-0 16-9-4 3-6-6 2-8-6 ` Scale:3/16'-1 7x14 MT20H-i2x4 II 7x14 MT20H0 D E F T3 <12 I 6 i P 3x6= 3x6= 5x8= 5x8�i 5x8 G C 11-0-0 m 2x4� 2x4 i H B 3 A 1 l 132 B7 r 0 4x6= M 0 L K R 4x6= 5x6= 8x16 MT201-1= 8x16 MT20H= 5x6= 34-3-10 37-0-0 62-12 1300 1860 24-00 3094 31rp0 36881 62-12 694 5-60 560 694 0- 123-3-10 24-1411 0-3-8 Plate Offsets(X,Y: [C:0-3-12,0-3-01, D:0-11-2,0-3-5,[17:0-10-15,0-3-3],[G:0-2-12,0-3-0],[J:0-3-0,0-2-121, K:0-6-0,Ed e, L:0-6-0 0-5-5,[0:0-2-12,0-1-8, P:0-2-0 0-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(LL) -0.43 K-L >858 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.77 K-L >473 240 MT20H 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.74 Horz(TL) 0.02 J n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Attic -0.33 K-L 414 360 Weight:300 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP M 30`Except' TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc purlins. T3:2x6 SP No.2,T1:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-10-15 oc bracing. BOT CHORD 2x6 SP DSS WEBS 1 Row at midpt C-L,K-P,G-J WEBS 2x4 SP No.3'Except` JOINTS 1 Brace at Jt(s):N,O,P W4:2x6 SP DSS,W5:2x4 SP No.2 MiTe�re �endlslhat Stabilizers and required cross bracing be inerection,in accordance with Stabilizer Insta REACTIONS (Ib/size) A=1303/0-5-8 (min.0-1-11),J=1963/0-5-8 (min.0-2-8) Max Horz A=294(LC 9) Max UpliftA=-118(LC 12),J=-161(LC 13) Max Grav A=1316(LC 22),J=1963(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ; TOP CHORD A-B=-2210/535,B-C=-2149/540,C-D=-1807/475,D-E=-1476/559,E-F=-1476/559, F-G=-1432/351,G-H=-258/430,H-I=-222/266 BOT CHORD A-M=-303/1486,M-Q=-264/1562,L-Q=-264/1562,K-L=-90/979,K-R=-472/382, J-R=-472/382 WEBS C-M=-33/303,C-L=-643/387,L-O=-26/752,D-O=-1/741,D-N=-357/200,E-N=-274/156, F-N=-293/832,K-P=-294/248,F-P=-253/277,G-K=-319/1623,G-J=-2475/791, N-O=-175/469,N-P=-553/161 NOTES (12-13) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ff;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)The Fabrication Tolerance at joint K=4 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)Ceiling dead load(5.0 psf)on member(s).N-0,N-P ` 9)Bottom chord live load(40.0 psf)and additional bottom chord dead load(0.0 psf)applied only to room.K-L 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 118 Ib uplift at joint A and 161 Ib uplift at Con biobd.on page 2 JobTruss Truss Type Ory Ply Phillips-1241 Ocean Blvd. 65111301 A01 �ROOFTRUSS 8 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 07 13:57:36 2014 Page 2 NOTES (12-13) I D:Ylq U2owE5_6 L P W5BSu IJ69yHacu-PozKS RLaBuxYH N EvWLrwHaOkH2xq mG FUdxewh FzT5vj 11)ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 12)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 13)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard Job Truss Truss TypeQty Ply Phillips-1241 Ocean Blvd. 65111301 A02 ROOF TRUSS 1 2 Job Reference(optional) IF 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 0713:57:37 2014 Page 1 ID:YlgU2owE5_6LP WSBSuU69yHacu-t_Xig mMCyC3PuXo542M9pnwu?SLfVfXdsaOTDhzTS 2-8-6 6-2-12 I 9-5-8 , 13-0-0 1 18-6-0 1 21-7-14 1 24-0-02(1-9T4 28-3-10 31-0-0 2-8-6 3-6-6 3-2-12 r 3-6 8 5-6-0 3-1-14 2-4-2 0-9-41 3-6-6 2-8-6 Scale 1:52. I 5x6= 2x4 11 5x6 E F G T3 10.00 12 M 7 5x6 0 N O 3x6= 3x6= 4x8= 40 5x6 4, H C 11-0-0 w 2x4 10 n B A 61 B2 B3 P 0 L R S K J T I 4x8= 3x4 11 12x14= 10x14= 8x16 M720H= THIS SIDE TO F ION 31-0-0 6 2 12 13-0-0 18 0 0 1 0 24-9-4 28-3-10 30-8-8 6.212 6-9-4 500 060 634 366 24-140 8 Plate Offsets(X,Y): [A:0-5-6,0-2-0],[C:0-3-0,0-3-0],[D:0-0-8,0-1-8],[E:0-3-0,0-2-1],[G:0-3-12,0-2-8],[H:0-1-4,0-2-0],[I:0-2-4,0-1-8],[J:0-6-0,0-6-4],[K:0-6-0,Edge],[L:0-7-0 0-6-4 N:0-2-4 0-1-8 0:0-2-0 0-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LL) -0.39 K-L >936 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.86 K-L >428 240 MT20H 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.99 Horz(TL) 0.02 1 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Attic -0.27 J-K 510 360 Weight:604 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2"Except' TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc purlins, except T2:2x4 SP M 30,T3:2x6 SP No.2 end verticals. BOT CHORD 2x8 SP DSSBOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3'Except` 6-0-0 oc bracing:I-J. W5:2x6 SP DSS,W6,W10:2x4 SP No.2 JOINTS 1 Brace at Jt(s):M,N,O REACTIONS (Ib/size) A=4993/0-5-8 (min.0-2-10),1=2285/0-5-8 (min.0-1-8) Max Horz A=369(LC 7) Max UpliftA=-928(LC 8),1=-212(LC 9) Max GravA=5155(LC 2),1=2285(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-6517/1051,B-C=-6514/1048,C-D=-6425/1161,D-E=-2888/463,E-F=-2148/392, F-G=-2147/392,G-H=-2162/315,H-I=-2764/322 BOT CHORD A-P=-1015/4681,P-Q=-1015/4681,L-Q=-1015/4681,L-R=-607/3109,R-S=-607/3109, K-S=-607/3109,J-K=-311/1869 WEBS D-K=-2963/715,K-N=-318/2054,E-N=-292/2011,E-M=-577/247,F-M=-381/197, G-M=-438/1634,J-0=0/450,G-0=0/527,H-J=-302/2145,M-N=-215/868,M-O=-1109/231, B-L=-96/368,D-L=-1053/5196 NOTES (15-16) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x8-2 rows staggered at 0-3-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0 9 0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope);end vertical right exposed;Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. . 7)The Fabrication Tolerance at joint J=4% 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ] Continued on pNe 2 Job Truss Truss Type Qty Ply 241 OceanBlvd.65111301 A02 ROOFTRUSS 1 fPhillips- rence o tional 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 07 13:57:37 2014 Page 2 NOTES (15-16) I D:YlgU2owE5_6LP WSBSuIJ69yHacu-t_XigmMCyC3PuXo542M9pnwu?SLfVfXdsaOTDhzT5 9)'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 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. _ 10)Ceiling dead load(5.0 psf)on member(s).M-N,M-O 11)Bottom chord live load(40.0 psf)and additional bottom chord dead load(0.0 psf)applied only to room.J-K 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 928 Ib uplift at joint A and 212 Ib uplift at joint I. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)46 Ib down and 48 Ib up at 0-2-12,558 Ib down and 190 Ib up at 2-0-12,and 558 Ib down and 190 Ib up at 4-0-12,and 3627 Ib down and 545 Ib up at 6-1-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 14)ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 15)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 16)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:A-E=-44,E-G=-44,G-H=-44,A-R=-20,R-S=-50,K-S=-20,J-K=-80,J-T=-20,I-T=-50,N-O=-10 Concentrated Loads(lb) Vert:A=-40 L=-3376(F)P=-480(F)0=-480(F) Job Truss Truss Type Qty Ply Phillips-1241 Ocean Blvd. 65111301 A03 GABLE 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 07 13:57:38 2014 Page 1 ID:YIgU2owE5_6LP W5BSuU69yHacu-LA55t6NgiWBGWhN IdmtOM?T7isi REJpn4E7118zT5v 10-2-0 21-2-0 28-2-0 _ i 10-2-0 11-0-0 7-0-0 Scale-150.19 3x4= 4x6= I K L M N O P Q R S T .13J U V H W G X F 3x4 11 Y E Z 10.00 12 x4 q L, 0 3x8 II D 1 4x6 II S 2 S 4 Sr3 ET3 IV: m AWAV AU AT AS AR AQ AP AO AN AM AL AK AJ AI AH AG AF AE AD AC AB AA 4x12 MT20H I I 5x6= 27-10-8 28;F-0 27-10-8 0 -8 Plate Offsets(X,Y): A:0-1-4,Ed e,[B:0-5-15,0-0-12],[K:0-2-8,0-2-41, :0-4-4 0-2-01, AL:0-3-0,0-3-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.52 Vert(TL) n/a n/a 999 MT20H 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(TL) -0.00 AA n/a n/a BCDL 10.0 Code FRC2010ITP12007 (Matrix) Weight:371 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3'Except' WEBS 1 Row at midpt WAL,M-AM,L-AN,J-AO,I-AP,H-AQ, ST9,ST8:2x4 SP No.2 O-AK,P-AJ,Q-Al,R-AH,S-AG,U-AF, V-AE MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS All bearings 28-2-0. (lb)- Max Horz AW=221(LC 9) Max Uplift All uplift 100 Ib or less at joint(s)AL,AM,AN,AO,AP,AQ,AR,AS,AT, AU,AK,AJ,At,AH,AG,AF,AE,AD,AC except AW=-840(LC 10),AA=-260(LC 9), AV=-824(LC 9),AB=-214(LC 8) Max Grav All reactions 250 Ib or less at joint(s)AA,AL,AM,AN,AO,AP,AQ,AR,AS, AT,AU,AK,AJ,Al,AH,AG,AF,AE,AD,AC except AW=950(LC 9),AV=780(LC 10),AB=275(LC 11) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-370/332,H-I=-221/262,I-J=-285/337,J-K=-253/301,K-L=-252/303,L-M=-252/303, M-N=-252/303,N-O=-252/303,O-P=-252/303,P-Q=-252/303,Q-R=-252/303,R-S=-252/303, S-T=-252/303,T-U=-286/340,U-V=-260/308,A-AW=-450/398 WEBS B-AV=-276/297 NOTES (13-14) 1)Unbalanced root live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.ll;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 6�rTtipsie 4 aheathed from one face or securely braced against lateral movement(i.e.diagonal web). Job Truss Truss Type Oty Ply Phillips-1241 Ocean Blvd. 65111301 A03 GABLE 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 07 13:57:38 2014 Page 2 I D:YlgU2owE5_6LP W5BSuIJ69yHacu-LA55t6Ngi WBG WhN IdmtOM?T7isjREJpn4E7118zT5vh NOTES (13-14) 9)Gable studs spaced at 1-4-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)"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 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=1 O.Opsf. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)AL,AM,AN,AO,AP,AQ,AR,AS,AT,AU,AK,AJ,At, AH,AG,AF,AE,AD,AC except(jt=lb)AW=840,AA=260,AV=824,AB=214. 13)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 14)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard Job Truss Truss Type Oty PlyTReference ips-1241 Ocean Blvd. 65111301 A04 SPECIAL 1 (optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 07 13:57:39 2014 Page 1 ID:YlgU2owE5_6LP WSBSuIJ69yHacu-pNfTSSOSTpJ78ryUBTOdvCOJyG3EzinwJutalazTS 5-2-12 1 10-2-0 , 15-8-0 , 21-2-0 21r�-8 28-2-0 5-2-12 4-11-4 5-6-0 5-6-0 0 -8 6-8-8 Scale-1:50. 5x6= 3x4= 6x8 C D E T2 10.00 12 2x4 11 >5x6 B W7 w Q n 5x6 i A T a g1 gp 6x8= 3x5 II M L N O KJ l 3x5 11 3x8= 8x10= 2x4 II 5-2-121 10-2-0 15-8-0 21-5-8 27-10-8 28 -0 5-2-12 14-11-4 15-6-0 5-9-8 6-5-0 0- -8 Plate Offsets X Y: [A:0-2-12,0-1-81,[C:0-3-0,0-2-11, E:Ed a 0-4-4, F:0-3-0,0-1-12 G:Ed e,0-3-8 H:0-2-8,0-2-12 J:0-2-0,0-4-8 M:0-2-12,0-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.13 K-L >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.26 K-L >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.02 G n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:257 Ib FT=20 LUMBER BRACING TOP CHORD 2x6 SP No.2`Except` TOP CHORD Structural wood sheathing directly applied or 4-8-6 oc purlins, except T1:2x4 SP No.2 end verticals. BOT CHORD 2x4 SP No.2`Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 61,62:2x6 SP No.2 WEBS 1 Row at midpt C-L,D-K,D-H WEBS 2x4 SP No.2'Except* MiTek recommends that Stabilizers and required cross bracing W3,W8,W2,W9:2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) M=1015/0-5-8 (min.0-1-9),G=963/Mechanical Max Horz M=217(LC 9) Max UpliftM=-110(LC 12),G=-102(LC 13) Max Grav M=1 031(LC 2),G=1031(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-1241/387,B-C=-1407/659,C-D=-980/502,D-E=-820/461,E-F=-1042/418, A-M=-1335/403,F-G=-1212/476 BOT CHORD L-N=-225/745,N-O=-225/745,K-O=-225/745 WEBS B-L=-485/383,C-L=-209/417,H-K=-135/835,A-L=-138/861,F-H=-182/695,D-H=-352/131 NOTES (8-9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.ll;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 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 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b) M=110,G=102. 8)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 9)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard Job TAO Truss Type Qty Ply Phillips-1241 Ocean Blvd. 65111301 SPECIAL 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 0713:57:40 2014 Page 1 ID:YlgU2owE5_6LPW5BSuU69yHacu-HZDrloO5E7R I?XglAwsRQYVQfPPi904YYc7gOzT5 5-212_ _ 10-2-0 1 15-8-0 21-2-0 21 -8 28-2-0 -5-2-12 4-11-4 5-6-0 5-6-0 0-3-8 6-8-8 Scale=1:50.7 5x6= 3x4= 8x8 C D E T2 10.00 12 2x4 I yy8 T B W5x6= F n N 5x6 i `? 10 � A 134 6x8= 4x6 11 N 131 62 L K M N I 36 II 3x8= 8x10= 2x4 II 5-2-12 1 10-2-0 1 15-8-0 21-5-8 27-10-8 28 -0 5-2-12 4-11-4 5-6-0 5-9-8 6-5-0 0- -8 Plate Offsets X Y: [A:0-2-12,0-1-81,[C:0-3-0,0-2-1], E:Ed a 0-4-4 [F:0-3-0,0-1-121, G:Ed a 0-3-8 H:0-2-810-3-0 [J:0-2-8.0-4-§],[L:0-2-12,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.13 J-K >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.25 J-K >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.43 Horz(TL) 0.02 G n/a n/a BCDL 10.0 Code FRC201 0/TP 12007 (Matrix) Weight:253 Ib FT=20 LUMBER BRACING TOP CHORD 2x6 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-8-3 oc purlins, except T1:2x4 SP No.2 end verticals. BOT CHORD 2x4 SP No.2`Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B1,B2:2x6 SP No.2 WEBS 1 Row at midpt C-K,D-J,D-H WEBS 2x4 SP No.2*Except* MiTek recommends that Stabilizers and required cross bracing W3,W8,W7,W2,W9:2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer REACTIONS (Ib/size) L=1015/0-5-8 (min.0-1-9),G=963/Mechanical Installation guide. Max Horz L=-279(LC 10) Max UpliftL=-111(LC 12),G=-104(LC 13) Max Grav L=1031(LC 2),G=1031(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-1257/413,B-C=-1423/682,C-D=-985/508,D-E=-921/493,E-F=-1182/464, A-L=-1335/403,F-G=-1215/484 BOT CHORD K-L=-273/268,K-M=-234/752,M-N=-234/752,J-N=-234/752,E-H=-30/305 WEBS B-K=-486/384,C-K=-232/430,C-J=-121/250,D-J=-285/196,H-J=-207/893,A-K=-159/878, F-H=-183/706 NOTES (8-9) 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=6.Opsf;h=25ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b) L=111,G=104. 8)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 9)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASES) Standard Job Truss Truss Type Qty Ply Phillips-1241 Ocean Blvd. 65111301 A06 SPECIAL 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 07 13:57:40 2014 Page 1 I D:YlgU2owE5_6LP W5BSu U69yHacu-HZDrloO5 E7R_I?XglAws RQYU9fPPi924YYc7gOzT5 5-2-12 1 10-2-0 , 15-8-0 , 21-2-0 21Fy-8 28-2-0 5-2-12 14-11-4 5-6-0 15-6-0 0- -8 6-8-8 Scale=1:50. 5x6= 3x4= 8x8 C D E T2 10.00 12 W8 2x4 II e W 5x6= F n u N VV- 9 10 c 5x6 i A 6x8= 4x6 11 19 a, m 131 B2 L K M N I 3x5 11 3x8= 8x10= 2x4 11 5-2-12 , 10-2-0 1 15-8-0 21-5-8 1 27-10-8 28F?-0 5-2-12 4-11-4 15-6-0 5-9-8 16-5-0 0-8-8 Plate Offsets X, [A:0-2-12,0-1-81, C:0-3-0 0-2-1 1, E:Ed e,0-4-4, F:Ed e,0-1-8 G:Ed a 0-3-8,[H:0-2-8,0-3-01,[J:0-2-8,0-4-81, L:0-2-1220-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.13 J-K >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.25 J-K >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.02 G n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:249 Ib FT=20 LUMBER BRACING TOP CHORD 2x6 SP No.2`Except` TOP CHORD Structural wood sheathing directly applied or 4-8-6 oc purlins, except Tt:2x4 SP No.2 end verticals. BOT CHORD 2x4 SP No.2`Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B1,B2:2x6 SP No.2 WEBS 1 Row at midpt C-K,D-J,D-H WEBS 2x4 SP No.2`Except' MiTek recommends that Stabilizers and required cross bracing W3,W8,W7,W2,W9:2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) L=1015/0-5-8 (min.0-1-9),G=963/Mechanical Max Horz L=217(LC 9) Max UpliftL=-110(LC 12),G=-102(LC 13) Max Grav L=1031(LC 2),G=1031(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-1240/387,B-C=-1407/658,C-D=-981/502,D-E=-1050/526,E-F=-1365/513, A-L=-1335/403,F-G=-1210/481 BOT CHORD K-M=-225/746,M-N=-225/746,J-N=-225/746,E-H=-39/379 WEBS B-K=-484/383,C-K=-209/414,C-J=-118/251,D-J=-422/227,H-J=-240/969,A-K=-138/860, F-H=-147/661 NOTES (8-9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.Il;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 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 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b) L=110,G=102. 8)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 9)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASES) Standard Job Truss Truss Type Qty Ply Phillips 1241 Ocean Blvd. 65111301 ROOF TRUSS 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 0713:57:41 2014 Page 1 D:Y1gU2owE5_6LPW5BSuU69yHacu-mInDV8Pj?RZrN86tJuR5 d5h131VRcIDmCMhMSzT5v 5-2-12 10-2-0 15-8-0 21-2-0 21 -8 28-2-0 5-2-12 4-11-4 5-6-0 5-6-0 0-3-8 6-8-8 Scale-1:50. 5x6= 3x4= 8x8 Q C 0 E T2 10.00 12 2x4 I I B W4 F Pr V B4 u� 5x6 6x8= 3x6 A 0 N B7 L 132 K J � M I N H 3x5 11 3x8= 8x10= 2x4 II 5-2-12 1 10-2-0 15-8-0 21-5-8 27-10-8 28- -0 5-2-12 4-11-4 5-6-0 5-9-8 6-5-0 0 -8 Plate Offsets X Y: A:0-2-12 0-1-8 [C:0-3-0,0-2-11, E:Ed a 0-4-4,[F:0-2-11,0-1-131,[G:0-6-4,0-4-121, 1:0-2-8 0-4-8 [K:0-2-12,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.14 I-J >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.26 I-J >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.05 F n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:237 Ib FT=20 LUMBER BRACING TOP CHORD 2x6 SP No.2'Except` TOP CHORD Structural wood sheathing directly applied or 4-8-1 oc purlins, except T1:2x4 SP No.2 end verticals. BOT CHORD 2x4 SP No.2`Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 61,82:2x6 SP No.2 WEBS 1 Row at micipt C-J,D-1 WEBS 2x4 SP No.2"Except MiTek recommends that Stabilizers and required cross bracing W3,W8,W7,W2:2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer REACTIONS (Ib/size) F=994/Mechanical,K=1026/0-5-8 (min.0-1-10) Installation_guide. Max Horz K=218(LC 9) Max UpliftF=-100(LC 13),K=-111(LC 12) Max Grav F=1031(LC 2),K=1031(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-1252/389,B-C=-1418/660,C-D=-998/505,D-E=-1327/594,E-F=-1739/609, A-K=-1347/405 BOT CHORD J-L=-214/750,L-M=-214/750,I-M=-214/750,E-G=-75/592,F-G=-311/1187 WEBS B-J=-483/382,C-J=-207/407,D-I=-578/282,D-G=-129/469,G-I=-275/1117,A-J=-140/870 NOTES (8-9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 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 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)F except(jt=lb) K=111. 8)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 9)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard Job Truss Truss Type Oty PlyPhillips-1241 an Blvd. 65111301 A08 SPECIAL 1 1 Job Reference (optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 07 13:57:42 2014 Page 1 ID:YlgU2owE5_6LPW5BSuIJ69yHacu-EyLbiUQLmkhi?I h3sbyKWregpT5tA3XN?s5EuvzT5vd 5-2-12 1 10-2-0 1 15-8-0 1 21-2-0 21 -8 28-2-0 5-2-12 14-11-4 15-6-0 15-6-0 0-8-8 6-8-8 Scale=1:50. 5x6= 3x4= 8x8 O C D E T 10.00 12 YY8 2x4 II T3 B w 5x6= F n 19 N 9 10 5X6// A 6x8= 4x6 11 T B1 B2 L K M N J I 3x5 11 3x8= 8x10= 2x4 11 5-2-12 1 10-2-0 1 15-8-0 1 21-5-8 1 27-10-8 28 -0 5-2-12 14-11-4 15-6-0 15-9-8 16-5-0 0-3-8 Plate Offsets(X,Y: A:0-2-12 0-1-8,[C:0-3-0,0-2-11, E:Ed e,0-4-4 [F:0-3-4,0-1-8], G:Ed a 0-3-8,[H:0-2-8,0-3-01,[J:0-2-8,0-4-81,[L:0-2-12,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.13 J-K >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.25 J-K >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.02 G n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:250 Ib FT=20 LUMBER BRACING TOP CHORD 2x6 SP No.2`Except* TOP CHORD Structural wood sheathing directly applied or 4-8-6 oc purlins, except T1:2x4 SP No.2 end verticals. BOT CHORD 2x4 SP No.2`Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 81,62:2x6 SP No.2 WEBS 1 Row at midpt C-K,D-J,D-H WEBS 2x4 SP No.2`Except* MiTek recommends that Stabilizers and required cross bracing W3,W8,W7,W2,W9:2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) L=1015/0-5-8 (min.0-1-9),G=963/Mechanical Max Horz L=217(LC 9) Max UpliffL=-110(LC 12),G=-102(LC 13) Max GravL=1031(LC 2),G=1031(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-1240/387,B-C=-1407/658,C-D=-981/502,D-E=-1040/523,E-F=-1351/509, A-L=-1335/403,F-G=-1210/481 BOT CHORD K-M=-225/746,M-N=-225/746,J-N=-225/746,E-H=-39/374 WEBS B-K=-484/383,C-K=-209/414,C-J=-118/251,D-J=-413/224,H-J=-238/963,A-K=-138/860, F-H=-147/669 NOTES (8-9) 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=6.Opsf;h=25ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)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 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) L=110,G=102. 8)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 9)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard Job 7AO9 russ Truss Type Oty Ply Phillips-1241 Ocean Blvd. 65111301 ruSPECIAL 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 07 13:57:43 2014 Page 1 . I D:YlgU2owE5_6LPW5BSuU69yHacu-i8u_wgRzX2pYcSGFOJTZ32AOntR6vWmWE WroRLzT5vc 5-2-12 10-2-0 15-8-0 21-2-0 21r�-8 28-2-0 5-2-12 4-11-4 5-6-0 5-6-0 0-'8-8 6-8-8 - Scale-1:50. 5x6= 3x4= 8x8 O C D E T2- 10-00 12 2x4 W8 T B W 5x6= F n N 5x6 i 1 c? A 6x8= 06 11 v N 61 62 L K M N J 1 3x5 II 3x8= 8x10= 2x4 II 5-2-12 l 10-2-0 , 15-8-0 21-5-8 , 27-10-8 282-0 5-2-12 14-11-4 15-6-0 5-9-8 16-5-0 0-3-8 Plate Offsets X Y: [A:0-2-12,0-1-81, C:0-3-0 0-2-1 E:E e,0-4-4 F:0-3-0 0-1-12 G:Ed a 0-3-8 [H:0-2-8,0-3-0], J:0-2-8 0-4-8, L:0-2-12,0-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.13 J-K >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.25 J-K >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.02 G n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:253 Ib FT=20 LUMBER BRACING TOP CHORD 2x6 SP No.2*Except` TOP CHORD Structural wood sheathing directly applied or 4-8-6 oc purlins, except T1:2x4 SP No.2 end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 61,82:2x6 SP No.2 WEBS 1 Row at midpt C-K,D-J,D-H WEBS 2x4 SP No.2*Except* MiTek recommends that Stabilizers and required cross bracing W3,W8,W7,W2,W9:2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) L=1015/0-5-8 (min.0-1-9),G=963/Mechanical Max Horz L=217(LC 9) Max UpliftL=-11 O(LC 12),G=-102(LC 13) Max Grav L=1031(LC 2),G=1031(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-1240/387,B-C=-1407/659,C-D=-981/502,D-E=-911/487,E-F=-1168/455, A-L=-1335/403,F-G=-1212/478 BOT CHORD K-M=-225/745,M-N=-225/745,J-N=-225/745,E-H=-28/301 WEBS B-K=-485/383,C-K=-209/415,C-J=-118/250,D-J=-276/196,H-J=-198/885,A-K=-138/860, F-H=-179/703 NOTES (8-9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b) L=110,G=102. 8)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 9)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard Job Truss Truss Type t]ly Ply Phillips-1241 Ocean Blvd. 65111301 A10 SPECIAL 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 0713:57:44 2014 Page 1 ID:YigU2owE5_6LPW5BSuU69yHacu-AKSM8ARblMxPEcrR_0_ocGjAYHnPez0fTAaLznzT5 5-2-12 10-2-0 15-8-0 1 21-2-0 21T�-8 28-2-0 �—- 5-2-12 4-11-4 5-6-0 5-6-0 0-'8-8 6-8-8 ' Scale-1:50. 1 5x6= 3x4= 8x8 O C D E T2 i 10.00 12 2x4 II T 6 W8 5x6 W F 5x6 i N A v w10 O I I I 3X5 11 B1 B2 6X8= '., L N 0 KJ M 3x5 11 3x8= 8x10= 2x4 11 5-2-12 , 10-2-0 15-8-0 21-5-8 , 27-10-8 28 0 5-2-12 14-11-4 5-6-0 5-9-8 6-5-0 0- -8 Plate Offsets X A:0-2-12 0-1-8 [C.0-3-0,0-2-11, E:Ed a 0-4-4 F:0-3-0 0-1-12 [G:0-2-12.0-1-81,[H:0-2-12,0-2-81,[J:0-2-0.0-4-81,[M:0-2-12,0-1-81 LOADING(psf) SPACING 2-0-0 CSI OEFL in (lc) I/defl Ud PLATES GRIP l TCLL 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) -0.13 K-L >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.26 K-L >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.43 Horz(TL) 0.02 G n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:257 Ib FT=20% LUMBER BRACING TOP CHORD 2x6 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-8-6 oc purlins, except Ti:2x4 SP No.2 end verticals. BOT CHORD 2x4 SP No.2`Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B1,132:2x6 SP No.2 WEBS 1 Row at midpt C-L,D-K,D-H WEBS 2x4 SP No.2'Except' �Miffek recommends that Stabilizers and required cross bracing W3,W7,W2,W9:2x4 SP No.3 installed during truss erection,in accordance with Stabilizer stallation guide. REACTIONS (Ib/size) M=1015/0-5-8 (min.0-1-9),G=963/Mechanical Max Horz M=217(LC 9) Max UpliftM=-110(LC 12),G=-102(LC 13) Max GravM=1031(LC 2),G=1031(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-1241/387,B-C=-1408/659,C-D=-980/502,D-E=-815/460,E-F=-1034/416, A-M=-1335/403,F-G=-1212/476 BOT CHORD L-N=-225/745,N-O=-225/745,K-O=-225/745 WEBS B-L=-485/383,C-L=-209/417,D-H=-363/133,H-K=-127/829,A-L=-138/861,F-H=-182/694 NOTES (8-9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=t O.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b) M=110,G=102. 8)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 9)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Phillips-1241 Ocean Blvd. 65111301 A11 GABLE 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 0713:57:45 2014 Page 1 ID:YlgU2owE5_6LPW5BSuIJ69yHacu-eWOkLWSD3f3GsmOeYkV 18TGJLg5SNTFphgKuVEzT5va 7-2-8 1 17-3-8 24-6-0 7-2-8 10-1-1 7-2-8 , H I J K L M N FU kR Scale-1:54.1 10.00 12 E D C 4x6 11 B II A n u, m N 112 2T3 73 Ivi N AO AN AM AL AK AJ Al AH AG AF AE AD AC AB AA z Y x w V 4x12 MT20H 11 30= 4x12 MT20H II 24-2-8 241-0 24-2-8 0- -8 Plate Offsets X : G:0-2-0 0-1-13 0:0-2-0 0-1-13 V:0-3-8 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.56 Vert(TL) n/a n/a 999 MT20H 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(TL) 0.00 V n/a n/a BCDL 10.0 Code FRC201 O/TP 12007 (Matrix) Weight:334 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2*Except* WEBS 1 Row at midpt K-AE,J-AG,I-AH,H-AI,F-AJ,E-AK,D-AL, ST4,ST3,ST2,ST1:2x4 SP No.3 L-AD,M-AC,N-AB,P-AA,Q-Z,R-Y MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS All bearings 24-6-0. Installation guide. (lb)- Max Horz AO=-198(LC 8) Max Uplift All uplift 100 Ib or less at joint(s)AE,AG,AH,At,AJ,AK,AD,AC,AB, AA,Z except AO=-509(LC 8),V=-505(LC 9),AL=-112(LC 12),AM=-121(LC 13), AN=-594(LC 9),Y=-112(LC 13),X=-120(LC 12),W=-589(LC 8) Max Grav All reactions 250 Ib or less at joint(s)AE,AG,AH,Al,AJ,AK,AL,AM,AD, AC,AB,AA,Z,Y,X except AO=534(LC 11),V=529(LC 10),AN=647(LC 10), W=642(LC 11) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-257/261,D-E=-221/261,E-F=279/329,F-G=-224/268,G-H=-242/291,H-I=-242/291, I-J=-242/291,J-K=-242/291,K-L=-242/291,L-M=-242/291,M-N=-242/291,N-O=-242/291, O-P=-224/268,P-Q=-279/329,Q-R=-221/261,T-U=-254/259,A-AO=-281/277,U-V=-279/275 WEBS B-AN=-305/300,T-W=-303/298 NOTES (13-14) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. _ 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). (9i5hWecdtad (2-d at 1-4-0 oc. Job Truss Truss Type Oty Ply Phillips-1241 Ocean Blvd. 65111301 A11 GABLE 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 07 13:57:45 2014 Page 2 ID:YlgU2owE5_6LPW5BSuIJ69yHacu-eWOkLWSD3f3GsmOeYkV 18TGJLg5SNTFphgKu VEzT5va NOTES (13-14) 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)'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 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)AE,AG,AH,At,AJ,AK,AD,AC,AB,AA,Z except Qt=lb) AO=509,V=505,AL=112,AM=121,AN=594,Y=112,X=120,W=589. 13)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 14)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard JobTruss Truss Type Oty Pty Phillips-1241 Ocean Blvd. 65111301 Al2 SPECIAL 1 1 Job Reference(optional) _ 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 07 13:57:46 2014 Page 1 ID:YlgU2owE5_6LPW5BSuU69yHacu-6ja6ZrTrgzB7Tw_g5ROGhhoRw4Tl6q?ywU3S1 gzT5v 6-9-0 11-3-8 17-9-0 24-6-0 6-9-0 4-6-8 6-5-8 6-9-0 Scale=1:45. 5x6 ii 2x4 11 5x6 O B C D T2 10.0012 5x6= 5x6= A E 4 ^ u> a Lh 1 K M J � 6x8— - I^ 3x4 11 3x4= 1 H G F 3x4 11 4x6= 3x4= 6-9-0 1 11-3-8 1 17-9-0 24-2-8 24 -0 6-9-0 14-6-8 16-5-8 6-5-8 0-3-8 Plate Offsets X A:Ed a 0-1-8 [B:0-3-0,0-2-121, D:0-3-0 0-2-12 E:0-3-4,0-1-8 F:Ed a 0-1-8 [1:0-2-8,0-2-121, -8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) -0.04 J-K >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.10 J-K >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 Horz(TL) 0.01 F n/a n/a BCDL 10.0 Code FRC201 O/TP12007 (Matrix) Weight:215 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 5-1-11 oc purlins, T2:2x6 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: WEBS 2x4 SP No.2*Except* 1 Row at midpt C-1 W3,W6,W2,W8:2x4 SP No.3 WEBS 1 Row at midpt B-J,D-G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS (Ib/size) K=835/Mechanical,F=863/Mechanical Installation guide. Max Horz K=-183(LC 8) Max UpliftK=-203(LC 12),F=-203(LC 13) Max Grav K=896(LC 2),F=896(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-862/352,B-C=-764/428,C-D=-762/429,D-E=-773/332,A-K=-1036/400, E-F=-1007/398 BOT CHORD J-L=-230/520,I-L=-230/520,C-I=-296/267 WEBS B-I=-246/300,G-I=-135/427,D-1=247/317,D-G=-278/206,A-J=-161/542,E-G=-156/519 NOTES (8-9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b) K=203,F=203. 8)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 9)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCS]1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Phillips-1241 Ocean Blvd. 65111301 A13 SPECIAL 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 07 13:57:46 2014 Page 1 ID:YlgU2owE5_6LP W5BSuIJ69yHacu-6ja6ZrTrgzB7Tw_g5ROGhhoRx4Ti6rwywU3S 1 gzT5% 6-9-0 11-3-8 17-9-0 24-6-0 6-9-0 4-6-8 116-5-8 6-9-0 Scale=1:45. 5x6 2x4 11 5x6 O B C D T2 10.00 12 i 1 5x6 = 5x6= 4 E A N T 1 N I K J 5x8— M 3x5 I I 3x4= N H G F 3x4 11 3x8= 3x4= 6-9-0 , 11-3-8 17-9-0 24-2-8 24;f-0 6-9-0 14-6-8 6-5-8 6-5-8 0-1-8 Plate Offsets(X,Y): A:Ed eO-1-4L B:0-3-0,0-2-12,[D:0-3-0,0-2-121,[E:0-3-4,0-1-8], F:Ed a 0-1-8 1:0-2-8,0-2-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) -0.04 J-K >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.10 G-H >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(TL) 0.02 F n/a n/a BCDL 10.0 Code FRC2010ITP12007 (Matrix) Weight:207 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-10-13 oc purlins, T2:2x6 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: WEBS 2x4 SP No.3"Except` 1 Row at midpt C-1 W5,W7,W1,W9:2x4 SP No.2 WEBS 1 Row at midpt B-J,D-G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) K=830/Mechanical,F=860/Mechanical Max Horz K=-183(LC 8) Max UpliftK=-21 O(LC 12),F=-21O(LC 13) Max GravK=896(LC 2),F=896(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-964/381,B-C=-850/453,C-D=-848/455,D-E=-772/332,A-K=-1030/401, E-F=-1004/398 BOT CHORD J-L=-245/594,I-L=-245/594,C-1=-296/267 WEBS B-I=-243/310,G-1=-137/470,D-I=-273/419,D-G=-368/222,A-J=-168/535,E-G=-148/517 NOTES (8-9) 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=6.Opsf;h=25ft;Cat.Il;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) K=210,F=210. 8)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 9)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to SCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Phillips-1241 Ocean Blvd. 65111301 A14 SPECIAL 1 1 Job Reference o tional - 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 07 13:57:47 2014 Page 1 ID:YlgU2owE5_6LPW56SuU69yHacu-av8UmBUUbHJ 53ZOf9YVDuLfVUjFrLc698p?a6zT5v 6-9-0 11-3-8 1,2-3-p 17-9-0 1,8-10 821-0-0 , 24-6-0 6-9-0 4-6-8 -11- 5-6-0 1-1- 2-1-8 3-6-0 Scale=1:43. 5x6 Xi 3x4= 5x6 8 C D T2 10.00 12 3x4 E W4 W5 %T3 n T 6x8= &4x4 Q °D A B1 62a K T U J M L 4x6 — = 3x4 11 3x8= zj1 I H G 4x8= F2 6-9-0 11-3-8 , 15-0-0 , 17-9-0 1,8-10;821-0-0 , 24-2-8 24,-f-0 6-9-0 4-6-8 3-8-8 2-9-0 -1- 2-1-8 3-2-8 0-3 8 Plate Offsets X Y: A:Ed e,0-1-10 B:0-3-4 0-2-8, E:0-1-8 0-1-8, F:0-1-8,0-2-0, J:0-2-12,0-4-4 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.12 J-L >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.27 J-L >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(TL) 0.02 G n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:224 Ib FT=20 LUMBER BRACING TOP CHORD 2x6 SP No.2"Except` TOP CHORD Structural wood sheathing directly applied or 4-5-8 oc purlins, except T1:2x4 SP No.2 end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: B1,B2:2x6 SP No.2 10-0-0 oc bracing:J-L,I-J WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt C-L,C-J W 1,W 10:2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation quide. REACTIONS (Ib/size) M=847/Mechanical,G=846/Mechanical Max Horz M=-187(LC 8) Max UpliftM=-217(LC 12),G=-217(LC 13) Max Grav M=896(LC 2),G=896(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-1176/410,B-C=-916/440,C-D=-915/425,D-E=-1142/464,E-F=-902/329, A-M=-1081/384,F-G=-1072/384 BOT CHORD L-M=-292/296,K-L=-292/835,K-T=-292/835,T-U=-292/835,J-U=-292/835,H-I=-406/0, D-J=-84/395 WEBS B-L=-52/316,C-L=-255/275,A-L=-174/599,H-J=-48/929,E-H=-534/179,E-J=-133/300, F-H=-203/698 NOTES (9-10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.ll;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except 01=1b) M=217,G=217. - Continued on page 2 Job Truss 7,russe Qty Ply Phillips-1241 Ocean Blvd. 65111301 A14 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 07 13:57:47 2014 Page 2 I D:YlgU2owE5_6LPW5BSuIJ69yHacu-av8UmBUUbHJ_53ZOf9YVDuLfVUjFrLc698p?a6zT5v 9)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 10)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. • Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard } Job Truss Truss Type Qty Ply Phillips-1241 Ocean Blvd. 65111301 SPECIAL 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 07 13:57:48 2014 Page 1 I D:YlgU2owE5_6LPW5BSuU69yHacu-25itzXV6MaRrjD8DDs3km6uvyuORanOFOoYZ6YzT5v 2-2-15 6-9-0 11-3-8 12-3 17-9-0 10-10- 21-4-3 24-6-0 2-2-15 4-6-1 4-6-8 -11- 5-6-0 1-1-8 2-5-11 3-1-13 Scale_1:42. 4x6 ii 3x4= 46= 0 E F T2 10.00 12 W3 W3 30 G 3x4 4, C B 3x4 m 4 H A B1 EEEI 132 11 N M U V Uj L 5x1 3x6 3x8 3x5= = N 1Cl1 K J 3x8= 6-9-0 1 11-3-8 1 17-9-0 10-10: 21-4-3 24-2-8 24r-6-0 6-9-0 14-6-8 16-5-8 1-1- 2-5-11 2-10-5 0-3-8 Plate Offsets X F:0-4-4,0-2-0 G:0-1-8 0-1-8 H:0-1-8 0-1-8 L:0-5-8 0-2-4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.27 L-N >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.61 L-N >480 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.34 Horz(TL) 0.05 1 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:192 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-9 oc purlins, except BOT CHORD 2x4 SP No.2*Except* end verticals. 132:2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2x4 SP No.3*Except* 10-0-0 oc bracing:L-N,K-L W8:2x4 SP No.2 WEBS 1 Row at midpt E-N,E-L OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 SP No.3 2-8-4 be installed during truss erection,in accordance with Stabilizer REACTIONS (Ib/size) A=836/Mechanical,I=836/Mechanical Installationuide. Max Horz A=162(LC 9) Max UpliftA=-98(LC 12),1=-97(LC 13) Max GravA=901(LC 2),1=901(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-1442/531,B-C=-1384/540,C-D=-1320/486,D-E=-1037/464,E-F=-1038/451, F-G=-1291/496,G-H=-850/314,H-I=-1074/381 BOT CHORD A-N=-356/982,M-N=-290/991,M-U=-290/991,U-V=-290/991,L-V=-290/991,F-L=-108/496 WEBS D-N.76/459,E-N=-254/173,E-L=-251/172,H-J=-205/713,J-L=-138/793,G-J=-729/252, G-L=-70/355 NOTES (9-10) 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=6.Opsf;h=25ff;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)A,1. 9)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 10)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. ConffiWedtorBOW1203 published by TPI&WTCA for safety practices prior to performing these functions. Job Truss Truss Type Oty Ply Phillips-1241 Ocean Blvd. 65111301 A15 SPECIAL 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 07 13:57:48 2014 Page 2 I D:YIgU2owE5_6LP W 5BSu IJ69yHacu-25 itzXV6MaRrj D8 D Ds3km6uvyu0RanOFOoYZ6YzT5v LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Phillips-1241 Ocean Blvd. 65111301 A16 SPECIAL 1 1 Job Reference o tional 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 0713:57:48 2014 Page 1 1 D:YIgU 2owE5_6LPW5BSuU69yHacu-25itzXV6MaRrjD80Ds3km6ug7uOhan7FOoYZ6YzT5v 6-9-0 1 11-3-8 12-1-,4 17-9-0 1 -10-8 21-6-0 24-6-0 6-9-0 4-6-8 0-9-12 5-7-12 1-1- 2-7-8 3-0-0 Scale-1:43. 5x6 3x4= 5x6 B C D T2 10.00 12 3x4 E W4 w4 6x6= 4x4 Q m A F n N 1 2 M L T K U j x 4x6 — 64 = 3x8= I H G 3x4 11 4x8= 0 N 2 6-9-0 1 11-3-8 1 17-9-0 1,8-1018 21-6-0 24-2-824,-f-0 6-9-0 1 4-6-8 1 6-5-8 1-1-81 2-7-8 2-8-8 0-3-8 Plate Offsets X Y: A:Ed a 0-1-10 B:0-3-4 0-2-8 E:0-1-8,0-1-8 F:0-1-8,0-2-0 J:0-5-12 0-2-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.35 J-L >836 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.70 J-L >417 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.36 Horz(TL) 0.03 G n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:210 Ib FT=20% LUMBER BRACING TOP CHORD 2x6 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-5-14 oc purlins, T1:2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: B3,B2:2x4 SP M 30 10-0-0 oc bracing:J-L,I-J WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt C-L,C-J W1,W9:2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) M=850/Mechanical,G=849/Mechanical Max Horz M=-1 50(LC 8) Max UpliftM=-93(LC 12),G=-93(LC 13) Max GravM=896(LC 2),G=896(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-1154/408,B-C=-900/440,C-D=-918/420,D-E=-1138/446,E-F=-849/308, A-M=-1090/394,F-G=-1075/381 BOT CHORD L-T=-229/823,K-T=-229/823,K-U=-229/823,J-U=-229/823,H-I=-602/0,D-J=-52/359 WEBS B-L=-14/303,C-L=-263/186,H-J=0/1046,E-J=-68/281,A-L=-76/601,F-H=-218/716, E-H=-560/186 NOTES (9-10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.Il;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)M,G. 9)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 10)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the - responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. ConfrTefedto 1203 published by TPI&WTCA for safety practices prior to performing these functions. Job Tnus Truss Type Qty PlyTjo ips-1241 Ocean Blvd. 65111301 A16 SPECIAL 1 _ Reference (optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 07 13:57:48 2014 Page 2 I D:YlgU2owE5_6LPW5BSuU69yHacu-25itzXV6MandD8DDs3km6ug7u0han7FOoYZ6YzT5v LOAD CASE(S) Standard Job Truss Type Qty Ply Phillips-1241 Ocean Blvd. 65111301 —Truss SPECIAL 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 07 13:57:49 2014 Page 1 ID:YlgU2owE5 6LPW5BSuIJ69yHacu-XIGFBtVk7uZiKNjPnZazJJQxBIVQJEmOcSl6e?zT5vW 6-9-0 11-3-8 , 17-9-0 , 24-6-0 6-9-0 4-6-8 6-5-8 16-9-0 Scale=1:45. 5x6 4i 2x4 11 5x6 B C D T2 10.00 12 5x6= 5x6�\ A 4 E n d, IN i n l K J L 5x8= M 3x5 11 3x4= N H G F 3x4 11 3x8= 3x4= 6-9-0 11-3-8 17-9-0 24-2-8 24r6-0 6-9-0 4-6-8 6-5-8 6-5-8 0-IJ-8 Plate Offsets(X,Y): A:Ed a 0-1-4 [B:0-3-4,0-2-81, D:0-3-0 0-2-12 [E:0-2-12,0-1-81, F:Ec1a 0-1-8 [1:0-2-8,0-2-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) -0.04 J-K >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.10 G-H >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 F n/a n/a BCDL 10.0 Code FRC201 O/TP12007 (Matrix) Weight:208 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-11-1 oc purlins, T2:2x6 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: WEBS 2x4 SP No.3*Except* 1 Row at midpt C-1 W5,W7,W1,W9:2x4 SP No.2 WEBS 1 Row at midpt B-J,D-G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS (Ib/size) K=83 /Mechanical,F=860/Mechanical Installation guide. Max Horz K=146(LC 9) Max UpliftK=-89(LC 12),F=-89(LC 13) Max Grav K=896(LC 2),F=896(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-957/379,B-C=-844/451,C-D=-842/453,D-E=-772/332,A-K=-1031/401, E-F=-1005/398 BOT CHORD J-L=-152/589,1-L=-152/589,C-I=-296/163 WEBS B-I=-155/309,G-I=-137/467,D-I=-168/412,D-G=-362/219,A-J=-98/536,E-G=-115/517 NOTES (8-9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)K,F. 8)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 9)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard Job Truss Truss Type aY PlyTjo ips-1241 Ocean Blvd. 65111301 A18 SPECIAL 1 Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 07 13:57:50 2014 Page 1 ID:YlgU2owE5_6LPW5BSuIJ69yHacu-?UgdODW MuCiZyXlbKH5CrXz6whrh2gCYr61 fARzT5v 6-9-0 1 11-3-8 1 17-9-0 24-6-0 6-9-0 4-6-8 6-5-8 6-9-0 Scale=1:45. 5x6 5� 2x4 11 5x6 B C D T2 j 10.00 12 i I — 5x6 5x6 E A n 4 T u> I M K J 6x8— 9 3x4 11 30= H G F 3x4 11 08= 3x4= 6-9-0 11-3-8 17-9-0 24-2-8 24,,-f-0 6-9-0 4-6-8 6-5-8 6-5-8 0- -8 Plate Offsets(X,Y: [A:0-3-4,0-1-81,[B:0-3-0,0-2-121, D:0-3-0,0-2-12,[E:0-2-12,0-1-81, F:Ed a 0-1-8,[1:0-2-8,0-2-121, K:0-2-8,0-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) -0.04 J-K >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.10 J-K >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.38 Horz(TL) 0.01 F n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:215 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 5-1-15 oc purlins, T2:2x6 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: WEBS 2x4 SP No.2*Except* 1 Row at midpt C-1 W3,W6,W2,W8:2x4 SP No.3 WEBS 1 Row at midpt B-J,D-G F ek recommends that Stabilizers and required cross bracing installed during truss erection,in accordance with Stabilizer tallation quide. REACTIONS (Ib/size) K=836/Mechanical,F=863/Mechanical Max Horz K=-146(LC 10) Max UpliftK=-85(LC 12),F=-85(LC 13) Max GravK=896(LC 2),F=896(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-856/351,B-C=-759/427,C-D=-758/428,D-E=-774/332,A-K=-1036/400, E-F=-1007/398 BOT CHORD J-L=-141/515,1-L=-141/515,C-I=-295/163 WEBS B-I=-159/299,G-I=-135/422,D-I=-159/311,D-G=-273/193,A-J=-110/542,E-G=-115/519 NOTES (8-9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members,with BCDL=1O.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)K,F. 8)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 9)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard _ Job Truss Truss Type Qty Ply Phillips-1241 Ocean Blvd. 65111301 A19 GABLE 1 1 Job Reference o tional - 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 0713:57:50 2014 Page 1 ID:YlgU2owE5_6LPW5BSuIJ69yHacu-?UgdODWMuCiZyXlbKH5CrXzJLhxo2mUYr6l fARzT5v 3-3-8 3-3-8 Scale=1:13. 2x4 II D 3x4 2x4 11 C 10.00 12 w1 T1 STI A B1 F E 4x4= 2x4 II 2x4 II 3-0-0 -3- 3-0-0 -3- LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.06 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.04 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:20 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-8 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS (Ib/size) A=54/3-3-8 (min.0-1-8),E=25/3-3-8 (min.0-1-8),F=122/3-3-8 (min.0-1-8) Installation guide. Max Horz A=132(LC 12) Max UpliftE=-31(LC 12),F=-115(LC 12) Max GravA=70(LC 23),E=35(LC 21),F=164(LC 21) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (8-9) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=42psf;BCDL=6.Opsf;h=25ft;Cat.ll;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Gable requires continuous bottom chord bearing. 4)Gable studs spaced at 1-4-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)E except(jt=1b) F=115. 8)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 9)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. _ LOAD CASE(S) Standard Job Truss Truss Type Oty Ply Phillips-1241 Ocean Blvd. 65111301 B01 SCISSOR 13 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 07 13:57:51 2014 Page 1 ID:YlgU2owE5_6LP W5BSuIJ69yHacu-TgN?cZX_fVgQahtou_cROkWHK53Kn?kh4mnDjtzT5vU 5-1-12 1 10-0-0 1 14-10-4 1 20-0-0 5-1-12 4-10-4 14-10-4 5-1-12 4x6 II Scale-1:36. D 10.00 F12 3x5 4, 6x8- 3x5 0 C E 3x4 J H 3x4 9 2x4 11 2x4 11 F 3x4 4, 3x4 Q 8.00 12 G A lO 64 6x8 5-1-12 1 10-0-0 14-10-4 , 19-6-8 2Q-Q-0 5-1-12 14-10-4 4-10-4 14-8-4 0-58 Plate Offsets(X,Y: A:0-3-8,0-2-5 G:0-2-3,0-4-4 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) -0.27 I-J >879 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.63 I-J >374 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(TL) 0.95 G n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:107 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-3-4 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 SP No.3 3-4-9,Right 2x4 SP No.3 3-4-9 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) A=630/0-5-8 (min.0-1-8),G=630/0-5-8 (min.0-1-8) Max Horz A=-235(LC 10) Max UpliftA=-97(LC 12),G=-97(LC 13) Max GravA=728(LC 2),G=728(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-3063/710,B-C=-2991/731,C-D=-2468/234,D-E=-2468/234,E-F=-2991/731, F-G=-3063/710 BOT CHORD A-J=-500/2522,I-J=-503/2565,H-I=-503/2565,G-H=-500/2522 WEBS D-I=-70/2641,E-I=-543/597,C-I=-543/597 NOTES (7-8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.ll;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5)Bearing at joint(s)A,G considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)A,G. 7)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 8)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard Job Truss Truss Type Oty P7jbob ps-1241 Ocean Blvd. 65111301 B02 GABLE 1 eference(optional) - 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 07 13:57:512014 Page 1 ID:YlgU2owE5_6LPW5BSuU69yHacu-TgN?cZX_fVgQahtou_cROkW PVSCInCyh4mnDjtzT5vU 5-1-1 10-0-0 l 14-10-4 l 20-0-0 5-1-12 4-10-4 4-10-4 5-1-12 Scale=1:35.4 5x6 J D E C T I T 8x10 II J H 7 3x4 4, 10. 12 3x4 8.00 12 F G T �o 3x8 3x8 10-0-0 , 19-6-8 29-04-0 10-0-0 9-6-8 0-5-8 Plate Offsets(X,Y): A:0-3-14,Edge], 1:0-4-3,0-4-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.20 1 >364 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.24 G-H >340 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.27 G n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:91 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP DSS 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 OTHERS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 7-0-0. (lb)- Max Horz A=-224(LC 8) Max Uplift All uplift 100 Ib or less at joint(s)G,H except A=-123(LC 13),J=-168(LC 9) Max Grav All reactions 250 Ib or less at joint(s)except A=302(LC 22),G=253(LC 22), J=609(LC 21),H=498(LC 22) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-346/19,C-D=-324/47,D-E=-330/55,E-F=-302/116,F-G=-376/64 BOT CHORD A-J=-202/380,1-J=-146/295,H-I=-146/299,G-H=-202/380 WEBS D-I=-60/307,C-J=-511/323,E-H=-511/323 NOTES (10-11) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.ll;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8)Bearing at joint(s)A,G,J,H considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)G,H except(jt=lb) A=123,J=168. Continued on page 2 i Job Truss Truss Type Qty Ply Phillips-1241 Ocean Blvd. I 65111301 B02 GABLE 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 07 13:57:512014 Page 2 ID:YlgU2owE5_6LPW5BSuU69yHacu-TgN?cZX_fVgQahtou_cROkW PV5CInCyh4mnDjtzT5v 10)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 11)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to SCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard I Job Truss Truss Type Qty Ply Phillips-1241 Ocean Blvd. 65111301 C01 SCISSORS 4 1 Job Reference(optional) - 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 07 13:57:52 2014 Page 1 I D:YlgU2owE5_6LPW5BSuU69yHacu-xtxNpvYcPpyHBrS_Si7gwy2X_VTGW WwrlQWmFKzT5v 4-1-12 8-0-0 1 11-10-4 , 16-0-0 4-1-12 3-10-4 3-10-4 4-1-12 4x6 11 Scale-1:291 D 10.00 12 4x4 1i 4x4 C 5x8= E 1 1 1 3x5 F 3x5 h B 2x4 II H 2x4 11 8.00 12 G A In ri 0 4x6 11 4x6 11 4-1-12 1 8-0-0 1 11-10-4 15-6-8 1 -Oro 4-1-12 13-10-4 13-10-4 3-8-4 5- Plate Offsets(X,Y): A:0-2-1 0-4-6 C:0-1-8 0-2-0 E:0-1-8 0-2-0 G:0-0-5 0-4-6, 1:0-4-0 0-2-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.14 1 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.33 I-J >562 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(TL) 0.51 G n/a n/a BCDL 10.0 Code FRC20101TP12007 (Matrix) Weight:86 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-2-11 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing SLIDER Leff 2x4 SP No.3 2-8-12,Right 2x4 SP No.3 2-8-12 be installed during truss erection,in accordance with Stabilizer REACTIONS (Ib/size) A=502/0-5-8 (min.0-1-8),G=502/0-5-8 (min.0-1-8) Installation guide. Max Horz A=238(LC 8) Max UpliftA=-168(LC 12),G=-168(LC 13) Max GravA=580(LC 2),G=580(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-2193/659,B-C=-2135/677,C-D=-1843/340,D-E=-1843/379,E-F=-2135/531, F-G=-2193/514 BOT CHORD A-J=650/1815,I-J=-658/1855,H-1=-343/1798,G-H=-340/1756 WEBS D-1=-305/1995,E-1=-360/597,C-I=-332/430 NOTES (7-8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.Il;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5)Bearing at joint(s)A,G considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb) A=168,G=168. 7)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 8)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Phillips-1241 Ocean Blvd. 65111301 CO2 SCISSORS 1 3 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 07 13:57:52 2014 Page 1 I D:YlgU2owE5_6LP W5BSuU69yHacu-xtxNpvYcPpyHBrS_Si7gwy2RS VVSWYUrIQW mFKzT5v 4-6-0 8-0-0 1 11-6-0 16-0-0 4-6-0 3-6-0 13-6-0 4-6-0 4x8 I I Scale=1.31. C 10-00F12 4x4,i 4x4 O B D 6x12= cT 1 1 K L 1 T1 u> H F d J 20 II 2x4 11 M Lh 8.00 12 E A I N 1 3x10\\ it 3x10 3x8\\ 3x8 4x8 i 4x8 O 4-6-0 8-0-0 1 11-6-0 15-6-8 1 -0-0 4-6-0 3-6-0 13-6-0 4-0-8 -5- Plate Offsets(X,Y): A:0-4-15,1-11-10, A:0-1-12,0-1-10, B:0-1-8,0-2-0, D:O-1-8,0-2-0, E:0-4-15,1-11-10, E:0-1-12,0 1-10, G:0-6-0,0-4-4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.91 Vert(LL) -0.27 G >685 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.60 G >308 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.53 Horz(TL) 0.88 E n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:310 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins. BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3*Except* W4,W3:2x4 SP No.2 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS (Ib/size) A=3324/0-5-8 (min.0-1-8),E=3385/0-5-8 (min.0-1-8) Max Horz A=186(LC 5) Max UpliftA_704(LC 8),E=-527(LC 9) Max Grav A=3621(LC 2),E=3664(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-12975/2505,B-C=-11182/1738,C-D=-11182/1759,D-E=-12962/1846 BOT CHORD A-I=-2111/10794,I-J=-2221/1 1 2 79,H-J=-2331/11787,H-K=-2153/11058,G-K=-2271/11561, G-L=-1587/11529,F-L=-1 536/11025,F-M=-1585/11756,M-N=-1529/11242, E-N=-1497/10756 WEBS C-G=-2147/13999,D-G=-899/306;D-F=-98/1369,B-G=-908/633,B-H=-341/1377 NOTES (10-11) 1)3-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-8-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.Il;Exp C;Encl., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)A,E considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) CoRt-THi grr e 2 Job Truss Truss TypeQly Ply Phillips-1241 Ocean Blvd. 65111301 CO2 SCISSORS 1 3 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 07 13:57:52 2014 Page 2 ID:YlgU2owE5_5LPW5BSuU69yHacu-xtxNpvYcPpyHBrS_Si7gwy2RSVVSWYUrIQW mFKzT5v NOTES (10-11) 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)876 Ib down and 223 Ib up at 2-0-12,876 Ib down and 230 Ib up at 4-0-12,883 Ib down and 118 Ib up at 8-0-0,876 Ib down and 109 Ib up at 12-0-12,876 Ib down and 236 Ib up at 6-0-12,and 876 lb down and 113 lb up at 10-0-12,and 876 Ib down and 105 Ib up at 14-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 11)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:A-C=-44,C-E=-44,A-G=-20,E-G=-20 Concentrated Loads(lb) Vert:G=-883(B)1=-815(B)J=-810(B)K=-776(F)L=-776(F)M=-811(B)N=-843(F) Job Truss Truss Type Qty Ply Phillips-1241 an Blvd. 65111301 CO3 SCISSORS 1 Job Reference o tional 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 07 13:57:53 2014 Page 1 ID:YlgU2owE5_6LPW5BSuIJ69yHacu-P3Vm1FYFA748p_1AOPevT9bckvggF_U_X4GKnmzT5vS 4-0-12 8-0-0 11-11-4 1 16-0-0 4-0-12 3-11-4 113-11-4 14-0-12 5x12 MT20H 11 Scale=1:29. C 10.00 rl2 04 ii 4x4 B 6)(12-- D K T1 1 1 H F u4i 2X4 11 2z4 II BAO F,2 E A I L 1 3x10\\ 3x10 10 4 8x10 4-0-12 1 8-0-0 11-11-4 15-6-8 1 -0 0 4-0-12 3-11-4 3-11-4 3-7-4 -5- Plate Offsets X, A:0-5-0,1-11-2 [A:0-4-2,0-4-151, B:0-1-8,0-2-0 D:0-1-8,0-2-0,[E:0-5-0,1-11-2],[E:0-4-2,0-4-151,[G:0-6-0,0-4-41 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) -0.30 G >621 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.67 G >279 240 MT20H 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.61 Horz(TL) 0.98 E n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:315 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-7 oc purlins. BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3`Except' W4,W3:2x4 SP No.2 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS (Ib/size) A=3994/0-5-8 (min.0-1-8),E=3925/0-5-8 (min.0-1-8) Max Horz A=-186(LC 4) Max UpliftA=-504(LC 8),E=-496(LC 9) Max GravA=4136(LC 2),E=4093(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-1 451 7/1 829,B-C=-12874/1441,C-D=-12874/1464,D-E=-14525/1669 BOT CHORD A-I=-1557/12007,H-I=-1 61 6/1 2588,H-J=-1606/12356,G-J=-1661/12936,G-K=-1439/12965, F-K=-1385/12387,F-L=-1399/12619,E-L=-1341/12041 WEBS C-G=-1 754/1 61 26,D-G=-682/426,D-F=-141/1506,B-G=-676/356,B-H=-160/1501 NOTES (11-12) 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-7-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.Il;Exp C;Encl., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8)Bearing at joint(s)A,E considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb) Com grt e 2 Job Truss 7ne Qty �i5l�3 FPh241 Ocean Blvd. 65111301 CO3 1 ce o tional - 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 0713:57:53 2014 Page 2 ID:YlgU2owE5_6LPW5BSuU69yHacu-P3Vm1 FYFA748p_1AOPevT9bckvggF_U_X4GKnmzT5vS NOTES (11-12) 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1011 Ib down and 124 Ib up at 11-11-4,1011 Ib down and 130 Ib up at 1-11-0,1011 Ib down and 130 Ib up at 3-11-0,1011 Ib down and 130 Ib up at 5-11-0,1011 Ib down and 131 Ib up at 8-0-0,and 1011 Ib down and 130 Ib up at 9-11-0, and 1011 Ib down and 130 Ib up at 13-11-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 12)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:A-C=-44,C-E=-44,A-G=-20,E-G=-20 Concentrated Loads(lb) Vert:G=-1006 F=-943(B)H=-995 1=-995 J=-995 K=-995 L=-995 Job Truss Truss Type Qty Ply Phillips-1241 Ocean Blvd. 65111301 C04 GABLE 2 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 07 13:57:54 2014 Page 1 I D:YlgU2owE5_6LP W5BSuU69yHacu-tF38 EaZtxQC?R8cMZ7A80N8vjJEG_ZD8mk?tJCzTSvR 8-0-0 , 16-0-0 8-0-0 8-0-0 Scale=1:28. 4x4= E F D G C T T 5x6 11 T M K T 2 N J 6 3x4 X,, 3x4 IC.00 12 H 8.00 F12 I T I� 0 3x8 I I 3x8 11 8-0-0 15-6-8 1P-OTO 8-0-0 7-6-8 -5 Plate Offsets(X,Y): A:0-1-4,Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.26 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:74 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation quide. REACTIONS All bearings 16-0-0. (lb)- Max Horz A=225(LC 9) Max Uplift All uplift 100 Ib or less at joint(s)L except A=-195(LC 13),1=-143(LC 13), M=-148(LC 21),N=-432(LC 12),K=-148(LC 22),J=-426(LC 13) Max Grav All reactions 250 Ib or less at joint(s)I,M,K except A=254(LC 22), L=415(LC 13),N=542(LC 21),J=535(LC 22) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-344/250,B-C=-269/268,C-D=-526/459,D-E=-417/406,E-F=-417/406,F-G=-526/459, G-H=-269/199,H-I=-344/184 WEBS E-L=-394/378,C-N=-524/423,G-J=524/419 NOTES (11-12) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)L except Qt=1b) A=195,1=143,M=148,N=432,K=148,J=426. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)L,M,N,K,J. Continued on page 2 Job T uss 7GABLE Oty Ply Phillips-1241 Ocean Blvd. 65111301 C04 2 1 Job Reference(optional) - 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 0713:57:54 2014 Page 2 I D:YlgU2owE5_6LP W5BSu U69yHacu-tF38EaZtxOC?R8cMZ7A80N8vjJEG_ZD8 mk?tJCzT5vR 11)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 12)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safely practices prior to performing these functions. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply Phillips-1241 Ocean Blvd. 65111301 D01 SPECIAL 2 1 Job Reference o ".1 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 07 13:57:54 2014 Pagel I D:YlgU2owE5_6L P W 5BSuIJ69yHacu-tF38 EaZtxQC?R8cMZ7A8ON8xHJEr_V08 mk?tJCzT5vR 4-10-0 8-0-0 1 11-2-0 16-0-0 4-10-0 3-2-0 13-2-0 4-10-0 4x4= Scale=1:28. C 10.00 12 3x4 3x4\\ B D i 1 T1 1 5x8 N1 2 2 4 N Cl A E 12.00 12 1 � 81 B1 �o H 5x6�� F 5x6�i 3x8 II 3x8 11 4-10-0 8-0-0 11-2-0 15-8-8 1f-q-0 4-10-0 3-2-0 3-2-0 4-6-8 0-3-8 Plate Offsets X Y: A:0-3-8,Ed e, 8:0-1-8,0-1-8, D:0-1-8 0-1-8 E:0-3-8,Ed e, F:0-2-8 Ed e,[G:0-4-0,0-2-01, H:0-2-8,Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.03 G >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.06 G >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(TL) 0.06 E n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:87 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2x4 SP DSS,Right:2x4 SP DSS Installation guide. REACTIONS (Ib/size) A=500/0-5-8 (min.0-1-8),E=500/Mechanical Max HorzA=-232(LC 10) Max UpliftA=-169(LC 12),E=-170(LC 13) Max GravA=578(LC 2),E=578(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-904/293,B-C=-1051/287,C-D=-1052/298,D-E=-908/294 BOT CHORD A-H=-187/556,G-H=-261/771,F-G=-148/775,E-F=-105/560 WEBS C-G=-269/1077,D-G=-116/279,D-F=-407/120,B-H=-418/195 NOTES (7-8) 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=6.Opsf;h=25ft;Cat.ll;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except 01=1b) A=169,E=170. 7)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 8)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Phillips-1241 Ocean Blvd. 65111301 D02 SPECIAL 1 2 Job Reference Industries, 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 07 13:57:55 2014 Page 1 ID:YlgU2owE5 6LPW5BSuIJ69yHacu-LSdWRwaVikKs21BZ7ghNYagzriSZAgH?OlQsfzTS 3-0-0 4-10-0 8-0-0 i 10-0-0 11-2-0 13-0-0 16-0-0 3-0-0 1-10-0 3-2-0 2-0-0 1-2-0 1-10-0 3-0-0 - 4x6 11 Scale 1:31. D T2 E 4x6= 2x4 11 4x6= F G 7x14 MT201-1,i T3 Li 10.00 12 C 6 7 8 7x14 MT20H,i 1 3 B J 1 n S K 4 T B4 n 8x16 MT20H= 8x8 B2 2x4 11 W � N 1 A A 61 BS O N P 6M l 6 Q R 4x4= 5x6= 46 11 4x4= H 2x4\\ 4x6= 3-0-0 , 4-10-0 8-0-0 , 11-2-0 13-0-0 , 15-8-8 1f-9-0 3-0-0 1-10-0 3-2-0 3-2-0 1-10-0 2-8-8 0-318 Plate Offsets(X,Y): [A:0-0-0,0-0-7],[C:0-6-12,0-3-4],[E:0-3-0,0-2-4],[G:0-2-4,0-1-12],[1:0-0-1,0-0-1],[J:0-2-0,0-4-12],[K:0-1-12,0-0-12],[K:0-1-12,0-4-4],[K:0-4-0,0-4-12], [L:0-10-4,0-3-41, M:0-0-1 0-0-1 ,[N:0-3-0,0-1-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.84 Vert(LL) -0.27 K-L >685 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.61 K-L >308 240 MT20H 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.87 Horz(TL) 0.76 H n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:283 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins, except T1:2x4 SP DSS end verticals. BOT CHORD 2x6 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 134:2x4 SP No.2,62:2x4 SP DSS,B3:2x6 SP DSS 10-0-0 oc bracing:I-J,L-M WEBS 2x4 SP No.3*Except* JOINTS 1 Brace at Jt(s):K,J W5,W8,W10:2x4$P Not,W3,W9,W2:2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS (Ib/size) A=3390/0-5-8 (min.0-2-2),H=3399/Mechanical Max Horz A=212(LC 8) Max UpliftA=-687(LC 8),H=-557(LC 9) Max Grav A=3641(LC 2),H=3651(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-4682/873,B-C=-17742/3781,C-D=-5788/1050,D-E=-5728/1071,E-F=6013/966, F-G=-5915/962,G-H=-2840/498 BOT CHORD A-O=-780/3323,N-O=-780/3323,N-P=-130/581,M-P=-130/581,1-0=-34/264,Q-R=-34/264, H-R=-34/264,I-J=-99/1163,F-J=-264/135,L-M=-212/953,C-L=-2339/10311, L-S=-2844/12856,K-S=2836/12818,K-T=-1155/6732,J-T=-1155/6732 WEBS D-K=-1197/6761,E-K=-3119/492,C-K=-8624/2078,B-N=-4815/1145,L-N=-1430/6035, G-J=-1047/6417,B-L=-2303/10734,E-J=-1332/348 NOTES (12-13) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-8-0 oc,2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. aXA%yds 6egn designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Job Truss Truss Type qty Ply Phillips-1241 Ocean Blvd. 65111301 D02 SPECIAL 1 2 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 07 13:57:55 2014 Page 2 NOTES (12-13) I D:YIgU2owE5_6LPW5BSuU69yHacu-LSd W RwavkKs2lBZ7ghNYagz(SZjgqH?OlgsfzTS 8)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9)Refer to girder(s)for truss to truss connections. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Ot=lb)A=687,H=557. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)876 Ib down and 223 Ib up at 2-0-12,876 Ib down and 230 Ib up at 4-0-12,881 Ib down and 117 Ib up at 8-0-0,876 Ib down and 109 Ib up at 12-0-12,876 Ib down and 105 Ib up at 14-0-12,and 876 Ib down and 236 Ib up at 6-0-12,and 876 Ib down and 113 Ib up at 10-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 12)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 13)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:A-D=-44,D-E=-44,A-M=-20,H-1=-20,J-L=-20,E-G=-44 Concentrated Loads(lb) Vert:K=-820(F)0=-843(F)P=-840(F)0=-840(F)R=-843(F)S=-801(F)T=-802(F) Job Truss Truss Type Qty Ply Phillips-1241 Ocean Blvd. 65111301 D03 GABLE 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 07 13:57:56 2014 Page-1 I D:YlgU2owE5_6LPW5BSuIJ69yHacu-peBufGb7T2SigSIIhYCc5oDK96_4SThQD2U_O5zT5v 8-0-0 16-0-0 8-0-0 8-0-0 Scale=1:39. F H 10.00 12 E I T D T T C K T I T B T U 5x611 STI L S T M A T T 1 12.00 12 1 nn B1 v R B1 O 3x6 11 Z Y X W 3x4/j 3x4\\ O P O N 3x6 11 4-10-0 1 8-0-0 , 11-2-0 ,- 15-8-8 1.6,-Q-0 4-10-0 3-2-0 3-2-0 1 4-6-8 OT3,8 Plate Offsets X Y: A:0-3-0 0-0-8 [H:0-0-0,0-0-01,[1:0-0-0,0-0-01, J:0-0-0,0-0-0 [K:0-0-0,0-0-01, L:0-0-0 0-0-0,[M:0-3-0,0-0-81,[R:0-0-0,0-0-01,[S:0-0-0,0-0-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.04 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.01 M n/a n/a BCDL 10.0 Code FRC201 O/TP 12007 (Matrix) Weight:110 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. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2x4 SP No.3,Right:2x4 SP No.3 Installation guide. REACTIONS All bearings 16-0-0. (lb)- Max Horz A=232(LC 9) Max Uplift All uplift 100 lb or less at joint(s)M,U,V,X,Y,S,R,P,O except W=-146(LC 13),T=-180(LC 11),Q=-146(LC 13),A=-130(LC 10),Z=-147(LC 12), N=-135(LC 13) Max Grav All reactions 250 Ib or less at joint(s)W,Q,A,M,U,V,X,Y,Z,S,R,P, O,N except T=541(LC 13) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (11-12) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)M,U,V,X,Y,S,R, P,O except(jt=lb)W=146,T=180,Q=146,A=130,Z=147,N=135. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)T,U,V,S,R. 11)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 12)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Con I>�Ngbt9 1203 published by TPI&WTCA for safety practices prior to performing these functions. Job Truss Truss Type Oty Ply Phillips-1241 Ocean Blvd. j65111301 D03 GABLE 1 1 Job Reference tional . 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 07 13:57:56 2014 Page 2 ID YlgU2owE5_6LPW5BSuU69yHacu-peBuiGb7T2SigSIIhYCc5oDK96 4SThOD2U_O5zT5v LOAD CASE(S) Standard Job Truss 7Srusse Qty PlTjo ips-1241 Ocean Blvd. 65111301 PB01 23 Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 0713:57:57 2014 Page 1 ID:YlqU2owE5_6LPW5BSuIJ69yHacu-lqnsodELaZ[cKxEFjrd?mQOWHXBwhaSiEXwXzT5vC 5-6-0 11-0-0 5-6-0 5-6-0 Scale=1:20.1 4x4 11 C 10.00 F12 ST1 I D B E A B1 w I� 0 F 3x4= 2x4 11 3x4= 10-8-8 _ 1 -Oro 10-8-8 3- Plate Offsets X Y: [C:0-1-4,0-2-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.22 i Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 E n/a n/a BCDL 10.0 Code FRC201 O/TP 12007 (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. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS All bearings 11-0-0. (lb)- Max Horz A=-117(LC 8) Max Uplift All uplift 100 Ib or less at joint(s)F except A=-417(LC 21),E=-359(LC 22), B=-282(LC 12),D=-254(LC 13) Max Grav All reactions 250 Ib or less at joint(s)A,E except B=645(LC 21), D=603(LC 22),F=298(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=219/321,D-E=-151/267 NOTES (8-9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.ll;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)F except Qt=lb) A=417,E=359,B=282,D=254. 7)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. 8)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 9)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply �Phillips-1241Ocean Blvd. 65111301 P1302 GABLE 2 Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Apr 07 13:57:58 2014 Page 1 ID:YlgU2owE5_6LPW5BSuU69yHacu-m 1 If4ycN?fiQvmv8oyE4ADIhEwfnwOYjhMz4SzzT5vN 5-0-9 10-1-1 5-0-9 5-0-9 Scale=1:17. 4x4= E F D 10.00 rl2 G C ST3 ST2 ST2 STI ST1 H B I A I m 0 N M L K J 9-9-9 19-10 9-9-9 -3- LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.06 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 H n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:49 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. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS All bearings 10-1-1. Installation guide. (lb)- Max Horz A=-134(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)I,B,H,M,K except A=-106(LC 10), N=-119(LC 12),J=-118(LC 13) Max Grav All reactions 250 Ib or less at joint(s)A,1,B,H,L,M,N,K,J FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (11-12) 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=6.Opsf;h=25ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,B,H,M,K except Qt=1b)A=106,N=119,J=118. 10)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. 11)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 12)Engineering responsibility solely for truss design drawing. 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Q naEmfGl arc. a+sa,a may: 6Ld \` L LO LO 0 ,�� VH 'UD U-10 ri 7VHl =l bH O o w C° �: �dH w LO Ow �: t/H Q LL 0 d 7VHJJ � J 0 `dH z w 7VHl o ; v L� Nom\_ bH LJ VH L� , :,.ZZ bH ONIIIAO HliJ J l NAdO ANVHd TdNOUNIANOO Ld ��: VH L� b'Hl 0 CUOz rn O LL 0 O,ti Q 0-0- -0-9 o 0 ® c LL w z m J a -0-sz LL LL LL LL LL 0 �: �l ��LIL O O O O O O O O O O O O O m m m m m m m m m m on In m LL Y 6Ld co cli 9Zsnl 0 9Zsnl 9Zsnl 9Z l -0 137, Snl o-o-s - gzsni 9zsn N g o l F 9 TO: Reaction Durham Building Materials Job Number: J1300001 ,Fax: Page: 1 Project:65111301 Block No: Date: 04/07/14 14:05:58 Model: PHILLIPS-OCEAN Lot No: Cantact Site: Office: Deliver To: Account No: 000000003 Name: Designer: / Phone: Salesperson: Everett ogden Fax: F. Quote Number: P.O.Number: Qty: Truss Id: Span: Truss Type: Slope Reactions: 37-00-00 Joint A Joint J 8 A01 ATTIC 10.00 1315.51 1962.77 -117.91 -160.63 31-00-00 Joint A Joint I I A02 GIRDER 10.00 5155.33 2284.53 -927.91 -212.32 8-0 L�LLLLLilLUJLtIJllt! 22-00 Joint[ Joint\ Joint) Joint^ Joint_ I A03 GABLE 10.00 244.76 274.86 158.32 152.75 155.95 -259.60 -213.71 -56.94 -55.47 -64.57 28-02-00 Joint G Joint M 1 A04 SPECIAL 10.00 1031.42 1031.37 -101.67 -109.61 28-02-00 Joint G Joint L I A05 SPECIAL 10.00 1031.42 1031.38 -104.20 -110.80 28-02-00 Joint G Joint L I A06 SPECIAL10.00 1031.42 1031.37 101.67 -109.61 28-02-00 Joint F Joint K I A07 SPECIAL 10.00 1031.38 1031.38 99.87 -110.74 28-02-00 Joint G Joint L I A08 SPECIAL 10.00 1031.42 1031.37 -101.67 -109.61 28-02-00 Joint G Joint L 1 A09 SPECIAL 10.00 1031.42 1031.37 -101.67 -109.61 28-02-00 Joint G Joint M I A10 SPECIAL 10.00 1031.42 1031.37 -101.67 -109.61 24-06-00 Joint V Joint W Joint X Joint Y Joint Z 1 All GABLE 10.00 528.91 642.04 189.12 175.84 154.74 -504.52 -588.85 -120.38 -111.68 -84.49 24-06-00 Joint F Joint K I Al2 SPECIAL 10.00 895.71 895.71 -203.07 -203.07 24-06-00 Joint F Joint K I A13 SPECIAL 10.00 895.71 895.71 -209.87 -209.87 24-06-00 Joint G Joint M 1 A14 SPECIAL 10.00 895.76 895.71 -217.10 -21_7.33___ 24-06-00 Joint A Joint l - - -- 1 A15 SPECIAL 10.00 901.10 901.10 98.18 -97.18 24-06-00 Joint G Joint M 1 A16 SPECIAL 10.00 895.76 895.71 -92.75 -93.01 24-06-00 Joint F Joint K LEM 1 1 A17 SPECIAL 10.00 895.71 895.71 88.78 -88.78 24-06-00 Joint F Joint K 1 A18 SPECIAL 10.00 895.71 895.71 -84.75 -84.75 03-03-08 Joint A Joint E Joint F 1 A19 GABLE 10.00 70.15 34.92 164.13 31.48 -114.59 20-00-00 Joint A Joint G 13 B01 SCISSOR 10.00 728.03 728.03 ,40^� ] 8.00 -97.33 -97.33 To: Reaction Durham Building Materials Job Number: J1300001 Fax: Page: 2 Project: 65111301 Block No: Date: 04/07/14 14:06:00 Model: PHILLIPS-OCEAN Lot No: Contact: Site: Office: Deliver TO: Account No: 000000003 Name: Designer: / Phone: Salesperson: Everett ogden Fax: T. Quote Number: P.O.Number: Qty: Truss Id: Span: Truss Type: Slope Reactions: 20-00-00 Joint A Joint G Joint H Joint J 1 B02 GABLE 10.00 302.12 252.87 498.05 608.52 8.00 -123.07 -90.24 -66.93 -168.32 16-00-00 Joint AJoint G 4 C01 SCISSORS 10.00 580.03 580.03 8.00 -168.25 -168.25 16-00-00 Joint A Joint E 1 CO2 SCISSORS 10.00 3621.48 3663.96 8.00 -704.23 -526.54 16-00-00 Joint A Joint E 1 CO3 SCISSORS 10.00 4136.47 4093.28 f! 8.00 -504.13 -496.20 16-00-00 Joint A Joint 1 Joint J Joint K Joint L 2 C04 GABLE 10.00 253.82 196.22 535.06 132.14 415.28 8.00 -195.22 -143.37 -425.69 -148.08 -92.64 16-00-00 Joint A Joint E 2 D01 SPECIAL 10.00 578.13 578.13 l ..� 12.00 -168.70 -169.63 16-00-00 Joint A Joint H I D02 SPECIAL 10.00 3641.09 3650.52 ,'� .. -687.02 -557.19 16-00-00 Joint A Joint M Joint N Joint O Joint P 1 D03 GABLE 10.00 176.38 105.64 143.69 113.44 117.42 12.00 -130.02 -40.10 -135.10 -84.92 -98.27 09-08-14 Joint AJoint B Joint D Joint E Joint F 23 PB01 SPECIAL 10.00 224.66 645.36 603.43 185.75 298.39 417.34 -282.34 -254.39 -358.97 46.18 08-09-15 Joint A Joint B Joint H Joint 1 Joint J 2 PB02 GABLE 10.00 98.97 153.98 124.37 24.72 145.31 -105.89 -56.30 -16.47 -24.65 -117.94 Y i i JANUARY 1 , 2009 T-BRACE / I-BRACE DETAIL ST - T-BRACE DD ® MTek Industries,Chesterfield,Mo Page 1 of 1 =EllNote:T-B-- - - - - - --racing/I-Bracing to be used when continuous lateral bracing 0 is impractical. T-Brace/I-Brace must cover 90%of web length. O 0 U—i— u i 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 1x4 or 1x6 10d 8"o.c. 2x4 or 2x6 or 2x8 16d 8"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 1x4(*)T-Brace 1x4(*) I-Brace 2x6 1x6(*)T-Brace 2x6 I-Brace 2x8 2x8 T-Brace MI-Brace Nails Brace Size k 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 WEB 2x6 2x6 T-Brace 2x6I-Brace 2x8 2x8 T-Brace 2x8 I-Brace t T-BRACE Nails / Section Detail T-Brace Tll� Web Nails T-Brace/I-Brace must be same species and grade(or better)as web member. (*) NOTE:If SYP webs are used in the truss, 1x4 or 1x6 SYP braces must be stress WebI-Brace rated boards with design values that are equal to(or better)the truss web design values. For SYP truss lumber grades up to#2 with 1 X_bracing material, use IND 45 for T-Brace/1-Bra e Nails For SYP truss lumber grades up to#1 with 1X_bracing material, use IND 55 for T-Brace/I Brace JANUARY 1, 2009 L-BRACE DETAIL ST - L-BRACE - 0= ® MiTek Industries,Chesterfield,MO Page 1 of 1 =00 - 0 00 O 00 a MiTek Industries,Inc. Nailing Pattern Note: L-Bracing to be used when continuous L-Brace size Nail Size Nail Spacing lateral bracing is impractical. L-brace 1x4 or 6 10d 8"o.c. must cover 90%of web length. 2x4,6,or 8 16d 8"o.c. Note:Nail along entire length of L-Brace L-Brace Size (On Two-Ply's Nail to Both Plies) for One-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 Nails 2x3 or 2x4 1x4 *** 2x6 1x6 *** 2x8 2x8 *** DIRECT SUBSTITUTION NOT APLICABLE. SPACING k k WEB + L-Brace Size -A for Two-Ply Truss L-BRACE Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 *** 2x6 2x6 *** 2x8 2x8 *** DIRECT SUBSTITUTION NOT APLICABLE. Nails / Section Detail �FE L-Brace \ Web L-Brace must be same species grade(or better)as web member. _T_ MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST- WEBBRACE �0 ® MiTek Industries,Chesterfield,MO Page 1 of 1 MAXIMUM TRUSS WEB FORCE(lbs.)(See note 7) a oo BRACE �o 24"O.C. 48"O.C. 72"O.C. BAY SIZE — BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE MiTek Industries,Inc. A B C D A B C D C D 10'-0" 1610 1886 1886 2829 12'-0' 1342 1572 1572 2358 3143 3143 4715 4715 7074 1347 4•��,�:'.;�•�`• 14'-0' 1150 1347 2021 c 16'-0' 1006 1179 1179 1768 2358 2358 3536 L20O* 894 1048 1048 1572 3143 4715- ..s: 805 943 943 1414 1886 1886 2829 `Bay size shall be measured in between the centers of pairs of diagonals. GENERAL NOTES TYPE BRACING MATERIALS 1 DIAGONAL BRACING is REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM.THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL 1 X 4 IND.45 SYP 2.THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OF THE WEB FORCE. 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER,AS THE LATERAL BRACE A -OR- MATERIAL,AND SHALL BE INSTALLED IN SUCH A MANNER THAT R INTERSECTS WEB MEMBERS 1 X 4#2 SRB(DF,HF,SPF) AT APPROX.45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2.8d (0.131')¢.5)FOR 1x4 BRACES,2-10d(0.131'x 3')FOR 2Li and 2x4 BRACES,AND 3-10d(0.131'4')FOR 24 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d(0.131'X25')NAILS FOR 1.4 LATERAL BRACES, 2-10d(0.131-)X)NAILS FOR 2,3 and 2x4 LATERAL BRACES AND 3-10d(0.131'x3)FORM LATERAL BRACES. B 2 X 3#3,STD,CONST(SPF,DF,HF,OR SYP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6, FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING,CONSULT C 2 X 4#3,STD,CONST(SPF,DF,HF,OR SYP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING,INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES,JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. -sbondustry.mm and-tip nsLorg D 2 X 6#3 OR BETTER(SPF,DF,HF,OR SYP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8. TABULATED VALUES ARE BASED ON A DOL.=1.15 FOR STABILIZERS: FOR A SPACING OF 24'0.C.ONLY,MITEK-STABILIZER-TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A,B.C AND D BRACING MATERIAL.DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE.WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS.STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING.SEE'STABILIZER' TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION. DIAGONAL BRACE CONTINUOUS LATERAL RESTRAINT 2-1Od NAILS (SEE NOTE 4) TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members.Additional bracing may still be required for the stability of the overall roof system.The method shown here is just one method that can be used to provide stability against web buckling. JANUARY 1, 2009 Standard Gable End Detail ST-GE130-001 MiTek Industries,Chesterfield,MO Page 1 of 2 Typical_x4 L-Brace Nailed To lul 2x Verticals W/10d Nails,6"o.c. Vertical S*ud O o0 o 0o Vertical Stud (4)-16d CoDIAGONAL Wire NailsACE MiTek Industries, Inc. d Common SECTION B-Bre Nails DIAGONAL BRACEaced 6"o.c. 4'-0"O.C.MAX (2)-10d Co2x6 Stud or Wire Nails in2x4 No.2 of better TRUSS GEOMETRY AND CONDITIONSSHOWN ARE FOR ILLUSTRATION ONLY. Horizontal Brace To 2x_Verticals 12 SECTION A-A w/(4)-10d Common Nails A � Varies to Common Truss 2xa Stud SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING A TO TRUSSES WITH(2)-10d NAILS AT EACH END. *�Y ATTACH DIAGONAL BRACE TO BLOCKING WITH B B 3x4= (5)-10d COMMON WIRE NAILS. (4)-8d NAILS MINIMUM,PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B 24"Max Roof Sheathin NOTE: 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. �-- 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND / WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1'3" (2)-1 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. ARCHITECT R ENGINEER FOR TEMPORARY AND PERMANENT (2)-10d NAILS i BRACING OF ROOF SYSTEM. / 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF / DIAPHRAM AT 4'-0"O.C. /Trus s @ 24° O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL / BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. �x6MDIAG(REFER TO SECTION A-A) Dia BraceONAL BRACE SPACED 48"O.C. 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. g' ACHED TO VERTICAL WITH(4)-16d 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. at 1/3 pOlnt MON WIRE NAILS AND ATTACHED 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR If needed TO BLOCKING WITH(5)-10d COMMONS. TYPE TRUSSES. End Wall HORIZONTAL BRACE (SEE SECTION A-A) 2 DIAGONAL Minimum Stud KBrace 1x4 2x4 DIAGONAL BRACES AT Stud Size SpacingL-Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SPF Std/Stud 12"O.C. 4-0-7 4-3-2 6-0-4 8-0-15 12-1-6 2x4 SPF Std/Stud 16"O.C. 3-7-0 3-8-4 5-2-10 7-1-15 10-8-15 2x4 SPF Std/Stud 24"O.C. 2-11-1 3-0-2 4-3-2 5 10-3 8-9 4 Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d common wire nails 8in o.c.,with Sin minimum end distance. Brace must cover 90%of diagonal length. MAXIMUM WIND SPEED=130 MPH MAX MEAN ROOF HEIGHT=30 FEET CATEGORY 11 BUILDING EXPOSURE B or C ASCE 7-98,ASCE 7-02,ASCE 7-05 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. JANUARY 1, 2009 Standard Gable End Detail SHEET 2 �O ® MiTek Industries,Chesterfield,MO Page 2 of 2 ALTERNATEDIAGONAL � 24" O DICINC TO THE BOTTOM CHORD O 00 O 00 HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48"O.C. (SEE SECTION A-A) ATTACHED TO VERTICAL WITH(4)-16d COMMON WIRE NAILS AND ATTACHED MiTek Industries, Inc. Roof Sheathing TO BLOCKING WITH(5)-10d COMMONS. Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR NAIL DIAGONAL BRACE TO THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE PURLIN WITH TWO 16d NAILS CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT \ MAY RESULT FROM THE BRACING OF THE GABLE ENDS \ 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d NAILS EACH.FASTEN PURLIN \ TO BLOCKING W/TWO 16d NAILS(MIN) Diag. Brace \ PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 points SUPPORTING THE BRACE AND THE TWO TRUSSES if needed \ ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH(2)-10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5)-10d COMMON WIRE NAILS. End Wall 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 OR LESS,NAIL ALL MEMBERS WITH ONE ROW OF 10d(.131"X 3")NAILS SPACED 6"O.C. FOR WIND SPEEDS GREATER 120 MPH NAIL ALL MEMBERS WITH TWO ROWS OF 10d(.131"X 3")NAILS SPACED 6"O.C.(2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE / VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. / AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST STRUCTURAL / BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM GABLE TRUSSCHORD TO RESIST ALL OUT OF PLANE LOADS.THE BRACING SHOWN IN THIS DETAIL IS FOR THE VERTICAL/STUDS ONLY. NOTE:THIS DETAIL IS TO BE USED ONLY FOR / STRUCTURAL GABLES WITH INLAYED STUDS.TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. / STANDARD / GABLE TRUSS i • OCT 29, 2004 STANDARD PIGGYBACK ST-PIGGY TRUSS CONNECTION DETAIL i e 2 x_x 6-0"SIZE TO MATCH TOP CHORD OF PIGGYBACK. ALL VALUES SHOWN BELOW ARE ATTACHED TO ONE FACE OF TOP BASED ON LOAD DURATION OF 1.33 MiTek Industries,Int. CHORD WRIT 2 ROWS OF i0d(0.131"X 3"} NAILS SPACED 6"0,C. MAXIMUM UPLIFT SCAB CAPACITY USING(10) 10d(0.131"X 3")NAILS: PIGGYBACK TRUSS SYP= 1409 LBS SPF= 1090 LBS 1k ATTACH PIGGYBACK TRUSS DF= 1290 LBS TO EACH PURLIN WITH HF= 1117 LBS 2-16d(0.131"X 3.5}NAILS TOENAILED. SPF-S= 957 LBS C3 MAXIMUM UPLIFT ly rd I CAPACITY USING(zURLIN r-1 �j\ (0.131"X 3.5")NAILS: SYP= 155 LBS SPF= 79 LBS DF= 122 LBS BASE TRUSS HF= 63 LBS SPF-S= 54 LBS MAXIMUM UPLIFT SHEATHING SPACE PURLINS ACCORDING TOTHE MAXIMUM ATTACH EACH PURLIN TO TOP CAPACITY USING 1/2'SHEATHING SPACING ON THE TOP CHORD OF THE BASE CHORD OF BASE TRUSS WITH AND(2)8d(0.131'X 2.5')NAILS: TRUSS(SPACINGNOTTOEXCEED24"O.C.). 2ORD-16d(0.1 ASE1 X TRU3.Vj NAILS. A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. SYP= 109 LBS * FOR PIGGYBACK TRUSSES WITH SPANS c 12' SPF= 55 LBS SCAB MAY BE OMMITED PROVIDED THAT: DF= 85 LBS ROOF SHEATHING TO BE CONTINUOUS OVER JOINT HF= 58 LBS (SHEATHING TO OVERLAP MINIMUM 12"OVER JOINT) SPF-S= 37 LBS A' CAP CONNECTION IS MADE TO RESIST UPLIFT, SEE MAXIMUM CONNECTION CAPACITIES AND COMPARE WITH ENGINEERING DRAWING CONNECTION CAPACITIES FOR SCABS,PURLINS,AND SHEATHING MAY BE COMBINED WHEN DETERMINING OVERALL UPLIFT CAPACITY. IF NO GAP EXISTS BETWEEN CAP TRUSS AND BASE TRUSS: CAPACITY uUPLIFTCITY USING GUSSET 7116"GUSSETS GUS REPLACE TOE NAILING OF CAP TRUSS TO PURLINS WITH GUSSETS AS SHOWN,AND APPLY PURLINS TO LOWER EDGE OF BASE AND CI Y{0.113'X 2")NAILS TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS DESIGN DRAWING. fc CONNECTION AS ABOVE sic fix 6"x 112"PLYWOOD(or 7/16"OSB) SYP= 399 LBS GUSSET EACH SIDE AT SPF= 367 LBS EACH BASE TRUSS JOINT. DF= 391 LBS ATTACH WITH 3-6d(0.113"X 2')NAILS HF= 367 LBS INTO EACH CHORD FROM SPF-S= 343 LBS EACH SIDE(TOTAL-12 NAILS) ADD PURLINS TO BOTTOM EDGE FOR LARGE CONCENTRATED LOADS APPLIED MAXIMUM UPLIFT SCAB I TO CAP TRUSS REQUIRING A VERTICAL WEB: CAPACITY USING(20) 10d(0.131"X 3")NAILS: 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS SYP= 2819 LBS MUST MATCH IN SIZE,GRADE,AND MUST LINE UP SPF= 2181 LBS VERTICAL WEB TO AS SHOWN IN DETAIL, DF= 2580 LBS EXTEND THROUGH 2) VERTICAL WEBS OF PIGGYBACK MUST RUN THROUGH HF= 2234 LBS BOTTOM CHORD BOTTOM CHORD SO THAT THERE IS FULL WOOD SPF•S= 1915 LBS OF PIGGYBACK TO WOOD CONTACT BETWEEN WEB OF PIGGYBACK AND THE TOP CHORD OF THE BASE TRUSS. 3) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS. 4) ATTACH 2 x x 6'-0"SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131'X 3'1 NAILS SPACED 6"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 5) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS(01.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. 6) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. JANUARY 1, 2009STANDARD PIGGYBACK ST-PIGGY-PLATE TRUSS CONNECTION DETAIL MiTek Industries,Chesterfield,MO Page 1 of 1 aaaaa � 0 00 0 00 a MiTek Industries, Inc. This detail is applicable for the following wind conditions: ASCE 7-98,ASCE 7-02,ASCE 7-05 Wind Standard under all enclosure and exposure conditions as long as no uplift exceeds 377 lbs. Refer to actual piggyback truss design drawing for uplifts. NOTE: This Detail is valid for one ply trusses spaced 24"o.c.or less. PIGGYBACK TRUSS Refer to actual truss design drawing for additional piggyback truss information. AttachP�99Y I back truss to the base truss with 3"x8"TEE-LOCK Multi-Use connection plates spaced 48"o.c. Plates shall be pressed into the piggyback truss at 48"o.c.staggered from each face and nailed to the base truss with four(4) 6d(1.5"x0.099") nails in each plate to achieve a maximum uplift capacity of 377 lbs. IL at each 3"x8"TEE-LOCK Multi-Use connection plate. Attach each purlin to the top chord �j of the base truss. (Purlins and connection by others) PIK BASE TRUSS Refer to actual truss design drawing for additional base truss information. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS(SPACING NOT TO EXCEED 24"O.C.). A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. • JANUARY 1, 2009 TRUSSED VALLEY SET DETAIL ST-VALLEY HIGH WIND2 MiTek Industries,Chesterfield,MO Page 1 of 1 GENERAL SPECIFICATIONS 0 00 1.NAIL SIZE=3"X0.131"=10d 2.WOOD SCREW=4.5"WS45 USP OR EQUILIVANT 3.INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. MiTek Industries,Inc. GABLE END,COMMON TRUSS 4.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND OR GIRDER TRUSS SECURE TO BASE TRUSSES AS PER DETAIL A 5.BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6.NAILING DONE PER NDS-01 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. 11 II II ❑ II II II II �I. 11 II i; II II ii II II II h 1 II 1� 1� II II 11 II �I �I II II II II it II I I 1 I II 11 II II I I II II II 11 II � II 11 II II 11 �I �1 II II 11 II 1 1 I I 11 II I 1 I II BASE TRUSSES VALLEY TRUSS TYPICAL II VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P Fl OR GIRDER TRUSS SEE DETAIL A BELOW(TYP.) SECURE VALLEY TRUSS W/ONE ROW OF 10d NAILS 6"O.C. WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 ATTACH 2x4 CONTINUOUS N0.2 SYP MAXIMUM WIND SPEED=146 MPH TO THE ROOF W/TWO USP WS45(1/4"X 4.5") MAX MEAN ROOF HEIGHT 30 FEET WOOD SCREWS INTO EACH BASE TRUSS. ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 CATEGORY II BUILDING PILOT HOLES SHALL BE DRILLED FOR THE EXPOSURE C INSTALLATION OF ALL WOOD SCREWS. THE DIAMETER OF THE HOLES SHALL WIND DURATION OF LOAD INCREASE:1.60 SF CONFORM TO NDS-2001 SEC.11.1.4. MAX TOP CHORD TOTAL LOAD=N VA MAX SPACING=24"O.C.(BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES 'Max FEBRUARY 19, 2009 LATERAL TOE-NAIL DETAIL ST-TOENAIL =0 ® MiTek Industries,Chesterfield,MO Page 1 Of 1 1.TOE-NAILS SHALL BE STARTED AND DRIVEN AT THE ANGLE SHOWN,BASED ON THE CONNECTION LAYOUT USED. a 2.THE END DISTANCE, EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. MiTek Industries,Inc. 3.ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. TOE-NAIL SINGLE SHEAR VALUES PER NDS 2005(Ib/nail) DIAM. SYP DF HF SPF SPF-S 0 .131 88 80 69 68 59 FSQUA=RECUT Z O .135 93 85 74 72 63 1g2 118 108 93 91 80 SIDE VIEW SIDE VIEW (2x4,2x6) (2x3) J `° 3 NAILS 2 NAILS C=7 Z .128 84 76 66 65 57 NEAR SIDE NEAR SIDE w O 131 88 80 69 68 Ss --A FAR SIDE J N .148 106 97 84 82 72 NEAR SIDE J —i FAR SIDE ZM .120 73 67 58 57 50 p .128 84 76 66 65 57 J C3 .131 88 80 69 68 59 6 148 106 97 84 82 72 30.00' VALUES SHOWN ARE CAPACITY PER TOE-NAIL. 1"for 3"NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. 1-1/16"for 3.25"NAIL 1-3/16"for 3.5'NAIL EXAMPLE: (3)-16d NAILS(.162"diam.x 3.5")WITH SPF CHORD SPECIES L For load duration increase of 1.15: 3(nails)X 91 (Ib/nail)X 1.15(DOL)=314 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3,2x4) 2 NAILS 45.00° NEAR SIDE 45.00° NEAR SIDE SIDE VIEW (2x6) 1-1/2"for 3"NAIL 3 NAILS 1-5/8"for 3.25'NAIL NEAR SIDE 1-3/4"for 3.5'NAIL NEAR SIDE NEAR SIDE t FEBRUARY 19, 2009 UPLIFT TOE-NAIL DETAIL ST-TOENAIL_UPLIFT , MiTek Industries,Chesterfield,MO Page 1 of 1 a oo THIS DETAIL SHALL BE USED FOR A CONNECTION RESISTING UPLIFT FORCES ONLY.BUILDING DESIGNER IS RESPONSIBLE a FOR LOADS IN OTHER DIRECTIONS. MiTek Industries,Inc. END VIEW SIDE VIEW 0.00° TOP PLATE OF W LL 1"FOR 3"NAIL NEAR SIDENEAR SIDE L 1-1/16"FOR 3.25'NAIL 1-3/16"FOR 3.5 NAIL VIEWS SHOWN ARE FOR FAR SIDE ILLUSTRATION PURPOSES ONLY TOE-NAIL WITHDRAWAL VALUES PER NDS 2005(Ib/nail) DIAM. SYP DF HF R3725 0 .131 59 46 32 NOTES: p 135 60 48 33 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE .162 72 58 39 NAIL FROM THE MEMBER END AS SHOWN. M 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING Z .128 54 42 28 27 19 OF THE WOOD. W 131 55 43 29 28 19 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH - LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN N 148 62 48 34 31 21 THE CONNECTION. z " z .120 51 39 27 26 17 O .128 49 38 26 25 17 o .131 51 39 27 26 17 C0 .148 57 44 31 28 20 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3)-16d NAILS(.162"diam.x 3.5")WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3(nails)X 37(Ib/nail)X 1.33(DOL for wind)=148 Ib Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: 3(nails)X 37(Ib/nail)X 1.60(DOL for wind)=177 Ib Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing exceeds 147 lbs(177 lbs)Building Designer is responsible to specifiy a different connection. USE(3)TOE-NAILS ON 2x4 BEARING WALL ""USE(4)TOE-NAILS ON 2x6 BEARING WALL JANUARY 1, 2009 BEARING BLOCK DETAIL ST-BLCK1 DO ® REFER TO INDIVIDUAL TRUSS DESIGN MiTek Industries,Chesterfield,MO Page 1 of 1 =EE FOR PLATE SIZES AND LUMBER GRADES O 00 IMPORTANT This detail to be used only with one ply trusses with a D.O.L. lumber increase of 1.15 or higher. MiTek Industries, Inc. Trusses not fitting these criteria should be examined individually. 0-3-8 ACTUAL BEARING SIZE BOTTOM CHORD SIZE LUMBER ALLOWABLE BEARING BLOCK BEARING BLOCK&WOOD BEARING ALLOWABLE LOADS AND GRADE REACTION ALLOWABLE LOADS NAILING PATTERN (lb) * ALLOWABLE LOAD(lb) TOTAL EQUIVALENT BEARING LENGTH SYP 2966 975 3941 0-4-10 21 4 BOTTOM CHORD DF 3281 892 4173 0-4-7 2 ROWS @ 3"O.C. (8 TOTAL NAILS) HF 2126 772 2898 0-4-12 SPF 2231 754 2985 0-4-11 SYP 2966 1462 4428 0-5-3 2x6 BOTTOM CHORD DF 3281 1338 4619 0-4-14 3 ROWS @ 3-O.C. HF 2126 1159 3285 0-5-6 (12 TOTAL NAILS) SPF 2231 1131 3362 0-5-4 SYP 2966 1950 4916 0-5-12 2x8 BOTTOM CHORD DF 3281 1784 5065 0-5-6 4 ROWS 3"O.C. (16 TOTALL NAILS) HF 2126 1545 3671 0-6-0 SPF 1 2231 1 1508 1 3739 1 0-5-13 CASE 1 CASE 2 4"MINIMUM T HEEL HEIGHT 1 BRG BLOCK TO BE SAME 12"BLOCK SIZE,GRADE,&SPECIES AS EXISTING BOTTOM CHORD. 12'BLOCK APPLY TO ONE FACE OF TRUSS. NOTES: 1.USE LOWER OF TOP PLATE OR TRUSS WOOD SPECIES. 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3.NAILS DESIGNATED ARE 10d(A 31"DIAM.x 3") FOR BEARINGS NOT NEARER THAN 3"TO THE END OF A MEMBER(CASE 2),THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.10 LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP=565 psi DF =625 psi HF =405 psi SPF =425 psi NOTE:VALUES DO NOT INCLUDE MSR LUMBER WITH"E"VALUES GREATER THAN 1,900,000 PSI OR NON-DENSE GRADE LUMBER. 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U c Q - a O U a o u, a cZ��mC� cU E O I I o v N m w J _ W W X w Z L .20 1--• W COOP) oD d w d Q W C Z -m U ENGINEERING COVER SHEET gULr Job Number: 65111378 ".z NsF! 9�,O�i Sold To: DURHAM BUILDING MATERIALS Ship To: 1241 OCEAN BLVD * 59660 Lot/Block/Subdivision: U Model: CUSTOM STATE of411 Z: County: DUVAL F P O'N A FILF COPY 4/3/2014 Design Code: FRC 2010/TP12007 Design Method: MWFRS/C-C Hybrid Wind ASCE 7-10 Wind speed (mph): 130 mph Design Software: MiTek 20/20 —Version 7.33 Total Roof Load: 40 psf Total Floor Load: 55 psf Engineer or Professional of Record: GARTNER, GEOFFREY W., 3982 EUNICE ROAD, PE# 59328 This package include 22 Individual, dated Truss Design Drawing(s). # Truss ID: Date: # Truss ID: Date: # Truss ID: Date: # Truss ID: Date: # Truss ID: Date: 1 FG01 4/3/14 16 F14 4/3/14 31 46 61 2 FG02 4/3/14 17 F15 4/3/14 32 47 62 3 F01 4/3/14 18 F16 4/3/14 33 i 48 63 4 F02 1 4/3/14 19 F17 ' 1 4/31114 34 _ 49 64 5 F03 4/3/14 20 F1.8 413/14 35 50 65 6 F04 4/3/14 21 F19 4/3/14 3E 51 66 7 F05 4/3/14 22 F20 4/3/14 37' 52 67 8 F06 4/3/14 23 38 53 68 9 F07 4/3/14 24 39 54 69 10 F08 4/3/14 25 40 55 70 11 F09 4/3/14 26 41 56 71 12 F10 4/3/14 27 42 57 72 13 F11 4/3/14 28 43 58 73 14 F12 4/3/14 29 44 59 74 15 F13 4/3/14 30 45 60 75 DIGIACOMO ENGINEERING INC. Charles P. DiGiacomo, P.E. (Truss Design Engineer; FL PE License #59660 3184 Litchfield Dr. Orange Park FL With my embossed seal affixed to this sheet, I hereby certify that I am the truss design engineer for the truss designs listed above only. This index sheet to be compliant with 61 G15-31.003 sec.5 of the Florida Board of Professional Engineers. The embossed seal on this index sheet indicates acceptance of professional engineering responsibility solely for the Truss Design Drawings listed above. The suitability and use of each Truss design drawing for any particular building is the responsibility of the Building Designer, per ANSI/TPI 1-2002 Section 2. Unless noted above, there is no Structural Engineer Of Record at the time these drawings were sealed. WARNING-Trusses require extreme care in fabrication, handling, shipping, installing and bracing. Refer to BCSI 1-03 published by TPI and WTCA for safety practices prior to performing these functions. The engineer's signature on this packet certifies that the individual component depicted,if built with the materials and to the placements and tolerances specified,will bear the loads shown on the drawings. The loading and dimensions specified have been provided by others and have not been verified by the signing engineer. The building designer is responsible for determining that the dimensions and loads for each component match those required by the plans and by the actual use of the individual component. The building designer is responsible for ascertaining that the loads shown on the designs meet or exceed applicable building code requirements and any additional factors required in the particular application. The engineers seal on the attached component designs indicates acceptance of professional engineering responsibility solely for the design of the individual component assuming that the loading and dimension requirements are as represented to the engineer. The suitability and use of this component for any particular building is the responsibility of the building designer in accordance with ANSI/TPI 1-2002 Chapter 2. The engineer certifying this component is not responsible for anything beyond the specific scope of work set forth above, including but not limited to, the loading factors used in the design of the component, the dimensions of the component,the transfer of lateral/vertical loads from the roof and/or forward to the shear walls down to the foundation, connection of the components to the bearing support,the design of the bearing supports,the design and connection to the shear walls,the design of temporary or permanent building bracing required in the roof and/or floor systems,transfer of vertical/lateral loads down to the foundation,the design of the foundation or analyses in connection with the roof and/or floor diaphragms of the building. �F.� � CO ❑ ❑ %0 ❑ � 2 ,Ipb Truss Truss Type Qty PlyjPhillips-1241 Ocean Blvd. 65111378 F01 GABLE 2 Reference o tional 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Apr 03 18:03:35 2014 Page 1 ID:o7D86Gi3CkbZflLcUV5j3OzVS?9-pQmnBPVei_S1 SCfvxJrUouSYB1 bNPHas5umFozUM 0-1-8 o H-8 Scale=1:41. 3x6 FP= A B C D E F G H I J K L M N O P O R S T u 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 L; AR AP AO AN AM AL AK AJ Al AH AG AF AE AD AC AB AA Z V x W v 3x4= 3x6 FP= 3x4= 25-0-0 14-0 28-0 400 5-4-016-8-0 80-0 94-0 1080120013401480160-0174018802000214-022-8-0240-0 1-4-0 1-4 0 1-4 0 1-4-0 1 4 0 1 4 0 1-4 0 1-4 0 1-4-0 1 4 0 1-4-0 1 4 0 1 4 0 1 4 0 1-4-0 1-4-0 1-4-0 1 4 0 1 0 Plate Offsets X,Y: U:0-1-8 Edge], AQ:0-1-8,0-1-0, AR:0-1-80-1-0 LOADING(psf) SPACING 1-4-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 V n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:109 Ib FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS All bearings 25-0-0. (lb)- Max Grav All reactions 250 Ib or less at joint(s)AP,V,AO,AN,AM,AL,AK,AJ,AH, AG,AF,AE,AD,AC,AB,AA,Z,Y,X,W FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (7-8) 1)All plates are 2x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 8)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is theresponsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Referto BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard Job Truss Truss Type Qty �my �Pnilhps- 241 Ocean Blvd.65111378 F02 FLOOR 4 rence o tional 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Apr 03 18:03:36Pfi2014 Page 1 ID:o7D86Gi3CkbZflLcUV5j3OzVS?9-HcK901WGTIau3ME6V1 MIY6?dvRgAk4ldKnEzUMh 0-1-8 H 1�3 0 1-2-12 0 2-0-0 2 11--2-12 0-,J-8 1:41. 4 3x4 II 3x6 FP= 3x4 II 3x6 FP= 2x4= 5x6 I 8x8= 8x8= 5x6 11 2x4= A B C D E G H I J K L M N 0 P Q R t AJ ao AH AGAF AE AD AC AB AA Z Y X W v u T S o 6x8= 800= 3x12 MT20H FP- 302 MT20H FP= 8z10- 6x8- 4-4-4 20-7-12 25-0-0 4-4-4 16-3-8 4-4-4 Plate Offsets(X,Y): [A:Edge,0-1-8],[B:0-3-0,Edge],[C:0-1-8,Edge],[J:0-3-0,0-0-0],[P:0-1-8,Edge],[0:0-3-0,Edge],[T:0-3-0,0-0-0],[V:0-1-12,Edge],[AE:0-4-12,Edge], AF:0-3-0 Ed a AI:0-1-8,0-1-0AJ:0-1-8,0-1-0 LOADING(psf) SPACING 1-4-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.47 Z-AA >631 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.73 Z-AA >404 360 MT20H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.06 S n/a n/a BCDL 5.0 Code FRC2010/TP12007 (Matrix) Weight:200 Ib FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP DSS(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP DSS(flat) end verticals. WEBS 2x4 SP No.3(flat)'Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W4:2x4 SP No.2(flat) REACTIONS (Ib/size) AH=1403/0-5-8 (min.0-1-8),S=1403/0-5-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD AH-AI=0/303,A-AI=0/303,S-AJ=0/303,R-AJ=0/303,B-C=-2484/0,C-D=4863/0, D-E=-4863/0,E-F=-5927/0,F-G=-6658/0,G-H=-6658/0,H-1=-6956/0,I-J=-6956/0, J-K=-6956/0,K-L=-6658/0,L-M=-6658/0,M-N=-5927/0,N-O=-4863/0,O-P=-4863/0, P-Q=-2484/0 BOT CHORD AG-AH=0/2468,AF-AG=0/2484,AE-AF=0/2484,AD-AE=0/5467,AC-AD=0/6398,AB-AC=0/6398, AA-AB=0/6893,Z-AA=0/6956,Y-Z=0/6893,X-Y=0/6398,W-X=0/6398,V-W=0/5467, U-V=0/2484,T-U=0/2484,S-T=0/2468 WEBS D-AE=-975/0,O-V=-975/0,B-AH=-3028/0,C-AE=0/2986,B-AG=0/691,C-AF=-910/0, N-V=-772/0,E-AE=-772/0,N-W=0/612,E-AD=0/612,M-W=-627/0,F-AD=-627/0,M-Y=0/471, F-AB=0/471,K-Y=-536/64,H-AB=-536/64,K-Z=-400/643,H-AA=-400/643,I-AA=-393/211, J-Z=-393/211,Q-S=-3028/0,P-V=0/2986,P-U=-910/0,Q-T=0/691 NOTES (9-10) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 3x6 MT20 unless otherwise indicated. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)500 Ib down at 4-4-4,and 500 Ib down at 20-7-12 on top 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)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 10)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is tpheresponsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Con II W9806RJ-P3 published by TPI&WTCA for safety practices prior to performing these functions. Job Truss Truss Type Oty Ply Phillips-1241 Ocean Blvd. 65111378 F02 FLOOR 4 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Apr 03 18:03:36 2014 Page 2 ID:o7D86Gi3CkbZfILcUV5j3OzVS?9-HcK9O1WGTIau3ME6V1 MjY6?dvRgAPfik4ldKnEzUMh LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:S-AH=-7,A-R=-67 Concentrated Loads(lb) Vert:D=-500(F)0=-500(F) Job Truss Truss Type Qty Ply Phillips-1241 Ocean Blvd. 65111378 F03 FLOOR 2 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Apr 03 18:03:38 2014 Page 1 ID:o7D86Gi3CkbZflLcUV5j3OzVS?9-E?SwpRYW?vgcJgOUdSOBeX4zPEWetZB1 Y36Rs7zUMh3 0-1-8 H 1-3-01-2-12 0 f �1 f 1 2 1-2-12 O Sbalee=1:41. 3x4 II 3x6 FP= 3x6 FP= 3x4 11 2x4= 5x6 11 8x8= 8x8= 54 11 2x4= A B C D E G H I AK AL J K L M N O P O R �I 1 AJ rm I 6 AH AG AF AE AD AC AB AA Z Y X w V u T S 6x8= 8x10= 3x12 MT20H FP= 302 MT20H FP= 8x10= 6x8= 4-4-4 20-7-12 _- 25-0-0 4-4-4 16-3-8 4-4-4 Plate Offsets(X,Y): [A:Edge,0-1-8],[B:0-3-0,Edge],[C:0-1-8,Edge],[J:0-3-0,0-0-0],[P:0-1-8,Edge],[Q:0-3-0,Edge],[T:0-3-0,0-0-0],[V:0-1-12,Edge],[AE:0-4-12,Edge], AF:0-3-0 Ed a AI:0-1-8,0-1-0AJ:0-1-8,0-1-0 LOADING(psf) SPACING 1-4-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.47 Z-AA >631 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.73 Z-AA >404 360 MT20H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.06 S n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:2001b FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP DSS(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP DSS(flat) end verticals. WEBS 2x4 SP No.3(flat)*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W4:2x4 SP No.2(flat) REACTIONS (Ib/size) AH=1403/0-5-8 (min.0-1-8),S=1403/0-5-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD AH-AI=0/303,A-AI=0/303,S-AJ=0/303,R-AJ=0/303,B-C=-2484/0,C-D=-4863/0, D-E=-4863/0,E-F=-5927/0,F-G=-6658/0,G-H=-6658/0,H-I=-6956/0,I-AK.6956/0, AK-AL=-6956/0,J-AL=-6956/0,J-K=-6956/0,K-L=-6658/0,L-M=-6658/0,M-N=-5927/0, N-O=-4863/0,O-P=-4863/0,P-Q=-2484/0 BOT CHORD AG-AH=0/2468,AF-AG=0/2484,AE-AF=0/2484,AD-AE=0/5467,AC-AD=0/6398,AB-AC=0/6398, AA-AB=0/6893,Z-AA=0/6956,Y-Z=0/6893,X-Y=0/6398,W-X=0/6398,V-W=0/5467, U-V=0/2484,T-U=0/2484,S-T=0/2468 WEBS D-AE=-975/0,O-V=-975/0,B-AH=-3028/0,C-AE=0/2986,B-AG=0/691,C-AF=-910/0, N-V=-772/0,E-AE=772/0,N-W=0/612,E-AD=0/612,M-W=-627/0,F-AD=-627/0,M-Y=0/443, F-AB=0/443,K-Y=-515/90,H-AB=-515/90,K-Z=-436/633,H-AA=-436/633,I-AA=-376/235, J-Z=-376/235,Q-S=-3028/0,P-V=0/2986,P-U=-910/0,Q-T=0/691 NOTES (9-10) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 3x6 MT20 unless otherwise indicated. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)500 Ib down at 4-4-4,and 500 Ib down at 20-7-12 on top 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)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 10)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is theresponsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. ConItggq)RJ-P3 published by TPI&WTCA for safety practices prior to performing these functions. Job Truss Truss Type Oty Ply Phillips-1241 Ocean Blvd. 65111378 F03 FLOOR 2 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Apr 03 18:03:38 2014 Page 2 ID:o7D86Gi3CkbZflLcUV5j3OzVS79-E?SwpRYW?vgclgOUdSOBeX4zPEWetZB1 Y36Rs7zUMh3 LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:S-AH=-7,A-R=-67 Concentrated Loads(lb) Vert:D=-500(F)O=-500(F) i i t s f I t z F i ti f S 5 S 1 d I Job Truss Truss Type Oty Ply=,ce vd. 65111376 F04 FLOOR 13 l 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Apr 0::3::18:03:38 2014 Page 1 ID:o7D86Gi3CkbZflLcUV5j3OzVS?9-E?SwpRYW?vgcJgOUdSOSeX4zxEW9ta81 Y36Rs7zUMh3 0-1-8 H 1-3-0 1f 0 I - I 1 q,10-10 0SM 8 . SM,=1:41. 06 11 3x6 FP= 3x6 FP= 2x4= 5x6 11 8x8= 5x6 11 5x6 11 2x4= qT� A B C D E F G H I J KL M N O P FE?I AG 1 "1111 c�1 O AE AD AC AB AA Z Y X w V U T S R Q 6x8= 8x10= 3x12 MT20H FP= 3x12 MT20H FP= 5x6 II 5x6 II 6x8- 4x6 11 4-4-4 25-0-0 4-4-4 20-7-12 Plate Offsets X B:0-3-0 Ede C:0-1-8 Ede J:0-3-0,0-0-0, V:0-3-0 Ede AC:0-3-0 Ede AF:0-1-8 0-0-8 AG:0-1-8 0-0-8 LOADING(psf) SPACING 1-4-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) -0.39 X >762 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.47 Vert(TL) -0.61 X >488 360 MT20H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.05 Q n/a n/a BCDL 5.0 Code FRC2010/TP12007 (Matrix) Weight:197 Ib FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP DSS(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP DSS(flat) end verticals. WEBS 2x4 SP No.3(flat)'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W3:2x4 SP No.2(flat) REACTIONS (Ib/size) AE=1318/0-5-8 (min.0-1-8),Q=988/0-5-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD AE-AF=0/283,A-AF=0/283,B-C=-2326/0,C-D=-4531/0,D-E=-4531/0,E-F=-5402/0, F-G=-5946/0,G-H=-5946/0,H-I=-6018/0,I-J=-5818/0,J-K=-5818/0,K-L=-5818/0, L-M=-4861/0,M-N=-3699/0,N-O=-2071/0 BOT CHORD AD-AE=0/2311,AC-AD=0/2326,AB-AC=0/2326,AA-AB=0/5041,Z-AA=0/5770,Y-Z=0/5770, X-Y=0/6106,W-X=0/5818,V-W=0/5818,U-V=0/5395,T-U=0/5395,S-T=0/4383,R-S=0/2982, Q-R=0/1214 WEBS D-AB=-944/0,B-AE=-2835/0,C-AB=0/2769,B-AD=0/645,C-AC=-848/0,0-0=-1501/0, E-AB=-651/0,O-R=0/1137,E-AA=0/482,N-R=-1205/0,F-AA=-489/0,N-S=0/949, M-S=-905/0,M-T=0/633,H-X=-308/0,L-T=-726/0,I-X=0/567,L-V=0/900,I-W=-347/0, J-V=-434/0 NOTES (9-10) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 3x6 MT20 unless otherwise indicated. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)500 Ib down at 4-4-4 on top 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)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 10)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is theresponsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Referto BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. 6W a,ndard Job Truss Truss Type Oty Ply Phillips-1241 Ocean Blvd. 65111378 F04 FLOOR 13 1 Job Reference o tional 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Apr 03 18:03:38 2014 Page 2 ID:o7D86Gi3CkbZflLcUV5j3OzVS?9-E?SwpRYW?vgcJgOUdSOBeX4zxEW9ta81 Y36Rs7zUMh LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:O-AE=-7,A-P=-67 Concentrated Loads(lb) Vert:D=-500(F) I Job Truss Truss Type �QtYPIYP!hillips- �Ocean vd.65111378 TF05ru FLOOR 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Apr 03 18:03:39 2014 Page 1 ID:YlgU2owE5_6LPW5BSuIJ69yHacu-iB011 nZ8mDyTwgzhA9vQAkd?aekDo6?Amjs_OZzUMh2 0-1-8 2-0-0 H 1 -1-1 2 0-0 1r 1=1 0-� 0 0 10 08:46. 2x4 11 4x4= 4x4= 2c4 11 2x4= 2x4 11 2x4 11 4x4= 4x4= 4x6= 3x6 FP= 2x4 11 2X4 11 3x5= 2x4= A B C D E F G H I JK L M N OP Q R 1 AG�, AE AD AC AB AA Z Y X W v U T S 1 3x5= 4x4= 4x10= 4x4= 4x4= 4x4= 3x5= 3x6 FP= 6-3-4 21-3-10 5-1-12 5- -4 -3- 12-5-0 19-3-10 2 9-3-10 28-3-12 5 1-12 0- -8 -0- 5 1 12 - 6-10-10 -0 7-0-2 1-0-0 1-0-0 Plate Offsets(X,Y): [D:0-1-8,Edge],[E:0-1-8,0-0-0],[M:0-1-8,Edge],[N:0-1-8,0-0-0],[R:0-1-8,Edge],[S:0-2-0,Edge],[T:0-1-8,Edge],[V:0-1-8,Edge],[W:0-1-8,Edge],[Y:0-1-12 Ede Z:0-4-12 Ede AA.-0-1-8 Ede AB:0-1-8 Ed AC:0-1-8 Ede AE:0-2-0 Ede AF:0-1-8 0-1-0 AG:0-1-8 0-1-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.99 Vert(LL) -0.15 V >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.23 U-V >814 240 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.05 S n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:147 Ib FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS (Ib/size) AE=520/0-1-12 (min.0-1-8),Z=1798/0-3-8 (min.0-1-8),S=756/0-5-8 (min.0-1-8) Max GravAE=593(LC 3),Z=1798(LC 1),S=782(LC 7) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-969/0,C-D=-1298/115,D-E=-1298/115,E-F=-1298/115,F-G=-503/609,G-H=0/1533, H-1=0/1525,I-J=-690/147,J-K=690/147,K-L=-1756/0,L-M=-2283/0,M-N=-2283/0, N-O=-2283/0,O-P=-2126/0,P-Q=-1374/0 BOT CHORD AD-AE=0/628,AC-AD=0/1260,AB-AC=-115/1298,AA-AB=-376/979,Z-AA=-833/25, Y-Z=-410/0,X-Y=0/1361,W-X=0/2154,V-W=0/2283,U-V=0/2320,T-U=0/1886,S-T=0/836 WEBS E-AB=-374/0,M-W=-572/0,N-V=-205/298,B-AE=-833/0,B-AD=0/474,C-AD=-405/57, C-AC=-257/53,G-Z=-1099/0,G-AA=0/756,F-AA=-785/0,F-AB=0/735,I-Z=-1440/0, I-Y=0/10211 K-Y=-980/0,K-X=0/594,L-X=616/0,L-W=0/760,Q-S=-1110/0,Q-T=0/748, P-T=-712/0,P-U=0/334,O-U=-269/0,O-V=-429/251 NOTES (6-7) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)AE. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 7)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard Job Truss Truss Type Ory Ply Phillips-1241 Ocean Blvd. 65111378 F06 FLOOR 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Apr 03 18:03:40 2014 Page 1 ID:YlgU2owE5_6LPW5BSuU69yHacu-ANagE7ZmXX4KY YtktQfjy9HG2BSLYmJ?NbXw?zUMh 0-1-8 2-0-0 H1I 3=01 -1t 2-0-0 { 0+10 0110 0-1-8:46. 2x4 11 4x4= 44= 2x4 11 2x4= 3x5= 2x4 11 2x4 11 4x4= 4x6= 4x6= 3x6 FP= 2x4 11 2x4 11 3x5= 2x4= A B C D E F G H AH I JK L M N O P O R I 1 AG Ij �V7� 82 AE AD AC AB AA Z Y X W v U T S 3x5= 4x4= 4x4= 4x10= 4x4= 44= 4x4= 3x5= 3x12 MT20H FP= 6-3-4 21-3-10 5-1-12 5- -4 -3- 12-5-0 1 19-3-10 29-3- 0 28-3-12 5-1-12 0-1-8 -0- 5-1-12 16-10-10 -0- 7-0-2 1-0-0 1-0-0 Plate Offsets(X,Y): [D:0-1-8,Edge],[E:0-1-8,0-0-0],[F:0-1-1 2,Edge],[M:0-1-8,Edge],[N:0-1-8,0-0-0],[R:0-1-8,Edge],[S:0-2-0,Edge],[f:0-1-8,Edge],[V:0-1-8,Edge],[W:0-1-8 ,Edge],[Y:0-1-12,Edge],[Z:0-4-12,Edge],[AA:0-1-12,Edge],[AB:0-1-8,Edge],[AC:0-1-8,Edge],[AD:0-1-8,Edge],[AE:0-2-0,Edge],[AF:0-1-8,0-1-0], AG:0-1-8 0-1-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.124C-AD >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.184C-AD >813 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.04 S n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:147lb FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP DSS(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP DSS(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) AE=860/0-1-12 (min.0-1-8),Z=2231/0-3-8 (min.0-1-8),S=740/0-5-8 (min.0-1-8) Max GravAE=932(LC 3),Z=2231(LC 1),S=780(LC 7) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-1524/0,C-D=-2085/0,D-E=-2085/0,E-F=-2085/0,F-G=-902/494,G-H=0/1807, H-AH=0/1794,I-AH=0/1794,I-J=-659/336,J-K=-659/336,K-L=-1732/0,L-M=-2265/0, M-N=-2265/0,N-O=-2265/0,O-P=-2114/0,P-Q=-1367/0 BOT CHORD AD-AE=0/992,AC-AD=0/2001,AB-AC=0/2085,AA-AB=-194/1626,Z-AA=-782/185,Y-Z=-658/0, X-Y=-114/1333,W-X=0/2134,V-W=0/2265,U-V=0/2304,T-U=0/1877,S-T=0/832 WEBS E-AB=-518/0,M-W=-601/0,N-V=-167/329,B-AE=-1316/0,B-AD=0/741,C-AD=-663/0, C-AC=-257/187,G-Z=-1626/0,G-AA=0/1088,F-AA=-1129/0,F-AB=0/984,I-Z=-1467/0, 1-Y=0/1050,K-Y=-1010/0,K-X=0/623,L-X=-654/0,L-W=0/804,Q-S=-1105/0,0-T=0/744, P-T=-709/0,P-1-1=0/331,O-U=-264/24,O-V=-476/198 NOTES (8-9) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 3x4 MT20 unless otherwise indicated. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)AE. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 8)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 9)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard Continued on page 2 Job Truss 7Frue Qty Ply Phillips-1241 Ocean Blvd. 65111378 F06 1 1 Job Reference o tional 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Apr 03 18:03:40 2014 Page 2 I D:YIgU2owE5_6LP W 5BSuU69yHacu-ANagE7ZmXX4KY_YtktQfjy9HG2BSLYmJ?NbXw?zUM h LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:S-AE=10,A-AH=-160(F=-60),R-AH=-100 Job Truss Truss Type Oty Ply Phillips-1241 Ocean BNd. 65111378 F07 GABLE 1 1 _ Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Apr 03 18:03:40 2014 Page 1 ID:YlgU2owE5 6LPW5BSuU69yHacu-ANagE7ZmXX4KY_YtktQfjy9Gn25YLZuJ?NbXw?zUMh 0-1-8 2-0-0 H 1I--3-0� 074 0-� 4 0- 14 0-1-8 Sca16=1:46.1 3x6= 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4 II 3x6 FP= 3x4= 5x6= 4x4= 3x4= 3x4= A B C D E F G H I J K L N O P1 11 12 lO 6 1 AK 4 , 1 At AH AG AF AE AD AC AB AA Z Y x w V U T S R 3x5=3x4 11 3x4= 3x4= 3x4 I1 3x4= 4x4= 4x8= 3x6 FP= 3x4= 5x6= 4x4= 3x4= 3x4= 3x5= 4x4= 12-0-0 21-0-10 ,1-4-0,2-8-0,4-0-0,5 4-0,6-8-0,8-0-0,9-4-0,10-8- 112 -12 19-0-10 2 -0- 0 28-0-0 A4-01-4-01-4-0 1-4 0 1-4-0 0 1-4 1-4-0 1-4-0 6-9-14 -0- 6-11-6 0-2-12 1-0-0 Plate Offsets(X,Y): [C:0-3-0,0-0-8],[F:0-1-12,Edge],[H:0-1-12,Edge],[L:0-1-8,Edge],[M:0-1-8,0-0-0],[P:0-1-12,Edge],[0:0-1-8,Edge],[R:0-2-0,Fdge],[S:0-1-12,Edge], [U:0-1-8,Edge],[V:0-1-8,Edge],[X:0-1-12,Edge],[AA:0-1-12,Edge],[AI:0-2-0,Edge],[AJ:0-1-8,0-1-0],[AK:0-1-8,0-1-0],[AL:0-1-4,0-1-0],[AM:0-0-6,0-0-0], AO:0-0-6 0-0-0 AQ:0-1-4,0-1-0AW:0-1-5,0-1-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.14 T-U >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.22 T-U >845 240 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.03 R n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:159 Ib FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS All bearings 12-5-8 except(jt=length)R=0-3-8. (lb)- Max Uplift All uplift 100 Ib or less at joint(s)AC except AA=-559(LC 4) Max Grav All reactions 250 Ib or less at joint(s)At,AC,AA,AH,AF,AD,AB except Z=1866(LC 1),AG=277(LC 3),AE=265(LC 3),R=725(LC 4) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD E-F=0/435,F-G=0/1650,G-H=0/1651,J-K=-1293/0,K-L=-1917/0,L-M=-1917/0, M-N=-1917/0,N-O=-1887/0,O-P=-1248/0 BOT CHORD Z-AA=-1171/0,Y-Z=-609/0,X-Y=-609/0,W-X=0/8551 V-W=0/1753,U-V=0/1917,T-U=0/2006, S-T=0/1703,R-S=0/770 WEBS L-V=-411/0,E-AA=-400/0,F-AA=0/1071,F-Z=-1008/0,H-Z=-1393/0,H-X=0/1035, J-X=-993/0,J-W=0/609,K-W=-642/0,K-V=0/5411 P-R=-1023/0,P-S=0/665,O-S=-632/01 O-T=0/256,N-U=-295/0 NOTES (7-8) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 2x4 MT20 unless otherwise indicated. 3)Gable studs spaced at 1-4-0 oc. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)AC except(jt=lb) AA=559. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 8)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard Job Truss Truss Type Qty �Ply �Phillips- �Ocean Blvd. 65111378 F08 FLOOR 1 eeonal 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Apr 03 18:03:41 2014 Page 1 I D:YlgU2owE5_6LPW5BSuIJ69yHacu-ea82RTaOHgCBA7731axuF9iPvSP?4_TTE1 LSSSzUMh 0-1-8 H13-0 2-3-6 Ai �2-3-6 1-3-91-8 . :3s. 2x4 11 3x6= 2x4= 4x6= 3x5= 2x4 11 2x4 II 3x6 FP= 4x4= 06= 2x4-_ A B C D E F G H I J K L M '11 1 Z w v U T S R O O N 3x6= 4x4= 3x12 MT20H FP= 3x6= 44= 46= 46= 9-10-14 7-9-0 -10-1 19-10-14 19-8-4 23-10-1 7-9-0 -1-141-0-01-0-0 8-9-6 4-1-13 Plate Offsets(X,Y): [D-0-1-12,Edge],[E:0-1-8,Edge],[F:0-1-8,0-0-0],[G:0-2-4,Edge],[L:0-1-12,Edge],[M:0-1-8,Edge],[S:0-1-8,Edge],[T:0-1-8,Edge],[V:0-1-8,Edge],[W:0-1-8 Ed a :0-1-8,0-1-0 Z:0-1-8,0-1-0 LOADING(psf) SPACING 2-0-0 CSI=0.62Horz(TL) in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TCL) -0.32 T-V >741 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BCL) -0.49 T-V >479 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.08 P n/a n/a BCDL 5.0 Code FRC2010ITP12007 (MaWeight:122 Ib FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) X=973/0-3-8 (min.0-1-8),P=2124/0-3-8 (min.0-1-8) Max GravX=1043(LC 3),P=2124(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-1937/0,C-D=-3235/0,D-E=-4112/0,E-F=-4112/0,F-G=-4112/0,G-H=-3025/244, H-6-3025/244,I-J=-1625/795,J-K=0/1547,K-L=0/1547,L-M=0/275 BOT CHORD W-X=0/1132,V-W=0/2718,U-V=0/3712,T-U=0/3712,S-T=0/4112,R-S=-11/3561, Q-R=-488/2460,P-Q=-1132/768,O-P=-549/0 WEBS F-S=357/0,B-X=-1504/0,B-W=0/1120,C-W=-1086/0,C-V=0/719,D-V=-664/0, D-T=-285/784,J-P=-1676/0,J-Q=0/1294,I-Q=-1257/0,1-R=0/872,G-R=-855/0, G-S=0/1180,L-P=-1329/0,L-0=0/382,M-0=-371/0 NOTES (7-8) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 3x4 MT20 unless otherwise indicated. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 7)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 8)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:N-X=-10,A-K=-100,K-M=-230(F=-130) Job Truss Truss Type Oty Ply Phillips-1241 Ocean Blvd. 65111378 F09 FLOOR 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Apr 03 18:03:42 2014 Page 1 ID:YlgU2owE5 6LPW5BSuLI69yHacu-6mhRfpb128K1nHhGsHT7oNFbDsm?pRIcTh4e?uzUMh. 0-1-8 1-3-0 2-3-6 2-0-0 2-3-61-3-07A-8 H i r S-cWi=1:39. 2c4 II 3x5= 2x4= 4x6= 3x5= 2x4 11 2x4 11 3x6 FP= 4x4= 4x6= 2x4= A 8 C D E F G H I JTo Ti K L M TI 1 Z I 1 w V U T S R 0 O N 3x6= 4x4= 3x12 MT20H FP= 3x5= 4x4= 4x6= 4x8= 9-10-14 7-9-0 -10-1 1.-110-14 19-8-4 23-10-1 7-9-0 -1-141-0-01-0-0 8-9-6 4-1-13 Plate Offsets(X,Y): [D:0-1-8,Edge],[E:0-1-8,Edge],[F:0-1-8,0-0-0],[G:0-2-0,Edge],[M:0-1-8,Edge],[S:0-1-8,Edge],[T:0-1-8,Edge],[V:0-1-8,Edge),[W.0-1-8,Edge],[Y:0-1-8 0-1-0 Z:0-1-8 0-1-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.31 T-V >747 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.49 T-V >483 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.58 Horz(TL) 0.08 P n/a n/a BCDL 5.0 Code FRC2010/TP12007 (Matrix) Weight:122 Ib FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) X=1025/0-3-8 (min.0-1-8),P=1557/0-3-8 (min.0-1-8) Max GravX=1058(LC 3),P=1557(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-1968/0,C-D=-3293/0,D-E=4227/0,E-F=-4227/0,F-G=4227/0,G H=-3196/0, H-I=-3196/0,I-J=-1823/69,J-K=0/707,K-L=0/707 BOT CHORD W-X=0/1148,V-W=0/2763,U-V=0/3786,T-U=0/3786,S-T=0/4227,R-S=0/3716,Q-R=0/2644, P-Q=351/981,O-P=-257/0 WEBS E-T=-260/0,F-S=-310/0,B-X=-1525/0,B-W=0/1141,C-W=-1106/0,C-V=0/737,D-V=-686/0, D-T=-116/830,J-P=-1596/0,J-0=0/1217,I-Q=-1186/0,I-R=0/808,G-R=-774/0, G-S=0/1012,L-P=-599/0 NOTES (6-7) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 3x4 MT20 unless otherwise indicated. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 7)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard JobTruss Truss Type Qty Ply Phillips-1241 Ocean Blvd. 65111378 F10 FLOOR 5 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Apr 03 18:03:42 2014 Page 1 I D:YlgU2owE5_6LPW5BSuIJ69yHacu-6mhRfpb128K1 nHhGsHT7oNFYNsoNpSlcTh4e?uzUMh. 0-1-8 H 13� 2-3-4 2-0-0 2-3-4 , 0-u1-8 ' SC.4=1:32. 2x4 11 2x4 11 2x4= 4x6= 4x4= 3x4= 2x4 11 2x4 II 3x6 FP= 3x4= 4x4= 4x6= 2x4= A B C D E F G H I J K v S R Q P O N M 46= 40= 4x4= 302 MT20H FP= 3x4= 4x4= 4x4= 4x6= 3x4= 10-10-12 8-10-12 9-10-12 , 19-9-8 8-10-12 11-0-011-0-01 8-10-12 Plate Offsets(X,Y): [D:0-1-8,Edge],[E:0-1-8,Edge],[F:0-1-8,0-0-0],[H:0-1-S,Edge],[K:0-1-8,Edge],[L:Edge,0-1-8],[M:0-1-8,Edge],[0:0-1-8,Edge],[P:0-1-8,Edge],[S:0-1 8 ,Edgel. U:0-1-8,0-1-0 :0-1-8,0-1-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.89 Vert(LL) -0.34 P-R >681 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.83 Vert(TL) -0.53 P-R >441 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.09 L n/a n/a BCDL 5.0 Code FRC2010/TP12007 (Matrix) Weight:100 Ib FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) T=1069/0-5-8 (min.0-1-8),L=1069/0-3-0 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-1992/0,C-D=-3338/0,D-E=-4315/0,E-F=-4315/0,F-G=-4315/0,G-H=-4315/0, H-I=-3338/0,I-J=-1992/0 BOT CHORD S-T=0/1160,R-S=0/2798,O-R=0/3843,P-Q=0/3843,O-P=0/4315,N-0=0/3843,M-N=0/2798, L-M=0/1160 WEBS E-P=-259/0,F-O=-259/0,B-T=-1542/0,B-S=0/1157,C-S=-1121/0,C-R=0/750,D-R=-704/0, D-P=0/862,J-L=-1542/0,J-M=0/1157,I-M=-1121/0,I-N=0/750,H-N=-704/0,H-0=0/862 NOTES (4-5) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 5)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard Job Truss TFusosType Oty Ply Phillips-1241 Ocean Blvd. 65111378 F11 6 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Apr 03 18:03:43 2014 Page 1 I D:YIgU2owE5_6L P W5 BSuIJ69yHacu-ay Fps9cfpSSu P RGS P?_M Lani P F8kYv2 mh LcICXKzU Mh 0-1-8 1-3-0 2-2-10 „ 2-0-0 „ 2-2-10 0-1-8 H ��r -1 I ScZ=1:32. 2x4 11 2x4 11 2x4= 4x6= 3x5= 3x4= 2x4 11 2x4 11 3x6 FP= 3x4= 3x5= 4x6= 2x4= A B C D E F G H I J K TI M9v S R O P O N M 4x6= 4x4= 3x4= 3x12 MT20H FP= 3x4= 3x4= 4x4= 4x6= 3x4= 10-10-2 8-10-2 9-10-2 19-8-4 8-10-2 1-0-0 1-0-0 8-10-2 Plate Offsets(X,Y): [D:0-1-8,Edge],[E:0-1-8,Edge],[F:0-1-8,0-0-0],[H:0-1-8,Edge],[K:0-1-8,Edge],[L:Edge,0-1-8],[M:0-1-8,Edge],[N:0-1-8,Edge],[0:0-1-8,Edge],[P:0-1-8 ,Ed e, R:0-1-8,Ed a S:0-1-8,Ed e, U:0-1-80-1-0, :0-1-8,0-1-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.87 Vert(LL) -0.34 P-R >694 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.82 Vert(TL) -0.52 P-R >450 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.09 L n/a n/a BCDL 5.0 Code FRC2010/TP12007 (Matrix) Weight:99 Ib FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) T=1063/0-3-8 (min.0-1-8),L=1063/0-3-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-1980/0,C-D=-3313/0,D-E=-4268/0,E-F=-4268/0,F-G=-4268/0,G-H=-4268/0, H-I=-3313/0,I-J=-1980/0 BOT CHORD S-T=0/1154,R-S=0/2780,Q-R=0/3812,P-Q=0/3812,O-P=0/4268,N-0=0/3812,M-N=0/2780, L-M=0/1154 WEBS E-P=-259/0,F-O=-259/0,B-T=-1534/0,B-S=0/1149,C-S=-1113/0,C-R=0/741,D-R=-695/0, D-P=0/845,J-L=-1534/0,J-M=0/1149,I-M=-1113/0,I-N=0/741,H-N=-695/0,H-0=0/845 NOTES (4-5) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 5)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply Phillips-1241 Ocean Blvd. 65111378 F12 FLOOR 2 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Apr 03 18:03:43 2014 Page 1 1 D:YlgU2owE5_6LP W5BSuU69yHacu-ayFps9cfpSSu P RGSP?_MLanpbFBhYxQmhWXKzU Mh 0-1-8 1 H�1-3-0 , 1� , 2-0-0 1-4-1� 0-1=1 s� t:zs. 2x4 11 2x4 11 2x4= 4x4= 3x4= 3x4= 3x4= 3x4= 4x4= 2x4= A B C D E F G H R Ett mu O N M L K J I 3x5= 4x4= 3x4= 2x4 11 2x4 11 3x4= 4x4= 3x5= 6-9-6 7-9-6 8-9-6 15-6-13 6-9-6 1-0-0 1-0-0 6-9-7 Plate Offsets X Y: D:0-1-8,Ed a E:0-1-8,Ed a H:0-1-8 Ed e, 1:0-2-0 Edgel, L:0-1-8 0-0-0 M:0-1-8 Ed a P:0-2-0 Edge], 0:0-1-8,0-1-0 R:0-1-8,0-1-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.15 K-L >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.63 Vert(TL) -0.22 K-L >835 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.04 1 n/a n/a BCDL 5.0 Code FRC2010/TP12007 (Matrix) Weight:80 Ib FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) P=836/0-5-8 (min.0-1-8),1=836/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-1493/0,C-D=-2341/0,D-E=-2649/0,E-F=-2341/0,F-G=1493/0 BOT CHORD O-P=0/895,N-0=0/2060,M-N=0/2649,L-M=0/2649,K-L=0/2649,J-K=0/20611 I-J=0/895 WEBS B-P=-1189/0,B-0=0/831,C-O=-789/0,C-N=0/434,D-N=-570/0,G-I=-1189/0,G-J=0/831, F-J=-789/0,F-K=0/433,E-K=-569/0 NOTES (4-5) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 5)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply Phillips-1241 Ocean Blvd. 65111378 F13 GABLE 2 1 Job Reference(optional) 7.350 s Sep 27 2012 Mi I ek Industries,Inc. Thu Apr 03 18:03:43 2014 Page 1 ID:YlgU2owE5_6LPW5BSuIJ69yHacu-ayFps9cfpSSuPRGSP?_MLanvpFKOY17mhLgCXKzUMh 0-1-8 0-H-8 Scale=1:26. A B C D E F G H I J K L M A AA 1 1 'LLL-LL 11 1 1 1 1 1 1 z Y X W v u T S R O P O N 3x4= 3x4= s x 1-4-0 2-8-0 4-0-0 5-4-0 6-8-0 8-0-0 9-4-0 10-8-0 12-0-0 13-4-0 14-8-0 16-0-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 Plate Offsets X,Y: M:0-1-8 Ed e, AA:0-1-8,0-1-0, AB:0-1-8 0-1-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 N n/a n/a BCDL 5.0 Code FRC201 0/TP 12007 (Matrix) Weight:71 Ib FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS All bearings 16-0-0. (lb)- Max Grav All reactions 250 Ib or less at joint(s)Z,N,T,U,V,W,X,Y,S,R,O,P, O FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (6-7) 1)All plates are 2x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 7)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply �1241OceanJob:78 TruFLOOR 2 1 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Apr 03 18:03:43 2014 Page 1 I D:Ylq U2owE5_6LP W 5BSuIJ69yHacu-ayFps9cfpSSu PRGSP?_M Lan n n F71YxBm h LgCXKzUMh 0-1-8 H 13-0 i o Q 2-0-o Q-4H6 0-L1�-8 . Scales�1:26. 2x4 11 2x4 11 2x4= 3x4= 2x4 11 2x4 11 3x4= 2X4TI = A B C D E F G H T O P O N M L 3x5= 3x4= 3x4= 3x5= 8-0-2 9-1-10 2-9-0 5-3-0 6-10-10 7-0-2 9-0-2 „ 10-9-0 13-3-0 16-0-0 2-9-0 2-6-� t-i-1u u-�'-8 1-0-0 1-7-6 2-6-0 2-9-0 i 1-0-0 0-1-8 Plate Offsets X E:0-1-8 Ed a F:0-1-8 Ed a J:0-1-8 Ed a K:0-2-0 Ed a N:0-1-8 Ed a 0:0-1-8 Ed a 1-1-01,fT70-1-8,0-1-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.16 N-0 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.25 N-0 >764 240 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.06 K n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:84 Ib FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) R=860/0-5-8 (min.0-1-8),K=860/0-5-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-1543/0,C-D=-2448/0,D-E=-2788/0,E-F=-2788/0,F-G=-2788/0,G-H=-2448/0, H-I=-1543/0 BOT CHORD Q-R=0/924,P-Q=0/2132,O-P=0/2743,N-0=0/2788,M-N=0/2744,L-M=0/2132,K-L=0/924 WEBS E-0=-420/150,F-N=434/157,B-R=-1227/0,B-0=0/861,C-Q=-819/0,C-P=0/439, D-P=-437/0,D-O=-223/549,I-K=-1228/0,I-L=0/861,H-L=-819/0,H-M=0/439,G-M=-440/0, G-N=-230/563 NOTES (4-5) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 4x4 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 5)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Phillips-1241 Ocean Blvd. 65111378 F15 FLOOR 4 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Apr 03 18:03:44 2014 Page 1 ID:YlgU2owE5_6LPW5BSuIJ69yHacu-28pB4UcHalall breziVbtoKybfTdHOSvw?Zl2nzUMg 0-1-8 1-3 0 0,-41 2-0-0 p-A-�A 0-1-8 H H 1 F sc =1:26.1 2x4 11 2x4 11 2x4= 3x4= 2x4 11 2x4 11 3x4= 2x4= A B C D E F G H I J T Q P O N M L 3x5= 3x4= 3x4= 3x5= 6-11-12 7-11-128-11-12 15-11-8 6-11-12 1-0-0 1-0-0 6-11-12 Plate Offsets X,Y): [E:0-1-8,Ede, F:0-1-8,0-0-01, J:0-1-8,Ed a K:0 2-O,Ed a [N.'0-1-8,Ed e, 0:0 1-8 Ed e, R:0-2-0,Ed e, S:0-1-8,0-1-0 :0-1-8,0-1-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.16 N-0 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.24 N-0 >769 240 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.06 K n/a n/a BCDL 5.0 Code FRC2010/TP12007 (Matrix) Weight:84 Ib FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) R=858/0-3-0 (min.0-1-8),K=858/0-5-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-1538/0,C-D=-2438/0,D-E=-2774/0,E-F=-2774/0,F-G=-2774/0,G H=-2438/0, H-I=-1538/0 BOT CHORD Q-R=0/921,P-0=0/2125,O-P=0/2732,N-0=0/2774,M-N=0/2732,L-M=0/2125,K-L=0/921 WEBS E-0=-436/164,F-N=-436/164,B-R=-1224/0,B-0=0/858,C-Q=-816/0,C-P=0/436, D-P=-438/0,D-O=-236/563,I-K=-1224/0,I-L=0/858,H-L=-816/0,H-M=0/436,G-M=-438/0, G-N=-236/563 NOTES (4-5) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 4x4 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 5)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Phillips-1241 Ocean Blvd. 65111378 F16 FLOOR 6 1 Job Reference o tional 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Apr 03 18:03:44 2014 Pagel ID:YIgU2owE5_6LPW5BSuU69yHacu-28pB4UcHalal l breziVbtoKyBfbkHJevw?Zl2nzUMg 0-1-8 H i 1-4-14 2-0-0 1-4-10 1-4-10 p 1 8 Scale=1:15.7 i 3x5 11 5x6 11 4x6 11 3x5 11 6x8= 3x5 11 A B C D E F L M 2x4= 2x4= L 2 3 L J 12x4 11 G 2x4 11 5x6= 4x8= 4x8= i 1-9-6 1 2-9-6 3-9-6 5-5-4 8-7-0 1-9-6 11-0-0 1-0-0 1-7-14 3-1-12 Plate Offsets(X,Y): [B:0-3-0,Edge],[C:0-3-0,Edge],[D:0-3-0,Edge],[F:0-3-0,Edge],[G:Edge,0-1-8],[1:0-1-8,0-0-0],[J:0-1-8,Edge],[K:Edge,0-1-8],[L:0-1-8,0-1-0],[M:0-1-8 0-1-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.61 Vert(LL) 0.04 1 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) 0.07 H-1 >948 240 BCLL 0.0 Rep Stress Incr NO WB 0.72 Horz(TL) -0.01 H n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:59 Ib FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP DSS(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP DSS(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) K=-276/0-3-8 (min.0-1-8),H=2025/0-3-8 (min.0-1-8) Max UpliftK=-483(LC 4) Max GravK=132(LC 3),H=2025(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD K-L=-375/0,A-L=-374/0,G-M=-885/0,F-M=-883/0,B-C=0/1203,C-D=0/2633,D-E=0/2633 BOT CHORD J-K=-1203/0,1-J=-1203/0,H-I=-1203/0,G-H=-1134/0 WEBS D-H=0/314,B-K=0/1504,C-H=-2024/0,E-H=-1883/0,E-G=0/1484 NOTES (5-6) 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 483 Ib uplift at joint K. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 6)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:G-K=-10,A-F=-100 Concentrated Loads(lb) - Vert:F=-845 Job Truss Truss Type Oty Ply Phillips-1241 Ocean Blvd. 65111378 F17 FLOOR 3 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Apr 03 18:03:44 2014 Page 1 ID:YlgU2owE5_6LPW5BSuIJ69yHacu-28pB4UcHalall breziVbtoK_IfUmHlgvw?Z12nzUMg 0-1-8 . 1-3-0 I 1-0-44 ! 2-0-0 ,1 1-0-4' 0-L1-8 H i Scale=1:33.1 3x5 II 3x6 FP= _ 3x5 II 2x4= 6x8= 5x6= 4x6 11 3x5 II 3x5 II 3z6 FP 2x4= 4x6 II 5x6= 6x6= A B C AA D E F G H I J K L Tl 1 Z 0 I� 0 W v U T S R 0 P O N 5x6= 6x8= 302 MT20H FP= 4x6 11 3x5 11 3x5 11 4x6 11 3x12 MT20H FP= 6x8= 5x6= 5x6= 5x6= 10-10-12 8-10-12 gg 10-1$ , 19-9-8 8-10-12 }1-0-0 1-0-0 8-10-12 Plate Offsets(X,Y): [C:0-2-12,Edge],[D:0-3-0,Edge],[F:0-3-0,Edge],[G:0-3-0,Edge],[I:0-3-0,Edge],[J:0-2-12,Edge],[L:0-3-0,Edge],[M:Edge,0-3-0],[0:0-2-12,Edge],[Q:0-3-0 Ed e,[R:0-3-0,0-0-01, S:0-3-0,Ed a :0-3-0 Ede V:0-2-12 Ede X:0-3-0,Ed e, Y:0-1-8,0-1-0 Z:0-1-8,0-1-0 I LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.29 S >795 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.77 Vert(TL) -0.46 S >509 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(TL) 0.05 M n/a n/a BCDL 5.0 Code FRC2010/TP12007 (Matrix) Weight:155 Ib FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) X=1408/0-5-8 (min.0-1-8),M=1292/0-3-0 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2942/0,C-AA=-5165/0,D-AA=-5165/0,D-E=-6437/0,E-F=-6437/0,F-G=6624/0, G-H=-6039/0,H-I=-6039/0,I-J=-4658/0,J-K=-2666/0 BOT CHORD W-X=0/1726,V-W=0/4226,U-V=0/6088,T-U=0/6088,S-T=0/6624,R-S=0/6624,Q-R=0/6624, P-0=0/5463,O-P=0/5463,N-0=0/3818,M-N=0/1579 WEBS F-S=-385/180,G-R=-155/411,B-X=-2133/0,B-W=0/1613,C-W=-1699/0,C-V=0/1244, D-V=-1221/0,D-T=0/669,F-T=-726/157,K-M=-1952/0,K-N=0/1442,J-N=-1524/0, J-0=0/1112,1-0=-1064/0,I-Q=0/911,G-Q=-1132/0 NOTES (4-5) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 5)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:M-X=-10,A-AA=-100,G-AA=-192,G-L=-100 Job Truss Truss Type Qty Ply Phillips-1241 Ocean Blvd. 65111378 F18 FLOOR 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Apr 03 18:03:44 2014 Page 1 ID:YlgU2owE5_6LPW5BSuIJ69yHacu-28pB4UcHalal1 breziVbtoKx7fVSHRavw?Zl2nzU 0-1-8 H , 1-4-14 , l 2-0-0 1-4-10 1-4-10 ) 1 8 Scale=1:15-7 3x4= 3x4 11 3x4= 2x4 11 A2x4 II B C 3x4= D E F L M 2X4— 2x4= L 3 L J l 2x4 11 G 2x4 3x5= 3x5= 3x6= 1-9-6 1 2-9-6 1 3-9-6 1 5-5-4 8-7-0 1-9-6 1-0-0 1 1-0-0 1 1-7-14 3-1-12 Plate Offsets XY: B:0-1-8,Ed a C:0-1-8Ed a F:0-1-8Ed a G:0-2-0Ed a 1:0-1-80-0-0 J:0-1-8Ed a K:0-2-0Ed a L:0-1-80-1-0 M:0-1-80-1-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.68 Vert(LL) -0.05 J-K >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.08 J-K >786 240 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(TL) -0.00 H n/a n/a BCDL 5.0 Code FRC2010/TP12007 (Matrix) Weight:48 Ib FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) K=107/0-3-8 (min.0-1-8),H=1130/0-3-8 (min.0-1-8) Max UpliftK=-100(LC 4) Max GravK=227(LC 3),H=1130(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-170/309,C-D=0/799,D-E=0/799 BOT CHORD J-K=-309/170,I-J=-309/170,H-I=-309/170 WEBS B-K=-208/393,C-H=-869/0,E-H=-799/0 NOTES (6-7) 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint K. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)8 Ib up at 7-2-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 7)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:G-K=-10,A-D=-100,D-F=-190 Concentrated Loads(lb) Vert:F=-28 D=-47 E=8 Job Truss Truss Type Qly Ply Phillips-1241 Ocean Blvd. 65111378 F19 GABLE 1 1 Job Reference(optional) 7.350 s Sep 27 2012 Mi I ek Industries,Inc. Thu Apr 03 18:03:45 2014 Page 1 ID:YIgU2owE5_6LPW5BSuIJ69yHacu-W LNZHgdvL3jcflQgXQOqQ?tFw3OpOxa39fJlaDzUMg 0 1-H8 0H8 - Scale=1:10. A B C D E L K STI ST1 T1 L1 L1 H G F J I 3x4= 3x4= 1-6-8 2-10-8 1 4-2-8 5-9-0 1-6-8 1-4-0 11-4-0 1-6-8 Plate Offsets X,Y: E:0 1-8 Ed a K:0-1-8,0-1-0 L:0-1-8,0-1-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 F n/a n/a Weight:28 Ib FT=20%F,11%E BCDL 5.0 Code FRC2010/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS All bearings 5-9-0. (lb)- Max Grav All reactions 250 Ib or less at joint(s)J,F,H,I,G FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (6-7) 1)All plates are 2x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 7)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard Job Truss Truss Type at Ply Phillips-1241 Ocean Blvd. 65111378 F20 FLOOR 7 1 Job Reference o tional 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Apr 03 1803:45 2014 Pagel ID:YlgU2owE5_6LP WSBSuIJ69yHacu-WLNZHgdvL3jcflQgXQOgQ?tDy3_BOwb39fJIaDzUMg 0-1-8 H t 1-6-0 2-0-0 0 1 8 ' Scale-1:111. 3x4= A 2x4 11 B C 3x4= D 2x4 11 I J 2x4= 2x4= L1 E W ILI I I 2x4 I I 2x4 11 H C' F E 3x5= 3x5= 1-10-8 2-10-8 3-10-8 5-9-0 1-10-8 Plate 1-0-0 1-0-0 1-10-8 Offsets X,Y: B:0-1-8 Ed e, C:0-1-8 Ed e, D:0-1-8,Ed LOADING(psf) SPACING 2-0-0IBC SI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00C 0.23 Vert(LL) -0.01 G >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 0.18 Vert(TL) -0.02 G >999 240 BCLL 0.0 Rep Stress Incr YESB 0.10 Horz(TL) 0.00 E n/a n/a BCDL 5.0 Code FRC2010/TP12007Matrix) Weight:31 Ib FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) H=296/Mechanical,E=296/0-5-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-323/0 BOT CHORD G-H=0/323,F-G=0/323,E-F=0/323 WEBS B-H=-393/0,C-E=-393/0 NOTES (4-5) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"XT')nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 5)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard Job Truss Truss TypeQty Ply Phillips-1241 Ocean Blvd. 65111378 FG01 FLOOR 1 2 Job Reference o ional 7.350 s Sep 27 2012 MIT&Industries,Inc. Thu Apr 03 18:03:45 2014 Page 1 I D:YlgU2owE5_6LP W5BSuU69yHacu-W LNZHgdvL3jcflOgXQOgQ?WnSOkJ39fJ1aDzUMg 3-4-0 6-4-8 9-5-0 12-5-8 15-8-10 18-9-15 21-11-5 1 25-0-10 28-3-12 3-4-0 3-0-8 3-0-8 3-0-8 3-3-2 3-1-6 3-1-6 3-1-6 3-3-2 Scale:1/4"=1 2x4 11 44= 2x4 11 4x8= 2x4 11 5x8= 3x4= 4x4= 2x4 11 48= 3x4 11 A B V C D E FG H I J K U W X T Y S Z R AA O AB P AC AD O AE N AF M AG L 3x4 11 48= 2x4 11 5x8= 8x8= 6x8= 2x4 11 4x4= 2x4 I I 5x6= 3-4-0 6-4-8 9-5-0 12-5-8 15-8-10 18-9-15 1 21-11-5 1 25-0-10 28-3-12 3-4-0 3-0-8 3-0-8 3-0-8 3-3-2 3-1-6 3-1-6 3-1-6 3-3-2 Plate Offsets X [E:0-2-0,0-1-81,[P:0-3-0,0-3-01,[Q:0-3-12,0-4-81,[R:0-1-8,0-1-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.88 Vert(LL) -0.20 N-0 >953 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 1.00 Vert(TL) -0.31 N-0 >612 240 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.02 L n/a n/a BCDL 5.0 Code FRC201 0/TP 12007 (Matrix) Weight:302 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 5-7-6 oc bracing. W4:2x4 SP No.2 REACTIONS (Ib/size) U=809/0-1-12 (min.0-1-8),L=1581/0-5-8 (min.0-1-8),Q=4083/0-3-8 (min.0-2-7) Max Grav U=913(LC 3),L=1634(LC 4),Q=4083(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-U=-658/0,A-B=-1888/0,B-V=-1888/0,C-V=-1888/0,C-D=0/2170,D-E=0/2170, E-F=-1511/0,F-G=-1511/0,G-H=-1511/0,H-I=-5302/0,I-J=-5302/0,J-K=-503/0 BOT CHORD U-W=0/335,W-X=0/335,T-X=0/335,T-Y=-402/2088,S-Y=-402/2088,S-Z=-402/2088, R-Z=-402/2088,R-AA=-4718/0,Q-AA=-4718/0,Q-AB=-4232/0,P-AB=-4232/0,P-AC=0/5302, AC-AD=0/5302,O-AD=0/5302,O-AE=0/5302,N-AE=0/5302,N-AF=0/4085,M-AF=0/4085, M-AG=0/4085,L-AG=0/4085 WEBS A-T=0/1622,B-T=-322/0,C-T=-210/698,C-S=0/269,C-R=-2758/0,D-R=-476/0, E-R=0/3702,E-Q=-3227/0,E-P=0/5354,H-P=-4261/0,H-0=0/924,J-N=0/1274,J-M=0/513, J-L=-3748/0 NOTES (7-8) 1)2-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced floor live loads have been considered for this design. 4)The Fabrication Tolerance at joint G=20% _ 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)U. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 8)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI 8 WTCA for safety practices prior to performing these functions. a 2 Job Truss Truss Type Ory Ply Phillips-1241 Ocean Blvd. 65111378 FG01 FLOOR 1 2 Job Reference o tional 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Apr 03 18:03:45 2014 Page 2 ID:YlgU2owE5_6LPW5BSuU69"cu-WLNZHgdvL3jcflQgXQOqQ?t3k3nSOk)39fJlaDzUMgy LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 ' Uniform Loads(plf) Vert:A-V=-100,E-V=-170(F=-70),E-K=-100,L-U=10 Concentrated Loads(lb) Vert:L=-71 S=-122 N=-286 W=-122 X=-122 Y=-122 Z=-122 AA=-122 AB=-286 AC=-286 AD=-286 AE=-286 AF=-286 AG=-286 Job Truss Truss Type Oty Ply Phillips-1241 Ocean Blvd. 65111378 FG02 SPECIAL 1 3 Job Reference Lo tional 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Apr 03 18:03:46 2014 Page 1 I D:YlgU2owE5_6LPW5BSuU69yHacu-?XxxVAeX6NrTGv?157X3yDPEWT881AFCNJ2s7fzUMg 2-1-0 3-10-8 6-3-15 8-10-8 11-1-9 13-8-2 16-1-9 17-11-1 20-0-0 2-1-0 1-9-8 2-57 2-6-9 2-3-1 2-6-9 2-5-7 1-9-8 2-1-0 f Scale=1:33.1 a t e s F 4x4 II 4x10= 4x10= 4x10= 3x8= 8x14= 12x14= P A B C D E F C, H I J K 11i 3 1 U T S R Q P O N M L 3x5= 4x10= ax1sMT20H= 3x4— THIS SIDE T6'hEAR PORCH 2-1-0 3-10-8 6-3-15 8-10-8 11-1-9 13-8-2 16-1-9 17-11-1 20-0-0 2-1-0 1-9-8 2-5-7 2-6-9 2-3-1 2-6-9 2-5-7 1-9-8 2-1-0 Plate Offsets X [B:0-3-0,0-2-01,[D:0-2-4,0-2-01, K:EcIa 0-3-0, N:0-3-2 Ed a R:0-2-4 Ed al,[T:0-3-8,0-2-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.88 Vert(LL) -0.41 P >574 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.94 O-P >252 240 MT20H 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.90 Horz(TL) 0.16 L n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:328 Ib FT=20% LUMBER BRACING TOP CHORD 2x6 SP DSS TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP DSS end verticals. WEBS 2x4 SP No.3"Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W1,W9:2x4 SP No.2,W8:2x8 SP No.2 REACTIONS (Ib/size) V=3138/0-5-8 (min.0-1-8),L=6471/0-5-8 (min.0-2-8) Max UpliftV=-779(LC 4),L=1607(LC 4) Max Grav V=3628(LC 2),L=7482(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-V=694/162,A-B=-761/161,B-C=-12005/2577,C-D=-12005/2577,D-E=-22635/4860, E-F=-22635/4860,F-G=-22635/4860,G-H=-22635/4860,H-I=-23746/5099,I-J=-23746/5099, J-K=-1600/341,K-L=-1196/270 BOT CHORD U-V=-1324/6161,T-U=-1324/6161,S-T=-3586/16697,R-S=-3586/16697,Q-R=-3586/16697, P-Q=-4860/22635,O-P=-5235/24373,N-O=-5235/24373,M-N=-2833/13187,L-M=-2833/13187 WEBS B-V=-6024/1298,B-U=-290/93,B-T=-1421/6627,C-T=-1051/258,D-T=-5037/1084, D-Q=-1361/6344,E-Q=-1839/433,F-P=-55/468,H-P=-1912/400,H-N=-674/146, I-N=-5289/1169,J-N=-2570/11978,J-M=-546/147,J-L=-12931/2781 NOTES (11-12) 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,2x8-2 rows staggered at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.Il;Exp C;Encl., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 _ 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)-This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide • will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 779 Ib uplift at joint V and 1607 Ib uplift at coAiRb6d on page 2 Job Truss Truss Type Qty Ply Phillips-1241 Ocean Blvd. 65111378 FG02 SPECIAL 1 3 Job Reference o tional 7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Apr 03 18:03:46 2014 Page 2 NOTES (11-12) I D:YIgU2owE5_6LPW5BSuIJ69yHacu-?XxxVAeX6NrTGv?157X3yDPEWT881AFCNJ2s7fzUMg 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)4993 Ib down and 1072 Ib up at 16-1-9,and 1303 Ib down and 280 Ib up at 17-11-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 11)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. 12)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is the responsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Refer to BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:A-1=-207,I-K=-122,L-V=-20 Concentrated Loads(lb) Vert:1=-4318 J=-1127 END OF TRUSS DESIGN DRAWINGS ALL ADDITIONAL INFORMATION IS PROVIDED SOLELY FOR USE AS REFERENCE. THE SUITABILITY AND USE OF THE PRECEEDING TRUSS DESIGN DRAWINGS FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-2002 SECTION 2. To: Reaction Durham Building Materials Job Number: 31300001 Fax; Page: 1 Project: 65111378 Block No: Date: 04/03/14 18:05:21 Model: PHILLIPS-OCEAN Lot No: Contact: Site: Office: Deliver TO: Account No: 000000003 Name: Designer: / Phone: Salesperson: Everett ogden Fax: F. Quote Number: P.O.Number: Qty: Truss Id: Span: Truss Type: Slope Reactions: 28-03-12 Joint L Joint Q Joint U I FG01 FLOOR 0.00 1634.05 4082.74 912.55 20-00-00 Joint L Joint V I FG02 SPECIAL 0.00 7482.44 3628.18 -1606.81 -779.13 25-00-00 Joint V Joint W Joint X Joint Y Joint Z 2 F01 GABLE 01-04-00 24.50 81.65 101.22 96.89 98.01 25-00-00 Joint S Joint b 4 F02 FLOOR 01-04-00 1402.91 1402.91 25-00-00 Joint S Joint b 4:5 j=nCS2S;!SUM 2 F03 FLOOR 01-04-00 1402.91 1402.91 25-00-00 Joint Q Joint_ 13 F04 FLOOR 01-0400 987.52 1318.31 28-03-12 Joint S Joint Z Joint_ 6 F05 FLOOR 01-04-00 782.38 1797.60 593.07 28-03-12 Joint S Joint Z Joint_ 1 F06 FLOOR 01-04-00 779.64 2230.69 932.15 28-00-00 Joint R Joint Z Joint[ Joint\ Joint 1 I F07 GABLE 01-04-00 724.94 1865.91 63.91 16.55 238.30 -558.53 -67.04 23-10-01 Joint P Joint X 1 F08 FLOOR 01-04-00 2123.77 1043.31 23-10-01 Joint P Joint X I F09 FLOOR 01-0400 1556.84 1057.52 19-09-08 Joint L Joint T 5 F10 FLOOR 01-04-00 1068.54 1068.54 19-08-04 Joint L Joint T 6 F11 FLOOR 01-04-00 1062.81 1062.81 15-06-13 Joint 1 Joint P 2 F12 FLOOR 01404-00 836.11 836.11 1177' 71 16-00-00 Joint N Joint O Joint P Joint Q Joint R 2 F13 GABLE 01-04-00 56.38 142.64 147.90 146.35 146.75 16-00-00 Joint K Joint R 2 F14 FLOOR 01-04-00 860.00 860.00 15-11-08 Joint K Joint R � 4 F15 FLOOR 01404-00 857.71 857.71 08-07-00 Joint H Joint K 6 F16 FLOOR 01-0400 2024.91 132.50 -483.25 19-09-08 Joint M Joint X 3 F17 FLOOR 014)4-00 1291.63 1407.73 08-07-00 Joint H Joint K I F18 FLOOR 014)4-00 1129.93 227.32 -100.05 STICK FRAMED ROOF AT GARAGE NN M � IT '�t M Ncsl O O O O O O O O O O O O O O O O O O LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL L- LL U- LLU- '1-00 2 n 2' 6' F T U S 8- 8-0-011 1 C. 16' 0.(' -0 0- I I GARAGE FLOOR TRUSS PLACEMENT PLAN ALL WALLS SHOWN ON THE TRUSS PLACEMENT PLAN ARE REQUIRED AS BEARING UNLESS NOTED OTHERWISE PHILLIPS DUILPEF 1241 OCEAN BLVD ma Ir%F■■a%s■x e CUSTOM Building Materials,Inc. RMM � M5 0� ��M �x mHH �a 65111301 To: Reaction Durham Building Materials Job Number: 31300001 ..Fax: Page: 2 Project: 65111378 Block No: Date: 04/03/14 18:05:23 Model: PHILLIPS-OCEAN Lot No: Account No: 000000003 Contact: Site: Office: Deliver To: Designer: / Name: Salesperson: Everett ogden Phone: Quote Number: Fax: F. P.O.Number: Qty: Truss Id: Span: Truss Type: Depth Reactions: 05-09-00 Joint F Joint G Joint H Joint I Joint J 1 F19 GABLE 01-04-00 70.67 153.93 143.30 153.93 70.67 05-09-00 Joint E Joint H 1 7 F20 FLOOR 01-04-00 296.25 296.25 • JANUARY 1, 2009 T-BRACE / I-BRACE DETAIL ST - T-BRACE MiTek Industries,Chesterfield,MO Page 1 of 1 El Note:T-Bracing/I-Bracing to be used when continuous lateral bracing ��oo 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 1x4 or 1x6 10d 8"o.c. 2x4 or 2x6 or 2x8 16d 8"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 U4(')T-Brace U4(`)I-Brace 2x6 1 x6(')T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8I-Brace Nails Brace Size for Two-Ply Truss -i Specified Continuous Rows of Lateral Bracing } SPACING Web Size 1 2 A 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace WEB 2x6 2x6 T-Brace 2x6 I-Brace k 2x8 2x8 T-Brace MI-Brace } T-BRACE Nails Section Detail t \ �T-Brace Web Nails T-Brace/I-Brace must be same species and grade(or better)as web member. (') NOTE: If SYP webs are used in the truss, 1x4 or 1x6 SYP braces must be stress WebI)E I-Brace rated boards with design values that are equal to(or better)the truss web design values. For SYP truss lumber grades up to#2 with 1X bracing material, use IND 45 for T-Brace/1-Bra e Nails For SYP truss lumber grades up to#1 with 1X bracing material, use IND 55 for T-Brace/I Bra l i 3 1 JANUARY 1, 2009 L-BRACE DETAIL ST - L-BRACE MiTek Industries,Chesterfield,MO Page 1 of 1 00 aaaa �00 a MiTek Industries,Inc. Nailing Pattern Note:L-Bracing to be used when continuous L-Brace size Nail Size Nail Spacing lateral bracing is impractical. L-brace must cover 90%of web length. 1x4 or 6 10d 8"o.c. ---- 2x4,6,or 8 16d 8"o.c. -- - L-Brace Size Note: Nail along entire length of L-Brace for One-Ply Truss (On Two-Ply's Nail to Both Plies) - - -- - Specified Continuous Rows of Lateral Bracing Web Size 1 2 Nails 2x3 or 2x4 1 x4 — 2x6 1x6 t 2x8 2x8 DIRECT SUBSTITUTION NOT APLICABLE. k a SPACING k WEB � L-Brace Size for Two-Ply Truss t L-BRACE Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 2x6 2x6 2x8 2x8 DIRECT SUBSTITUTION NOT APLICABLE. Nails Section Detail E L-Brace a Web L-Brace must be same species grade(or better) as web member. MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE MiTek Industries,Chesterfield,MO Page 1 of 1 MAXIMUM TRUSS WEB FORCE(Ibs.)(See note 7) , 0 0o BRACE BAY SIZE 24"O.C• 48"O.C. 72"O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE MiTek Industries,Inc. A B C D A B C D C D 101-0" 1610 1886 1886 2829 12'-0" 1342 1572 15722358 I -3143 r 3143 4715 4715 7074` 14'-0" 1150 1347 1347 2021 16'-0" 1006 1179 1179 1768 2358 2358 3536 l , 18'-0" 894 1048 1048 1572 3143 4715 L 20'-0" 805 943 943 1414 1886 1886 2829 Bay size shall be measured in between the centers of pairs of diagonals. TYPE BRACING MATERIALSGENERAL NOTES 1.DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM.THE DIAPHRAGM IS TO BE DESIGNED BY QUALIFIED PROFESSIONAL 1 X 4 IND.45 SYP 2.THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER,AS THE LATERAL BRACE MATERIAL,AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4#2 SRB(DF,HE,SPF) AT APPROX.45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2.8d (0.131 S¢.5")FOR 1x4 BRACES,2-10d(0.131'x 3")FOR 24 and 2x4 BRACES,AND 3-10d(0.131501)FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d(0.131'X2.5')NAILS FOR 1x4 LATERAL BRACES, B 2 X 3#3,STD,CONST(SPF,DF,HF,OR SYP) 2-1Dd(0.131'X1•)NAILS FOR 2x3 find 2x4 LATERAL BRACES,AND 3-10d(0.131'X1")FOR 2x6 LATERAL BRACES. 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING,CONSULT C 2 X 4#3,STD,CONST(SPF,DF,HF,OR SYP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING,INSTALLING&BRACING OF METAL PLATE CONNECTED WOOD TRUSSES,JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. www.sbandustry=m and w—Apinst.org rD 2 X 6#3 OR BETTER(SPF,DF,HF,OR SYP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8. TABULATED VALUES ARE BASED ON A DOL.-1.15 FOR STABILIZERS: FOR A SPACING OF 24'O.C.ONLY,MITEK'STABILIZER'TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A,B,C AND 0 BRACING MATERIAL.DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE.WHERE DIAPHRAGM BRACENG IS REQUIRED AT PITCH BREAKS,STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING.SEE-STABILIZER" TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION, DIAGONAL BRACE CONTINUOUS LATERAL RESTRAINT &I& 2.1od NAILS i (SEE NOTE 4) r I I r a gg t TRUSS WEB MEMBERS . This information is provided as a recommendation to assist in the C requirement for permanent bracing of the individual truss web members.Additional bracing may still be required for the stability of the overall roof system.The method shown here is just one f method that can be used to provide stability against web buckling. j ( i t k I i JANUARY 1, 2009 Standard Gable End Detail ST-GE130-001 MiTek Industries,Chesterfield,MO Page 1 of 2 O0 Typical� _x4 L-Brace Nailed To 2x_Verticals W/10d Nails,6"o.c. Vertical Stud Vertical Stud (4)-16d Common DIAGONAL o� / Wire Nails ACE D=D �`// tW Common MiTek Industries, Inc. Wire Nails SECTION B-B Spaced 6"o.c. DIAGONAL BRACE 4'-0"O.C.MAX (2)-10d Common 2x6 Stud or Wire Nails into 2x6 2x4 No.2 of better [TRUSS GEOMETRY AND CONDITIONSWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x_Verticals 12 SECTION A-Aw/(4)-10d Common Nails 2xa tud A � Varies to Common Truss dt * PROVIDE 2x4 BLOCKING BETWEEN THE FIRST SEE INDIVIDUAL MITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH(2)-10d NAILS AT EACH END. A ** ATTACH DIAGONAL BRACE TO BLOCKING WITH (5)-10d COMMON WIRE NAILS. 3x4= B B (4)-8d NAILS MINIMUM,PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B 2a"Max Roof Sheathin NOTE: / 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. Max. (2)-1/ 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. / (2) 10d NAILS ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1 x4 SRB OR 2x4 STUD OR BETTER W ITH ONE ROW OF 10d NAILS SPACED 6"O.C. ^ 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF - /Trus @ S 24" O.C. DIAPHRAM AT 4'-0"O.C. / 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. / x6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Diag. Brace /ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. at 1/3 point COMMON W IRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. If needed TO BLOCKING WITH(5)-1Gd COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. End Wall HORIZONTAL BRACE (SEE SECTION A-A) 2 DIAGONAL Minimum Stud With=L-Brace 2x4 DIAGONAL BRACES AT Stud Size Spacing BraL-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SPF Std/Stud 12"O.C. 4-0-7 4-3-2 6-0-4 8-0-15 12-1-6 E2.4 SPF Std/Stud 16"O.C. 3-7-0 3-8-4 5-2-10 7-1-15 10 8 15 2x4 SPF Std/Stud 24"O.C. 2-11-1 3-0-2 4-3-2 5-10-3 8-9-4 Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d common wire nails 8in D.C.,with 3in minimum end distance. Brace must cover 90%of diagonal length. MAXIMUM WIND SPEED=130 MPH MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98,ASCE 7-02,ASCE 7-05 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. JANUARY 1, 2009 Standard Gable End Detail SHEET 2 00 ® MiTek Industries,Chesterfield,MO Page 2 of 2 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD O OD Trusses @a 24" O.C. HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48"O.C. (SEE SECTION A-A) ATTACHED TO VERTICAL WITH(4)-16d MiTek Industries, Inc. Roof SheathinC]—-� COMMON WIRE NAILS AND ATTACHED it TO BLOCKING WITH(5)-10d COMMONS. Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE NAIL DIAGONAL BRACE TO CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE PURLIN WITH TWO 16d NAILS 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 at 1/3 pointsPROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES if needed \ \ ONPPORTING THE BRACE EITHER SIDE AS NOTED• TRUSSESD THE TWO TOENAIL BLOCKING TO TRUSSES WITH(2)-10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH End Wall (5)-10d COMMON WIRE NAILS. CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1 :ATTACH A MATCHING GABLE TRUSS TO THE INSIDE STRUCTURAL FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE GABLE TRUSS FOLLOWING NAILING SCHEDULE. METHOD 2:ATTACH 2X SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING SCAB ALONG NAILING SCHEDULE.SCABS ARE TO BE OF THE SAME SIZE,GRADE VERTICAL AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: FOR WIND SPEEDS 120 MPH OR LESS,NAIL ALL MEMBERS WITH ONE ROW OF 10d(.131"X 3")NAILS SPACED 6"O.C. FOR WIND SPEEDS GREATER 120 MPH NAIL ALL MEMBERS WITH TWO ROWS OF 10d(A 31"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 GABLE TRUSS / BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS.THE BRACING SHOWN IN THIS DETAIL IS FOR THE VERTICAL/STUDS ONLY. NOTE:THIS DETAIL IS TO BE USED ONLY FOR / STRUCTURAL GABLES WITH INLAYED STUDS.TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. STANDARD / GABLE TRUSS i STANDARD PIGGYBACK ST-PIGGY OCT 29, 2004 TRUSS CONNECTION DETAIL _ W * 2 x_x 6'-0"SIZE TO MATCH ALL VALUES SHOWN BELOW ARE [SM ToP CHORD OF PIGGYBACK. BASED ON LOAD DURATION OF 1.33 ATTACHED TO ONE FACE OF TOP N. • CHORD WITH 2 ROWS OF 1Od(0.131"X 3'7 MiTek Industries.Inc. NAILS SPACED 6"O.0 MAXIMUM UPLIFT SCAB CAPACITY USING(10) IOd(0.131"X 3')NAILS: PIGGYBACK TRUSS SYP= 1409 LBS SPF= 1090 LBS DF= 1290 LBS �k ATTACH PIGGYBACK TRUSS HF= 1 117 LBS TO EACH PURLIN WITH SPF-S= 957 LBS 2-16d(0.131"X 3.5'.)NAILS TOENAILED. MAXIMUM UPLIFT PURLIN CAPACITY r0O (131-X 3b'SINAILS: 16d SYP= 155 LBS SPF= 79 LBS DF= 122 LBS BASE TRUSS HF= 63 LBS SPFS= 54 LBS MAXIMUM UPLIFT SHEATHING SPACE PURLINS ACCORDINGTOTHE MAXIMUM ATTACH EACH PURLIN TO TOP CAPACITY USING U2"SHEATHING SPACING ON THE TOP CHORD OF THE BASE CHORD OF BASE TRUSS WITH AND(2}8d(0.131"X 2.5")NAILS: TRUSS(SPACING MOTTO EXCEED 24"0 C). 2-16d(0 131"X 3.5"}NAILS. A PURLIN TO BE LOCATEDAT EACH BASE TRUSS JOINT. SYP= 109 LBS �e FOR PIGGY BACK TRUSSES WITH SPANS�12' SPF 55 LBS DF= 65 LBS- 58 LBS SCAB MAY BE OMMITED PROVIDED THAT ROOF SHEATHING TO BE CONTINUOUS OVER JOINT SP (SHEATHING TO OVERLAP MINIMUM 12"OVER JOINT) F-S= 37 LBS �k CAP CONNECTION IS MADE TO RESIST UPLIFT. SEE MAXIMUM CONNECTION CAPACITIES AND COMPARE WITH ENGINEERING DRAWING CONNECTION CAPACITIES FOR SCABS,PURLINS,AND SHEATHING MAY BE COMBINED WHEN DETERMINING OVERALL UPLIFT CAPACITY- IF NO GAP EXISTS BETWEEN CAP TRUSS AND BASE TRUSS: MAXIMUM UPLIFT GUSSET REPLACE TOE NAILING OF CAP TRUSS TO PURLINS WITH GUSSETS CAPACITY USING 7116"GUSSETS TAS R SS TOP CHORD AT SPECIFINS TO LOWER EDGE ED ED SPACING SHOWNOF BASE ON BASE TRUSS DESIGN DRAWING AND(6)6d(0.113"X 2')NAILS' SYR= 399 LBS 6"x 6"x 1/2"PLYWOOD(or 7116"OSB) SPF= 367 LBS 1k CONNECTION AS ABOVE GUSSET EACH SIDE AT DF= 391 LBS EACH BASE TRUSS JOINT. HF= 367 LBS ATTACH WITH 3-6d(0.113"X 2")NAILS SPF_= 343 LBS INTO EACH CHORD FROM EACH SIDE(TOTAL-12 NAILS) ADD PURLINS TO BOTTOM EDGE FOR LARGE CONCENTRATED LOADS APPLIED CAPACITY UPLIFT{C B TO CAP TRUSS REQUIRING A VERTICAL WEB: 10d(0.131"x 3")NAILS: 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS SYP= 2819 LBS MUST MATCH IN SIZE,GRADE,AND MUST LINE UP SPF= 2161 LBS AS SHOWN W DETAIL DF= 2580 LBS VERTICAL WEB TO 2) VERTICAL WEBS OF PIGGYBACK MUST RUN THROUGH HF. 2234 LBS EXTEND THROUGH BOTTOM CHORD SO THAT THERE IS FULL WOOD SPF_= 1915 LBS BOTTOM CHORD TO WOOD CONTACT BETWEEN WEB OF PIGGYBACK OF PIGGYBACK AND THE TOP CHORD OF THE BASE TRUSS. 3) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS. 4) ATTACH 2 x_x 6'-0"SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 1 Od(0.131"X 3")NAILS VERTICA6"0 C FROM EACH FACE, (SIZE L ArD GRADE TO MATCH WEBS OFF PIGGYBACK AND BASETRUSS-) (MINIMUM 2X4) 5} THIS CONNECTION IS ONLY VALID MAXIMUM CONCENTRATED LOAD 4000 BSO(@1 5) REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS, 6) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. JANU=1, 2009 STANDARD PIGGYBACK TRUSS CONNECTION DETAIL ST-PIGGY-PLATE �� ® MiTek Industries,Chesterfield,MO Page 1 of 1 EY1aa O o0 O 0� a MiTek Industries, Inc. This detail is applicable for the following wind conditions: ASCE 7-98,ASCE 7-02,ASCE 7-05 Wind Standard under all enclosure and exposure conditions as long as no uplift exceeds 377 lbs. Refer to actual piggyback truss design drawing for uplifts. NOTE: This Detail is valid for one ply trusses spaced 24"o.c.or less. PIGGYBACK TRUSS Refer to actual truss design drawing for additional piggyback truss information. Attach piggyback truss to the base truss with 3"x8"TEE-LOCK Multi-Use connection plates spaced 48"o.c. Plates shall be pressed into the piggyback truss at 48"o.c.staggered from each face and nailed to the base truss with four(4)-6d(1.5'x0.09911) nails in each plate to achieve a maximum uplift capacity of 377 lbs. at each 3"x8"TEE-LOCK Multi-Use connection plate. Attach each purlin to the top chord of the base truss. (Purlins and connection by others) BASE TRUSS Refer to actual truss design drawing for additional base truss information. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS(SPACING NOT TO EXCEED 24"O.C.). A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. JANUARY 1, 2009 TRUSSED VALLEY SET DETAIL ST-VALLEY HIGH WIND2 r MiTek Industries,Chesterfield,MO Page 1 of 1 GENERAL SPECIFICATIONS 1.NAIL SIZE=3"X 0.131"=10d 2.WOOD SCREW=4.5"WS45 USP OR EQUILIVANT 3.INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND MiTek Industries,Inc. GABLE END,COMMON TRUSS SECURE TO BASE TRUSSES AS PER DETAIL A OR GIRDER TRUSS 5.BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6.NAILING DONE PER NDS-01 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. u i u u ii ji BASE TRUSSES VALLEY TRUSS TYPICAL VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P F12 OR GIRDER TRUSS SEE DETAIL A BELOW(TYP.) SECURE VALLEY TRUSS W/ONE ROW OF 10d NAILS 6"O.C. WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 MAXIMUM WIND SPEED=146 MPH ATTACH 2x4 CONTINUOUS NO.2 SYP MAX MEAN ROOF HEIGHT=30 FEET TO THE ROOF W/TWO USP WS45(1/4"X 4.5") ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 WOOD SCREWS INTO EACH BASE TRUSS. CATEGORY II BUILDING PILOT HOLES SHALL BE DRILLED FOR THE EXPOSURE C INSTALLATION OF ALL WOOD SCREWS. WIND DURATION OF LOAD INCREASE:1.60 THEDIAMETER OF THE HOLES SHALL MAX TOP CHORD TOTAL LOAD=50 PSF CONFORM TO NDS-2001 SEC.11.1.4. MAX SPACING=24"O.C.(BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES 1.5"Max • FEBRUARY 19, 2009 LATERAL TOE-NAIL DETAIL ST-TOENAIL IV—IF LJ ® MiTek Industries,Chesterfield,MO Page 1 of 1 1.TOE-NAILS SHALL BE STARTED AND DRIVEN AT THE ANGLE SHOWN, BASED ON THE CONNECTION LAYOUT USED. a 2.THE END DISTANCE, EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. MiTek Industries,Inc. 3.ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. TOE-NAIL SINGLE SHEAR VALUES PER NDS 2005(Ib/nail) DIAM. SYP DF HF SPF SPF-S (5 .131 88 80 69 68 59 O .135 93 85 74 72 63 SQUARE CUT ;n .162 118 108 93 91 80 SIDE VIEW M SIDE VIEW J (2x4,2x6) = 3 NAILS (2x 128 84 2 NAILS F Z 76 66 65 57 J JO .131 88 80 69 68 59 :NE ARSIDE NEARSIDE J N .148 Inc g7 g4 82 72 –� R SIDE z M AR SIDE –� FAR SIDE Z .120 73 67 58 57 50 O .128 84 76 66 65 57 o .131 88 80 69 68 59 M .148 106 97 84 82 72 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. 30.00° APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. 1"for 3"NAIL 1-1/16"for 3.25'NAIL EXAMPLE: 1-3/16"for 3.5"NAIL (3)-16d NAILS(.162"diam.x 3.5")WITH SPF CHORD SPECIES L For load duration increase of 1.15: 3(nails)X 91 (Ib/nail)X 1.15(DOL)=314 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3,2x4) 2 NAILS 45.00° NEARS DE 45.00° NEAR SIDE SIDE VIEW (2x6) 1-1/2"for 3"NAIL 3 NAILS 1-5/8"for 3.25'NAIL 1-3/4"for 3.5"NAIL NEAR SIDE NEAR SIDE NEAR SIDE a FEBRUARY 19, 2009 UPLIFT TOE-NAIL DETAIL ST-TOENAIL-UPLIFT _ MiTek Industries,Chesterfield,MO Page 1 of 1 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISTING C==[== UPLIFT FORCES ONLY.BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. MiTek Industries,Inc. END VIEW SIDE VIEW 0.00° TOP PLATE OF W LL 1"FOR 3"NAIL 1-1/16"FOR 3.25"NAIL NEAR SIDE NEAR SIDE L 1-3/16"FOR 3.5"NAIL VIEWS SHOWN ARE FOR FAR SIDE ILLUSTRATION PURPOSES ONLY TOE-NAIL WITHDRAWAL VALUES PER NDS 2005(Ib/nail) DIAM. SYP DF HF SPF SPF-S 131 59 46 32 30 20 NOTES: 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES J_j .135 60 48 33 30 20 WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE 39 37 25 NAIL FROM THE MEMBER END AS SHOWN. •162 72 58 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. .128 54 42 28 27 19 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH .131 55 43 29 28 19 LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN 148 62 48 34 31 21 THE CONNECTION. Q M Z O .120 51 39 27 26 17 p .128 49 38 26 25 17 J27 26 17 o .131 51 39 c° .148 57 44 31 28 20 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3)-16d NAILS(.162"diam.x 3.5)WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3(nails)X 37(Ib/nail)X 1.33(DOL for wind)=148 Ib Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: 3(nails)X 37(Ib/nail)X 1.60(DOL for wind)=177 Ib Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing exceeds 147 lbs(177 lbs)Building Designer is responsible to specifiy a different connection. USE(3)TOE-NAILS ON 2x4 BEARING WALL USE(4)TOE-NAILS ON 2x6 BEARING WALL r t JANUARY 1, 2009 BEARING BLOCK DETAIL ST-BLCK1 00 ® REFER TO INDIVIDUAL TRUSS DESIGN MiTek Industries,Chesterfield,MO Page 1 of 1 EV-1 FOR PLATE SIZES AND LUMBER GRADES c::=C= IMPORTANT O o0 This detail to be used only with one ply trusses with a D.O.L. lumber increase of 1.15 or higher. MiTek Industries,Inc. Trusses not fitting these criteria should be examined individually. 0-3-8 ACTUAL BEARING SIZE BOTTOM CHORD SIZE LUMBER ALLOWABLE AND GRADE REACTIOBEARING BLOCK BEARING BLOCK&WOOD BEARING ALLOWABLE LOADS N ALLOWABLE LOADS NAILING PATTERN (Ib) * ALLOWABLE LOAD(Ib) TOTAL EQUIVALENT BEARING LENGTH 2x4 BOTTOM CHORD SYP 2966 975 3941 0-4-10 2 ROWS @ 3"O.C. DF 3281 892 4173 0-4-7 (8 TOTAL NAILS) HF 2126 772 2898 0-4-12 SPF 2231 754 2985 0-4-11 SYP 2966 1462 4428 0-5-3 2x6 BOTTOM CHORD DF 3281 1338 4619 0-4-14 3 ROWS @ 3"O.C. (12 TOTAL NAILS) HF 2126 1159 3285 0-5-6 SPF 2231 1131 3362 0-5-4 SYP 2966 1950 4916 0-5-12 2x8 BOTTOM CHORD DF 3281 1784 5065 4 ROWS @ 3"O.C. 0-5-6 (16 TOTAL NAILS) HF 2126 1545 3671 0-6-0 SPF 2231 1508 3739 0-5-13 CASE 1 4"MINIMUM CASE 2 T HEEL HEIGHT 1 BRG BLOCK TO BE SAME 41 I 12"BLOCK SIZE,GRADE,&SPECIES AS EXISTING BOTTOM CHORD. 12^BLOCK APPLY TO ONE FACE OF TRUSS. NOTES: 1.USE LOWER OF TOP PLATE OR TRUSS WOOD SPECIES. 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3.NAILS DESIGNATED ARE 10d(.131"DIAM.x 3") FOR BEARINGS NOT NEARER THAN 3"TO THE END OF A MEMBER(CASE 2),THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.10 LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP=565 psi DF =625 psi HF =405 psi SPF =425 psi NOTE:VALUES DO NOT INCLUDE MSR LUMBER WITH"E"VALUES GREATER THAN 1,900,000 PSI OR NON-DENSE GRADE LUMBER. • N � m ZQ in O„O 'U aC O UC °O L oU�� 3O O)m °L d r C U 7 ° U m > '� C y m U my C_� �C O LO m OC a_0 Cod :6 c� 't` O �_ U O O� o N E U U O O U O U O° °`d C O °° O O O E a O L C �a m°_ 3m y mm aC �O `om - - m co:-c c m° o o a° �'n o ��.. cn oO c c� c� om os o c� a a u > c oo O No oo� &o om ooh oz O-o =m �� OQ m� a um m o c °p =c o rn.Q CL S 3 oQ Uo c.>_ oUc oro 'v oc N E € c3 N •C n m= c>, m° 0 2-oN �� m_ rno '� ° -m a� ° ° m O °i.m •� m°E� o� �a ° o°Q mem -0044) coy°aoi o= m do� m E c �mm m� O 3 rn°= O° ° a m o> n o f „- o u m o o +� t m a o o y T ° DO p C �.� U C y 2 01 C ° E} a D a E 16 p N C c N p 'O� L U `� moo 6o ?ao o Lav �o ase � 2°° `c° mo -o o `ol t `o o° p0 oU nc �•_ou o� L a m °moo Oa CO �O �E � ° n� am �c m mm� o L'V-w oC � o . �`c c- ao Lc -0 Z5 o o w 0 ° m° oo cL4 R � QpoE o°� C EoZo � 4 s oamaac a cc � oLc E o-E o- n-2 C:r 4 N t} E oS `> o > o cUP -1) NuNO O ou °N 2 y > OO mL aEa0) 2 c °mICCU ° ' _ o O °� °u°o= E m° 0) c a a3 > a0 Eoo m - mi o �o 0 C3 o mc za ooc°- ozQ p h! ch 7 r-� CD P O Q cV ch r-z cLL_ a aNOHO d01 L HO o � � u 12 N m O •- o a z C N 9-fM U Q O C O W F c0 O W Z Z co N 3c � r o c1l O d l N J W a M V I '^ �'-r� U F w y� W U Ol J cln oo O mcaIn ;7- d o cow 1 ('7 m of u ? p 0 E. 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TO BE UPDATED Application valuation . . . . 400000 ------- ----- --- ------- -- ------ --- ----- - --- ---- Application desc single fam home and detached garage - ------ - - -- --- - -- ---- -- --- ------ ----- --- - ---- -- Owner Contractor - ------ -- --- -- - - ---- ----- ------- -- - -- -- -- -- --- -- EZELIUS, PER OLOF PHILLIPS BUILDERS LLC 356 10TH ST 1250 SELVA MARINA CIRCLE ATLANTIC BEACH FL 32233 PHILLIPSBUILDERS@COMCAST.NET ATLANTIC BEACH FL 32233 (904) 349-2999 --- Structure Information 000 000 NEW HOME/GARAGE Construction Type . . . . . TYPE 5-B Occupancy Type . . . . . . RESIDENTIAL Flood Zone . . . . . . . . ZONE X - ---- ----------- -- -- - - - - - -- --- - - -- - ---- - --- Permit . . . . . . PLUMBING PERMIT Additional desc 24 FIXTURES Sub Contractor TDG PLUMBING . 00 Permit Fee 223 . 00 Plan Check Fee . Issue Date . . . Valuation 0 Expiration Date . . 12/02/14 -------------- ------- -- -- --- --- - -------- Special Notes and Comments APPROVED PER APPLICANT HAS SUBMITTED REVISED PLANS SHOWING THE REMOVAL OF THREE PALM TREES . THESE ARE NOT PROTECTED TREES, THEREFORE NO MITIGATION IS NECESSARY. JTH Avoid damage to underground water/sewer utilities . Verify vertical and horizontal location of utilities . Hand dig if necessary. If field coordination is needed, call 247-5834 . Ensure all meter boxes, sewer cleanouts and valve covers are set to grade and visible . A sewer cleanout must be installed at the property line . Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible . A reduced pressure zone backflow preventer must be installed if irrigation will be provided or if there is a private well on the property. Backflow preventer must be tested by a certified tester and a copy of the results sent to Public Utilities . Full right-of-way restoration, including sod, is required. PERMIT AYAW;RK A '�Si:6 FLORIDA BUILDING CODES. 1S\ CITY OF ATLANTIC BEACH J 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 Page 2 Application Number 14-00000708 Date 6/05/14 - ------------- --- -- -- -- -- - --- --- - ----- Special Notes and Comments and container cannot be placed on City Right-of-Way. (Approved: Advanced Disposal, Realco, Shappelle ' s and Waste Management . ) Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities . Contact Public Works (247-5834) for Erosion and Sediment Control Inspection prior to start of construction. Future pool may require removal of newly constructed impervious surface to meet 50% ISA limit . 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 *PROVIDE ACCESS TO ALL WINDOWS TO INSPECT FASTENERS _ _ -- -- Other Fees STATE PLBG DCA SURCHARGE 3 . 3 STATE PLBG DBPR SURCHARGE 3 . 35 -------- - ----- --- -- ---- - -- --- --- - ----- - ---- --- - -- ------ ----------------- --- - Fee summary Charged Paid Credited --Due --------- -- - -- -- - - ---- --- - -- -- Permit Fee Total 223 . 00 223 . 00 . 00 . 00 00 . 0000 . Plan Check Total • 00 . 00 . 00 Other Fee Total 6 . 70 6 . 70 Grand Total 229 . 70 229 . 70 . 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: 12 y t exet.'N C�1Jj PERMIT -?OR NEW OR REPLACEMENT INSTALLATION: Project Value$ 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 HoseBibs 1— Urinal Kitchen Sink ♦ Vacuum Breakers Laundry Tray Water Connected Appliances Lavatory Water Heater �— Other Fixtures ,/J Water Treating System RE-PIPE: ")jp�4 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 ** SJR 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 to violate the provisions of any other state or local law regulation construction or the performance of construction. Property Owners Name Phone Number Plumbing Company P L�+r•5 n S Office Phone-Sls^�3� Fax$: "�$S' State �'{�4 U4 �S D CitySAfZip �.Z� Co. Address: �( License Holder(Print): QA-J:, Q �, St�ateertification/Registration#CFC- eq 2. &41 Notarized Signature of License Holder Before me this day of 20 Signature of Notary Public ` i CITY OF ATLANTIC BEACH 1 s 800 SEMINOLE ROAD J =v ATLANTIC BEACH, FL 32233 MECHANICAL GAS PIPE PEITECTION PHONE LINE 247-5814 ALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814 ]OB INFORMA o - - Job Type: MECHANICAL GAS PIPING Description: outlets tanks Estimated Value: Issue Date: 10/9/2014 Expiration Date: 4/7/2015 PROPERTY ADDRESS: Address: 1241 OCEAN BLVD RE Number: 171829-0000 PROPERTY OWNER: Name: EZELIUS, PER OLOF Address: 356 10TH ST GENERAL CONTRACTOR INFORMATION: Name: PROGASCO, CORP. Address: Phone• - - FEES: State Mech DBPR Surcharge $2.00 State Mech DCA Surcharge $2.00 Trade Permit Base Fee $55.00 Gas Piping Units $0.00 Total Payments: $59.00 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 Seminole Rd Atlantic Beach, FL 32233 Ph(904) 247-5826 Fax (904) 247-5845 JOB ADDRESS: j;1 / (�C eexN g LyD PERMIT # PROJECT VALUE $ ARI# REQUIRED Air Handling Equipment Only Air Handling Unit & Condenser Condenser Only NEW 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 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 Quantity (Requires 3 sets of plans) Fire Standpipe Quantity (Requires 3 sets of plans) Underground Fire Main Value (Requires 3 sets of plans) Fire Hose Cabinets Quantity (Requires3 sets of plans) Commercial Hoods Quantity (Requires 3 sets of plans) Fire Suppression Systems Quantity (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 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 9-:9t` II /d C/(/ s Phone Number Mechanical Company 70,e6 9A�g ae e R a Office Phone 72tS'l,?l Fax 7 2/S'7 3 2 Co. Address: 7 7 X16 CA/ 4y� City rA.K State Ae Zig z Z// License Holder(Print): Z IA l (f 1144 D State Certification/Registration# 03 .Z 7f-1 Notarized Signature of License Holder Before me day of 20 Signature of Notary Public J S, CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD J — MECHANICAL HVAC PERMIATLANTIC BEACH, FL 32233 CALL BY 4PM FOR NEXT DAY IrjM(WPWAE LINE 247-5814 ]OB IN Job iD: 14-00000708 Job Type: SINGLE FAMILY RESIDENCE Description: single fam home and detached garage Estimated Value: $400,000.00 Issue Date: 10/1/2014 Expiration Date: 3/30/2015 PROPERTY ADDRESS: Address: 1241 OCEAN BLVD RE Number: 171829-0000 PROPERTY OWNER: Name: EZELIUS, PER OLOF Address: GENERAL CONTRACTOR INFORMATION: Name: PHILLIPS BUILDERS LLC Address: Phone: - - PERMIT INFORMATION: Sticker for overcurrent protection must be on A/C equipment prior to inspection. Failure to comply will result in a failed inspection and reinspect fees. No exceptions. FEES: DEV REVIEW-SINGLE & 2-FAM $50.00 ENG REV RESIDENTIAL BLD $100.00 PERMIT FEES $1,380.00 STATE DCA SURCHARGE $20.70 STATE DBPR SURCHARGE $20.70 PLAN CHECK FEES $690.00 ENG REV PRE APP > 3 HRS $100.00 UTIL REV PRE APP >3 HRS $50.00 PERMIT FEES $223.00 STATE PLBG DCA SURCHARGE $3.35 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. ' U, CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ST URCHARGE $3.35 ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 PERMI �� $125.00 STATE ELEC DCA SURCHARGE $2.00 STATE ELEC DBPR SURCHARGE $2.00 AC and Refrigeration $20.00 State Mech DBPR Surcharge $2.00 State Mech DCA Surcharge $2.00 Trade Permit Base Fee $55.00 Total Payments: $79.00 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 Seminole Rd Atlantic Beach, FL 32233 Ph(904) 247-5826 Fax(904)247-5845 Q JOB ADDRESS: Z LII Y� I U PERMIT# l L� - V q3 PROJECT VAL UE $ S ARI# 6 --7i 496 REQUIRED Air Handling Equipment Only X_Air Handling Unit & Condenser Condenser Only NEW AIR CONDITIONING & HEATING SYSTEM INSTALLATION 1 . jr Conditioning: Unit Quantity�_ Tons Per Unit Coe) ` Heat: Unit Quantity�— BTU's Per Unit . Seer Rating 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 REQUIRED Duct Systems: Total CFM FIRE PREVENTION Re Fire Sprinkler System Quantity (Requires 3 sets of plans) ) Fire Standpipe Quantity (Requires 3 sets of plans) Underground Fire Main Value (Requires 3 sets of plans) Fire Hose Cabinets Quantity (Requires 3 sets of plans) Commercial Hoods Quantity (Requires 3 sets of plans) Fire Suppression Systems Quantity (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 erator Condenser BTU's #Vented Wall Furnaces RefriSol Collection Systems # Water Heaters Tanks(gallons) Wells 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 1 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 vi late the provisions of any ofPr Aate or local law regulation construction or the performance of construction. e Phone Number Property Owners Name � c ,✓ �..� V-�l`r Office Phone-max f '�f93 TI Mechanical Company ` ( _ /r- ` ,�,l��Q�1�1R Cit S 1��G'•c Stat�l� Zip 3��� Co. Address: �t'� �, ( �� � meg, License Holder(Print): S to rtification/Registration# �� 57�7� Notarized Signature of License Holder �JP1*.—?; ,, THOMAS S.ROPER efore me this �D day of 20 -- i,�. commission#FF 113405 Expires June 80 In 2018 gnature of Notary Public 1'%f„Rf rh;E`• Sanded Thu Troy FFainn Insurance 0395-701 ,S 'r ✓Ji `s CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 �- PLUMBING PERMIT MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814 JOB INFORMATION: Job ID: 14-00000708 Job Type: SINGLE FAMILY RESIDENCE Description: single fam home and detached garage Estimated Value: $400,000.00 Issue Date: 12/17/2014 Expiration Date: 6/15/2015 PROPERTY ADDRESS: Address: 1241 OCEAN BLVD RE Number: 171829-0000 PROPERTY OWNER: Name: EZELIUS, PER OLOF Address: GENERAL CONTRACTOR INFORMATION: Name: PHILLIPS BUILDERS LLC Address: 1250 SELVA MARINA CIR QA BARBARA CAROLINE PHILLIPS Phone: - - FEES: DEV REVIEW-SINGLE & 2-FAM $50.00 ENG REV RESIDENTIAL BLD $100.00 PERMIT FEES $1,380.00 STATE DCA SURCHARGE $20.70 STATE DBPR SURCHARGE $20.70 PLAN CHECK FEES $690.00 ENG REV PRE APP > 3 HRS $100.00 UTIL REV PRE APP >3 HRS $50.00 PERMIT FEES $223.00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. CITY OF ATLANTIC BEACH f 800 SEMINOLE ROAD J ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 STATE PLBG DBPR SURCHARGE $3.35 PERMIT FEES $125.00 STATE ELEC DCA SURCHARGE $2.00 STATE ELEC DBPR SURCHARGE $2.00 AC and Refrigeration $20.00 State Mech DBPR Surcharge $2.00 State Mech DCA Surcharge $2.00 Trade Permit Base Fee $55.00 Total Payments: $2,849.10 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. , S r � s CITY OF ATLANTIC BEACH j 800 SEMINOLE; ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 PLUMBING PERMIT MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814 ]OB INFORMATION: Job ID: 14-PLBG-673 Job Type: PLUMBING ONLY Description: 4 ADDITIONAL FIXTURES PERMIT 14-708 Estimated Value: Issue Date: 12/17/2014 Expiration Date: 6/15/2015 PROPERTY ADDRESS: Address: 1241 OCEAN BLVD RE Number: 171829-0000 PROPERTY OWNER: Name: EZELIUS, PER OLOF Address: 356 10TH ST GENERAL CONTRACTOR INFORMATION: Name: TDG PLUMBING Address: 4426 LOYS DR QA TRAVIS DALE GAINEY Phone: FEES: Plumbing Fixtures $28.00 Total Payments: $28.00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. CITY OF ATLANTIC BEACH j 800 SEMINOLE ROAD +� ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 PLUMBING PERMIT MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814 JOB INFORMATION: Job ID: 15-IRR-447 Job Type: IRRIGATION/SPRINKLER Description: IRRIGATION Estimated Value: Issue Date: 4/8/2015 Expiration Date: 10/5/2015 PROPERTY ADDRESS: Address: 1241 OCEAN BLVD RE Number: 171829-0000 PROPERTY OWNER: Name: EZELIUS, PER OLOF Address: 356 10TH ST GENERAL CONTRACTOR INFORMATION: Name: HULIHAN TERRITORY Address: P O BOX 331268 SCOTT HULIHAN Phone: - - FEES: State PLMG DBPR Surcharge $2.00 State PLMG DCA Surcharge $2.00 Plumbing Fixtures $7.00 Trade Permit Base Fee $55.00 Total Payments: $66.00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. Florida Friendly Landscapes s IRRIGATION COMPLIANCE CHL'y.KLIST A. PROVIDE PROJECT INFORMATION: DATEs'— ADDRESS Zjv/ C t-a"7 9INSTALLATION LATION CONTRACTOR �frG ���"i j�-y -���1 L r RESIDENTIAL, UPGRADE/REPLACE OFFICE ��S'-�S�S^ CELL SAYS S' FAX 2 7 V 2 2 / , NON-RESIDENTIAL, NEW INSTALLATION EMAIL h 1 [�Gd7 �J!✓1Gr� .�e'y>7 NON-RESIDENTIAL, I UPGRADE/REPLACE R. CALCULATE MAXIMUM HIGH VOLUME IRRIGATION: HYDE ;NONE shall mean an irrigation watering zone SQ FT in wh,+.,,plant materials with similar water needs are TOTAL LOT AREA O group.-:.:�together. TOTAL IMPERVIOUS SURFACE AREA - Z b `Z D SQ FT HIGH t``OLUME IRRIGATION shall mean an irrigation syster. 'Liat does not limit the delivery of water direci.y FU the root zone and which has a minimum TOTAL PERVIOUS AREA/LANDSCAPE S S ( SQ FTI flow.-a"ll, per emitter,of thirty(30) gallons per hour (gph) _.T one-half (_5) gallons per minute (gpm) or - [PER SECTION 24-181(b)(4)iil x 0.60 great.-: IRRIf',ltT40N ZONE shall mean the grouping together MAX NIGH VOLUME IRRIGATION SQ FT of a%­pe of water emitter and irrigation equipment operated simultaneously by the control of a timer and a single valve. C. PREPARE&ATTACH A HYDROZONE PLAN: ON A COPY OF THE SITE PLAN OR SURVEY(RESIDENTIAL APPLICANTS)OR A LANDSCAPE PLAN(NON-RESIDENTIAL APPLICANTS),INDICATE THE LOCATION OF THE FOLLOWING AND FILL IN APPROXIMATE COVERAGES BELOW. HIGH WATER USE HYDROZONE(S) [ALLAPPLICANTS] ,,Q FT 4P ,� / %TLA High Water Use Hydrozones contain plants that require supplemental watering on a req__,r basis throughout the year. These areas include turf and lawn grasses and are typically characterized by high visibility focal poirw.of landscaping design where High Volume Irrigation is used. High Water Use Zones shall be placed on a separate irrigation zone. MODERATE WATER USE HYDROZONE(S) [NON-RESIDENTIAL ONLY] SQ FT %TLA Moderate Water Use Hydrozones contain plants that once established,require irrigation ev.rrr 'wo to three weeks in absence of rainfall or when they show visible stress such as wilted foliage or pale color. These are typically perenr.`•.rrF seasonal plants and flower beds _✓LOW WATER USE HYDROZONE(S) [NON-RESIDENTIAL ONLY] �O(� Q FT _%TLA Low Water Use Hydrozones contain plants that rarely require supplemental watering an .:heir:are drought tolerant during extreme dry periods,such as native shrubs and vegetation,established trees and ground covers,and woo s'-d.areas Iv\AOISTURE SENSOR(S) (ALL APPLICANTS) At least one(1)moisture sensor shall be located in each Irrigation Zone. EMITTERS [ALL APPLIG4NTS] Emitters shall be sized and spaced to avoid excessive overspray on to impervious surfaces. City of Atlantic Beach • 800 Seminole Road • Atlantic Beach, ' 1rida 32233 (P)904.247.5800 • (F)904.247.5845 • www.cour FFL4CCv12.®7.1® City of Atlantic Beach APPLICATION NUMBER �• Building Department (To be assigned by the Building Department.) ri 800 Seminole Road c Atlantic Beach, Florida 32233-5445 J =`� Phone(904)247-5826 - Fax(904)247-5845 3 E-mail: building-dept@coab.us Date routed: City web-site: http://vmw.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: Occour-\131 v o( . Department review required Yes No Applicant: iA A _Lt ka n Planning &Zoning „"' j. Tree Administrator Project: ( "\ Public Works Public Utilities Public Safety L.EreServices Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept.of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: Approved. []Denied. (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: //. �/�---- .� W is g Date: TREE ADMIN. ❑App Second Review: roved as revised. -]Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. _]Denied. x Comments: Reviewed by: Date: Revised 07/27/10 E PLUMBING PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Rd Atlantic Beach, FL 32233 MAR 2 Ph(904) 247-5826 Fax(904) 247-5845 JOB ADDRESS: z �'''� l✓ NEW OR REPLACEMENT INSTALLATION: Project Value$ 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 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 ack Flow Preventer ❑ Grease Interceptor(Trap) gallons(Requires 3 sets of plans) sawn Sprinkler System-Number of Heads Z- 0 ❑ Well **SJRWD 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 autho 'to violate the provisions of any /other state or local law regulation construction or the performance of construction. Property Owners Name "`' /l�%7S v�rzi !d`�S Phone Number 3q I ZJ q 1c �- -��5� Fax27y 2-Z 3 a Plumbing Company l/ 1`�g u�� Office Phone L _ Co. Address: 1( 7 7 //c /t/ � City State �Z—Zip License Holder(Print): <V �� r State Certification/Registration# �"3 Notarized Signature of License Holder S Before me this p day of 20 .oihH.�°Y''• JENNIFER WALKER i MY COMMISSION#FF 011480 Signature of Notary Public a EXPIRES:April 24 2017 '• pF °P'V Bonded Thru Notary Public Underwriters