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159 Ocean Blvd 2014 new home CITY OF ATLANTIC BEACH s1 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 N Y. INSPECTION PHONE LINE 247-5814 ��J.i3 Vii? Application Number . . . . . 14-00001135 Date 9/09/14 Property Address . . . . . . 159 OCEAN BLVD Application type description SINGLE FAMILY RESIDENCE Property Zoning . . . . . . . RES SF DISTRICT Application valuation . . . . 347600 ------------------------------------------- Application desc NEW HOME -------------------------------------------------------- Owner Contractor ------------------------ ------------------------ HUDSON EASTERN SHORES CONSTRUCTION 159 OCEAN BLVD. 1015 ATLANTIC BOULEVARD ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (904) 545-7878 --------------------- Structure Information 000 000 ---------------------- Construction Type . . . . . TYPE I-A Occupancy Type . . . . . . RESIDENTIAL Flood Zone . . . . . . . . ZONE X ---------------------------------------------------------------- Permit . . . . . . SINGLE FAMILY DWELLING NEW Additional desc . . Permit Fee . . . . 1224 . 00 Plan Check Fee 612 . 00 Issue Date . . . . Valuation . . . . 347600 Expiration Date . . 3/08/15 ------------------------------------------------------------------ Special Notes and Comments 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. If on-site storage is required with underground storage, notarized letter and phot documentation of proper construction required per LDR 24-66 (b) . Full right-of-way restoration, including sod, is required. Roll off container company must be on City approved list and container cannot be placed on City Right-of-Way. (Approved: Advanced Disposal, Realco, Shappelle ' s and Waste Management . ) Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities . Contact Public Works (247-5834) for Erosion PERMIT IS 2(ft01W1JA' lF@'H 4 � 3 10� t'I�LPR ITI �E C�fI I D11� CES AND THE FLORIDA BUILDING CODES. � ,r�-tlyl►�1�j�� f CITY OF ATLANTIC BEACH s1 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 Application Number Page 2 14-00001135 Date 9/09/14 ------------------------------------------------------------- Special Notes and Comments construction. 2010 FLORIDA BUILDING CODE, 2008 NATIONAL ELECTRIC CODE A sewer cleanout must be installed at the property line. Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible . *SUBMIT "CERTIFICATE OF COMPLIANCE" BY A LICENSED PEST CONTROL COMPANY PRIOR TO C.O. WINDOW AND DOOR INSPECTION: *INSTALLATION INSTUCTIONS REQUIRED *ALL STICKERS ARE TO REMAIN ON THE WINDOWS *PROVIDE ACCESS TO ALL WINDOWS TO INSPECT FASTENERS --------------------------------------------------------------------- Other Fees . . . . . . . . . DEV-REVIEW SFR UNIT 50 . 00 STATE DCA SURCHARGE 18 . 36 ENG REV RESIDENTIAL BLD 100 . 00 STATE DBPR SURCHARGE 18 . 36 UTIL REV PRE APP >3 HRS 50 . 00 ---------------------------------------------------------------------- Fee summary Charged Paid Credited Due Permit Fee Total 1224 . 00 1224 . 00 . 00 . 00 Plan Check Total 612 . 00 612 . 00 . 00 . 00 Other Fee Total 236 . 72 236 . 72 . 00 . 00 Grand Total 2072 . 72 2072 . 72 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. - , City of Atlantic Beach �f APPLICATION NUMBER af� Building Department f`o be assigned by the Building Department.) 800 Seminole Road 1 Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 • Fax(904)247 2 5 2014 d E-mail:Jjbuildin de t coab.us; g p @ Date routed: / 17 City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FOR Property Address: l�/ Q r���g-» elVCI De t ent review required Yes N Applicant: & 4"qz4f_'5, nin u Zoni Tr trator Project: A16 /,t ' f /7 J Pu - Public Safety Fire Sei - es Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt of Permit Verified Sy 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: [Approved. /XD enie (Circle one.) Comments: �C 4 BUILDING V IT�TC1 PLANNING &ZONING Reviewed by: .46� �'7 , TREE ADMIN. Date: 7 Z Second Review: Approved as revised. Denied. PUBLIC WORKS Comments: ec PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: 0L6'p- Date: FIRE SERVICES Third Review: VApproved as revised. ❑Denies' Comments: Reviewed by: Date- /t Revised 05/14/09 �f_L% f Comp. By: RLC f� Date: 8/27/2014 Public Works Department City of Atlantic Beach Permit No: 14-1135 Address: 159 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) = 6,250 ftZ Runoff Coefficient Area Lot Area Description (ft Z) (ft Z) "C" Wtd "C" Impervious 2,345 6,250 1.00 0.38 Pervious 3,905 6,250 0.20 0.12 Runoff Coefficient(C)= 0.50 Runoff Volume V= 0.50 x 6,250 x 9.3 / 12 V= 2,423 ft3 Postdevelopment Runoff Volume: Lot Area(A) = 6,250 ftZ Runoff Coefficient Area Lot Area Description (ft) (ftZ) "C" Wtd "C" Impervious 3,091 6,250 1.00 0.49 %ISA= 49.5% Pervious 3,159 6,250 0.20 0.10 Runoff Coefficient(C)= 0.60 Runoff Volume V= 0.60 x 6,250 x 9.3 / 12 V= 2,885 ft3 Required Storage Volume DV= Postdevelopment Runoff Volume- Predevelopment Runoff Volume DV= 2,885 - 2,423 DV= 463 ft3 Retention 159 Ocean-onsite Retention w-grnd.xlsx 8/27/2014 ♦ ids r�/)'r r Comp. By: RLC Date: 8/27/2014 Public Works Department City of Atlantic Beach Permit No: 14-1135 Address: 159 Ocean Blvd Provided Storage: Elevation Area Storage (ft) (ft) (ft) 0.0 0 0 BOTTOM 0.0 0 0 TOB Elevation Area Storage (ft) (ft2) (ft) 0.0 0 0 BOTTOM 0.5 0 0 TOB Elevation Area Storage (ft) (ft2) (ft) 0.0 0 0 BOTTOM 0.5 0 0 TOB Inground storage=A*d*pf A=Area= 0.0 d=depth to ESHWT= 3.0 pf=pore factor= 0.3 Inground Storage= 0.0 ft3 Storage provided using EcoRain tanks-see file for data. Required Treatment Volume= 463 ft3 Supplied Treatment Volume= 468 ft3 Retention 159 Ocean-onsite Retention w-grnd.xlsx 8/27/2014 ,:35 •�, Comp. By: AMH Date: 8/18/2014 s Public Works Department City of Atlantic Beach Permit No: Address: 159 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) = 6,233 ft' Runoff Coefficient Area Lot Area Description (ft) (ft) ..C" Wtd"C" Impervious 2,345 6,233 1.00 0.38 Pervious 3,888 6,233 0.20 0.12 Runoff Coefficient(C)= 0.50 Runoff Volume V= 0.50 x 6,233 x 9.3 / 12 V= 2,420 ft Postdevelopment Runoff Volume: Lot Area(A) = 6,233 ft' Runoff Coefficient Area Lot Area Description (ft) (ft) "C" Wtd"C•' Impervious 3,112 6,233 1.00 0.50 %ISA= 49.9% Pervious 3,121 6,233 0.20 0.10 Runoff Coefficient(C)= 0.60 Runoff Volume V= 0.60 x 6,233 x 9.3 / 12 V= 2,896 ft Required Storage Volume DV= Postdevelopment Runoff Volume-Predevelopment Runoff Volume DV= 2,896 - 2,420 DV= 476 ft Retention LONG RESIDENCE CALCS.xlsx 8/18/2014 Comp. By: AMH Date: 8/18/2014 r � Public Works Department City of Atlantic Beach Permit No: Address: 159 Ocean Blvd. Provided Storage: EcoRain System: Single Module Storage Volume/Chamber: 4.31 Number of Chambers: 110 Pond Bottom Elevation: 11.52 Per Chamber Design Stag / Stage Cum.Vol Stage Cum.Vol Cum.Vol (in) ft) (ft) (ft) 0 0 11.52 0.00 0.000 Bottom of chamber 1.00 0.24 11.60 26.76 0.001 2.00 0.49 11.69 53.51 0.001 3.00 0.73 11.77 80.27 0.002 4.00 0.97 11.85 107.02 0.002 5.00 1.22 11.94 133.78 0.003 6.00 1.46 12.02 160.53 0.004 7.00 1.70 12.10 187.29 0.004 8.00 1.95 12.19 214.04 0.005 9.00 2.19 12.27 240.80 0.006 10.00 2.43 12.35 267.55 0.006 11.00 2.68 12.44 294.31 0.007 12.00 2.92 12.52 321.06 0.007 13.00 3.16 12.60 347.82 0.008 14.00 3.41 12.69 374.57 0.009 15.00 3.65 12.77 401.33 0.009 16.00 3.89 12.85 428.08 0.010 17.00 4.13 12.94 454.84 0.010 17.72 438 13.00 481.59 0.011 Top of Chamber Required Treatment Volume: 476 ft Supplied Treatment Volume: 482 ft3 Retention LONG RESIDENCE CALCS.xlsx 8/18/2014 EASTERN SHORES N FILE COPY CONSTRUCTION ` INC. 7/17/14 To: City of Atlantic Beach, Building Department Re: Site management plan. Please see attached. 1015 Atlantic Blvd.,Suite 240,Atlantic Beach,Florida 32233 Phone 904.545.7878 eastemshoresconstruction.com WTEII:N f IL E COP Y r SHORES . -&ff . .. CONSTRUCTION INC. 7/17/14 To: City of Atlantic Beach, Building Department Re: Long Residence. I will be out of the country from 7/17 until 7/28. Any questions regarding this project can be directed towards the architect of record. John H. Dodd A ARCWITCECT, INC. 2775 RACHEAL AVENUE FERNANDINA BEACH,FL 32034 tro TEL (904) 583-4044 Email;JOHNNYDOMBELLSOUt'HAE7 FL;AR0016867 GA: 10466 Respectfully, Robert Leinenweber f 1015 Atlantic Blvd.,Suite 240,Atlantic Beach,Florida 32233 Phone 904.545.7878 eastemshoresconstruction.com BUILDING PERMIT APPLICATION . ,ry FILE copy .CITY OF ATLANTIC BEACH . 800 Seminole Road, Atlantic Beach, FL 32233 + Office (904) 247-5826 Fax (904) 247-5845 oe7 Job Address: 0C)g6A � 1 VL, Permit Number: Legal Description Parcel# Floor Area o q. t, Sq.Ft Valuation of Work$ 8 Proposed Work heated/cooled .�+1 non-heated/cooled d� _ 3 Y1, l&## • �- Class of Work(circle one): Nevi 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 orm ,j Describe in detail the type of work to be performed: Ae-L. ( ;-,1 -(_,(J% V13 Y %t.1 Property Owner Information: Name: 12pV/N A)`lw_ p a Address: ER OCEAN V ► . City Na p'll $Epkilcm State fLZip S225S Phone ft4.3o'1.�pqO E-Mail or Fax#(Optional) Contractor Information: Company Name: �u>'�e,r� 5 -a�e.� 6 4.�k-t-t-A.� 2'vt,,�p Y Qualifyin Agent: tSZ Address: t u ('i �t.-h� ,.» �-- c 'L -i City �s�,.1lr.c. l State .1 Zip L I� Office Phone Job Site/Contact Number S•1 C—'1'f-M Faxa State Certification/Registrationd Architect Name&Phone# Engineer's Name&Phone# fir ly _�A 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 regulatizzg construction in thisjurisdiction. This permit becomes null and void if work isnot commenced within six(6)months, or if constrzzction or work is suspended or abandoned for a_period of six.(6)months at any time after work is commenced. I zznderstand 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 hereby certify that I have read and examined this a plication and know the same to be true and correct. All provisions of laws and ordinances governing this type o� work will be complied with whether speci ted herein or not. The granting of a permit does not presume to zve authority to violate or cancel the 2rovisrons of any other federal,state, or local law regulating construction or the performance of construction. Signature of Owner Signature of Contracto Tint NamePrint Name W �l,,ny�✓l .......................................... ......................................................................................................................................... 3ef reme Befor isDay of J� 204 this ay 1204 •�N:`:.^U• MARGARET A.LANERI ary Public S J aty 116 IC EXPIRES:December 27,2014 Nota-y Ub11C My Commission FF 086990 Bonded Thru Notary Public Underwriters rn., ExpinA 02/14/2918 > IL E C0P Y "('''111 O C* o oil Q> IS o il I ffmT.O. ullumull .MTN 1 IIP eo I 411 El = "O1 E3 kj ❑ . ..... �L4�K-31 A i G� S i e`d A A A A J``� A olg LONG RESIDENCE 1159 OCEAN BOULEVARD, ATLANTIC BEAC g- FLORIDAR I D A pr lite I Silt Fence, 16" Above Ground, 32" Wood Stakes M , LEGEND SF10 SILT FENCE 10 FEET O.C. �FILE COPY ` SF9 SILT FENCE, 9 FEET O.C. SF8 SILT FENCE, 8 FEET O.C. SF7 SILT FENCE, 7 FEET O.C. SF6 SILT FENCE, 6 FEET O.C. SECURE FABRIC TO STAKES SF5 SILT FENCE, 5 FEET O.C. SF4 SILT FENCE, 4 FEET O.C. - SF3 SILT FENCE, 3 FEET O.C. GPS PER `EGEND - ' = 3ARDA OODX 1(1J/2" x 1 1/2' x 2 ACTUAL _-_ FINISHED GRADE DIRECTION OF FLOW i e�.r°� 16" MIN 6" MIN www.erosionrunner.com 1. SILT FENCE SHALL BE CONSTRUCTED BEFORE UPSLOPE GROUND COVER IS REMOVED. CLEARING, GRUBBING, AND STUMPING CAN OCCUR BEFORE SILT FENCE INSTALLATION IF GROUND COVER IS NOT REMOVED. 2. ALL SILT FENCE SHALL BE PLACED AS CLOSE TO THE CONTOUR AS POSSIBLE SO THAT WATER WILL NOT CONCENTRATE AT LOW POINTS IN THE FENCE AND SO THAT SMALL SWALES OR DEPRESSIONS THAT MAY CARRY SMALL CONCENTRATED FLOWS TO THE SILT FENCE ARE DISSIPATED ALONG ITS LENGTH. 3. ENDS OF THE SILT FENCES SHALL BE BROUGHT UPSLOPE SLIGHTLY SO THAT WATER PONDED BY THE SILT FENCE WILL BE PREVENTED FROM FLOWING AROUND THE ENDS. 4. SILT FENCE SHOULD PREFERABLY BE A MINIMUM OF 10 FEET FROM THE TOE OF SLOPE. 5. THE TRENCH SHALL BE MADE WITH A TRENCHER, CABLE LAYING MACHINE, SLICING MACHINE, OR OTHER SUITABLE DEVICE THAT WILL ENSURE AN ADEQUATELY UNIFORM TRENCH DEPTH. 6. WHERE TWO SECTIONS OF PREFABRICATED SILT FENCE ARE COMBINED INTO ONE RUN, THE END POSTS SHALL BE CONNECTED TOGETHER, NOT SIMPLY OVERLAPPED. 7. SILT FENCE SHALL ALLOW RUNOFF TO PASS ONLY AS DIFFUSE FLOW THROUGH THE GEOTEXTILE. IF RUNOFF OVERTOPS THE SILT FENCE, FLOWS AROUND THE ENDS, OR IN ANY OTHER WAY BECOMES A CONCENTRATED FLOW, ONE OF THE FOLLOWING SHALL BE PERFORMED, AS APPROPRIATE: A) AN ADDITIONAL RUN OF SILT FENCE SHALL BE PLACED UPSTREAM, B) THE LAYOUT OF THE SILT FENCE SHALL BE CHANGED, C) ACCUMULATED SEDIMENT SHALL BE REMOVED, OR D) OTHER PRACTICES SHALL BE IMPLEMENTED. 8. SEDIMENT DEPOSITS SHALL BE REMOVED WHEN THE DEPOSIT REACHES APPROXIMATELY ONE—HALF OF THE HEIGHT OF THE SILT FENCE. 9. ALL STOCKPILES SHALL BE INCIRCLED WITH SILT FENCE. 10. SILT FENCE FABRIC SHALL MEET THE FOLLOWING SPECIFICATIONS: MINIMUM TENSILE STRENGTH 120 LBS., ASTM D 4632; MAXIMUM ELONGATION AT 60 LBS., 15%, ASTM D 4632; MINIMUM PUNCTURE STRENGTH 50 LBS., ASTM D 4833; MINIMUM TEAR STRENGTH 40 LBS., ASTM D 4533, APPARENT OPENING SIZE <= 0.84MM, ASTM D 4751; MINIMUM PERMITTIVITY 1X10-2SEC.-1, ASTM D 4491; WATER FLOW RATE 15GAL./MIN/SQ. FT.; UV EXPOSURE STRENGTH RETENTION, 70%, ASTM G 4355. 1995 BEAc� AV2E lO — Building and Zonin CIO Fro Ar"Av 00.. DO"15- Z.7— LEGEND z.7—LEGEND BEARINGS F�•vCE :.Ccrc/GCE7� N DENOTES NORTH :. `•. •• 'CSR. S DENOTES SOUTH :B�oCiG:i G'wsea E DENOTES EAST W DENOTES WEST �; : : •:':: N / CN/,N 16• DENOTES 16 DEGREES N 4' /13' • •' `� , 25' DENOTES 25 MINUTES OF ARC �V 01" DENOTES 01 SECONDS OF ARC wl� `cam aK LINEAL DIMENSION 12.74' DENOTES 12 FEET, 7 TENTHS o•� V �� � AND 4 11UNDRETHS OF A FOOT CS/py(�,{ry 9TfY0,t�, H f�fry v � ` W if z' 4 4 A/0. /5V K'4 0 34.•3' B5' ` :: h/Ai�/ Ste. G, M ►R cn Carper, Rick From: Autumn Hubsch [ahubsch@cwieng.com] Sent: Wednesday, August 20, 2014 5:12 PM To: Carper, Rick Cc: Tom Welch; Layton, Douglas Subject: RE: 159 Ocean Blvd Drainage Plan Attachments: 01 of 11 - Long_permit with Revisions 1 - pool not imperv.pdf; 8-20-14_159 Ocean Blvd Grading Plan.pdf; 8-20-14_159 Ocean Blvd Calcs.pdf Rick, Please see my revised drainage plan and calculations as well as my responses to your comments below in red. I have also attached a revised Sheet C-1 as the site plan changed slightly. Thanks, Autumn M. Hubsch, P.E. Connelly&Wicker Inc. 10060 Skinner Lake Drive I Suite 500 1 Jacksonville, Florida 32246 P:904.265.3030 1 F:904.265.3031 1 D:904.265.3058 From: Carper, Rick [mailto:rcarper@coab.us] Sent: Tuesday, August 19, 2014 2:19 PM To: Autumn Hubsch Cc: Tom Welch; Layton, Douglas Subject: RE: 159 Ocean Blvd Drainage Plan Autumn, thanks. Still need resolution on the 12' flow line, vs. 13' tank top —storage quantity calculations provided include volume up to top of tank, but they will not retain water above 12'? (Requirement is to retain, not detain, required on-site storage volume; system must overflow to the ROW, but provide the full volume of storage on site). I have changed the pipe inverts to 13'. If no ground drainage enters tanks (only piped inflow appears to be roof drains), then inlet filters will suffice. Otherwise, drainage plan will need to either show cleanout system (callout the ER-510 cleanout plate and cleanout/flush connections, etc.) or have notes specifying procedures for installation that must be followed. The drainage plan has been revised to show cleanouts. Text below is copied from LDR 24-66 (b); underlined text specifies minimum documentation required to obtain a Certificate of Occupancy if in-ground storage method chosen. Owner must ensure Builder is aware of these requirements to ensure he provides info to the City before requesting CO approval. The owner has confirmed with his builder that he will meet the requirements of the underground storage system. " If on-site storage is required, an As-Built survey, signed and sealed by a licensed Florida surveyor, documenting proper construction and required volume of the storage system, must be submitted to the Director of Public Works prior to permit closeout or issuance of a Certificate of Occupancy. For an under-ground system, a notarized letter from the General Contractor, along with red-lined plans and construction photographs, will be sufficient to document proper construction." Additional comments: 1 Sheet C-1 appears to show water surface area of pool included as impervious surface. Pool decking and coping is impervious. Water surface area is not. (May result in reduced on-site storage area requirement). Please prvide a more detailed table of impervious surface areas. Please see the revised Sheet C-1 excluding the pool water surface as impervious surface. Revised plans show total impervious surface as 3112 SF; original submittal showed 3867. Only obvious change to plan is reduction in driveway, but only accounts for —300SF of change (by scale). What is other —400SF impervious change? The additional —400 SF was the pool deck/ pavers that were around the pool and along the side of the building. The pavers have been reduced around the pool and removed along the side of the building. Revised plan also shows driveway as pavers. A separate ROW permit and Revocable Encroachment permit will be requried to install pavers in the ROW. Note that sidewalk must remeain plain concrete (as shown on C-1). Pavers are no longer shown in the ROW. Driveway and walk pavers that are not under a roof may qualify for 50% impervious credit if installed per International Concrete Paver Institue standards (www.icpi.org) but installation per standard must be required by plans. The owner has stated that the pavers are not open grid and are not eligible for the credit. So we are showing the pavers as 100% impervious. Rick Ricky L. Carper, P.E. Deputy Public Works Director City of Atlantic Beach 1200 Sandpiper Lane Atlantic Beach, FL 32233 rcarper(a)coab.us PH: (904)247-5834 Fax: (904) 247-5843 From: Autumn Hubsch [mailto:ahubsch(a>cwieng.com] Sent: Monday, August 18, 2014 4:20 PM To: Carper, Rick Cc: Tom Welch Subject: RE: 159 Ocean Blvd Drainage Plan Rick, We have filtration units shown on our plan to minimize debris into the system as well as provide access for maintenance. Additional cleanouts can be added if you would like to see them. Page 13 of the attached pdf shows the clean-out detail. Thanks, Autumn M. Hubsch, P.E. Connelly&Wicker Inc. 10060 Skinner Lake Drive I Suite 500 1 Jacksonville, Florida 32246 P:904.265.3030 1 F:904.265.3031 1 D:904.265.3058 From: Carper, Rick [mailto:rcarper(a>coab.us] Sent: Monday, August 18, 2014 3:59 PM To: Autumn Hubsch Cc: Tom Welch Subject: RE: 159 Ocean Blvd Drainage Plan Autumn, thanks. One question I meant to ask and is probably on the EcoRain info you attached, but how are these tanks maintained (cleanout connection, flush system)? 2 Rick Ricky L. Carper, P.E. Deputy Public Works Director City of Atlantic Beach 1200 Sandpiper Lane Atlantic Beach. FL 32233 rcarper(a.coab.us PH: (904)247-5834 Fax:.(904) 247-5843 From: Autumn Hubsch [mailto:ahubsch(&cwienq com] Sent: Monday, August 18, 2014 3:53 PM To: Carper, Rick Cc: Tom Welch Subject: 159 Ocean Blvd Drainage Plan Rick, Attached is the Drainage Plan and Calculations for 159 Ocean Blvd for your review. I have attached some additional details on the EcoRain system. It is very similar to a Raintank system. Also attached are the latest architect plans for your information. Please let me know if you have any comments or need additional information . Thanks, Autumn M. Hubsch, P.E. Project Engineer riL Connelly & Wicker Inc. 6!-d' Planning • Lngineermy, Landscape Architecture 10060 Skinner Lake Drive ( Suite 500 1 Jacksonville, Florida 32246 P:904.265.3030 1 F:904.265.3031 1 D:904.265.3058 www.cwieng.com 3 +-� City of Atlantic Beach li APPLICATION NUMBER J 's� Building Department -o be assigned by the Building Department.) Seminole Road Atlantic ntic Beach, Florida 32233-5445 Phone (904)247-5826 • Fax(904) 247-5845 E-mail: building-dept@coab.us Date routed: 7 City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: l�/ Q C��9» ISIVcl De = .ent review required Yes o Applicant: /7-�j' nine- .x Zoni Tr trator Project: _ (� /77 Publi u . . Public S,rety Fire Sei �s Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date Florida Dept. of Environmental Protection of Permit Verified B 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. ❑Denie (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: r Date: 7�� TREE ADMIN. Second Review: []Approved as revised. ❑Denied. f i 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 City of Atlantic Beachr` APPLICATION NUMBER �s i Building Department f 800 Seminole Road �, ( o be assigned by the Building Department.) - Atlantic Beach, Florida 32233-5445 Phone (904)247-5826 Fax(904)247-5845 ���!JjttJr E-mail: building-dept@coab.us Date routed: 2 City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: occoinavA . e rp Y eview required Ye No B Applicant: anning &Zoning Tree Administrator Project: �U� S� �1 Public Works Public Utilities Public Safety Fire SeIvices Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt of Permit Verified By 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: proved. ❑Denie-w+. (Circle one.) Comments: BUILDING PLANNI ONING p Reviewed by: /�/ ` Date:—?—R TREE ADMIN. Second Review: [-]Approved as revised. ❑Deni 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 CITY OF ATLANTIC BEACH ' 11 Building Department 800 Seminole Road j r Atlantic Beach,Florida 32233 (904)247-5800 PLAN REVIEW COMMENTS Permit Application # Property Address: 159 oc PCYrJ ,��U� Applicant: (f cr S•1^e r h S36C)P a.S Project: /I/xo el/ /0P-?,-e' This permit application has been: F� Approved El Reviewed and the following items need attention: Please re-submit your application when these items have been completed. Reviewed By: Date: BUILDING PERMIT APPLICATION t ' p CITY OF ATLANTIC BEACH FILE co i y 800 Seminole Road, Atlantic Beach, FL 32233 Office (904) 247-5826 Fax (904) 247-5845 4 Job Address: 1,5A Du" %i VC's Permit Number: /,/-l/ Legal Description Parcel # Floor Area o q. t. q, t Valuation of Work$ Proposed Work heated/cooled .�1 (► non-heated/cooled 416-1 _ 371 &od • -� Class of Work(circle one): Ne 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 approval Form Describe in detail the type of work to be performed: At w (A �(,C X Y'*N 1 Property Owner Information: Name:-VA" AA"50t, Address: FJR OC.EAN V�h�. City Mwhi'' c, 15ch H State fLZip 32233 Phone CIOLk.?kj.LACAL) E-Mail or Fax#(Optional) 5,- - &1 Contractor Information: CompanyName: i- Address:_ 'U-tG City P<M.+vA+ t cA State Zip Office Phone Job Site/Contact Number qal S--L C-'1 fj-tt Fax y�iZ- Z�{L l State Certification/Registratio ! "ar f 5, -IM Architect Name&Phone# k% �aC —" tilA Engineer's Name&Phone# Ar e, -tel 8 Fee Simple Title Holder Name and Address Bonding Company Name and Address Mortgage Lender Name and Address Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jztrisdiction. This permit becomes null and void if work is not commenced within six(6)months, or if construction or work is suspended or abandoned fora ertod of six. (15)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 hereby 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 o1 work will be complied with whether speci ted herein or not. The granting of a permit does not presume togive authority to violate or cancel the provisions ofany other federal,state, or local law regulating construction or the performance of construction. Signature of Owner �� Signature of Contracto Print Name Print Name -►Wz�' ��l.�y t..Wl/.K....ltr� ................................................... ......................................................................................................................................... Bef re_me Befor t isDay of20 17 � this Day 20 4 MARGARET A.LANERI ' ry Public State of Finrifin N ary Ub 1C a EXPIRES:December 27,2014 Notary Ub11C Lw-My Commission FF 0869(a)9 0 ` Bonded Thru Notary Public Underwriters EXpirrs 02/14/2918J a -P AQTEIRN t a FILE COPY SHORES . w � .r!6�:if:tT.•J .ire.,.. J .+.. .,�lrwe . CONSTRUCTION INC. 7/17/14 To: City of Atlantic Beach, Building Department Re: Long Residence. I will be out of the country from 7/17 until 7/28. Any questions regarding this project can be directed towards the architect of record. John H. Dodd ARCHITECT. INC. 2775 RACHEAL AVENUE FERNANDINA BEACH,FL 32034 to TEL(904) 583-4044 Email:JOHNNYDODI)WELLSOUTH.NET FL:AR0016867 GA: 10456 Respectfully, Robert Leinenweber 1015 Atlantic Blvd.,Suite 240,Atlantic Beach,Florida 32233 Phone 904.545.7878 eastemshoresconstmction.com 4 IS A /qcd :IBM— R C U 'C ;d M cn t C7 ¢. 0 .5 0 >., c ZVI: T T o w a •� � o .o ._ c o C�s ice+ U tj" Cd 0 E_ w o o W `" A to • y �, C 7Cdi Cd ^y s=.O O ° 40. M -,g y A s ,,j o o y a � � � v ai an " � o � on -o O aoi on p; o o p o 3c3 o o Q N ++ >, Q V ea U 0 a r � � o w 0 .s a o � U A V � E O i. U N U 11 as .a o ° cz oo '� C7 ao :Ja 0 a to bfbo °' cn w � �o 'C--, 0o0� s 0 oo° vo° r O d- Vi \O C1 .~, — N M � oo C� O .~ C-i C, 4 ' \O U U A u 0 a w 0 ° 0 a ° ° a u a� A o ' o L a S ro+ P w R A L O U � 3 �. U N ttl CIS 4 M ou O o U w OP4 u uo a r--: Q -r N M �i l- O N M d' kr) l- 06 0\ O k q § z c / 2 2 \ § ƒ $ E o 7:1 t t u § / § ri � 2 / % \ o / S ■ A § § % ƒo f u � 7 0 & } CA ® Ln �k ƒ ) = e d ~ o 2 k \ \ d 4 2 . cn { o¥ 2 q � k � 2 bu k § � � 2 � 5 -S -0 / 76. ■ m 0 E 6 § § t 04 % \ / m — / Q ¢ 3 U kLn u U ¢ U FORM 405-10 Dora I 4L 04P 01"/10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Proiect Name: Long Residence 159 Ocean Blvd Garage Suite Builder Name; Street. 159 Ocean Blvd Permit Office: Duval City, State,Zip: Atlantic Beach ,FL 32233- Permit Number-. F ILE C OPY Owner: Jurisdiction: 261100 Design Location: FL, Jacksonville 1. New construction or existing New(From Plans) 9. Wall Types(1510.5 sqft.) Insulation Area 2, Single family or multiple family Single-family a.Frame-Wood,Exterior R=19.0 1182.00 ft' b.Frame-Wood,Adjacent R=13.0 180.00 ft, 3, Number of units,if multiple family I c. Concrete Block- Int Insul, Exterior R=10 148,50 ft2 4. Number of Bedrooms 1 d,N/A R= ft, 10. Ceiling Types (782.0 sqft.) Insulation Area 5. Is this a worst case? No a. Knee Wall(Unvented) R=21,0 782,00 ft' 6. Conditioned floor area above grade(ft) 875b.N/A R= ft2 0==WWW C. NIA R= ft2 Conditioned floor area below grade(ft) 0 11. Ducts R ft' 7. Windows(215.8 sqft.) Description Area a. Sup: Main,Ret: Main,AH: Main 6 175 a. U-Factor! Dbl, U=033 191.80 ft-, SHGC: SHGC=0.20 12. Cooling systems kBtu1hr Efficiency b- U-Factor Dbl, U=0.33 24.00 ft2 a. Central Unit 117,6 SEER13,00 SHGC: SHGC=0,32 c. U-Factor: N/A ft2 SHGC: 13- Healing systems kBtu/hr Efficiency d. U-Factor NIA ft, a. Electric Heat Pump 17,15 HSPF:7.70 SHGC, Area Weighted Average Overhang Depth: 2.001 ft. Area Weighted Average SHGC: 0.213 14, Hot water systems a. Natural Gas Tankless Cap: 1 gallons 8. Floor Types (782,0 sqft.) Insulation Area EF:0,750 a.Floor over Garage R=19.0 689.00 ft2 b. Conservation features b, Slab-On-Grade Edge Insulation R=0.0 93,00 ft, None c, N/A R= ft2 15. Credits Pstat Giass/Floor­Area� 0.247 Total Proposed Modified Loads: 17,93 PASS Total Standard Reference Loads. 30.49 I hereby certify that the plans and specifications covered by Review of the plans and 11r,S7,1 0, t' this calculation are in compliance with the Florida Energy specifications covered by this Code. calculation indicates compliance A 1k with the Florida Energy Code. 4 PREPARED BY: ........... ......................... Before construction is completed be inspected for t.1. DATE: ...------------............. ... ..................I..........................I............- this building will compliance with Section 553.908 I hereby certify that this building, as designed,is in compliance Florida Statutes, with the Florida Energy Coye. OWNERIAGENT:1--?—,� BUILDING OFFICIAL: ............... .......... .......................­_ DATE: DATE. .... ................................­­........... ..................... Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist 7t25/2014 5:30 PM EnergyGaugeQD USA-FIaRes2010 Section 405.4.1 Compliant Software Page 1 of 6 PROJECT Title: Long Residence 159 Ocean B Bedrooms: 1 Address Type: Street Address Building Type: User Conditioned Area: 875 Lot# Owner: Total Stories: 2 Block/Su bDivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 159 Ocean Blvd Permit Office: Duval Cross Ventilation: County: Duval Jurisdiction: 261100 Whole House Fan: 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 V/ 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 Block1 875 7000 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 875 7000 Yes 2 1 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 Main 61 ft 0 93 ft2 ____ 0 0 1 2 Floor over Garage Main _-__ _-__ 689 ft2 19 0.3 0 0.7 ROOF / Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # ype Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Gable or shed Composition shingles 875 ft2 196 ft2 Medium 0.96 No 0.9 No 21 26.6 ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Unvented 0 782 ft2 N N CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Knee Wall(Unvented) Main 21 782 ft2 0.11 Wood 7/25/2014 5:30 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 6 I WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Belo& Ornt To Wall Typew 1 N Exterior Concrete Block-Int Insul Main 3 16.5 0 9 0 148.5 ft2 0 0 0.8 0 2 S Garage Frame-Wood Main 13 16.5 0 9 0 148.5 ft2 0 0.23 0.8 0 3 W Garage Frame-Wood Main 13 3.5 0 9 0 31.5 ft2 0 0.23 0.8 0 4 N Exterior Frame-Wood Main 19 13 0 9 0 117.0 ft2 0 0.23 0.8 0 5 E Exterior Frame-Wood Main 19 11 0 9 0 99.0 ft2 0 0.23 0.8 0 6 N Exterior Frame-Wood Main 19 8 0 12 0 96.0 ft2 0 0.23 0.8 0 7 W Exterior Frame-Wood Main 19 8 0 12 0 96.0 ft2 0 0.23 0.8 0 8 S Exterior Frame-Wood Main 19 3 0 12 0 36.0 ft2 0 0.23 0.8 0 9 W Exterior Frame-Wood Main 19 16 0 9 0 144.0 ft2 0 0.23 0.8 0 10 W Exterior Frame-Wood Main 19 12 0 9 0 108.0 ft2 0 0.23 0.8 0 11 S Exterior Frame-Wood Main 19 13 0 9 0 117.0 ft2 0 0.23 0.8 0 12 S Exterior Frame-Wood Main 19 5.5 0 9 0 49.5 ft2 0 0.23 0.8 0 13 S Exterior Frame-Wood Main 19 6 0 9 0 54.0 ft2 0 0.23 0.8 0 _14 E Exterior Frame-Wood Main 19 13.5 0 9 0 121.5 ft2 0 0.23 0.8 0 _15 E Exterior Frame-Wood Main 19 10 0 9 0 90.0 ft2 0 0.23 0.8 0 16 N Exterior Frame-Wood Main 19 6 0 9 0 54.0 ft2 0 0.23 0.8 0 DOORS # Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 N Insulated Main None 0.6 3 0 8 0 24 ft2 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 4 Vinyl Low-E Double Yes 0.33 0.2 15.0 ft2 1 ft 0 in 1 ft 0 in None None 2 N 6 Vinyl Low-E Double Yes 0.33 0.2 36.0 ft2 1 ft 0 in 1 ft 0 in None None 3 W 7 Vinyl Low-E Double Yes 0.33 0.2 36.0 ft2 1 ft 0 in 1 ft0 in None None 4 W 9 Vinyl Low-E Double Yes 0.33 0.2 36.0 ft2 1 ft 0 in 1 ft 0 in None None 5 W 10 Vinyl Low-E Double Yes 0.33 0.2 18.0 ft2 1 ft0 in 1 ft0 in None None 6 S 11 Vinyl Low-E Double Yes 0.33 0.2 30.0 ft2 1 ft 0 in 1 ft 0 in None None 7 S 13 Vinyl Low-E Double Yes 0.33 0.2 10.8 ft2 1 ft 0 in 1 ft 0 in None None 8 E 15 Vinyl Low-E Double Yes 0.33 0.2 10.0 ft2 1 ft 0 in 1 ft 0 in None None 9 N 16 Vinyl Low-E Double Yes 0.33 0.32 24.0 ft2 10 ft 0 in 1 ft 0 in None None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation 1 782 ft2 0 ft2 64 ft 8 ft 11 7/25/2014 5:30 PM EnergyGaugeO USA-FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 6 INFILTRATION # Scope Method SLA CFM 50 ELA Eq LA ACH ACH 50 1 Wholehouse Best Guess 0.000300 688.54 37.800 71.088 0.2843 5.9017 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump None HSPF:7.7 17.6 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit None SEER: 13 17.6 kBtu/hr 528 cfm 0.75 1 sys#1 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Natural Gas Tankless Exterior 0.75 1 gal 40 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 CFM25 HVAC# # Location R-Value Area Location Area Leakage Type Handler CIFRl-25 OUT QN RLF Heat Cool 1 Main 6 175 ft2 Main 43.75 ft Default Leakage Main cfm (Default) 1 1 TEMPERATURES Programabl(e Thermostat:Y (� Ceiling Fans:Coolinri Nov Dec 8'ctt Nov Dec He f X�Jan f X�Feb l l Mar Aprr jApr May ri Ma �j A May Jun ri Jun Jul ri Aug Sep Oct Nov Dec Venting [ Jan [[ Feb X Mar Jun Jul Aug Sep 7/25/2014 5:30 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 6 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 7/25/2014 5:30 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 6 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 159 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 other means proven to reduce heat loss except if 70% of heat from site-recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency=78% (82% after 4/16/13). Heat pump pool heaters minimum COP=4.0. Cooling/heating 403.6 Sizing calculation performed & attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special equipment occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat>10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. 7/25/2014 5:30 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 6 of 6 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 59 The lower the Energy Performance Index, the more efficient the home. 159 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 1182.00 ft2 2. Single family or multiple family Single-family b. Frame-Wood,Adjacent R=13.0 180.00 ft2 3. Number of units,if multiple family 1 c.Concrete Block-Int Insul, Exterior R=3.0 148.50 ft2 4. Number of Bedrooms 1 d. N/A R= ft2 10.Ceiling Types Insulation Area 5. Is this a worst case? No a. Knee Wall(Unvented) R=21.0 782.00 ft2 6. Conditioned floor area(ft2) 875 b.N/A R= ft2 c. R= ft2 7. Windows" Description Area a. U-Factor: Dbl,U=0.33 191.80 ft2 11. Ducts R ft2 a.Sup: Main,Ret:Main,AH Main 6 175 SHGC: SHGC=0.20 b. U-Factor: Dbl, U=0.33 24.00 ft2 SHGC: SHGC=0.32 12.Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a.Central Unit 17.6 SEER:13.00 SHGC: d. U-Factor: N/A ft2 13.Heating systems kBtu/hr Efficiency SHGC: a. Electric Heat Pump 17.6 HSPF:7.70 Area Weighted Average Overhang Depth: 2.001 ft. Area Weighted Average SHGC: 0.213 8. Floor Types Insulation Area 14. Hot water systems Cap: 1 gallons a.Floor over Garage R=19.0 689.00 ft2 a.Natural Gas EF:0.75 b.Slab-On-Grade Edge Insulation R=0.0 93.00 ft2 c. N/A R= ft2 b. Conservation features None 15.Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building ��T14E Sr`�Tb Construction through the above energy saving features which will be installed (or exceeded) N, in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. �' \�., 1�` Date: Builder Signature: k \ i ��✓ - j<I Address of New Home: ��G( Q Cag �i� d, City/FL Zip: gc� �'f• "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 TABLE 402.4.2 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Long Residence 159 Ocean Blvd Garage Suite Builder Name: Street: 159 Ocean Blvd Permit Office: Duval City,State,Zip: Atlantic Beach ,FL,32233- Permit Number: Owner: Jurisdiction: 261100 Design Location: FL,Jacksonville COMPONENT CRITERIA CHECK Air barrier and thermal barrier Exterior thermal envelope insulation for framed walls is installed in substantial contact and continuous alignment with building envelope air barrier. Breaks or joints in the air barrier are filled or repaired. Air-permeable insulation is not used as a sealing material. Air-permeable insulation is inside of an air barrier. Ceiling/attic Air barrier in any dropped ceiling/soffit is substantially aligned with insulation and any gaps are sealed. Attic access (except unvented attic), knee wall door, or drop down stair is sealed. Walls Corners and headers are insulated. Junction of foundation and sill plate is sealed. Windows and doors Space between window/door jambs and framing is sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including Insulation is installed to maintain permanent contact with underside above-garage and cantilevered of subfloor decking. floors) Air barrier is installed at any exposed edge of insulation. Crawl space walls Insulation is permanently attached to walls. Exposed earth in unvented crawl spaces is covered with Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, knee walls and flue shafts opening to exterior or unconditioned space are sealed. Narrow cavities Batts in narrow cavities are cut to fit, or narrow cavities are filled by sprayed/blown insulation. Garage separation Air sealing is provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures are air tight, IC rated, and sealed to drywall. Exception—fixtures in conditioned space. Plumbing s;id wiring Insulation is placed between outside and pipes. Batt insulation is cut to fit around wiring and plumbing, or sprayed/blown insulation extends behind piping and wiring. Shower/tub on exterior wall Showers and tubs on exterior walls have insulation and an air barrier se gratin them from the exterior wall. Electrical/phone box on Air barrier extends behind boxes or air sealed-type boxes are installed. Common wall Air barrier is installed in common wall between dwelling units. HVAC register boots HVAC register boots that penetrate building envelope are sealed to subfloor or drywall. Fireplace Fireplace walls include an air barrier. EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software FILE COPY Long Residence 159 Ocean Blvd Atlantic Beach FL HVAC Load Calculations for Donovan Heat& Air 315 6th Ave S Jacksonville Beach, FL 32250 RHVACRESIDT~I�ITIAL HVAC LOADS Prepared By: Jim Williams Home Energy Services 2080 Davis Rd Jacksonville FI 32218 7573569 Friday, July 25,2014 Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. Elite Software Development,�Rhvac-Residential&Light Commercial HVAC Loads Inc. Home Energy Services Long Residence 159 Ocean Blvd Atlantic Beach FL Jacksonville,FL 32218 Page 21 ---- Project Report General ProjedlWation Project Title: Long Residence 159 Ocean Blvd Atlantic Beach FL Project Date: Friday, July 25, 2014 Client Name: Donovan Heat&Air Client Address: 315 6th Ave S Client City: Jacksonville Beach, FL 32250 Client Phone: 904-241-3785 Client E-Mail Address: aaron@donovanac.com Company Name: Home Energy Services Company Representative: Jim Williams Company Address: 2080 Davis Rd Company City: Jacksonville FI 32218 Company Phone: 7573569 Company E-Mail Address: jimwilliams@homebuildingstore.com _a Reference City: Jacksonville, Florida Building Orientation: Front door faces East Daily Temperature Range: Medium Latitude: 30 Degrees Elevation: 26 ft. Altitude Factor: 0.999 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 32 29.92 80% n/a 70 n/a Summer: 94 77 47% 50% 75 48 --- Total Building Supply CFM: 664 CFM Per Square ft.: 0.759 Square ft. of Room Area: 874 Square ft. Per Ton: 637 Volume (ft3) of Cond. Space: 9,002 Wading Loads BH Total Heating Required Including Ventilation Air: 15,095 Btuh 15.095 M Total Sensible Gain: 14,590 Btuh 89 % Total Latent Gain: 1,871 Btuh 11 Total Cooling Required Including Ventilation Air: 16,461 Btuh 1.37 Tons (Based On Sensible + Latent) Motes _ Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. \\1 92.168.1.1 00\lexi ...\Long Residence 159 Ocean Blvd_GarageSuite.rhv Friday, July 25, 2014, 5:07 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. Home Energy Services Long Residence 159 Ocean Blvd Atlantic Beach FL Jacksonville FL 32218 _ — Page3 Miscellaneous Report -Outdoor Outdoor Indoor Indoor Grains Dat01671�eUBulb 29.92 - Rel.Hurn Rel.Hn n Dry Bulb Difference Wit70 '. Summer: 94 77 47% 50% 75 48.06 Duct Sizing Inputs -_ Main Trunk Runouts Calculate: Yes Yes Use Schedule. Yes Yes Roughness Factor: 0.00300 0.01000 Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft. Minimum Velocity: 650 ft./min 450 ft./min Maximum Velocity: 900 ft./min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. [Outside Air Data Winter Summer Infiltration Specified: 0.300 AC/hr 0.300 AC/hr 45 CFM 45 CFM Infiltration Actual: 0.300 AC/hr 0.300 AC/hr Above Grade Volume: X 9,002 Cu.ft. X 9,002 Cu.ft. 2,701 Cu.ft./hr 2,701 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 45 CFM 45 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1--- Infiltration &Ventilation Sensible Gain Multiplier: 20.88 = (1.10 X 0.999 X 19.00 Summer Temp. Difference) Infiltration &Ventilation Latent Gain Multiplier: 32.65 = (0.68 X 0.999 X 48.06 Grains Difference) Infiltration &Ventilation Sensible Loss Multiplier: 41.76 = (1.10 X 0.999 X 38.00 Winter Temp. Difference) Winter Infiltration Specified: 0.300 AC/hr(45 CFM) Summer Infiltration Specified: 0.300 AC/hr(45 CFM) W92.168.1.100\lexi ...\Long Residence 159 Ocean Blvd_GarageSuite.rhv Friday, July 25, 2014, 5:07 PM Rhvac-Residential&Light Commercial HVAC Loads-- Elite Software Development,Inc. Home Energy Services Long Residence 159 Ocean Blvd Atlantic Beach FL Jacksonville FL 32218 _ Page 4 Load Preview Report Sys; Sys! Sys Net Re c ft.21 Sen! Let Net Sen Ht CI Act Duct Scope Ton Ton,, /Ton Area Gain) Gai J Gain Lass l CFM CFM CFM Size Building 1.37 1.62 539 874 14,590 1,871 16,461 15,095 305 664 664 System 1 1.37 1.62 539 874 14,590 1,871 16,461 15,095 305 664 664 10x13 Zone 1 874 14,590 1,871 16,461 15,095 305 664 664 10x13 1-Stair 105 1,959 403 2,362 6,371 129 89 89 1-6 2-Nook 64 2,844 252 3,096 1,865 38 129 129 2-5 3-Living 315 4299 559 4,858 2,107 43 196 196 2-6 4-Bedroom 1 156 2,545 249 2,794 1,959 40 116 116 2-4 5-WIC 30 180 55 235 311 6 8 8 1-4 &Bath 1 144 820 194 1,014 1,345 27 37 37 1-4 7-01fice 60 1,943 159 2,102 1,137 23 88 88 1-6 \\192.168.1.100\lexi ...\Long Residence 159 Ocean Blvd_GarageSuite.rhv Friday, July 25, 2014, 5:07 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. Home Energy Services Long Residence 159 Ocean Blvd Atlantic Beach FL Jacksonville FL 32218 _ _ _ Page 5 Duct Size Preview - Room or Mirrmu Maximum Rough. Design SP Dud Dud Clg , Ad. I Dud Dud Name Velocity Velocity Fodor L/100 Loss Velocity Length Fbw _Flow Flow Size System 1 Supply Runouts Zone 1 1Stair 450 750 0 0.1 453.9 129", 89 1-6 2-Nook 450 750 0 0.1 474.4 38!" 12 jj 129 2-5 3-Living 450 750 0 0.1 498 43 1A 196 2-6 4-Bedroom 1 450 750 0 0.1 663.5 400, 116 116 2-4 5-WIC 450 750 0 0.1 93.9 6 jl8 1-4 6-Bath 1 450 750 0 0.1 427.6 27 41 37 1-4 7-Office 450 750 0 0.1 450.2 23_ 88 1-6 Other Duds in System 1 Supply Main Trunk 650 900 0 0.1 735.3 305 664 1003 Summary - System 1 Heating Flow: 305 Cooling Flow. 664 \\192.168.1.100\lexi ...\Long Residence 159 Ocean Blvd_GarageSuite.rhv Friday, July 25, 2014, 5:07 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. Home Energy Services Long Residence 159 Ocean Blvd Atlantic Beach FL Jacksonville FL 32218 Page 6 Total Building Summary Loads Area Sen Lat Sen Total' - oss Gan Gain - Gain escriptio 4A-6-o: Glazing-Double pane low-e (e = 0.20 or less), 191.8 2,404 0 3,514 3,514 high performance, operable window, a=0.05 on surface 2, any frame, u-value 0.33, SHGC 0.2 10D-f: Glazing-French door, double pane low-e glass (e = 24 301 0 310 310 0.10), insulated fiberglass frame, u-value 0.33, SHGC 0.32 11J: Door-Metal- Fiberglass Core 24 547 0 432 432 13A-3ocs: Wall-Block, board insulation only, R-3 board 124.5 790 0 401 401 insulation, open core, siding finish 12B-Osw: Part-Frame, R-11 insulation in 2 x 4 stud cavity, 180 663 0 332 332 no board insulation, siding finish, wood studs 12E-Osw: Wall-Frame, R-19 insulation in 2 x 6 stud 966.2 2,499 0 1,405 1,405 cavity, no board insulation, siding finish, wood studs 18A1-21o: Roof/Ceiling-Roof Joists Between Roof Deck 769.2 1,374 0 1,085 1,085 and Ceiling or Foam Encapsulated Roof Joists, Spray Foam Insulation, Dark or Bold-Color Asphalt Shingle, Dark Metal, Dark Membrane, Dark Tar and Gravel, R-21 open cell 1/2 Ib. spray foam, 5.5 inches in 2 x 6 joist cavity, 1 inch on joist 22A-ph: Floor-Slab on grade, No edge insulation, no 61 3,148 0 0 0 insulation below floor, any floor cover, passive, heavy moist soil 20P1-19op-c: Floor-Over open crawl space or garage, 769.2 1,490 0 550 550 Passive, spray foam insulation, R-19 open cell 1/2 Ib. spray foam insulation, 5 inches in 2 x 10 joist cavity, carpet covering Subtotals for structure: 13,216 0 8,029 8,029 People: 2 400 460 860 Equipment: 0 4,5000 4,5000 Lighting: 00 0 Ductwork: 0 0 Infiltration: Winter CFM: 45, Summer CFM: 45 1,879 1,471 940 2,411 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 AED Excursion: 0 0 661 661 Total Building Load Totals: 15,095 1,871 14,590 16,461 Check Figures Total Building Supply CFM: 664 CFM Per Square ft.: 0.759 Square ft. of Room Area: 874 Square ft. Per Ton: 637 Volume (ft')of Cond. Space: 9,002 [Building Loads Total Heating Required Including Ventilation Air: 15,095 Btuh 15.095 MBH Total Sensible Gain: 14,590 Btuh 89 % Total Latent Gain: 1,871 Btuh 11 Total Cooling Required Including Ventilation Air: 16,461 Btuh 1.37 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. \\192.168.1.100\lexi ...\Long Residence 159 Ocean Blvd_GarageSuite.rhv Friday, July 25, 2014, 5:07 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. Home Energy Services Long Residence 159 Ocean Blvd Atlantic Beach FL Jacksonville FL 32218 Pa e7 Building Pie Chart Infiltration 12% Floor 31% Door 4% Building Loss Glass 18% 15,095 Btuhf r Roof 9% Wall 26% Floor 3% AED Excursion 4% Roof 7% Infiltration 15% Wall 13% Building Gain 16,461 Btuh Equipment 27% Glass 23% Door 3% People 5% \\192.168.1.100\1exi ...\Long Residence 159 Ocean Blvd_GarageSuite.rhv Friday, July 25, 2014, 5:07 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. Home Energy Services Long Residence 159 Ocean Blvd Atlantic Beach FL Jacksonville,FL 32218 Page 8 System 1 Room Load Summary Htg Min Run Run Clg Clg Min Act Room Area Sens Htg Duct Duct Sens Lat Clg Sys L No Name SF Btuh CFM Size Vel Btuh Btuh CFM CE . ---Zone 1--- 1 Stair 105 6,371 129 1-6 454 1,959 403 89 89 2 Nook 64 1,865 38 2-5 474 2,844 252 129 129 3 Living 315 2,107 43 2-6 498 4,299 559 196 196 4 Bedroom 1 156 1,959 40 2-4 664 2,545 249 116 116 5 WIC 30 311 6 1-4 94 180 55 8 8 6 Bath 1 144 1,345 27 1-4 428 820 194 37 37 7 Office 60 1,137 23 1-6 450 1,943 159 88 88 System 1 total 874 15,095 305 14,590 1,871 664 664 System 1 Main Trunk Size: 10x13 in. Velocity: 735 ft./min Loss per 100 ft.: 0.104 in.wg Kooling System Summary Cooling Sensible/Latent Sensible Latent To Tons Split Btuh Btuh Btuh Net Required: 1.37 89% / 11% 14,590 1,871 16,461 Actual: 1.47 75%/25% 13,200 4,400 17,600 Wiiipment Data Heating System Cooling System Type: Air Source Heat Pump Air Source Heat Pump Model: 25HCC518A**30 25HCC518A**30 Indoor Model: FY5BNF024L Brand: CARRIER AIR CONDITIONING CARRIER AIR CONDITIONING Description: Air Source Heat Pump Air Source Heat Pump Efficiency: 7.7 HSPF 13 SEER Sound: Capacity: 17800 17600 Sensible Capacity: n/a 13,200 Btuh Latent Capacity: n/a 4,400 Btuh AHRI Reference No.: n/a 7021709 \\192.168.1.100\lexi ...\Long Residence 159 Ocean Blvd_GarageSuite.rhv Friday, July 25, 2014, 5:07 PM ..................... ...... ............ � _ FILECOPY FORM 405-10 /Flair vs FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name Long Residence 159 Ocean Blvd Atlantic Beach Builder Name: Street: 159 Ocean Blvd Permit office: Duval City,State,Zip: Atlantic Beach ,FL,32233- Permit Number: Jurisdiction. 261100 Owner: Design Location: FL, Jacksonville 9. Wall Types(3198,5 sqft,) Insulation Area 1. New construction or existing New(From Plans) a,Frame-Wood, Exterior R=19.0 3198-50 ft' 2. Single family or MuftiPle family Single-family b,N/A R= f? c,N/A R= ft2 3. Number of units,if multiple family I I d.NIA R= ft2 4. Number of Bedrooms 4 10. Ceiling Types (1376.0 sqft.) Insulation Area 5, is this a worst case? No a,Roof Deck(Unvented) R=21,0 1376.00 ft' R= ft2 6. Conditioned floor area above grade(ft) .269.5 b,NIA ft2 .MW c,N/A R= R ft2 Conditioned Roof area below grade(ft2) 0 11. Ducts 7. Windows(771.7 sqft) Description Area a. Sup: Main,Ret: Main,AK Main 6 269 a. U-Factor: Dbl, U=0.33 675.65 ft' SHGC: SHGC=0.20 12. Cooling systems kBtulhr Efficiency b. U-Factor Dbl, U=033 96,00 fF a Central Unit 46.8 SEERA100 SHGC: SHGC=0.32 c, LI-Factor NIA Iff, 13. Heating systems kBtulhr Efficiency SHGC: ft2 a. Electric Heat Pump 46,8 HSPF-7 70 d, U-Factor: N/A SHGC: Area Weighted Average overhang Depth: 4,338 ft. 14� Hot water systems Area Weighted Average SHGC: 0,215 a, Natural Gas Tankless Cap: 1 gallons S. Floor Types (1376,0 sqft,) Insulation Area EF:0.750 a, Slab-On-Grade Edge Insulation R=0.0 1376.00 ftz b. Conservation features b. NIA R= ft, None Pstat NIA R= ft, 15, Credits Glass/Floor Area: 0.286 Total Proposed Modified Loads: 43.50 PASS Total Standard Reference Loads: 63.97 JA S 1� I hereby certify that the plans and specifications covered by Review of the plans and ok this calculation are in compliance with the Florida Energy specifications covered by this calculation indicates compliance Code. with the Florida Energy Code. iI's lt A Al , 77 Before construction is completed CA PREPARED BY: this building will be inspected for 0 DATE: compliance with Section 553.908 Florida Statutes. I hereby certify that this building, as designed, is in compliance 0 1NC"1 with the Florida Energlod,� BUILDING OFFICIAL' OWNER/AGENT: DATE: DATE: t Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist 712512014 5:21 PM EnergyGauge!O USA-FlaRes2010 Section 405*1 Compliant Software Page 1 of 6 PROJECT Title: Long Residence 159 Ocean B Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2695 Lot# Owner: Total Stories: 2 Block/SubDivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 159 Ocean Blvd Permit Office: Duval Cross Ventilation: County: Duval Jurisdiction: 261100 Whole House Fan: 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 Block1 2695 26950 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 t",ain 2695 26950 Yes 5 4 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab-On-Grade Edge Insulatio Main 171 ft 0 1376 ft2 ____ 0.3 0 0.7 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 1654 ft2 458 ft2 Medium 0.96 No 0.9 No 21 33.7 ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Unvented 0 1376 ft2 N N CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic(Unvented) Main 0.1 1376 ft2 0 Wood 7/25/2014 5:21 PM EnergyGaugeO USA-FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 6 WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below It Ornt To VVAI Type R-Vahle Ft In Ft In Area R-Value Fraction AhSnr Crarle% _ 1 S Exterior Frame'-Wood Main 19 20 0 10 0 200.0 ft2 0 0.23 0.8 0 _ 2 W Exterior Frame-Wood Main 19 23 0 10 0 230.0 ft' 0 0.23 0.8 0 _ 3 N Exterior Frame-Wood Main 19 10 0 10 0 100.0 ft2 0 0.23 0.8 0 _ 4 W Exterior Frame-Wood Main 19 11 0 10 0 110.0 ft' 0 0.23 0.8 0 _ 5 N Exterior Frame-Wood Main 19 5.5 0 10 0 55.0 ft2 0 0.23 0.8 0 _ 6 N Exterior Frame-Wood Main 19 9 0 10 0 90.0 ft2 0 0.23 0.8 0 _ 7 N Exterior Frame-Wood Main 19 14 0 10 0 140.0 ft2 0 0.23 0.8 0 _ 8 E Exterior Frame-Wood Main 19 11 0 10 0 110.0 ftZ 0 0.23 0.8 0 _ 9 N Exterior Frame-Wood Main 19 12 0 10 0 120.0 ftZ 0 0.23 0.8 0 _10 E Exterior Frame-Wood Main 19 23.5 0 10 0 235.0 ft2 0 0.23 0.8 0 _11 S Exterior Frame-Wood Main 19 18 0 10 0 180.0 ft2 0 0.23 0.8 0 _12 S Exterior Frame-Wood Main 19 13 0 10 0 130.0 ft2 0 0.23 0.8 0 _13 S Exterior Frame-Wood Main 19 8 0 9 0 72.0 ft2 0 0.23 0.8 0 _14 W Exterior Frame-Wood Main 19 17 0 9 0 153.0 ft2 0 0.23 0.8 0 _15 W Exterior Frame-Wood Main 19 9 0 9 0 81.0 ft2 0 0.23 0.8 0 _16 N Exterior Frame-Wood Main 19 11 0 9 0 99.0 ft2 0 0.23 0.8 0 _17 W Exterior Frame-Wood Main 19 8 0 9 0 72.0 ft2 0 0.23 0.8 0 _18 N Exterior Frame-Wood Main 19 6.5 0 9 0 58.5 ft2 0 0.23 0.8 0 _19 N Exterior Frame-Wood Main 19 20 0 11 0 220.0 ft2 0 0.23 0.8 0 _20 E Exterior Frame-Wood Main 19 11.5 0 11 0 126.5 ft2 0 0.23 0.8 0 _21 E Exterior Frame-Wood Main 19 6.5 0 9 0 58.5 ft2 0 0.23 0.8 0 _22 N Exterior Frame-Wood Main 19 9 0 9 0 81.0 ft2 0 0.23 0.8 0 _23 E Exterior Frame-Wood Main 19 16 0 9 0 144.0 ft2 0 0.23 0.8 0 _24 S Exterior Frame-Wood Main 19 14.5 0 9 0 130.5 ft2 0 0.23 0.8 0 _25 S Exterior Frame-Wood Main 19 13.5 0 9 0 121.5 ft2 0 0.23 0.8 0 26 S Exterior Frame-Wood Main 19 9 0 9 0 81.0 ft2 0 0.23 0.8 0 DOORS # Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 E Insulated Main Metal 0.28 0.1 0.1 0.010000 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 W 2 Vinyl Low-E Double Yes 0.33 0.2 128.0 ft2 1 ft0 in 1 ft0 in None None 2 N 3 Vinyl Low-E Double Yes 0.33 0.2 64.0 ft2 10 ft 0 in 1 ft0 in None None 3 S 1 Vinyl Low-E Double Yes 0.33 0.32 24.0 ft2 10 ft 0 in 1 ft 0 in None None 4 N 7 Vinyl Low-E Double Yes 0.33 0.2 30.0 ft2 1 ft 0 in 12 ft 0 in None None 5 N 9 Vinyl Low-E Double Yes 0.33 0.2 64.0 ft2 15 ft 0 in 1 ft0 in None None 6 E 10 Vinyl Low-E Double Yes 0.33 0.2 56.4 ft2 1 ft0 in 12 ft 0 in None None 7 S 11 Vinyl Low-E Double Yes 0.33 0.32 24.0 ft2 1 ft0 in 1 ft0 in None None 8 S 13 Vinyl Low-E Double Yes 0.33 0.2 6.0 ft2 1 ft0 in 1 ft0 in None None 7/25/2014 5:21 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 6 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 9 W 14 Vinyl Low-E Double Yes 0.33 0.2 60.0 ft' 1 ft 0 in 1 ft 0 in None None 10 W 15 Vinyl Low-E Double Yes 0.33 0.2 15.0 ft' 1 ft 0 in 1 ft 0 in None None 11 W 17 Vinyl low-E Double Yes 0.33 0.2 9.3 ft' 1 ft 0 in 1 ft 0 in None None 12 N 19 Vinyl Low-E Double Yes 0.33 0.2 15.0 ft' 1 ft 0 in 1 ft 0 in None None 13 N 19 Vinyl Low-E Double Yes 0.33 0.2 18.0 ft2 1 ft 0 in 1 ft 0 in None None 14 E 20 Vinyl Low-E Double Yes 0.33 0.2 36.0 ft' 8 ft 0 in 1 ft 0 in None None 15 E 21 Vinyl Low-E Double Yes 0.33 0.2 12.0 ft2 8 ft 0 in 1 ft 0 in None None 16 E 21 Vinyl Low-E Double Yes 0.33 0.32 24.0 ft2 8 ft 0 in 1 ft 0 in None None 17 N 22 Vinyl Low-E Double Yes 0.33 0.32 24.0 ft2 17 ft 0 in 1 ft 0 in None None 18 E 23 Vinyl Low-E Double Yes 0.33 0.2 72.0 ft2 1 ft 0 in 1 ft 0 in None None 19 S 24 Vinyl Low-E Double Yes 0.33 0.2 48.0 ft2 1 ft 0 in 1 ft 0 in None None 20 S 25 Vinyl Low-E Double Yes 0.33 0.2 36.0 ft2 1 ft 0 in 1 ft 0 in None None 21 S 25 Vinyl Low-E Double Yes 0.33 0.2 6.0 ft' 1 ft 0 in 1 ft 0 in None None INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess 0.000300 2120.7 116.42 218.95 0.2843 4.7214 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 A Electric Heat Pump None HSPF:7.7 23.4 kBtu/hr 1 sys#1 1 B Electric Heat Pump None HSPF:7.7 23.4 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 A Central Unit None SEER:13 23.4 kBtu/hr 702 cfm 0.75 1 sys#1 1 B Central Unit None SEER:13 23.4 kBtu/hr 702 cfm 0.75 1 sys#1 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Natural Gas Tankless Main 0.75 1 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF None None ft' 7/25/2014 5:21 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 6 DUCTS / --Supply---- ----Return---- Air CFM25 HVAC# V # Location R-Value Area Location Area Leakage Type Handler CIF0125 OUT QN RLF Heat Cool 1 A Main 6 270 ft2 Main 118 ft2 Default Leakage Main cfm (Default) 1 1 1 B Main 6 269 ft2 Main 117 ft2 Default Leakage Main cfm (Default) 1 1 TEMPERATURES Programable Thermostat:Y ] ( Ceiling Fans: Cool�nHeat Sep Oct Nov Dec ng f X]Jan tX]Feb f X]Mar L App May rl May Jun riJun Jul ri Aug riAug Sep Oct �X�Nov Dec Venting [ ]Jan [ ]Feb [X]Mar lxl 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 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) PM 66 66 66 66 66 68 68 68 68 68 68 68 M 68 68 68 68 68 68 68 68 68 68 66 66 7/25/2014 5:21 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 6 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 159 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 other means proven to reduce heat loss except if 70% of heat from site-recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency=78% (82% after 4/16/13). Heat pump pool heaters minimum COP=4.0. Cooling/heating 403.6 Sizing calculation performed &attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special equipment occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat>10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. 7/25/2014 5:21 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 6 of 6 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 68 The lower the EnergyPerformance Index, the more efficient the home. 159 Ocean Blvd, Atlantic Beach, FL, 32233- 1. 2233-1. New construction or existing New(From Plans) 9. Wall Types Insulation Area a.Frame-Wood,Exterior R=19.0 3198.50 ft' 2. Single family or multiple family Single-family b.N/A R= ft' 3. Number of units,if multiple family 1 c.N/A R= ft2 d.N/A R= ft2 4. Number of Bedrooms 4 Insulation Area 10.Ceiling Types 5. Is this a worst case? No a.Roof Deck(Unvented) R=21.0 1376.00 ft' 6. Conditioned floor area(ft2) 2695 b.N/A R= ftZ c.N/A R= ft 7. Windows" Description Area 11.Ducts R ft2 a. U-Factor: Dbl,U=0.33 675.65 ft2 a.Sup:Main,Ret:Main,AH:Main 6 269 SHGC: SHGC=0.20 b. U-Factor: Dbl,U=0.33 96.00 ft2 SHGC: SHGC=0.32 12.Cooling systems kBtu/hr Efficiency ft2 a.Central Unit 46.8 SEER:13.00 C. U-Factor: N/A SHGC: d. U-Factor: N/A ft2 13.Heating systems kBtu/hr Efficiency SHGC: a.Electric Heat Pump 46.8 HSPF:7.70 Area Weighted Average Overhang Depth: 4.338 ft. Area Weighted Average SHGC: 0.215 8. Floor Types Insulation Area 14.Hot water systems Cap:1 gallons a.Slab-On-Grade Edge Insulation R=0.0 1376.00 ft' a.Natural Gas EF:0.75 b.N/A R= ft2 b. Conservation features c. N/A R= Z None 15.Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building of'CgESTgr� Construction through the above energy saving features which will be installed (or exceeded) p in this home before final inspection. Otherwise, a new EPL Display Card will be completed ' ,,, based on installed Code compliant features. Builder Signature: Date: '7 2g 1 Address of New Home: \5 C1 Q C1.q N (Vj City/FL Zip: -13 c- cO0 WIE -2,7z33 *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 TABLE 402.4.2 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Long Residence 159 Ocean Blvd Atlantic Beach Builder Name: Street: 159 Ocean Blvd Permit Office: Duval City,State,Zip: Atlantic Beach ,FL,32233- Permit Number: Owner: Jurisdiction: 261100 Design Location: FL,Jacksonville COMPONENT CRITERIA CHECK Air barrier and thermal barrier Exterior thermal envelope insulation for framed walls is installed in substantial contact and continuous alignment with building envelope air barrier. Breaks or joints in the air barrier are filled or repaired. Air-permeable insulation is not used as a sealing material. Air-permeable insulation is inside of an air barrier. Ceiling/attic Air barrier in any dropped ceiling/soffit is substantially aligned with insulation and any gaps are sealed. Attic access (except unvented attic), knee wall door, or drop down stair is sealed. Walls Corners and headers are insulated. Junction of foundation and sill plate is sealed. Windows and doors Space between window/door jambs and framing is sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including Insulation is installed to maintain permanent contact with underside above-garage and cantilevered of subfloor decking. floors) Air barrier is installed at any exposed edge of insulation. Crawl space walls Insulation is permanently attached to walls. Exposed earth in unvented crawl spaces is covered with Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, knee walls and flue shafts opening to exterior or unconditioned space are sealed. Narrow cavities Batts in narrow cavities are cut to fit, or narrow cavities are filled by sprayed/blown insulation. Garage separation Air sealing is provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures are air tight, IC rated, and sealed to drywall. Exception—fixtures in conditioned space. Plumbing and wiring Insulation is placed between outside and pipes. Batt insulation is cut to fit around wiring and plumbing, or sprayed/blown insulation extends behind piping and wiring. Shower/tub on exterior wall Showers and tubs on exterior walls have insulation and an air barrier se arating them from the exterior wall. Electrical/phone box on Air barrier extends behind boxes or air sealed-type boxes are installed. Common wall Air barrier is installed in common wall between dwelling units. HVAC register boots HVAC register boots that penetrate building envelope are sealed to subfloor or drywall. Firelace Fireplace walls include an air barrier. EnergyGauge®USA-FlaRes2010 Section 405.4.1 compliant Software h s4L "ids''iF`�` °--wv ?n*ww-w"i`;Y�- FILE COPY Long Residence 159 Ocean Blvd Atlantic Beach FL HVAC Load Calculations for Donovan Heat&Air 315 6th Ave S Jacksonville Beach, FL 32250 H�AR9si1[)eN11AL RHVAC LOADS i Prepared By: Jim Williams Home Energy Services 2080 Davis Rd Jacksonville A 32218 7573569 Friday, July 25, 2014 Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. Long Elite Software Development, Inc.Page 2 Rhvac-Residential&Light Commercial HVAC Loads Lon Residence 159 Ocean Blvd Atlantic Beach FL Home Energy Services Jacksonville,FL 32218 Project Report _ -- - -- -- eneral P *Ct Information --- — -- -- Project Title: Long Residence 159 Ocean Blvd Atlantic Beach FL Project Date: Friday, July 25, 2014 Client Name: Donovan Heat&Air Client Address: 315 6th Ave S Client City: Jacksonville Beach, FL 32250 Client Phone: 904-241-3785 Client E-Mail Address: aaron@donovanac.com Company Name: Home Energy Services Company Representative: Jim Williams Company Address: 2080 Davis Rd Company City: Jacksonville FI 32218 Company Phone: 7573569 Company E-Mail Address: jimwilliams@homebuildingstore.com [Design Data Reference City: Jacksonville, Florida Building Orientation: Front door faces West Daily Temperature Range: Medium Latitude: 30 Degrees Elevation: 26 ft. Altitude Factor: 0999 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 32 29.92 80% n/a 70 n/a Summer: 94 77 47% 50% 75 48 [Check Figures CFM Per Square : 0.587 Total Building Supply CFM: 1,583 . I Square ft. of Room Area: 2,695 Square ft. Per Ton: 799 Volume (ft') of Cond. Space: 31,023 1dingLoads Total Heating Required Including Ventilation Air: 32,950 Btuh 32.950 MBH Total Sensible Gain: 34,797 Btuh 86 % Total Latent Gain: 5,658 Btuh 14 3.37 Tons (Based On Sensible + Latent) Total Cooling Required Including Ventilation Air: 40,455 Btuh Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. I W92.168.1.100\lexi ...\Long Residence 159 Ocean Blvd.rhv Friday, July 25, 2014, 4:52 PM Job Truss Truss Type �Q7 PN HOUSE ROOF CA JACK 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:39 2014 Page 1 ID:YtczQ9nzpfe3LW6LRvnHaiyyM3-t4HVYRTPZ8cT1i7tAEXU3_UNowyv5PogV WvMyx?11 -2-0-0 1-0-0 2-0-0 1-0-0 Scale=1:8.9 3 i I 2 8.00 P-2- 131 4 T1 I I I 3xa= i 1 I i I I, I 1-0-0 J 1-0-0 Plate Offsets MY): 2:0-2-0,0-1-2 LOADING(psf) SPACING 2-M CSI DEFL in (loc) >999 Ud 360 MT20ES GRIP 190 TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.00 2 TCDL 10.0 Lumber Increase 1.25 BC 0.00 Vert(TL) -0.00 2 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:7 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SPM 30 TOP CHORD Structural wood sheathing directly applied or 1-M oc purlins. BOT CHORD 2x4 SPM 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guidee . REACTIONS (lb/size) 2=259/0-5-8 (min.0-1-8),4=9/Mechanical,3=-97/Mechanical Max Horz2=100(LC 12) Max Uplift2=-199(LC 12),3=-116(LC 2) Max Grav2=310(LC 21),4=19(LC 3),3=92(LC 12) 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=6.Opsf;BCDL=6.Opsf;h=30ft;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 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-"wide will fit :3 between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 199 Ib uplift at joint 2 and 116 Ib uplift at joint 3. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 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 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 ) j Job Truss Truss Type Qty Ply HOUSE ROOF CJ2 JACK 2 1 Job Reference 1—ti, 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18-01 35 40 2014 Page 1 ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-LGrulnUlKSkKNsi3ky2jcB1YYK16gs2pk9eSRSyx?t " -2-0-0 1-2-0 2-0-0 1-2-0 Scale=19.4 3 i i 2 8.00 F12 B1 T1 4 3x4= i 1 1-2-0 1-2-0 Plate Offsets(X,Y): 2:0-4-3,0-0-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FRC2010ITPI2007 (Matrix) Weight:8 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS (Ib/size) 2=247/0-5-8 (min.0-1-8),4=11/Mechanical,3=-74/Mechanical Installation guide. Max Horz2=106(LC 12) Max Uplift2=-181(LC 12),3=-89(LC 2) Max Grav2=294(LC 21),4=22(LC 3),3=69(LC 16) 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=101mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;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 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 181 Ib uplift at joint 2 and 89 Ib uplift at joint 3. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 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 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 ' ILE COPY ENGINEERING COVER SHEET „ Job Number: HOUSE ROOF p Sold To: DURHAM BUILDING MATERIALS U:' Ship To: 159 OCEAN BLVD * : � . 59660 p Lot/Block/Subdivision: v ° Model: LONG RESIDENCEo STATE of �� County: DUVAL �iFLORI�P s•• ` �O 11 7/17/14 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: 37 psf Total Floor Load: 55 psf Engineer or Professional of Record: UNKNOWN AT TIME OF PRINTING This package include 40 Individual, dated Truss Design Drawing(s). # Truss ID: Date: # Truss ID: Date: # Truss ID: Date: # Truss ID: Date: # Truss ID: Date: 1 Cil 7/17/14 16 J05 7/17/14 31 R09 7/17/14 46 61 2 CJ2 7/17/14 17 J06 7/17/14 32 R10 7/17/14 47 62 3 CJ3 7/17/14 18 J07 7/17/14 33 R11 7/17/14 48 63 4 CJ4 7/17/14 19 J08 7/17/14 34 R12 7/17/14 49 64 5 CJ5 7/17/14 20 J09 7/17/14 35 R13 7/17/14 50 65 6 EJ5 7/17/14 21 J10 7/17/14 36 R14 7/17/14 51 66 7 EJ5A 7/17/14 22 P1301 7/17/14 37 R15 7/17/14 52 67 8 EJ6 7/17/14 23 R01 7/17/14 38 R16 7/17/14 53 168 9 HJ5 7/17/14 24 R02 7/17/14 39 R17 7/17/14 54 69 10 HJ5A 7/17/14 25 R03 7/17/14 4o R18 7/17/14 55 70 11 HJ6 7/17/14 26 R04 7/17/14 41 56 71 12 J01 7/17/14 27 R05 7/17/14 42 57 72 13 J02 7/17/14 28 R06 7/17/14 43 58 73 14 J03 7/17/14 29 R07 7/17/14 44 59 74 15 J04 7/17/14 30 R08 17/17/14 11 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. M 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. 2 Job Truss Truss Type Oty Ply HOUSE ROOF CJ3 JACK 6 1 �JcbReference(optional) - — - 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:40 2014 Page 1 ID:Ytcz09nzpfe3LW6LRvnHaiyy0t3-LGrulnU 1 KSkKNsi3ky2jcB1 XyKI Wgs2pk9eSRSyx?1 -2-0-0 3-0-0 2-0-0 3-0-0 Scab=1:13. 3 8.00 F12 6 2 T1 81 4 5 2x4= i 3-0-0 3-0-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) -0.00 2-4 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.01 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:14 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-M oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 3=18/Mechanical,2=260/0-5-8 (min.0-1-8),4=27/Mechanical Max Horz2=171(LC 12) Max Uplift3=-48(LC 12),2=-129(LC 12) Max Grav3=38(LC 21),2=306(LC 2),4=54(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (8-9) 1)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Extehor(2)-2-1-0 to 0-11-0,Interior(1)0-11-0 to 2-11-4 zone;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 48 Ib uplift at joint 3 and 129 Ib uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 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 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 Ply HOUSE ROOF CJ4 JACK 2 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:41 2014 Page 1 ID:YtczQ9nzpfe3L W6LRvnHaiyyOt3-pSPGz7Uf5msB_OHGHfZy8PZjpkefZJ lzypO?_uyx?1 -2-0-0 3-2-0 2-0-0 3-2-0 j Scale=1:14. 3 8.00 12 6 T1 2 81 4 5 2x4= 1 3-2-0 3-2-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.00 2-4 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.01 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FRC2010ITP12007 (Matrix) Weight:14 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 3=25/Mechanical,2=263/0-5-8 (min.0-1-8),4=29/Mechanical Max Horz2=177(LC 12) Max Uplift3=-57(LC 12),2=-127(LC 12) Max Grav3=47(LC 21),2=309(LC 2),4=58(LC 3) 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=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-1-0 to 0-11-0,Interior(1)0-11-0 to 3-1-4 zone;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 57 Ib uplift at joint 3 and 127 Ib uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 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 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 QtyPly HOUSE ROOF CJ5 JACK 2 1 Job Reference o tional 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:412014 Page 1 I D:YtczQ9nzpfe3LW6LRvnHaiyyOt3-pS PGz7Uf 5msB_OH GHfZy8PZirkc9ZJ IzypO?_uyx?1 -2-0-0 5-0-0 2-M 5-M Scale=1:191 3 &00 12 T1 5 I 2 B1 999 4 2:4 � 1 i i i 5-0-0 5-0-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.02 2-4 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.06 24 >931 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:20 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-M oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=89/Mechanical,2=309/0-5-8 (min.0-1-8),4=47/Mechanical Max Horz2=243(LC 12) Max Uplift3=-135(LC 12),2=-115(LC 12) Max Grav3=135(LC 21),2=361(LC 2),4=94(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (8-9) 1)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-1-0 to 0-11-0,Interior(1)0-11-0 to 4-11-4 zone;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-"wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 135 Ib uplift at joint 3 and 115 Ib uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 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 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 QtyPly HOUSE ROOF EJ5 JACK 9 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:41 2014 Page 1 ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-pSPGz7Uf5msB_OHGHfZy8PZirkc9ZJlzypO?_uyx?1 - -2-0-0 5-0-0 2-0-0 5-0-0 Scale=1:18.6, 8 8.00 12 Ti 5 2 B1 4 2x4= 1 5-0-0 5-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.02 2-4 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.06 2-4 >931 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:20 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS (Ib/size) 3=89/Mechanical,2=309/0-5-8 (min.0-1-8),4=47/Mechanical Installation guide. Max Horz2=243(LC 12) Max Uplift3=-135(LC 12),2=115(LC 12) Max Grav3=135(LC 21),2=361(LC 2),4=94(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (8-9) 1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-1-0 to 0-11-0,Interior(1)0-11-0 to 4-11-4 zone;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 135 Ib uplift at joint 3 and 115 Ib uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 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 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 Ply HOUSE ROOF EJ5A JACK 7 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:42 2014 Page 1 ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-HfyeATVHs3_2c9sSrN4Bhc6sH8xCImY6BT7ZWLyx?1 -2-0-0 , 5-2-0 2-0-0 5-2-0 3 8.00,2 T, 5 �t 2 91 81 "1 4 2x4= 1 5-2-0 5-2-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.03 2-4 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.07 2-4 >839 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:21 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=95/Mechanical,2=313/0-5-8 (min.0-1-8),4=49/Mechanical Max Horz2=249(LC 12) Max Uplift3=-142(LC 12),2=-114(LC 12) Max Grav3=142(LC 21),2=366(LC 2),4=98(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (8-9) 1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-1-0 to 0-11-0,Interior(1)0-11-0 to 5-1-4 zone;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 142 Ib uplift at joint 3 and 114 Ib uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 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 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 JobFEJ6 uss Truss Type Qty Ply HOUSE ROOF JACK 2 1 Job Reference o tional 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:42 2014 Page 1 ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-HfyeATVHs3_2c9sSrN4Bhc6rZ8wCImY6BT7ZWLyx?1 -2-0-0 6-0-0 2-0-0 6-0-0 Scale=1:20.9 3 � III 8.00 12 I 8 T1 5 2 B1 4 2x4— 1 6-0-0 6-0-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.05 2-4 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.13 2-4 >522 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:24 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FInstallationuide.iTek recommends that Stabilizers and required cross bracing be nstalled during truss erection,in accordance with Stabilizer REACTIONS (Ib/size) 3=119/Mechanical,2=339!0-5-8 (min.0-1-8),4=57/Mechanical Max Horz2=279(LC 12) Max Uplift3=-173(LC 12),2=-113(LC 12) Max Grav3=176(LC 21),2=395(LC 2),4=114(LC 3) 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=101mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.ll;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-1-0 to 0-11-0,Interior(1)0-11-0 to 5-11-4 zone;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 173 Ib uplift at joint 3 and 113 Ib uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 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 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 Ply HOUSE ROOF HJ5 JACK 2 1 _ Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:43 2014 Page 1 ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-mrWOOpWvdN6vEJQeP4cQEgf01Y111 BmGQ7t62nyx?1 -2-9-15 3-8-2 7-0-14 2-9-15 3-8-2 3-4-11 scale=1:18 4 3x4 i 9 3 N 5.88 12 T1 8 w1 W2 2 B1 10 7 11 8 5 2x4 I 4x4= I 3x4= 1 I 3-8-2 7-0-14 3-8-2 3-4-11 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.01 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:40 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 4=83/Mechanical,2=295/048-8 (min.0-1-8),5=54/Mechanical Max Horz2=242(LC 8) Max Uplift4=-81(LC 8),2=-251(LC 8),5=-41(LC 9) Max Grav4=98(LC 2),2=363(LC 2),5=118(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (9-10) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.ll;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-"wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 81 Ib uplift at joint 4,251 Ib uplift at joint 2 and 41 Ib uplift at joint 5. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)148 Ib up at 1-5-12,148 Ib up at 1-5-12,and 56 Ib up at 4-3-11,and 56 Ib up at 4-3-11 on top chord,and 21 Ib up at 1-5-12,21 Ib up at 1-5-12,and 15 Ib down and 4 Ib up at 4-3-11,and 15 Ib down and 4 Ib up at 4-3-11 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 9)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 SCSI 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 Continued on page 2 Job Truss Truss Type Qty Ply HOUSE ROOF HJ5 JACK 2 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:43 2014 Page 2 ID:YtczQ9nzpfe3LW6LRvnHaiyy0t3-mrWOOpWvdN6vEJQeP4cQEgf0lYlll BmGQ7t62nyx?1 LOAD CASE(S)Standard Uniform Loads(plf) Vert:1-4=-50,2-5=-20 Concentrated Loads(lb) Vert:8=119(F=60,B=60)9=70(F=35,B=35)10=21(F=11,B=11)11=-15(F=-7,B=-7) Joti Truss Truss Type Qty Ply HOUSE ROOF IHJSA MONO TRUSS 1 1 Job Reference optional) 7.350 s Sep 27 2012 MTek Industries,Inc. Fri Jul 18 01:35:43 2014 Page 1 I D:YtczQ9nzpfe3LW6LRvnHaiyyOt3-mrWOOpWvdN6vEJQeP4cQEgf01Yla1 BiGQ7t62nyx?1 -2-9-15 3-9-9 7-3-11 2-9-15 3-9-9 3-6-2 Sr 18 4 3x4 9 3 5.66 F12 8 T1 W1 W2 2 jl B1 Ll L-i-E c� 10 T 11 6 5 2x4 11 40= 3x4= 1 ii 3-9-9 7-3-11 3-9-9 T 3-6-2 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.00 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.01 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:41 Ib 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 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-"oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 4=85/Mechanical,2=331/0-8-8 (min.0-1-8),5=73/Mechanical Max Horz2=248(LC 8) Max Uplift4=-88(LC 8),2=-227(LC 8),5=-42(LC 9) Max Grav4=100(LC 2),2=401(LC 2),5=133(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (9-10) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 88 Ib uplift at joint 4,227 Ib uplift at joint 2 and 42 Ib uplift at joint 5. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)123 Ib up at 1-8-9,123 Ib up at 1-8-9, and 64 Ib up at 4-6-8,and 64 Ib up at 4-6-8 on top chord,and 18 Ib up at 1-8-9,18 Ib up at 1-8-9,and 18 Ib down and 3 Ib up at 4-6-8, and 18 Ib down and 3 Ib up at 4-6-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 9)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. LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-50,2-5=-20 Continued on page 2 Job Truss Truss Type Qty Ply ' HOUSE ROOF HJ5A MONO TRUSS 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:43 2014 Page 2 ID:YtczQ9nzpfe3LW6LRvnHaiyy0t3-mrWOOpWvdN6vEJQeP4cQEgf0lYla1 BiGQ7t62nyx?1 LOAD CASE(S)Standard Concentrated Loads(lb) Vert:8=101(F=51,6=51)9=56(F=28,B=28)10=18(F=9,B=9)11=-18(F=-9,B=-9) Job Truss Truss Type Qty Ply HOUSE ROOF HJ6 MONO TRUSS 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:44 2014 Page 1 ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-E14Ob9XXOhEmrT?rzo7fm1 BB2xZYmeEPfncgaDyx?1 -2-9-15 3-0-0 8-5-13 2-9-15 3-0-0 5-5-13 Scale=1:20.5 4 10 5.66 12 9 3x4 3 T1 6 w1 W2 2 Li B1 11 7 12 6 13 5 4x4= 2x4 11 3x4= 1 3-0-0 6-0-0 8-5-13 3-0-0 3-0-0 2-5-13 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.05 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.10 6-7 >977 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.12 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FRC20101TP12007 (Matrix) Weight:45 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SP No.3 FMiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=168/Mechanical,2=348/0.8-8 (min.0-1-8),5=144/Mechanical Max Horz2=278(LC 8) Max Uplift4=-252(LC 8),2=-283(LC 8),5=-24(LC 9) Max Grav4=200(LC 2),2=422(LC 2),5=250(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-8=-3241274,3-8=-356/223 BOT CHORD 2-11=-323/27417-11=-323/274,7-12=-323/274,6-12=-323/274 WEBS 3-7=-2/304,3-6=-302/355 NOTES (9-10) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.Il;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 252 Ib uplift at joint 4,283 Ib uplift at joint 2 and 24 Ib uplift at joint 5. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)148 Ib up at 1-5-12,148 Ib up at 1-5-12,56 Ib up at 4-3-11,56 Ib up at 4-3-11,and 44 Ib down and 144 Ib up at 7-1-10,and 44 Ib down and 144 Ib up at 7-1-10 on top chord,and 21 Ib up at 1-5-12,21 Ib up at 1-5-12,15 Ib down and 4 Ib up at 4-3-11,15 Ib down and 4 Ib up at 4-3-11,and 55 Ib down at 7-1-10,and 55 Ib down at 7-1-10 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 9)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. LOAD CASE(S)Standard Continued on page 2 Job TrussTruss Type Qty Ply TRU HOUSE ROOF HJ6 MONO SS 1 1 [Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:44 2014 Page 2 ID:YtczQ9nzpfe3LW6LRvnHaiyy0t3-E14Ob9XXOhEmrT?rzo7fml BB2xZYmeEPfncgaDyx?1 LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-50,2-5=-20 Concentrated Loads(lb) Vert:8=119(F=60,B=60)9=70(F=35,13=35)10=-74(F=-37,B=-37)11=21(F=11,B=11)12=-15(F=-7,B=-7)13=-55(F=-27,B=-27) Job Truss Truss Type Qty Ply HOUSE ROOF 101 SPECIAL 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:44 2014 Page 1 ID:YtczQ9nzpfe3LW6LRvnHaiyy0t3-E 14Ob9XXOhEmrT?rzo7fm 1 BB4xZ4mf1 PfncgaDyx?1 -2-9-15 3-9-12 7-3-11 2-9-15 3-9-12 3-5-15 Scale=1:19. 3 ry 6 5.66 F12 5 T1 B1 2 3.04 12 3x4 1 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.12 24 >685 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.29 24 >285 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:28 Ib 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 M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 3=93/Mechanical,2=332/0-8-8 (min.0-1-8),4=67/Mechanical Max Horz2=249(LC 8) Max Uplift3=-188(LC 8),2=-225(LC 8) Max Grav3=115(LC 2),2=402(LC 2),4=145(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (10-11) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Bearing at joint(s)2 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 188 Ib uplift at joint 3 and 225 Ib uplift at joint 2. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)120 Ib up at 1-8-9,120 Ib up at 1-8-9, and 69 Ib up at 4-6-8,and 2 Ib down and 78 Ib up at 4-6-8 on top chord,and 18 Ib up at 1-8-9,18 Ib up at 1-8-9,and 18 Ib down and 3 Ib up at 4-6-8,and 5 Ib down and 10 Ib up at 4-6-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 10)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P. L. 11)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 Continued on page 2 Job Truss Truss Type Qty Ply HOUSE ROOF J01 SPECIAL 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:44 2014 Page 2 ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-E14Ob9XXOhEmrT?rzo7fml BB4xZ4mfl PfncgaDyx?1 LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-50,2-4=-20 Concentrated Loads(lb) Vert:5=101(F=51,B=51)6=36(F=8,B=28)7=18(F=9,B=9)8=-2(F=7,B=-9) Job TrussTSPECIAL russ Type Qty ply Job Reference(optional) HOUSE_ROOF J02 1 1 _ 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:45 2014 Page 1 ID:YtczQ9nzpfe3LW6LRvnHaiyy0t3-iEenoVX98_MdTdal WVeuJFkPzLzEV41YtRMD7gyx?1 -2-0-0 1-3-10 5-2-0 2-0-0 1-3-10 3-10-6 Scale=1:191 20 114 I 8.00 F12 w3 3x5 i i 3 T 7 2 B2 1 5x6= 11 4x4= 5.00 F12 3X4 1-3-10 5-2-0 1-3-10 3-10-6 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.01 5-6 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.03 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:31 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-"oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 5=140/Mechanical,2=311/0-5-8 (min.0-1-8) Max Horz2=247(LC 12) Max Upl'ift5=-114(LC 12),2-11 O(LC 12) Max Grav5=187(LC 21),2=364(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-7=-6531125,3-7=-638/134 BOT CHORD 2-0=-268/739,5-6=-230/608 WEBS 3-0=-74/336,3-5=-618/234 NOTES (8-9) 1)Wind:ASCE 7-10;Vuk=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-1-0 to 0-11-0,Interior(1)0-11-0 to 5-0-4 zone;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-"wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Bearing at joint(s)2 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 114 Ib uplift at joint 5 and 110 Ib uplift at joint 2. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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 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 Ply HOUSE ROOF J03 SPECIAL 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:45 2014 Page 1 ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-iEenoVX98_MdTda1 WVeuJFkPzLyJV5AYtRMD7gyx?1 I -2-0-0 3-0-4 5-2-0 2-0-0 3-0-4 2-1-12 Scale=1:1 go 2x4 114 3x5 3 W3 N 8.00 F12 w1 W2 T1 B2 7 6 5 1 5x6= 2 3x4= 4 i 5.00 12 3x4 1 I 3-0-4 5-2-0 3-0-4 2-1-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.01 6 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.01 2-6 >999 240 BCLL 0.0 " Rep Stress Incr YES WB 0.07 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:28 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 5=140/Mechanical,2=311/0-5-8 (min.0-1-8) Max Horz2=247(LC 12) Max Uplift5=-114(LC 12),2=-11O(LC 12) Max Grav5=187(LC 21),2=364(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-7=-417/39,3-7=-375/58 BOT CHORD 2-6=-181/462,5-6=-157/389 WEBS 3-5=-452/183 NOTES (8-9) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-1-0 to 0-11-0,1nterior(1)0-11-0 to 5-0-4 zone;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Bearing at joint(s)2 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 114 Ib uplift at joint 5 and 110 Ib uplift at joint 2. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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 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 Ply HOUSE ROOF J04 SPECIAL 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:46 2014 Page 1 ID:YtczQ9nzpfe3LW6LRvnHainy 3-AQC9OgYovlUU5n9D4C97rSHZffHLEZNi655mf6yx?1 -2-0-0 4-8-15 5-2-Q 2-0-0 4-8-15 -5- 3x4 113 0 W, 8.00,2 a I 5 4 T, 5x6= 1 6 2 5.000 3x4 I I 4-8-15 5-2-Q 4-8-15 Plate Offsets(X,Y): 13:0-3-7,0-M] LOADING(psf) SPACING 2-M CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.02 2-5 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.06 2-5 >974 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FRC2010ITP12007 (Matrix) Weight:23 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings Mechanical except(jt=length)2=0-5-8. (lb)- Max Horz2=242(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)except 2=-112(LC 12),3=-167(LC 12) Max Grav All reactions 250 Ib or less at joint(s)5,4,3 except 2=358(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (9-10) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-1-0 to 0-11-0,1nterior(1)0-11-0 to 4-10-11 zone;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-"wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Bearing at joint(s)2 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 112 Ib uplift at joint 2 and 167 Ib uplift at joint 3. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 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. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply HOUSE ROOF J05 MONO SCISSOR 2 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:46 2014 Page 1 ID:YtczQ9nzpfe3L W6LRvnHaiyyOt3-AQC9OgYovl UU5n9D4C97rSITYFIJ6EZXi655mf6yx?1 -2-0-0 5-2-0 2-0-0 5-2-0 scale=1:19.0 3 8.00 12 Ti t2 91 5 i 2 5.0()F'-2 3x4 1 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.03 2-4 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.08 2-4 >774 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:21 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS (Ib/size) 3=95/Mechanical,2=313/0-5-8 (min.0-1-8),4=49/Mechanical Installation guide. Max Horz2=250(LC 12) Max Uplift3=-146(LC 12),2=-11O(LC 12) Max Grav3=143(LC 21),2=366(LC 2),4=98(LC 3) 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=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-1-0 to 0-11-0,Interior(1)0-11-0 to 5-1-4 zone;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)-This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Bearing at joint(s)2 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 146 Ib uplift at joint 3 and 110 Ib uplift at joint 2. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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 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 t -Job Truss Type Qty ply HOUSE ROOF -Truss SPECIAL 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MTek Industries,Inc. Fri Jul 18 01:35:47 2014 Page 1 I D:YtczQ9nzpfe3L W6LRvnHaiyyOt3-ecmXDAZQgccLixkQewgMOgpjww iz0 B rLIrKBYyx?1 -2-0-0 1 4-7-7 5-2-0, 2-0-0 ' 4-7-7 0-6-9 scene=1:19. 2x4 u 4 3 I i A w1 &00[-12 I 8 5 T1 5x8= 7 1 I 2 5-005-2 9 I 3x4 1 4-7-7 5-2-0, ~- 4-7-7 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.03 6 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.06 2-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FRC2010ITP12007 (Matrix) Weight:23 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=138/Mechanical,2=313/0-5-8 (min.0-1-8),5=5/Mechanical Max Horz2=250(LC 12) Max Uplift4=-120(LC 12),2=11 O(LC 12) Max Grav4=187(LC 21),2=366(LC 2),5=1O(LC 3) 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=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-1-0 to 0-11-0,Interior(1)0-11-0 to 5-1-4 zone;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Bearing at joint(s)2 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 120 Ib uplift at joint 4 and 110 Ib uplift at joint 2. 7)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 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 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 Ply HOUSE ROOF J07 SPECIAL 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:47 2014 Page 1 ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-ecmXDAZQgccLixkQewgMOgpIR9gNzOnrLirKBYyx?1 -2-0-0 3-2-0 2-0-0 it3-2-0 swie=1:14. 3 8.00 F12 B 7 1 4 T1 T 2 3x4= 4 5.00 12 6 3x4 i 1 2-11-1 �-2-Q 2-11-1 0-2- 5 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.01 2-5 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.01 2-5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FRC2010ITP12007 (Matrix) Weight:15 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 3=44/Mechanical,2=263/0-5-8 (min.0-1-8),4=10/Mechanical Max Horz2=178(LC 12) Max Uplift3=-69(LC 12),2=-122(LC 12) Max Grav3=68(LC 21),2=309(LC 2),4=45(LC 3) 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=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-1-0 to 0-11-0,Interior(1)0-11-0 to 3-1-4 zone;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Bearing at joint(s)2 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 69 Ib uplift at joint 3 and 122 Ib uplift at joint 2. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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 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 Jo` b Truss Truss Type Qty Ply HOUSE ROOF J08 SPECIAL 1 1 _ Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:47 2014 Page 1 ID:YtczQ9nzpfe3L W6LRvnHa iyyOt3-ecmXDAZQgccLixkQewgMOgplO9hSzOnrLIrKBYyx?1 -2-0-0 , 1-2-0 2-0-0 1-2-0 Sal=19. i 3 it i 8.00 12 24 1 81 0 1-2 T1 5.00 12 3x4 1 1-1-12 1-3-0 r 1-1-12 0-0-4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.02 4 >537 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.02 4 >587 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FRC2010ITP12007 (Matrix) Weight:8 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=247/0-5-8 (min.0-1-8),3=-63/Mechanical Max Horz2=108(LC 12) Max Uplift2=-166(LC 12),3=-78(LC 2) Max Grav2=294(LC 2),3=67(LC 16) FORCES (Ib)-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=101mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-"wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Bearing at joint(s)2 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 166 Ib uplift at joint 2 and 78 Ib uplift at joint 3. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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 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 Ply HOUSE ROOF J09 MONO SCISSOR 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:48 2014 Page 1 I D:YtczQ9nzpfe3LW6LRvnHaiyyOt3-6oKvRWa2RvICK4JcCdBbxtMwkZO_iT1?aPatkyx?1 -2-0-0 1-2-0 2-0-0 1-2-0 S�l=1:s. 3 i r d 0 8.00 12 2 81 4 lel T1 4.30F1-2 aur 1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 2 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FRC2010ITP12007 (Matrix) Weight:8 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS (Ib/size) 2=247/0-5-8 (min.0-1-8),4=11/Mechanical,3=-74/Mechanical Installationuide. Max Horz2=108(LC 12) Max Uplift2=-168(LC 12),3=-89(LC 2) Max Grav2=294(LC 2),4=22(LC 3),3=58(LC 16) 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=6.Opsf;BCDL=6.Opsf;h=30ft;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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Bearing at joint(s)2 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 168 Ib uplift at joint 2 and 89 Ib uplift at joint 3. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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 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 Ply HOUSE ROOF J10 NO SCISSOR 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:48 2014 Page 1 • ID:YtczOgnzpfe3LW6LRvnHaiyyOt3-6oKvRWa2RACK4JcCdBbxtMwAZ01T1?aPatk_x?1 -2-0-0 _ _3-2-0 2-0-0 3-2-0 Scale=1:14.2 3 I N 8.00 12 8 4 T1 B1 2 o 0 4.31 12 6 3x4 G 1 i LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.00 2-4 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.01 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:15 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=25/Mechanical,2=263/0-5-8 (min.0-1-8),4=29/Mechanical Max Horz2=177(LC 12) Max Uplift3=-61(LC 12),2=-122(LC 12) Max Grav3=48(LC 21),2=309(LC 2),4=58(LC 3) 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=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-1-0 to 0-11-0,Interior(1)0-11-0 to 3-1-4 zone;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Bearing at joint(s)2 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 61 Ib uplift at joint 3 and 122 Ib uplift at joint 2. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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 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 Ply HOUSE ROOF PB01 GABLE 2 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:49 2014 Page 1 ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-a?uHesagCDt2yEuolLigT5v8GyMARw78o3KQGRyx?1 ' 2-0-0 4-0-0 2-0-0 2-0-0 4x4= Sr le=1:7.1 3 8.00 12 W1 4 2 5 1 e1 8 2x4— 2x4 11 2x4- 4-0-0 4-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.03 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:12 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS All bearings 4-0-0. Installation guide. (lb)- Max Horz 1=40(LC 9) Max Uplift All uplift 100 Ib or less at joint(s)1,5,2,4 Max Grav All reactions 250 Ib or less at joint(s)1,5,2,4,6 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=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.ll;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Corner(3)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)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 2-0-0 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 2-M wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,5,2,4. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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. 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 r Job Truss Truss Type Qty Ply HOUSE ROOF R01 HIP 2 1 Job Reference o tional 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:50 2014 Page 1 ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-2BRfsCblzX?vZOT_J2E301RCaMc2Alfl 1 j3_otyx?1 -2-0-0 7-9-7 1 15-2-0 19-2-0 26-6-9 34-4-0 6-4- 2-0-0 7-9-7 7-4-9 4-0-0 7-4-9 7-9-7 2-0-0 sa.=1:611 4x6= 4x4= 8.00 12 5 6 3x4 i 16 19 3x4 1 3x5 1, 4 7 4 3x6 1 3 6 W2 W2 IVI 17 20 2 9 1 3x5= 16 15 14 21 13 12 11 10 = 2x4 11 3x4= 3x4= 3x6= 2x4 11 Sas 3x4= 7-9-7 1 15-2-0 1 19-2-0 26-6-9 34-4-0 7-9-7 17-4-9 14-0-0 7-4-9 7-9-7 Plate Offsets(X,Y): [2:0-2-9,0-1-8],15:0-5-12,0-2-0],[6:0-2-4,0-2-01, 9:0-2-9,0-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.12 9-11 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.27 9-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.38 Horz(TL) 0.09 9 n/a n/a BCDL 10.0 Code FRC2010ITP12007 (Matrix) Weight:205 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SP No.3'Except* WEBS 1 Row at midpt 3-14,5-12,8-12 W4:2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS (Ib/size) 2=1336/0-5-8 (min.0-2-4),9=1333/0-5-8 (min.0-2-4) Installation guide. Max Horz2=-399(LC 10) Max Uplift2=-433(LC 12),9=-433(LC 13) Max Grav2=1494(LC 2),9=1494(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-17=-2569/503,3-17=-2477/549,3-4=-1930/506,4-18=-1860/518,5-18=-1811/551, 5-6=-1577/544,6-19=-1807/551,7-19=-1856/518,7-8=-1926/506,8-20=-2471/549, 9-20=-2563/503 BOT CHORD 2-16=-448/1970,15-16=-448/1970,14-15=-448/1970,14-21=-113/1290, 13-21=-113/1290,12-13=-113/1290,11-12=-282/1995,9-11=-282/1995 WEBS 3-16=0/343,3-14=-875/411,5-14=-168/643,6-12=-149/627,8-12=-872/411, 8-11=0/341 NOTES (8-9) 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=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.ll;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-1-0 to 1-4-4,Interior(1)1-4-4 to 15-2-0,Exterior(2)15-2-0 to 19-2-0,Interior(1) 24-0-4 to 36-5-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)2=433, 9=433. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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 theresponsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Referto BCSI 1-03published by TPI&WTCA for safety practices prior to performing these functions. Continued on page 2 Job Truss Truss Type Qty Ply HOUSE ROOF R01 HIP 2 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:50 2014 Page 2 ID:YtczQgnzpfe3LW6LRvnHaiyyOt3-2BRfsCblzX?vZOT_J2E301RCaMc2Alfl 1j3_otyx?1 LOAD CASE(S)Standard t s a • d 's JobTruss Truss Type Qty Ply HOUSE ROOF R02 HIP 2 1 Job Reference o tional 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:512014 Page 1 ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-XN?23Ycwkg7mBY2Btm]IYW NKmyHvivRGNpXKJyx?115 12-0-01 7-9-7 15-2-0 1 19-2-0 26-6-9 1 34-4-0 P6-1 '2-0-0 7-9-7 7-4-9 4-0-0 7-4-9 7-9-7 2-0-0 Scale=1:61.9 4x8= 4x4= 5 6 8.00 12 3x4 i 18 19 3x43X5 o� Q 4 7 3x5 J 4 8 � 3 W2 W2 W1 W1 17 20 2 9 � [Y 1 3x5 5= 16 15 14 21 13 12 11 3x5— 10 2x4 II 3x4= 3x4= 3x8= 2x4 11 3x4= 1 1 7-9-7 1 15-2-0 1 19-2-0 26-6-9 1 34-4-0 7-9-7 7-4-9 4-0-0 7-4-9 7-9-7 Plate Offsets(X,Y): [2:0-2-9,0-1-8],[5:0-5-12,0-2-0],[6:0-2-4,0-2-0], 9:0-2-9,0-1-8 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.12 9-11 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.27 9-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.38 Horz(TL) 0.09 9 n/a n/a BCDL 10.0 Code FRC20101TPI2007 (Matrix) Weight:205 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SP No.3`Except" WEBS 1 Row at midpt 3-14,5-12,8-12 W4:2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=1336/0-5-8 (min.0-2-4),9=1333/0-5-8 (min.0-2-4) Max Horz2=-399(LC 10) Max Uplift2=-433(LC 12),9=-433(LC 13) Max Grav2=1494(LC 2),9=1494(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-17=-2569/503,3-17=-2477/549,3-4=-1930/506,4-18=-1860/518,5-18=-1811/551, 5-6=-1577/544,6-19=-1807/551,7-19=-1856/518,7-8=-1926/506,8-20=-2471/549, 9-20=-2563/503 BOT CHORD 2-16=-448/1970,15-16=-448/1970,14-15=-448/1970,14-21=-113/1290, 13-21=-113/1290,12-13=-113/1290,11-12=-282/1995,9-11=-282/1995 WEBS 3-16=0/343,3-14=-875/411,5-14=-168/643,6-12=-149/627,8-12=$72/411, 8-11=0/341 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=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-1-0 to 1-4-4,Interior(1)1-4-4 to 15-2-0,Exterior(2)15-2-0 to 19-2-0,Interior(1) 24-0-4 to 36-5-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb)2=433, 9=433. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. . 8)DiGiacwmo 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 theresponsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Referto BCSI 1-03published by TPI&WTCA for safety practices prior to performing these functions. Continued on page 2 Job Truss Truss Type Qty Ply HOUSE ROOF R02 HIP 2 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:51 2014 Page 2 ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-XN?23Ycwkg7mBY2BtmIlYW_NKmyHvIvRG NpXKJyx?1 LOAD CASE(S)Standard i t 3 :R i a Job Truss Truss Type Qty Ply HOUSE ROOF R03 HIP 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:52 2014 Page 1 I D:YtczQ9nzpfe3LW6LRvnHaiyyOt3-?aZQGudYV8FdpidNRTGX5jXZ9AJNe4OaU 1 Y5tmyx?1 2-0-01 6-9-7 1 13-2-0 21-2-0 27-6-9 1 34-4-0 36-4-q 2-0-0 6-9-7 6-4-9 8-0-0 6-4-9 6-9-7 2-0-0 Scale=1:61.9 5x8= 6x8= 8.00 V2 5 18 19 6 T3 3x4 i 3x4 Q 7 3x5 G 4 3x5 J W4 8 3 17 20 2 9 T�T 1 16 15 14 21 13 12 11 10Ia 3x4= 3x4= j 2x4 11 3x4= 3x4= 3x4= 3x8= 2x4 11 - - - 34-4-0 6-9-7 13-2 0 21 2-0 27-6 9 6-9-7 6-4-9 18-0-0 16-4-9 16-9-7 Plate Offsets(X,Y): [5:0-1-12,0-3-0], 6:0-6-0,0-2-14 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.13 12-15 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.30 12-15 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(TL) 0.09 9 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:202 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30`Except` TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. T3:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 5-12 WEBS 2x4 SP No.3`Except` MiTek recommends that Stabilizers and required cross bracing be W4:2x4 SP No.2 installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1372/0-5-8 (min.0-2-4),9=1359/0-5-8 (min.0-2-4) Max Horz2=-352(LC 10) Max Uplift2=415(LC 12),9=415(LC 13) Max Grav2=1494(LC 2),9=1494(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-17=-2595/535,3-17=-2514/576,3-4=-2083/535,4-5=-1983/572,5-18=-1702/560, 18-19=-1702/560,6-19=-1702/560,6-7=-1958/572,7-8=-2058/535,8-20=-2492/576, 9-20=-2574/535 BOT CHORD 2-16=412/1998,15-16=412/1998,14-15=-207/1475,14-21=-207/1475, 13-21=-207/1475,12-13=-207/1475,11-12=-316/2015,9-11=-316/2015 WEBS 3-16=0/274,3-15=-691/344,5-15=-110/645,6-12=-75/602,8-12=-695/344,8-11=0/273 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=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-1-0 to 1-4-4,Interior(1)1-4-4 to 13-2-0,Exterior(2)13-2-0 to 26-0-4,Interior(1) 26-0-4 to 36-5-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb)2=415, 9=415. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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 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. Job Truss Truss Type Qty Ply HOUSE ROOF R04 SPECIAL 1 1 Job Reference o tional 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:54 2014 Page 1 ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-xyhAhZepl lVL2?mmYul?A8culzy76zjtyLl Bxeyx?1 -2-0-0 5-9-7 1 11-2-0 1 15-2-8 19-3-0 F 1-2- 27-6-13 1 34-4-0 6-4- 2-0-0 5-9-7 5-4-9 14-0-8 4-0-8 -11- 6-4-5 6-9-3 2-0-0 Scale=1:62.7 05 11 8 4x4= 4x4= 8.D0 12 5 30= 2 22 3x4 3x4 9 20 2x4 11 3x5 i 4 10 3 4 19 23 2 11 1 3x4= 18 17 24 16 25 15 26 14 27 13 3x5— 12 2x4 II 3x8= 4x4= Sxe= 4x4= 3x4= 5-9-7 11-2-0 19-3-0 27-6-13 34-4-0 5-9-7 5-4-9 18-1-0 8-3-13 6-9-3 Plate Offsets(X,Y): 11:0-2-9,0-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.18 13-15 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.40 13-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.08 11 n/a n/a BCDL 10.0 Code FRC2010ITP12007 (Matrix) Weight:214 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-9-0 oc bracing. WEBS 2x4 SP No.3`Except` WEBS 1 Row at midpt 6-17,6-15,7-15 W6:2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=1407/0-5-8 (min.0-2-4),11=1436/0-5-8 (min.0-2-5) Max Horz2=352(LC 11) Max Uplift2=-509(LC 12),11=-414(LC 13) Max Grav2=1494(LC 2),11=1508(LC 22) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-19=-2678/589,3-19=-2609/624,3-4=-2257/568,4-20=-2203/578,5-20=-2172/601, 5-21=-1871/574,6-21=-1870/574,6-7=-2121/565,7-8=-2570/698,8-22=-2819/778, 9-22=-2837/756,9-10=-2918/740,10-23=-2669/538,11-23=-2751/498 BOT CHORD 2-18=-567/2071,17-18=-567/2071,17-24=-372/1859,16-24=-372/1859, 16-25=-372/1859,15-25=-372/1859,15-26=-198/1535,14-26=-198/1535, 14-27=-198/1535,13-27=-198/1535,11-13=-289/2160 WEBS 3-17=-571/279,5-17=-141/892,6-17=-435/223,7-15=-1505/470,8-15=-507/1774, 8-13=-457/1067,10-13=-628/461 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=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-1-0 to 1-4-4,Interior(1)1-4-4 to 11-2-0,Exterior(2)11-2-0 to 14-7-3,Interior(1) 19-3-0 to 36-5-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit - between the bottom chord and any other members,with BCDL=10.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)2=509, 11=414. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Continued on page 2 Job Truss Ty Truss Type Qty pl HOUSE ROOF R04 SPECIAL 1 IJ.b Reference o tional 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:54 2014 Page 2 8)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-xyhAhZep1IVL2?mmYul?A8culzy76zjtyLl Bxeyx?l 9)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 JobTruss Truss Type Qty Ply r HOUSE ROOF R05 SPECIAL 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:56 2014 Page 1 I D:YtczQ9nzpfe3L W6LRvnHaiyyOt3-tLpx6Fg3ZN 131Jw8gJKTFZh H hnXmaxHAPtXIOXyx?1 r2-0-0, 4-3-11 7-11-8 ?-2-9 13-2-8 1 17-3-0 , 21-2-8 25-4-6 29-6-4 34-4-0 ,36-4-q r2-0-0 4-3-11 3-7-13 -2- 4-0-8 4-0-8 3-11-8 4-1-14 4-1-14 4-9-12 2-0-0 Scale=1:61. a■a= I I 8 4x8= 4x12= 2x4 II 3x5 1 3x8 i5 6 9 4 3x4 1 10 8.00 12 3x5 W1 3x5 11 3 v 10 1 ^ 212 n yI B 62 63 IY' 1 3x8 wi 23 24 22 21 20 19 18 17 16 15 14 3x4= t3 d 2x4 11 6x8=4x6= 3x8= 4x6= 2x4 1 4x6= 3x8= 3x4= 2x4 11 4-3-11 7-11-8 R-2-9 13-2-8 1 17-3-0 21-2-8 25-4-6 , 29-6-4 34-4-0 4-3-11 3-7-13 -2 4-0-8 4-0-8 3-11-8 4-1-14 4-1-14 4-9-12 1 Plate Offsets(X,Y): 12:0-2-0,0-1-81,[5:0-5-12,0-2-0], :04-0,04-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) 0.15 22-23 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.29 22-23 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.69 Horz(TL) 0.09 12 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:541 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-4 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 2=4038/0-5-8 (min.0-2-10),12=2065/0-5-8 (min.0-1-8) Max Horz2=-352(LC 6) Max Uplift2=-1457(LC 8),12=-058(LC 9) Max Grav2=4462(LC 2),12=2319(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-7334/2314,3-4=-6718/2083,4-5=-5817/1878,5-6=-4583/1474,6-7=-4583/1474, 7-8=-3006/954,8-9=-3021/990,9-10=-3216/956,10-11=-3286/940,11-12=-3529/907 BOT CHORD 2-23=-1977/5953,23-24=-1977/5953,22-24=-1977/5953,21-22=-1657/5489, 20-21=-1433/4888,19-20=-1139/4137,18-19=-1139/4137,17-18=-1141/4136, 16-17=-1141/4136,15-16=-010/2676,14-15=-650/2832,12-14=-650/2832 WEBS 3-23=-253/570,3-22=-554/392,4-22=-1065/3217,4-21=-2828/1053,5-21=-1087/3394, 5-20=-727/651,7-20=-486/918,7-16=-3078/1073,8-16=-933/3005,9-16=-476/288, 9-15=-58/269,11-15=-296/171 NOTES (11-12) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-3-0 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=6.Opsf;BCDL=6.Opsf,h=30ft;Cat.ll;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-"wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(#=1b)2=1457, 12=658. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Continued on page 2 Job Truss Truss Type QtY Ply HOUSE ROOF R05 SPECIAL 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:56 2014 Page 2 I D:YtczQ9nzpfe3LW6LRvnHaiyy0t3-tLpx6Fg3ZN131Jw8gJKTFZhHhnXmaxHAPfXIOXYx?1 • NOTES (11-12) 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)713 Ib down and 520 Ib up at 6-0-12,and 3082 Ib down and 686 Ib up at 7-11-8 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 theresponsibility of the Building Designer. Trusse 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 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-5=-50,5-7=-50,7-8=-50,8-13=-50,2-12=-20 Concentrated Loads(lb) Vert:22=-2874(F)24=-626(F) Job i Truss Truss Type Qt' ply HOUSE ROOF R06 SPECIAL 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:58 2014 Page 1 ID:YtczQ9nzpfe3LW6LRvnHaiyy0t3-pkwhXxhJ4_?nXd4XnkNxL_nbgbLs2orTtzOP4Pyx?1 21-2-0 36_4_0 -2-0-0 6-9-7 13-2-0 18-2-0 1 15 27-0-9 32-11-3 4-4- 2-0-0 6-9-7 6-4-9 5-0-0 0-11-5 5 10-9 5-10-9 4-1 2-0-0 2-0-11 smIe=t:sz.� 1 4x8= 3x4= 2x4 11 4x8= 8-00F1-2 5 24 8 7 8 3x4 i 23 25 3x5 G 4 3x5 Q 3 8 10 3x5 10 3x5 1\ 22 11 2 12 ]o Io c 1 3x4= 21 20 19 28 18 17 18 75 14 13 2x4 II 3x4= 3x4- 5x8- 3x4= 4x4= 5x6=3x8 X531 12 21-2-0 6-9-7 13-2-0 18 2-0 1 -1 5 27-0 9 32-11-3 4 6-9-7 6-4-9 5 0 0 0-11-5 5-10-9 5-10-9 -4-1 -11 Plate Offsets X,Y 55:0-5-12,0-2-0, 8:0-5-12,0-2-0, 12:0-0-14,Ed , 14:0-3-0,0-3 4, 18:0-5 4 2-02-0-8 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0Plates Increase 1.25 TC 0.37 Vert(LL) 0.09 16 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.22 15-16 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(TL) 0.13 12 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:251 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-18,7-18 [!��'T ek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=1346/0-5-8 (min.0-2-3),12=1334/0-5-8 (min.0-2-0) Max Horz2=354(LC 11) Max Uplift2=-415(LC 12),12=-415(LC 13) Max Grav2=1494(LC 2),12=1494(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-22=-2559/508,3-22=-2478/548,3-4=-2023/515,4-23=-1941/530,5-23=-1921/553, 5-24=-1717/556,6-24=-1717/556,6-7=-1712/554,7-8=-1734/550,8-25=-1962/562, 9-25=-2055/539,9-10=-2547/573,10-11=-2613/546,11-12=-3951/670 BOT CHORD 2-21=-413/1965,20-21=-413/1965,19-20=-413/1965,19-26=-208/1409, 18-26=-208/1409,17-18=-171/1552,16-17=-97/1441,15-16=-296/2066, 14-15=-439/2814,12-14=-450/3152 WEBS 3-21=0/287,3-19=-730/348,5-19=-127/591,5-18=-223/256,6-18=-303/216, 7-17=-56/280,8-17=-253/296,8-16=-139/584,9-16=-796/340,9-15=0/316, 11-15=-756/200,11-14=-40/1002 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=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-1-0 to 1-4-4,Interior(1)1-44 to 13-2-0,Exterior(2)13-2-0 to 24-7-3,Interior(1) 24-7-3 to 36-5-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Bearing at joint(s)12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)2=415, 12=415. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Continued on page 2 Job Truss Truss Type Oty Ply HOUSE ROOF RO6 SPECIAL 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:35:58 2014 Page 2 • ID:YtczO9nzpfe3LW6LRvnHaiyy0t3-pkwhXxhJ4_?nXd4XnkNxL_nbgbLs2orTtzOP4Pyx?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 theresponsibility of the Building Designer. Trusse 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 Ply HOUSE ROOF R07 SPECIAL 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. FriJul 18 01:36:00 2014 Pagel ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-m62RydiacbFVmxEvv9PPQPsy000cWkUmKHV W81yx?O -2-0-01 5-9-7 1 11-2-0 1 18-2-0 , 21-5-3 ?3-2-9 26-10-10 , 30-7-5 344-0 36-4-q 2-0-0' 5-9-7 5-4-9 7-0-0 3-3-3 -8-1 3-8-10 3-8-10 3-8-11 Style=1:62. 4x8= 3x4= 2x4 11 4x8= 8-00F1_2 5 23 6 24 7 8 25 3x4 i 4x4 22 3x5 i 4 9 3 3x5 10 2x4 II 11 21 26 ^ 2 18 15 14 12 5x12=&4,=— 6x8= to I 1 3x4_ 20 79 18 27 17 13 2x4 11 3x4 3x4= 5x8= 4x8 a 4.31 FUT 5-9-7 11-2-0 1 18-2-0 21-5-3 3-2- 30-7-5 344-0 5-9-7 154-9 17-0-0 3-3-3 -8-1 7-5-5 3-8-11 Plate Offsets(X,Y): [5:0-5-12,0-2-01,18:0-5-12,0-2-01,112:0-2-1 1,Ee, 14:0-54,Ed 17:0-5-4,0-2-8 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) 0.15 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.45 14-15 >902 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(TL) 0.22 12 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:224 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-4-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be WEDGE installed during truss erection,in accordance with Stabilizer Right:2x4 SP No.3 Installation guide. REACTIONS (Ib/size) 2=1362/0-0-8 (min.0-2-3),12=1338/0-5-0 (min.0-1-15) Max Horz2=308(LC 11) Max Uplift2=-392(LC 12),12=-392(LC 13) Max Grav2=1494(LC 2),12=1494(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-21=-2550/532,3-21=-2480/567,3-4=-2130/538,422=-2077/547,5-22=-2048/570, 5-23=-1943/608,6-23=-1943/608,6-24=-2076/595,7-24=-2076/595,7-8=-2077/595, 8-25=-2388/617,9-25=-2399/594,9-10=-4503/956,10-11=-4524/937,11-26=-4598/870, 12-26=-4663/846 BOT CHORD 2-20=-394/1960,19-20=-394/1960,18-19=-394/1960,18-27=-311/1547, 17-27=-311/1547,16-17=-342/1829,15-16=-186/1781,14-15=-371/2351, 12-14=-615/3911 WEBS 3-18=-564/285,5-18=-84/548,5-17=-260/388,6-17=-678/277,6-16=0/308, 8-16=-284/384,8-15=-1111755,9-15=-809/303,9-14=-312/1905 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=6.Opsf,BCDL=6.Opsf;h=30ft;Cat.ll;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-1-0 to 1-4-4,Interior(1)1-4-4 to 11-2-0,Exterior(2)11-2-0 to 26-7-3,Interior(1) 26-7-3 to 36-5-0 zone;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Bearing at joint(s)12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joints)except Gt=lb)2=392, 12=392. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Continued on page 2 Job Truss Truss Type Qty Ply HOUSE ROOF R07 SPECIAL 1 11 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:36:00 2014 Page ' ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-m62RydjacbFVmxEvv9PPQPsy000cWkUmKHVW81yx?0 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. Trusse 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 Ply HOUSE ROOF R08 SPECIAL 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:36:01 2014 Page 1 ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-EJcg9zkCNvNL04p6SsweydO7eoMtFC5vZxE3gkyx?0 2-0-0, 4-9-7 1 9-2-0 13-8-0 18-2-0 1 23-9-1 25-2-p 28-3-7 1 34-4-0 ,364-0 '2-0-0' 4-9-7 4-4-9 1 4-6-0 4-6-0 5-7-1 1-4-1 3-1-7 6-0-9 '2-0-0 Scale=1:61. 44= 3x4= 3x4= 2x4 II 4x8= 4 20 5 6 21 7 8 3x5 8.00 F12 2x4 O9 19 22 3 IV5 IV; 18 14 13 12 23 2 5x12= 5x6= 10 3x4= I} 1 11 c 3x4= 3x8= 3x4 17 16 24 25 15 4.31 F12 3x4= 5x8= 9-2-0 18-2-0 1 23-9-1 5-2- 28-3-7 34-4-0 9-2-0 9-0-0 15-7-1 1-4-1 3-1-7 6-0-9 Plate Offsets(X,Y): [8:0-5-12,0-2-0],115:0-5-4,0-2-8 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) -0.19 15-17 >568 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.33 2-17 >342 240 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code FRC2010ITP12007 (Matrix) Weight:199 Ib 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 M 30 BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS All bearings 18-2-0 except Qt=length)10=0-5-8. Installation guide. (lb)- Max Horz2=262(LC 11) Max Uplift All uplift 100 Ib or less at joint(s)except 2=-168(LC 12),15=-384(LC 8), 10=-274(LC 13),17=-227(LC 9) Max Grav All reactions 250 Ib or less at joint(s)except 2=384(LC 27),15=1483(LC 28),10=565(LC 22),17=687(LC 27) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 4-19=-29/308,5-6=0/590,9-22=-697/182,22-23=-791/178,10-23=-870/144 BOT CHORD 16-17=-454/238,16-24=-454/238,24-25=-454/238,15-25=-454/238,14-15=-847/305, 12-13=0/591,10-12=0/679 WEBS 3-17=-467/285,4-17=-432/144,5-15=-524/155,6-15=-798/278,6-14=-96/788, 7-14=-358/237,8-14=-327/43,8-13=-127/447,9-13=-767/261,9-12=0/349 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=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-1-0 to 144,Interior(1)1-4-4 to 9-2-0,Extedor(2)9-2-0 to 28-7-3,Interior(1) 28-7-3 to 36-5-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 168 Ib uplift at joint 2,384 Ib uplift at joint 15, 274 Ib uplift at joint 10 and 227 Ib uplift at joint 17. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Continued on page 2 Job Truss Truss Type Qty Ply HOUSE ROOF R08 SPECIAL 1 1 Job Reference(option 1 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:36:01 2014 Page 2 I D:YtczQ9nzpfe3 LW6LRvn HaiyyOt3-EJcg9zkCNvN L04p6S sweydO7eoMtFC5vZxE3gkyx?0 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. Trusse 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 Ply HOUSE ROOF R09 SPECIAL 1 TJlot Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:36:03 2014 Page 1 I D:Ytcz09nzpfe3L W6LRvnH a iyy0t3-AhkaaelSvWd3dOyUaH y622U R9c4hj9ICOEjAkdyx? 2-0-0, 3-9-7 7-2-0 12-8-0 18-2-0 , 26-0-4 27-270 30-6-9 34-4-0 X36-4-Q 2-0-0 3-9-7 3-4-9 5-6-0 5-6-0 7-10-4 1-142 3-4-9 3-9-7 2-0-0 Scale=1:61. 4x4= 3x8= 3x4= 3x5= 2x4 II _ 4 20 5 6 7 21 8 94x8 8.00 12 2x4 2x4= 3 10 14 13 4 19 5x8= 22 .�( 2 3X4-- 11 1 3x4= 18 x4 16 15 4.31 12 12 3 2x4 II 5x8= 3x4 3x8= 7-2-0 1 12-8-0 1 17-11-4 18 -0 26-0-4 27-210 34-4-0 7-2-0 15-6-0 5-3-4 0-2-'12 7-10-4 1-1-12 7-2-0 Plate Offsets(X,Y):19:0-5-12,0-2-01, 15:0-",0-2-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.12 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.30 14-15 >627 240 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.06 11 n/a n/a BCDL 10.0 Code FRC2010ITP12007 (Matrix) Weight:188 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-"oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-"oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS (Ib/size) 2=546/0-5-8 (min.0-1-8),15=1606/0-5-8 (min.0-2-0),11=451/0-5-8 (min.0-1-8) Installation guide Max Horz2=215(LC 11) Max Uplift2=-257(LC 12),15=-465(LC 9),11=-264(LC 13) Max Grav2=668(LC 27),15=1835(LC 2),11=535(LC 22) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-19=-759/263,3-19=-727/285,3-4=-560/254,4-20=-457/261,5-20=-456/261, 5-6=-68/849,6-7=-351/167,7-21=-351/167,8-21=-351/167,8-9=-348/164, 9-10=-436/62,10-22=-907/285,11-22=-948/264 BOT CHORD 2-18=-230/520,14-15=-1085/324,13-14=0/348,11-13=-115/797 WEBS 3-18=-306/186,5-18=-63/510,5-15=-1149/278,6-15=-755/345,6-14=-211/1261, 8-14=-520/393,9-14=-297/183,9-13=-20/291,10-13=-500/310 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=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-1-0 to 1-4-4,Interior(1)1-44 to 7-2-0,Exterior(2)7-2-0 to 30-10-0,Interior(1) 30-10-0 to 36-5-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6)Bearing at joint(s)11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 257 Ib uplift at joint 2,465 Ib uplift at joint 15 and 264 Ib uplift at joint 11. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Continued on page 2 Job Truss Truss Type Qty Ply HOUSE ROOF R09 SPECIAL 1 1 ____ Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:36:03 2014 Page 9)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL. I D:YtczQ9nzpfe3LW6LRvnHaiyyOt3-Ah kaaelSvWd3dOyUaHy622 U R9c4hj9lCOEjAkdyx? 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. Trusse 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 Ply HOUSE ROOF I R10 SPECIAL 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:36:05 2014 Page 1 ID:YtczQ9nzpfe3LW6LRvnHaiyy0t3-04r1(?KniR8unti6thi?a7TZo1 PnrBxNVUYCHpVyx?O 1-2-0-01 5-2-0 1 9-6-0 1 13-10-0 1 18-2-0 120-11-111 23-9-6 29-2-0 34-4-0 136-4-01 2-0-0 5-2-0 4-4-0 4-4-0 4-4-0 2-9-11 2-9-11 5-4-10 5-2-0 2-0-0 Scale=1:61. 3x4= 4x8= 2x4 II 3x8= 3x4= 3x4= 3x4= = 3 22 4 23 245 25 26 6 7 8 27 9 28 29 10 5x8 8.00 12 V I Z IVI W1 15 37 38 14 X 39 2 a B2 5x6= 5x6 16 13 k 3x4 0 2x4\\ 12 c 1 9K4= 21 20 30 19 31 32 16 33 34 17 35 r 4x4 4x6= 3x8— 2x4 11 7x14 KfT20H= 4.31 12 2x4 11 20-11-11 1 5-2-0 1 9-6-0 1 13-10-0 1 17-11-4 Y -0 1 23-9-6 1 28-3-2 1 31-1-2 1 34-4-0 1 5 2-0 4-4-0 4-4 0 4-1-4 0- -12 2-9 11 4-5-12 2-10-0 3 2-14 2-9-11 Plate Offsets(X,Y):13:0-5-12,0-2-0],fl0:0-3-12,0-2-0],111:0-2-1 1,Ed17:0-7-12,0-4-8 LOADING(psf) SPACING 2-0-0 CSI IDEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) 0.07 14 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.12 14-15 >999 240 MT20H 187/143 BCLL 0.0 " Rep Stress Incr NO WB 0.95 Horz(TL) 0.07 11 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:198 Ib 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 M 30-Except- BOT CHORD Rigid ceiling directly applied or 5-9-0 oc bracing. B1,B2:2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be WEBS 2x4 SP No.3 installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=746/0-5-8 (min.0-1-8),17=2396/0-5-8 (min.0-3-4),11=616/0-5-8 (min.0-1-8) Max Horz2=169(LC 7) Max Uplift2=448(LC 8),17=-1712(LC 5),11=-427(LC 9) Max Grav2=859(LC 21),17=2729(LC 2),11=714(LC 22) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-983/507,3-22=-076/407,4-22=-675/407,4-23=-675/407,23-24=-675/407, 5-24=-675/407,5-25=-902/1442,25-26=-902/1442,6-26=-902/1442,6-7=-460/788, 7-8=-460/788,8-27=-192/290,9-27=-192/290,9-28=-1086/662,28-29=-1086/662, 10-29=-1087/662,10-11=-1328/692 BOT CHORD 2-21=-393/731,20-21=-392/739,20-30=-392/739,19-30=-392/739,17-35=-1611/1063, 16-35=-1560/1029,16-36=-845/554,15-36=-833/561,15-37=-306/260,37-38=-306/260, 14-38=-306/260,14-39=-567/1047,13-39=-586/1023,11-13=-495/1062 WEBS 3-21=0/379,4-19=-394/425,5-19=-581/945,5-18=0/311,5-17=-1745/1026, 6-17=-906/697,6-16=-618/909,8-16=-601/415,8-15=-787/1099,9-15=-714/608, 9-14=-340/884,10-14---31/320 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=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)11 considers parallel to grain value using ANSI/TPI 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 448 Ib uplift at joint 2,1712 Ib uplift at joint 17 and 427 Ib uplift at joint 11. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Continued on page 2 1 Job Truss Truss Type Qty Ply HOUSE ROOF R10 SPECIAL 1 1 Job Reference(option 1 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:36:05 2014 Page 2 ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-64rK?KniR8unti6thi?a7TZo1 PnrBxNVUYCHpVyx?0 NOTES (12-13) 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)89 Ib down and 235 Ib up at 5-2-0,50 Ib down and 143 Ib up at 7-2-12,50 Ib down and 143 Ib up at 9-2-12,50 Ib down and 143 Ib up at 11-2-12,50 Ib down and 143 Ib up at 13-2-12,50 Ib down and 143 Ib up at 15-2-12,50 Ib down and 143 Ib up a 17-2-12,45 Ib down and 191 Ib up at 23-1-0,50 Ib down and 148 Ib up at 25-1-0,and 50 Ib down and 148 Ib up at 27-1-0,and 205 Ib down and 335 Ib up at 29-2-0 on top chord,and 151 Ib down and 53 Ib up at 5-2-0,58 Ib down at 7-2-12,58 Ib down at 9-2-12,58 Ib down at 11-2-12,58 Ib down at 13-2-12,58 Ib down at 15-2-12,58 Ib down at 17-2-12,138 Ib down and 134 Ib up at 19-1-0,138 Ib down and 134 Ib up at 21-1-0,33 Ib up at 23-1-0,58 Ib down at 25-1-0,and 58 Ib down at 27-1-0,and 75 Ib down at 29-1-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 12)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 theresponsibility of the Building Designer. Trusse 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 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pig Vert:1-3=-50,3-10=-50,10-12=-50,2-17=-20,15-17=-20,14-15=-20,11-14---20 Concentrated Loads(lb) Vert:3=-76(B)10=-142(B)21=-80(B)19=-29(B)4=-42(B)16=-120(B)22=-42(B)23=-42(B)24=-42(B)25=-42(B)26=-42(B)27=-39(B)28=-42(B)29=-42(B)30=-29(B) 31=-29(B)32=-29(8)33=-29(8)34=-29(B)35=-120(B)36=16(B)37=-29(B)38=-29(B)39=-33(B) Job Truss Truss Type Qty Ply HOUSE ROOF R11 COMMON 3 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:36:06 2014 Page 1 ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-bGPjCgoKCROeUsh3FPWpfg6yWp2hwXMeiCygLm? t -2-0-0 6-9-3 13-1-8 19-5-13 26-3-0 2-0-0 6-9-3 6-4-5 6-4-5 6-9-3 S-ie=1:45. 4x8 11 5 8.00 12 12 13 3X4 i 4 2114\\ 2x4 3 6 2 14 1 1 11 7 2 82 � 1 �1 10 9 1516 1718 6 1 3X4= 3x10= 4x4= 4x4= 4x4= 3x10= 3x4= 3x4= 4x4= 8-10-10 17-4-6 26-3-0 8-10-10 8-5-12 8-10-10 Plate Offsets(X,Y):18:0-3-0,0-1-81,110:0-3-0,0-1-8 LOADING(psf) SPACING 2-" CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.14 7-8 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.39 7-8 >802 240 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:151 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-8 oc purlins. BOT CHORD 2x4 SP M 30"Except* BOT CHORD Rigid ceiling directly applied or 10-"oc bracing. 62:2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be WEBS 2x4 SP No.3 installed during truss erection,in accordance with Stabilizer REACTIONS (Ib/size) 7=1065/Mechanical,2=1193/0-5-8 (min.0-2-0) Installation guide. Max Horz2=336(LC 9) Max Uplift7=-181(LC 13),2=-264(LC 12) Max Grav7=1135(LC 22),2=1284(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-11=-2262/178,3-11=-2184/218,3-4=-2119/251,4-12=-2024/270,5-12=-2019/290, 5-13=-2042/313,6-13=-2143/274,6-14=-2203/247,7-14=-2269/221 BOT CHORD 2-10=-251/1734,9-10=0/1053,9-15=0/1053,15-16=0/1053,16-17=0/1053, 17-18=0/1053,8-18=0/1053,7-8=-89/1773 WEBS 5-8=-178/1015,6-8=-087/419,5-10=-153/968,3-10=-546/392 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=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-1-0 to 0-11-0,Interior(1)0-11-0 to 13-1-8,Exterior(2)13-1-8 to 16-1-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)200.01b AC unit load placed on the bottom chord,13-1-8 from left end,supported at two points,5-0-0 apart. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 181 Ib uplift at joint 7 and 264 Ib uplift at joint 2. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)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. LOAD CASE(S)Standard • Job Truss Truss Type QIY PIY HOUSE ROOF R12 COMMON 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:36:07 2014 Page 1 • ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-3Sz5QOozzl8V6?GGp712Cue7FDNwf_coxshNtOyx?0 -2-0-0 6-9-3 13-1-8 19-5-13 26-3-0 2-0-0 6-9-3 6-4-5 6-4-5 6-9-3 Scale=1:45.3 4x6 11 5 8.00 12 it 12 2 13 3x4 i 4 2x4\\ 2x4 6 3 I i 14 1 1 I it 7 2 e 1 92 to 3 10 9 1516 1718 8 1 3x4= 3x10= 4x4= 4x4= 4x4= 3x10= 3x4= 3x4= 4x4= i 8-10-10 17-4-6 26-3-0 j 8-10-10 8-5-12 8-10-10 Plate Offsets(X,Y): [870-3-0,0-1-81, 10:0-3-0,0-1-8 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.14 7-8 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.39 7-8 >802 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code FRC2010ITP12007 (Matrix) Weight:151 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-8 oc purlins. BOT CHORD 2x4 SP M 30'Except' BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. B2:2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be WEBS 2x4 SP No.3 installed during truss erection,in accordance with Stabilizer Installation guidee . REACTIONS (Ib/size) 7=1065/Mechanical,2=1193/0-5-8 (min.0-2-0) Max Horz2=336(LC 9) Max Uplift7=-1 81(LC 13),2=-264(LC 12) Max Grav7=1 135(LC 22),2=1284(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-11=-2262/178,3-11=-2184/218,3-4=-2119/251,4-12=-2024/270,5-12=-2019/290, 5-13=-2042/313,6-13=-2143/274,6-14=-2203/247,7-14=-2269/221 BOT CHORD 2-10=-251/1734,9-10=0/1053,9-15=0/1053,15-16=0/1053,16-17=0/1053, 17-18=0/1053,8-18=0/1053,7-8=-89/1773 WEBS 5-8=-178/1015,6-8=-587/419,5-10=-153/968,3-10=-546/392 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=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.ll;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-1-0 to 0-11-0,Interior(1)0-11-0 to 13-1-8,Exterior(2)13-1-8 to 16-1-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)200.01b AC unit load placed on the bottom chord,13-1-8 from left end,supported at two points,5-0-0 apart. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=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 181 Ib uplift at joint 7 and 264 Ib uplift at joint 2. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)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. LOAD CASE(S)Standard Job Truss Truss Type Qty ply HOUSE ROOF R13 HIP 1 ]Job Reference o ti.ru 7.350 s Sep 27 2012 MTek Industries,Inc. Fri Jul 18 01:36:08 2014 Page 1 ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-XfXTdMpbk3GMk9rSNgYH I5B Khd kcOT1 xAWRxQgyx? -2-0-0 5-8-7 11-0-0 15-3-0 20-6-9 26-3-0 2-0-0 5-8-7 5-3-9 4-3-0 5-3-9 5-8-7 � Scale=1:46. 5x8= 5x6= 4 5 T2 i 8.00 12 3x5 14 15 3x5�1 3 6 1 16 13 7 2 ED 62 __ 12 11 17 10 18 9 8d 1 3z4 3x8= 3x4= 3z4 3x4= 4x10 2x4 II= 3x4= 2x4 II 3x4= 5-8-7 1 9-1-8 17-1-8 20-0-9 26-3-0 5-8-7 3-5-1 8-0-0 3-5-1 5-8-7 Plate Offsets(X,Y): [4:0-3-0.0-2-3],[5:0-3-0,0-2-3J, 11:0-2-4,0-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/def! Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) 0.19 8-9 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.23 8-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code FRC2010ITP12007 (Matrix) Weight:157 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30'Except` TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc puriins. T2:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-"oc bracing. BOT CHORD 2x4 SP M 30'Except' MiTek recommends that Stabilizers and B2:2x6 SP No.2 required cross bracing be WEBS 2x4 SP No.3 installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS (Ib/size) 7=1077/Mechanical,2=1205/0-5-8 (min.0-1-15) Max Horz2=286(LC 9) Max Uplift7=-164(LC 13),2=-247(LC 12) Max Grav7=1132(LC 2),2=1284(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-13=-2195/241,3-13=-2126/275,3-14=-1968/262,4-14=-1886/293,4-5=-1455/316, 5-15=-1896/319,6-15=-1981/287,6-16=-2147/294,7-16=-2216/271 BOT CHORD 2-12=-210/1685,11-12=-208/1692,11-17=0/1221,10-17=0/1221,10-18=0/1221, 9-18=0/1221,8-9=-147/1743,7-8=-147/1737 WEBS 3-11=-424/341,4-11=0/732,5-9=-5/758,6-9=-490/392 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=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-1-0 to 0-11-0,Interior(1)0-11-0 to 11-",Exterior(2)11-"to 15-3-0, Interior(1)19-5-15 to 26-2-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)200.01b AC unit load placed on the bottom chord,13-1-8 from left end,supported at two points,5-0-0 apart. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf boftom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M 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 164 Ib uplift at joint 7 and 247 Ib uplift at joint 2. 9)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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 " 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. tan ar •Job Truss Truss Type Qty ply HOUSE ROOF R14 HIP 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:36:10 2014 Page 1 ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-T1 fD22rrGgW4zT?gUFblgWGgxQPtsNXEdgw2Ujyx?0 -2-0-0 4-8-7 9-0-0 13-1-8 17-3-0 21-6-9 26-3-0 2-0-0 4-8-7 4-3-9 4-1-8 4-1-8 4-3-9 4-8-7 smb=1:45. 5x6= 5x8= 4 5 8 72 8.00 12 2x4 2x4 3 7 1 13 12 8 2 B2El m 8 B1 B3 1 11 1014 15 16 17 9 10x14= 10x14= 9-0-0 17-3-0 26-3-0 9-0-0 8-3-0 9-0-0 Plate Offsets(X,Y): 2:0-0-3,0-M,L4:0-3-0,0-2-31, 6:0-3-0,0-2.3 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.14 8-9 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.36 8-9 >850 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:166 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30'Except' TOP CHORD Structural wood sheathing directly applied or 4-10-12 oc purlins. T2:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. BOT CHORD 2x4 SP M 30'Except* MiTek recommends that Stabilizers and required cross bracing be 132:2x6 SP No.2 installed during truss erection,in accordance with Stabilizer WEBS 2x4 SP No.3 Installation guide. REACTIONS (Ib/size) 8=1029/0-5-8 (min.0-1-10),2=1155/0-5-8 (min.0-1-13) Max Horz2=240(LC 9) Max Uplift8=-139(LC 13),2=-226(LC 12) Max Grav8=1125(LC 2),2=1276(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-12=-2084/298,3-12=-2045/325,3-4=-1819/264,4-5=-1544/277,5-6=-1547/274, 6-7=-1823/277,7-13=-1991/342,8-13=-2092/325 BOT CHORD 2-11=-192/1628,10-11=-76/1440,10-14=-76/1440,14-15=-76/1440,15-16=-76/1440, 16-17=-76/1440,9-17=-76/1440,8-9=-198/1638 WEBS 3-11=-366/266,4-11=0/682,6-9=-5/687,7-9=-376/301 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=101mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-1-0 to 0-11-0,Interior(1)0-11-0 to 9-M,Exterior(2)9-M to 21-8-1,Interior(1) 21-8-1 to 26-0-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)200.01b AC unit load placed on the bottom chord,13-1-8 from left end,supported at two points,5-"apart. 4)Provide adequate drainage to prevent water ponding. 5)All plates are 3x4 MT20 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 2-M wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 139 Ib uplift at joint 8 and 226 Ib uplift at joint 2. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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 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 JobTruss Truss Type Qty Ply HOUSE ROOF R15 HIP 1 1 Job Reference(optional) — — 7.350 sSep 27 2012 MiTek Industries,Inc. Fri Jul18 1: age ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-xEDcGNsT1_exbdZ12z6_MkprlgpUbldNsUfbl9yx?0 -2-0-0 3-8-7 7-0-0 13-1-8 1 19-3-0 1 22-6-9 26-3-0 28-3-0 2-0-0 1 3-8-7 3-3-9 6-1-8 6-1-8 3-3-9 3-8-7 2-0-0 Scale:1/4"=1 4x4= 3x8= 4x4= 4 16 6 17 6 8.0012 2x4 2x4 i 3 7 15 18 1 14 119 2 8 1 3x4= 13 12 11 10 3x4= 9 3x8= 3x4= 2x4 II 3x8= 7-0-0 13-1-8 19-3-0 , 26-3-0 7-0-0 6-1-8 6-1-8 17-0-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.06 2-13 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.15 2-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.52 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code FRC2010fTP12007 (Matrix) Weight:143 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=1018/0-5-8 (min.0-1-10),8=1018/0-5-8 (min.0-1-10) Max Horz2=-210(LC 10) Max Uplift2=-298(LC 12),8=-298(LC 13) Max Grav2=1170(LC 2),8=1170(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-14=-1755/449,14-15=-1712/452,3-15=-1666/471,3-4=-1570/442,4-16=-1317/419, 5-16=-1316/419,5-17=-1316/419,6-17=-1317/419,6-7=-1570/441,7-18=-16661470, 18-19=-1711/452,8-19=-1755/449 BOT CHORD 2-13=-349/1321,12-13=-386/1527,11-12=-386/1527,10-11=-386/1527,8-10=-264!1385 WEBS 3-13=-255/175,4-13=-81/542,5-13=473/263,5-10=-473/263,6-10=-81/541, 7-10=-254/176 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=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.ll;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-1-0 to 0-11-0,Interior(1)0-11-0 to 7-M,Exterior(2)7-M to 23-5-15, Interior(1)23-5-15 to 28-4-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M 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 298 Ib uplift at joint 2 and 298 Ib uplift at joint 8. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. - 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 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 Ply HOUSE ROOF R16 HIP 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:36:12 2014 Page 1 • ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-PQm_Tjs5nHmoCn8DcgdDvxMZXE5wK74X58P8Zbyx?0 -2-0-0 5-0-0 10-5-9 15-9-7 1 21-3-0 1 26-3-0 28-3-0 2-0-0 5-0-0 5-5-9 5-3-13 15-5-9 5-0-0 2-0-0 SWW 1l4'=1' 4x8= 2x4 11 3x4= 3x8= = 3 15 494 17 5 18 8 20 7 4x4 I 8.00 F,2 v i 8 z {v i 14 21 22 13 23 12 24 25 11 28 27 10 8 1 3x6 i 4x6= 4x4 Q 2x4 II 3x10= 2x4 II 3x4= I I I i I 5-0-0 10-5-9 1 15-9-7 1 21-3-0 1 26-3-0 5-0-0 5-5-9 5-3-13 15-5-9 15-0-0 Plate Offsets(X,Y [3:0-5-12,0-2-01,18:0-3-4,0-1-10 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) 0.18 11-13 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.27 11-13 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.89 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:155 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-10 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-10-5 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=1371/0-5-8 (min.0-1-13),8=1370/0-5-8 (min.0-1-13) Max Horz2=164(LC 7) Max Uplift2=-818(LC 8),8=-798(LC 9) Max Grav2=1562(LC 2),8=1562(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2232/1187,3-15=-2802/1609,15-16=-2802/1609,4-16=-2801/1609, 4-17=-2802/1609,5-17=-2802/1609,5-18=-2802/1609,6-18=-2802/1609, 6-19=-1792/1035,19-20=-1793/1035,7-20=-1793/1035,7-8=-2226/1196 BOT CHORD 2-14=-1007/1761,14-21=-1005/1770,21-22=-1005/1770,13-22=-1005/1770, 13-23=-1592/2808,12-23=-1592/2808,12-24=-1592/2808,24-25=-1592/2808, 11-25=-1592/2808,11-26=-1592/2808,26-27=-1592/2808,10-27=-1592/2808, 8-10=-937/1757 WEBS 3-14=0/402,3-13=-786/1240,4-13=-459/496,6-11=0/359,6-10=-1216/755, 7-10=-334/904 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=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-"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 818 Ib uplift at joint 2 and 798 Ib uplift at joint 8. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Continued on page 2 Job Truss Truss Type Qty Ply HOUSE ROOF R16 HIP 1 Tinh ference o tional 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:36:12 2014 Page 2 I D:YtczQ9 nzpfe3 LW6L Rvn H a iyyOt3-PQ mm0 NOTES (10-11) _ ? 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)81 Ib down and 221 Ib up at 5-0-0,44 Ib down and 137 Ib up at 7-0-12,441 down and 137 Ib up at 9-0-12,44 Ib down and 137 Ib up at 11-0-12,44 Ib down and 137 Ib up at 13-1-8,44 Ib down and 137 Ib up at 15-2-4,44 Ib down and 137 Ib up at 17-2-4,and 44 Ib down and 137 Ib up at 19-2-4,and 121 Ib down and 233 Ib up at 21-3-0 on top chord,and 132 Ib down and 53 Ib up at 5-0-0,54 Ib down at 7-0-12,54 Ib clow at 9-0-12,54 Ib down at 11-0-12,54 Ib down at 13-1-8,54 Ib down at 15-2-4,54 Ib down at 17-2-4,and 54 Ib down at 19-24,and 132 Ib down and 53 Ib up at 21-2-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 10)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 theresponsibility of the Building Designer. Trusse 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 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-50,3-7=-50,7-9=-50,2-8=-20 Concentrated Loads(lb) Vert:3=-69(B)5=-37(B)7=-69(B)14=-60(B)10=-60(B)15=-37(B)16=-37(B)17=-37(B)18=-37(B)19=-37(B)20=-37(B)21=-27(B)22=-27(B)23=-27(B)24=-27(B) 25=-27(B)26=-27(6)27=-27(B) • Job Truss Truss Type Qty Ply HOUSE ROOF R17 MONO HIP 1 2 Job Reference(optional) 7.350 s Sep 27 2012 MTek Industries,Inc. Fri Jul 18 01:36:13 2014 Page 1 • ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-tcKMg3tlYbuegwjP9N8SR9uCjePW3fSgJo8i52yx?0 4-1-7 , 7-10-0 �_ 9-2-0 , 4-1-7 3-8-9 1-4-0 ' Scale=133. 3 4x8= 2x4 11 T2 Li 8.00 12 3x8 i 2 T W3 W4 W3 W1 1 51 9 T 10 11 8 12 3x10 II 8x8= 8 5 3x4= 4x4= 4-1-7 7-10-0 9-2-0 4-1-7 3-8-9 1-4-0 Plate Offsets(X,Y): 3:0-5-12,0-2-0, 6:0 ,044 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.03 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.08 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.56 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:139 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS (lb/size) 1=2960/0-5-8 (min.0-1-14),5=2894/Mechanical Max Horz 1=283(LC 8) Max Upliftl=-518(LC 8),5=-666(LC 8) Max Gravl=3159(LC 2),5=3102(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2---3239/506,2-3=-735/96 BOT CHORD 1-8=-622/2628,8-9=-622/2628,7-9=-022/2628,7-10=-622/2628,10-11=-622/2628, 6-11=-022/2628,6-12=438/633,5-12=438/633 WEBS 2-7=-402/2647,2-6=-2539/610,3-6=-541/2947,3-5=-2744/601 NOTES (11-12) 1)2-ply truss to be connected together with 10d(0.131"x3')nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-4-0 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)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 518 Ib uplift at joint 1 and 666 Ib uplift at joint 5. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1112 Ib down and 184 Ib up at 0-7-12,1112 Ib down and 201 Ib up at 2-7-12,1112 Ib down and 201 Ib up at 4-7-12,and 1112 Ib down and 201 Ib up at 6-7-12,and 1112 Ib down and 201 Ib up at 8-3-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. Continued on page 2 Job Truss Truss Type Qty Ply HOUSE ROOF R17 MONO HIP 1 2 Job Reference o tional 7.350 s Sep 27 2012 MTek Industries,Inc. Fri Jul 18 01:36:13 2014 Page 2 yx? 11)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.#59660,3184 Litchfield Dr.O.P.FL.I D:Ytcz09nzpfe3L W6LRvn Ha iyy0t3-tcKMg3tjYbuegwjP9N8SR9uCjeP W3fSgJo8i52 12)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is theresponsibility of the Building Designer. Trusse 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 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-50,3-4=-50,1-5=-20 Concentrated Loads(lb) Vert:8=-1057(F)9=-1045(F)10=-1045(F)11=-1045(F)12=-1045(F) Job Truss Truss Type Ctty Ply HOUSE ROOF R18 MONO HIP 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:36:14 2014 Page 1 ID:Ytcz09nzpfe3LW6LRvnHaiyyOt3-MpukuPuMJvOVS41cj5fh_MRMv1sboAogYSuFdUyx? I -2-0-0 3-2-7 6-0-0 9-2-0 i -- 2-0-0 ' 3-2-7 2-9-9 3-2-0 Scale_121.E 4 4x8= 2x4 I 9 72 Li I 3x5<F-lr- Bi 3 8.00 12W3 4W3 2 8 7 10 8 2x4 11 3x4= 3x4= 4x4= 1 3-2-7 6-M 9-2-0 , 3-2-7 2-9-9 3-2-0 Plate Offsets(X,Y): 4:0-5-12,0-2-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/def! Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) 0.01 7.8 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.02 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.30 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FRC2010ITP12007 (Matrix) Weight:66 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-"oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6=646/Mechanical,2=578/0-5-8 (min.0-1-8) Max Horz2=282(LC 8) Max Uplift6=-500(LC 8),2=-319(LC 8) Max Grav6=733(LC 2),2=667(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-675/277,3-4=-517/300 BOT CHORD 2-8=-369/500,7-8=-369/500,7-10=-301/411,6-10=-301/411 WEBS 4-7=-259/576,4-6=-063/486 NOTES (10-11) 1)Wind:ASCE 7-10;Vult--130mph(3-second gust)Vasd=101mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-"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 500 Ib uplift at joint 6 and 319 Ib uplift at joint 2. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)80 Ib down and 175 Ib up at 6-0-0, and 80 Ib down and 175 Ib up at 8-0-12 on top chord,and 360 Ib down and 280 Ib up at 6-",and 74 Ib down at 8-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 10)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 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. Job Truss Truss Type Qty Ply HOUSE ROOF R18 MONO HIP 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:36:14 2014 Page 2 ID:YtczQ9nzpfe3LW6LRvnHaiyy0t3-MpukuPuMJvOVS41cj5fh_MRMv1sboAogYSuFdUyx?(I LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-50,4-5=-50,2-6=-20 Concentrated Loads(lb) Vert:7=-323(B)4=-67(B)9=-67(B)10=-37(B) 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. 34-4-0 N N s'9 U U W W W W W W W o J2 JO N N J4 J1 10 09 08 = O O O O O O O O 4 p 07 N < ZZ 06 02 01 02 U q O 03 m N v> 8-1-0 05 R11 6-0-0 6 R11 N JS R11 J3 m R1 Li J7 40 111 N O R1 � N M N GD R1 R1 R1 J3 4 CJ N J1 Cil h HOUSE—ROOF TRUSS PLACEMENT PLAN HANGER SCHEDULE 6-HTU26-SIMPSON HANGERS 1-HGUS26-2-SIMPSON HANGER I D UNAM BLDG MAT. 159 OCEAN MP 9utlding ding E['1a■ LONG RESIDENCE Materials,Inc. �sm nrs rmnon { JANUARY 1, 2009 T-BRACE / I-BRACE DETAIL ST - T-BRACE 0= ® MiTek Industries,Chesterfield,MO Page 1 of 1 Note:T-Bracing/I-Bracing to be used when continuous lateral bracing 0o is impractical.T-Brace/I-Brace must cover 90%of web length. O 00 u Note:This detail NOT to be used to convert T-Brace/I-Brace webs to continuous lateral braced webs. MiTek Industries,Inc. 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 2x81-Brace Nails Brace Size for Two-Ply Truss } Specified Continuous Rows of Lateral Bracing SPACING Web Size 1 2 } 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace A_ --A 2x6 2x6 T-Brace 2x6 I-Brace WEB 2x8 2x8 T-Brace 2x81-Brace } } T-BRACE Nails / Section Detail 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 1 x6 SYP braces must be stress Web 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 1 X_bracing material, use IND 55 for T-Brace/I Bra JANUARY 1, 2009 L-BRACE DETAIL ST - L-BRACE L�laa O MiTek Industries,Chesterfield,MO Page 1 of 1 O 00 O DO a MiTek Industries, Inc. Nailing Pattern Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace L-Brace size Nail Size Nail Spacing must cover 90%of web length. 1x4 or 6 10d 8"o.c. 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 Nails Web Size 1 2 2x3 or 2x4 1 x4 *** k 2x6 1x6 *** 2x8 2x8 *** DIRECT SUBSTITUTION NOT APLICABLE. k a SPACING k WEB + L-Brace Size -A 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 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 14'-0" 1150 1347 1347 2021 16-0" 1006 1179 1179 1768 2358 2358 3536 18'-0" 894 1048 1048 1572 3143 4715 20'-0" 805 943 943 1414 1886 1886 2829 16 Bay size shall be measured in between the centers of pairs of diagonals. GENERAL NOTES TYPE BRACING MATERIALS 1.DIAGONAL BRACING 6 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. 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 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 (0A31-x2.5')FOR 1.4 BRACES,2-10d(0.131"x3")FOR Wand 2x4 BRACES,AND 3-10d(0.131')3')FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-6d(0.131'X2.5')NAILS FOR 1x4 LATERAL BRACES, 2-10d(D.131'X1ry NAILS FOR 2x3 and 2x4 LATERAL BRACES,AND 3-10d(0.131"'G')FOR 2x6 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. -lbondustry.00m and-tpinstorg 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'O.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'STABIUZER' TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION. DIAGONAL BRACE CONTINUOUS LATERAL RESTRAINT 2-1Od NAILS (SEE NOTE 4) TRUSS W EB 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. "s ( 1 i a f JANUARY 1, 2009 Standard Gable End Detail ST-GE130-001 MiTek Industries,Chesterfield,MO Page 1 of 2 =DE] Typical_x4 L-Brace Nailed To 2x_Verticals W/10d Nails,6"o.c. Vertical Stud 0 0o Vertical Stud (4)-16d Common DIAGONAL / Wire Nails BRACE MiTek Industries,Inc. 16d Common SECTION B-B , P Wire Nails DIAGONAL BRACE Spaced 6"o.c. 4'-0"O.C.MAX (2)-10d Common 2x6 Stud or TRUSS GEOMETRY AND CONDITIONS Wire Nails into 2x6 R\ 2x4 No.2 of better SHOWN ARE FOR ILLUSTRATION ONLY. \Typical Horizontal Brace Naile12 � w/(4)1 Od CommonTo 2x )Nails cals SECTION A-A 2x4 Stud A � Varies to Common Truss * * PROVIDE 2x4 BLOCKING BETWEEN THE FIRST SEE INDIVIDUAL MITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING A DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH(2)-10d NAILS AT EACH END. *yp ATTACH DIAGONAL BRACE TO BLOCKING WITH 3x4= (5)-10d COMMON WIRE NAILS. 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 Sheathing— NOTE: 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. \� 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. (2)-10 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. 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 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 STUD AS OWN W TH6d NAILS SPACED 6"O.C. STUD AND A 2xHORIZONTAL / BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. 2"x6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Dlag. Brace /ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. of 1/3(�Olnt /COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. TO BLOCKING WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed _ TYPE TRUSSES. End Wall HORIZONTAL BRACE (SEE SECTION A-A) 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 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 2xa 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. M JANUARY 1, 2009 Standard Gable End Detail SHEET 2 OO ® MiTek Industries,Chesterfield,MO Page 2 of 2 ALTERNATE DISS@S @ 24" CCI NC TO THE BOTTOM CHORD T u0 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 E TO THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE PURLIN WITH TWO NAIL DIAGONAL BRACE NAILS CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT \ MAY RESULT FROM THE BRACING OF THE GABLE ENDS 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d NAILS EACH.FASTEN PURLIN \ TO BLOCKING W/TWO 16d NAILS(MIN) Diag. Brace \ \ PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 points SUPPORTING THE BRACE AND THE TWO TRUSSES if needed \ \ ON EITHER SIDE AS NOTED, TOENAIL BLOCKING \ TO TRUSSES WITH(2)-10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5)-10d COMMON WIRE NAILS. End Wall CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 1 :ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2:ATTACH 2X_SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL NAILING SCHEDULE.SCABS ARE TO BE OF THE SAME SIZE,GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: FOR WIND SPEEDS 120 MPH 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 TRUSS / CHORD TO RESIST ALL OUT OF PLANE LOADS.THE BRACING SHOWN IN THIS DETAIL IS FOR THE VERTICAUSTUDS 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 OCT 29, 2004STANDARD PIGGYBACK ST-PIGGY TRUSS CONNECTION DETAIL 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,Inc. CHORD WITH 2 ROWS OF 10d(0.131"X 3') NAILS SPACED 6"O.C. MAXIMUM UPLIFT SCAB CAPACITY USING(10) 10d(0.131'X 3")NAILS: PIGGYBACK TRUSS SYP= 14O9LBS SPF= 1080 LBS Sk ATTACH PIGGYBACK TRUSS DF= 1290 LBS TO EACH PURLN WITH HF= 1117 LBS 2-16d(0.131"X 3 5")NAILS TOENAILED. SPF-S= 957 LBS MAXIMUM UPLIFT RLIN CAPACITY USING(2)16d (0.131"X 3.5")NAILS: SYP= 155 LBS SPF= 79 LBS DF= 122 LBS BASE TRUSS HF= 63 LBS SPF-S= 54 LBS SPACE PURLINS ACCORDING TO THE MAXIMUM MAXIMUM UPLIFT SHEATHING SPACING ON THE TOP CHORD OF THE BASE ATTACH EACH PURLIN TO TOP CAPACITY USING 1!2"SHEATHING TRUSS(SPACING NOTTO EXCEED 24"OC.). CHORD OF BASE TRUSS WITH AND(2)8d(0.131"X 2.5")NAILS: A PURLN TO BE LOCATED AT EACH BASE TRUSS JOINT. 2-16d(0.131"X 3.5')NAILS. i►c SYP= 109 LBS FOR PIGGYBACK TRUSSES WITH SPANS<12' SPF 55 LBS SCAB MAY BE OMMITED PROVIDED THAT DF= 85 LBS ROOF SHEATHING TO BE CONTINUOUS OVER JOINT I„IF a 58 LBS (SHEATHING TO OVERLAP MINIMUM 12"OVER JOINT) SPF-S= 37 LBS 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 AS SHOWN,AND APPLY PURLINS TO LOWER EDGE OF BASE CAPACITY USING 7116"GUSSETS TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN CN BASE TRUSS DESIGN DRAWING. AND(6)6d(0.113"X 2')NAILS- CONNECTION 6"x 6"x 1/2"PLYWOOD or 7116"OSB) SYP= 399 LBS CONNECTION AS ABOVE GUSSET EACH SIDE AT SPF= 367 LBS EACH BASE TRUSS JOINT. DF= 391 LBS �J 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 TO CAP TRUSS REQUIRING A VERTICAL WEB: CAPACITY USING(20) 1 Od(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 L13S 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_)(6-0"SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 1 Od(0.131"X T)NAILS SPACED 6"OC 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(@l 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, 2009 STANDARD PIGGYBACK ST-PIGGY-PLATE TRUSS CONNECTION DETAIL MiTek Industries,Chesterfield,MO Page 1 of 1 aaaa O 00 O 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. Attach99Y I back truss to the base truss with 3"x8"TEE-LOCK P 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. 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) --- a 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 O MiTek Industries,Chesterfield,MO Page 1 of 1 FV-1011GENERAL SPECIFICATIONS O 00 000 1.NAIL SIZE=3"X0.131"=10d 2.WOOD SCREW=4.5"WS45 USP OR EQUILIVANT u 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. h h u n u n u i i ry n u u n u u q i, u n u ❑ i� i ry q i u n i ry ii u n i' i ii q n u ii d i y p ii ii I; BASE TRUSSES VALLEY TRUSS TYPICAL h 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 ATTACH 2x4 CONTINUOUS NO.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 PILOT HOLES SHALL BE DRILLED FOR THE CATEGORY II BUILDING INSTALLATION OF ALL WOOD SCREWS. EXPOSURE C THE DIAMETER OF THE HOLES SHALL WIND DURATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD= CONFORM TO NDS-2001 SEC.11.1.4. MAX SPACING=24"O.C.(BASE AND VAD VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES 1.5"Max FEBRUARY 19, 2009 LATERAL TOE-NAIL DETAIL �ST-TOENAIL ® 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. u 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 .131 88 80 69 68 59 SQUARE CUT p .135 93 85 74 72 63 J .162 118 108 93 91 80 SIDE VIEW SIDE VIEW (2x4,2x6) (2x3) J `6 3 NAILS 2 NAILS cf33 z 128 84 76 66 65 57 NEAR SIDE NEAR SIDE z131 88 80 69 68 59 J - — FAR SIDE J in ,148 106 97 84 82 72 —i FAR SIDE a C4 NEAR SIDE z co - 0 .120 73 1 11 57 50 p .128 84 76 66 65 57 J i 0 .131 88 80 69 68 59 fO .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.x3.5")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 N45.00° 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 NEARS IDE 4 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 a oo 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 SIDE NEAR 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 SPF SPF-S 0 •131 59 46 32 30 20 NOTES: z 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES O 135 60 48 33 30 20 WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE Un .162 72 58 39 37 25 NAIL FROM THE MEMBER END AS SHOWN. J ri 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING Z .128 54 42 28 27 1 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 th Z .120 51 39 27 26 17 O .128 49 38 26 25 17 o .131 51 39 27 26 17 `n .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 J JANUARY 1, 2009 BEARING BLOCK DETAIL ST-BLCK1 OO ® REFER TO INDIVIDUAL TRUSS DESIGN MiTek Industries,Chesterfield,MO Page 1 of 1 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 $92 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 1 0-6-0 SPF 2231 1508 3739 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. 14 NOTES: 1.USE LOWER OF TOP PLATE OR TRUSS WOOD SPECIES. 23HE 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. r. 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'° 0 0 U m -a°� C C o° �oEa °° y - ° o°z m mZ oou cc ar -0 - m mo rng 3 rn7� E' 07 ao > ¢ �2 m �N aom °� m4 mrn °m m E O C c° ��o� c° 2� L v°� E� ?� o�m oa -F L'- mo 6 m Ear -0 2 ALA,, U O a� a'oc °m° 2mt g� �c°� o a ti-80 0 0 a)-0 °0 c E� -> �5� 6 o•°c W `°C m� o T,C) „ao LT-40) Na a °o° `oo Nc me 3 ° �L a m ac da pc „a o o Abe me o `c m= �c v c�_o 7_ N a °' c m ado pa ° ?moo mE �° m° o t._ `m o2 cc O ° m�m m e c� n _ °� 2 - 7 �� o rn O ami a°��m°O� p U A� i �� �.�°a to ooh o ca°a°o `c m� c`o c2; o- o � m a c �m > �c om E2 W O oX Ean� �B ��a� o� a m .�� �� °com a E oc -0 LL O -o a,a�o army aid m E°' �� X mm off' o - `` -°U c o2 _°o c°c o-y E7 O O op 'o ��N xo a E E o�a oQ Lm OL ��� as meati �� �� o jp � �y'm am•� �Q O p o �?°° a`miy �r E yo° cc °� m' ncD �o md� r°' EH o'o ° °C: 3u' °a �m m,'v > a ? ENGINEERING COVER SHEET IL E COPY ,, \0 AUL Job Number: HOUSE FLOOR . Sold To: DURHAM BUILDING MATERIALS U: 59660 Ship To: 159 OCEAN BLVD Lot/Block/Subdivision: Model: LONG RESIDENCE o STATE of County: DUVALF�oR�pP• ' Seo N A.L•���,\\��� /77/1111111110�`\ 7/17/14 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: 37 psf Total Floor Load: 55 psf Engineer or Professional of Record: UNKNOWN AT TIME OF PRINTING This package include 13 Individual, dated Truss Design Drawing(s). # Truss ID: Date: # Truss ID: Date: # Truss ID: Date: # Truss ID: Date: # Truss ID: Date: 1 F101 7/17/14 16 31 46 61 2 F102 7/17/14 17 32 47 62 3 F103 7/17/14 18 1 33 48 63 4 F104 7/17/14 19 34 49 64 5 F105 7/17/14 20 35 50 65 6 F106 7/17/14 21 36 51 66 7 F107 7/17/14 22 37 52 s7 8 F108 7/17/14 23 [40 53 68 9 F109 7/17/14 24 54 69 10 F110 7/17/14 25 55 70 11 F111 7/17/14 26 56 71 12 FG01 7/17/14 27 42 57 72 13 FG02 7/17/14 28 43 58 73 14 29 44 59 74 15 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 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. .e 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. 2 Rhvac-Residential&Light Commercial HVAC Loads -- Elite Software Development,Inc Home Energy Services Long Residence 159 Ocean Blvd Atlantic Beach FL Jacksonville,FL 32218 Page 3 Miscellaneous Report System 1 Main door Outdoor Indoor Indoor Grains n ut Data Dry-Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 32 29.92 80% n/a 70 n/a Summer: 94 77 47% 50% 75 48.06 ,System 2 2nd Floor Outdoor Outdoor Outdoor Indoor Indoor Grains Input Data Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 32 29.92 80% n/a 70 n/a Summer: 94 77 47% 50% 75 48.06 [-Duct Sizing Inputs Main Trunk Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00300 0.01000 Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft. Minimum Velocity: 650 ft./min 450 ft./min Maximum Velocity: 900 ft./min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. [Outside Air Data Winter Summer Infiltration Specified: 0.264 AC/hr 0.264 AC/hr 137 CFM 137 CFM Infiltration Actual: 0.264 AC/hr 0.264 AC/hr Above Grade Volume: X 31,023 Cu.ft. X 31,023 Cu.ft. 8,191 Cu.ft./hr 8,191 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 137 CFM 137 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1--- Infiltration &Ventilation Sensible Gain Multiplier: 20.88 = (1.10 X 0.999 X 19.00 Summer Temp. Difference) Infiltration & Ventilation Latent Gain Multiplier: 32.65 = (0.68 X 0.999 X 48.06 Grains Difference) Infiltration &Ventilation Sensible Loss Multiplier: 41.76 = (1.10 X 0.999 X 38.00 Winter Temp. Difference) Winter Infiltration Specified: 0.250 AC/hr(69 CFM) Summer Infiltration Specified: 0.250 AC/hr(69 CFM) ---System 2--- Infiltration & Ventilation Sensible Gain Multiplier: 20.88 = (1.10 X 0.999 X 19.00 Summer Temp. Difference) Infiltration &Ventilation Latent Gain Multiplier: 32.65 = (0.68 X 0.999 X 48.06 Grains Difference) Infiltration &Ventilation Sensible Loss Multiplier: 41.76 = (1.10 X 0.999 X 38.00 Winter Temp. Difference) Winter Infiltration Specified: 0.280 AC/hr(68 CFM) Summer Infiltration Specified: 0.280 AC/hr(68 CFM) \\1 92.168.1.1 00\lexi ...\Long Residence 159 Ocean Blvd.rhv Friday, July 25, 2014, 4:52 PM Job Truss Truss Type Qty Ply HOUSE FLOOR F101 FLOOR 2 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:24:43 2014 Page 1 ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-4teWs7Xv2byY2uzokTmeUeJDuUsHObz6fS?Ct1 yx?B 0-1-8 0-9-1 Hf1-3 2j-- 0 0 2 0 8Sm 1. i I 2X4 11 40= 2x4 11 20= 40-_ 4x4= 3x6 FP= 4x4= 2x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 31 1 28 27 26 25 2423 22 21 20 18 17 16 3x6= 40= 3x6 FP= 20 11 4X4= 4x4= 3x8= 3x6= 4x4=2x4 II III III 11-7-10 13-6-12 18-9-12 2-9-0 5-3-0 7-9-0 9-9-1 19-7-10 1 -7-1 16-0-12 1 18-8-4 20-8-8 23-2-8 25-11-8 2-9-0 2-6-0 2-6-0 2-0-1 -10 -0- 2-6-0 2-7-8 0- -8 2-6-0 2-9-0 1-0-0 0-11-2 1-10-12 Plate Offsets X,Y: 6:0-1-8,Ed e, :0-1.8,Ed e, 15:0-1-8,Edge], 22:0-1-8,0-0-0, 23:0-1-8,Ed e, 30:0-1-8,0-1-0, 31:0-1-8,0-1-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.51 Vert(LL) -0.25 23-25 >908 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.38 23-25 >581 360 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.04 19 n/a n/a BCDL 5.0 Code FRC2010ITP12007 (Matrix) Weight:142 Ib FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP DSS(flat) TOP CHORD Structural wood sheathing directly applied or 6-M 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-M oc bracing. REACTIONS (Ib/size) 29=903/0-5-8 (min.0-1-8),16=100/Mechanical,19=1812/0-5-8 (min.0-1-8) Max Uplift16=-166(LC 3) Max Grav29=909(LC 3),16=294(LC 4),19=1812(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1450/0,3-4=-2340/0,4-5=-2727/0,5-6=-2676/0,6-7=-2332/0,7-8=-1745/0, 8-9=-1745/0,9-10=-425/0,10-11=0/1480,11-12=0/1480,12-13=-46/900, 13-14=-279/387 BOT CHORD 28-29=0/862,27-28=0/2013,26-27=0/2641,25-26=0/2812,24-25=0/2332,23-24=0/2332, 22-23=0/2332,21-22=0/2332,20-21=0/1146,19-20=-440/0,18-19=-1198/0, 17-18=-020/283 WEBS 6-23=-555/0,7-22=0/559,2-29=-1216/0,2-28=0/874,3-28=-838/0,3-27=0/486, 4-27=-447/0,5_25=-340/31,6-25=0/781,10-19=-1524/0,10-20=0/1133,9-20=-1079/0, 9-21=0/900,7-21=-1124/0,14-16=-348/259,14-17=-304/46,13-17=-6/345, 13-18=-614/0,12-18=0/637,12-19=-76410 NOTES (8-9) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 166 Ib uplift at joint 16. 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-M oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. 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 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 ply HOUSE FLOOR F102 FLOOR 3 1 4 Reference o bona) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:24:44 2014 Page 1 I D:YtczQ9nzpfe3L W6LRvn H a iyyOt3-Z3Cu4TXYpu4Pg2Y_IAHtOssPhuF87OXG u6klQUyx?B 0-1-8 0-9-1 4 H1-3-0 9-1 2-0-0 1-5-14 1-2-8 0�8 I � Q --� Sal 1:41. 2x4 11 2x4 11 2x4= 4x6= 4x4= 2x4 11 3x6 FP= 4x4= 4x6= 4x6= 2x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 �9 30 KN 1 1 27 26 25 24 23 22 21 20 19 18 t6 1 3x6= 4x6= 44= 2x4 11 3x12 MT20H FP= 4x4= 46= 4x10= 4x6= 2x4 SP= I 11-7-10 12-9-2 2-9-0 5-3-0 7-9-0 9-9-1 19-7-10 1 -7-1 15-6-0 1 18-0-0 20-6-0 23-1-8 23 -025-11-8 2-9-0 2-6-0 2-6-0 2-0-1 -10 -0- 2-8-14 2-6-0 2-6-0 2-7-8 0-1-8 2-8-8 1-0-0 0-1-8 Plate Offsets(X,Y): 6:0-1-8,Ed e,R:0-1-8,0-Ml, 15:0-1-8,Ed e, 16:Ed e,0-1-8, 22:0-1-8,Ed e, 23:0-1 B,Ed e, 29:0-1 8,0-1-0, 30:0-1-8,0-1-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.40 22-23 >695 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 22-23 >448 360 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.11 17 n/a n/a BCDL 5.0 Code FRC2010/TP12007 (Matrix) Weight:146 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 10-M oc bracing, Except: REACTIONS (Ib/size) 28=1242/0-5-8 (min.0-1-8),17=1573/0-3-8 (min.0-1-8) 6-0-0 oc bracing:16-17. Max Grav28=1254(LC 3),17=1 573(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2106/0,3-4=-3623/0,4-5=-4630/0,5-6=-5106/0,6-7=-5214/0,7-8=-5214/0, 8-9=-4605/0,9-10=-4605/0,10-11=-3580/0,11-12=-2044/0,12-13=0/267,13-14=0/267 BOT CHORD 27-28=0/1206,26-27=0/2980,25-26=0/4243,24-25=0/4996,23-24=0/5214, 22-23=0/5214,21-22=0/4977,20-21=0/4977,19-20=0/4209,18-19=0/2928, 17-18=0/1140 WEBS 6-23=-267/264,7-22=-323/0,2-28=-1703/0,2-27=0/1338,3-27=-1299/0,3-26=0/955, 4-26=-923/0,4-25=0/575,5-25=-544/0,5-24=-83/472,6-24=-063/319,12-17=-1708/0, 12-18=0/1360,11-18=-1332/0,11-19=0/986,10-19=-951/0,10-20=0/602,8-20=-572/0, 8-22=-145/743,14-17=-299/0 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)The Fabrication Tolerance at joint 21=11% 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-M oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. 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 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 A Job Truss Truss Type QtY Ply . HOUSE FLOOR F103 FLOOR 4 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:24:44 2014 Page 1 I D:YtczQ9nzpfe3LW6LRvnHaiyyOt3-Z3Cu4TXYpu4Pg2Y_IAHtOssPDuFR7OeGu6klQUyx?B 0-9-1 0-9-1 0- 0- 9-9-1 �, 2r 0�-9�� �I $7.4 2x4 11 2x4 11 2x4= 4x6- 4x4- 3x6 FP= 4x4= 4x6= 2x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 28 c 1 df 25 24 23 22 21 20 19 18 17 16 15 3x8= 4x6= 4x4= 3x12 MT20H FP= 2x4 11 2x4 11 4x4= 4x6= 3x8= 11-7-10 13-6-3 2-9-0 5-3-0 7-9-0 9-9-1 1 -7-10 12-7-1 15-6-4 18-0-4 20-6-4 23-3-4 2-9-0 2-6-0 2-6-0 2-0-1 -10- 1-0-0 2-0-1 2-6-0 2-6-0 2-9-0 1-0-0 0-10-9 Plate Offsets(X,Y): 6:0-1-8,Ed e, :0-1-8,Ed e, 13:0-1-8,Edge],[19:0-1-8,0-Ml, 20:0-1-8,Edge],f27:0-1-8,0-1-01, 28:0-1 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 0.40 Vert(LL) -0.40 19-20 >693 480 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.62 19-20 >443 360 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.11 14 n/a n/a Weight:125 Ib FT=20%F,11%E BCDL 5.0 Code FRC2010/TP12007 (Matrix) LUMBER BRACING TOP CHORD 2x4 SP DSS(flat) TOP CHORD Structural wood sheathing directly applied or 6-"oc purlins, except BOT CHORD 2x4 SP DSS(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-"oc bracing. REACTIONS (lb/size) 26=1260/0-5-8 (min.0-1-8),14=1260/0-3-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2117/0,3-4=-3644/0,4-5=-4662/0,5-0=-5146/0,6-7=-5262/0,7-8=-5146/0, 8-9=-4662/0,9-10=-4662/0,10-11=-364410,11-12=-2117/0 BOT CHORD 25-26=0/1212,24-25=0/2996,23-24=0/4270,22-23=0/4270,21-22=0/5033, 20-21=0/5262,19-20=0/5262,18-19=0/5262,17-18=0/5033,16-17=0/4270, 15-16=0/2996,14-15=0/1212 WEBS 6-20=-254/286,7-19=-254/286,2-26=-1712/0,2-25=0/1346,3-25=-1307/0,3-24=0/963, 4-24=-931/0,4-22=0/583,5-22=-551/0,5-21=-44/466,6-21=-661/257,12-14=-1712/0, 12-15=0/1346,11-15=-1307/0,11-16=0/963,10-16=-931/0,10-17=0/583,8-17=-551/0, 8-18=-44/466,7-18=-661/257 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)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)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 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 T271 HOUSE FLOOR F104 FLOOR Job Reference o tional 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:2445 2014 Page 1 ID:YtczQ9nzpfe3LW6LRvnHaiyy0t3-1 FmGHpYAaCDGIC7Bsuo6Z3PZklYgsWHP6mUJywyx?B 0-1-8 0-9-1 H L 1-3-0 i -9-1 2� 0-0 -1� 0-�1J-8 Scald 4 1:30. 2x4 II 2x4= 4x4= 2x4 11 3x6 FP= 4x4= 2x4= 1 2 3 4 5 6 7 8 9 10 11 2 1 24 21 20 19 18 17 16 15 14 13 3x8= 3x6 FP= 2x4 II 2x4 11 4x4= 4 = 3x8 x4 = 11-7-10 13-8-0 2-9-0 1 5-3-0 7-9-0 9-9-1 0-7-1 12-7-1 16-2-0 18-11-0 2-9-0 2-6-0 2-6-0 2-0-1 -10- 1-0-0 1-0-0 1-0-6 2-6-0 2-g_p Plate Offsets X,Y: 6:0-1-8,Ed e, 7:0-1-8,Ed e, 11:0-1-8,Ed e, 15:0-1-8,0-0-0, 16:0-1-8,Ed e, 23:0-1 8,0-1-0, 24:0-1 8,0-1-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.25 16-17 >884 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.40 16-17 >566 360 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:102 Ib FT=20%F,11%E FREACTIONS BRACING P DSS(flat) TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, except P DSS(flat) end verticals. P No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ) 22=1020/0-5-8 (min.0-1-8),12=1020/0-5-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1661/0,3-4=-2753/0,4-5=-3340/0,5-6=-3458/0,6-7=-3260/0,7-8=-2775/0, 8-9=-1658/0,9-10=-1658/0 BOT CHORD 21-22=0/973,20-21=0/2325,19-20=0/2325,18-19=0/3157,17-18=0/3516,16-17=0/3260, 15-16=0/3260,14-15=0/3260,13-14=0/2296,12-13=0/982 WEBS 6-16=-453/20,7-15=0/433,2-22=-1373/0,2-21=0/1024,3-21=-986/0,3-19=0/637, 4-19=-600/0,4-18=0/277,5-18=-261/0,6-17=-171/602,10-12=-1387/0,10-13=0/1005, 8-13=-949/0,8-14=0/740,7-14=-949/0 NOTES (5-6) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 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 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 1 Job Truss Truss Type Qty Ply HOUSE FLOOR F105 FLOOR 4 1 Job Reference o tional 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:24:46 2014 Page 1 I D:YtczQ9nzpfe3 L W 6 LRvnH a iyy0t3-V S KeV 9ZoL W L7vLiNQbJ L5 HxgXitDbyzYLPDsU Myx?B 0-1-8 H� ; 0-9-1,0-9-1 2-0-0 -9-1 13_0 0-1-8 r T 1 s�l�4 1:26.1 I I i 3x4= 2x4 11 = = 3x4= 3x4= 3x4= 4x4= 3x6 FP= 4x4= 3x4 II 2x4 3x5 4 5 6 7 8 9 10 1 2 3 2 2d� 19 18 17 16 15 14 13 12 11 3x6= 3x5= 3x6 FP= 3x4= 3x4= 4x4= 2x4 II 2x4 II 4x4= 3x6= 11-7-10 2_9_0 5-3-0 7-9-0 9-9-1 10-7-1 12-7-1013-6-1 16-3-14 2_9-0 1 2-6-0 2-6-0 2-0-1 0-10-9 1-0-0 1-0-0 0-11-4 2-9-0 Plate Offsets(X,Y): 6:0-1.8,Ed e, :0-1-8,Ed e, 13:0-114:0-1-8,Ed e, 21:0-1-8,0-1-0 LOADING(psf) SPACING 2-" CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.67 Vert(LL) -0.25 14-15 >761 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.90 Vert(TL) -0.39 14-15 >492 360 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.04 11 n/a n/a Weight:89 Ib FT=20%F,11%E BCDL 5.0 Code FRC2010ITP12007 (Matrix) LBRACING UMBER I TOP CHORD Structural wood sheathing directly applied or 6-"oc purlins, except TOP CHORD 2x4 SPM 30(flat) I end verticals. BOT CHORD 2x4 SP M 30(flat)`Except` B2:2x4 SP DSS(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS (Ib/size) 20=878/0-5-8 (min.0-1-8),11=884/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1390/0,3-4=-2223/0,4-5=-2552/0,5-6=-2457/0,6-7=-2070/0,7-8=-1430/0, 8-9=-1430/0 BOT CHORD 19-20=0/830,18-19=0/1925,17-18=0/1925,16-17=0/2495,15-16=0/2611,14-15=0/2070, 13-14=0/2070,12-13=0/2070,11-12=0/781 WEBS 6-14=-612/0,7-13=0/601,2-20=-1172/0,2-19=0/832,3-19=-795/0,3-17=0/443, 4-17=-404/0,5-15=-362/25,6-15=0/847,9-11=-1105/0,9-12=0/964,7-12=-1192/0 NOTES (5-0) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-" 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)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 theresponsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Referto BCSI 1-03 published by TPI 8 WTCA for safety practices prior to performing these functions. LOAD CASE(S)Standard i ) Job Truss Truss Type =Job HOUSE FLOOR F106 GABLE Reference o tional 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:24:46 2014 Page 1 I D:YtczQgnzpfe3L W6LRvnHa iyyOt3-VSKeV9ZoL WL7vLiNQbJL5Hxpzi40b3eYLPDSU Myx?B 0-1-8 0-1-8 Scale=1:26.0 13x6 FP= 2 3 q 5 6 3x4= 7 8 9 10 11 12 13 14 15 1 3 21 29 26 27 26 26 24 23 22 21 20 3x4= 3x6 FP= 19 18 17 16 Us= 1-4-0 2-8-0 4-0-0 5-4-0 6-8-0 8-0-0 9-4-0 10-8-0 _ 16-3-14 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 1-4-0 1 .4-0 1- - Plate Offse 4 0 - - _ _ is X,Y: 15:0-1-10,Ed e, 30:0-1 8,0-1-0, 31.0-1 8,0-1-0 1 4 0 1-4 0 0 3- 4 LOADING(psf) SPACING 2-0-0 WO.O DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES Horz(TL) 0.00 16 n/a n/aBCDL 5.0 Code FRC2010ITP12007 Weight:77 Ib FT=20%F,11%E [BOTCHORD MBER BRACING P CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, except 2x4 SPM 30(flat)EBS 2x4 SP No.3(flat) end verticals. HERS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings 16-3-14. (Ib)- Max Grav All reactions 250 Ib or less at joint(s)29,16,28,27,26,24,23,22, 21,20,19,18,17 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"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 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 Ply . HOUSE FLOOR F107 FLOOR 6 1 Job Reference o tional 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:24:47 2014 Page 1 I D:YtczQ9nzpfe3 L W6 L RvnHa iyyOt3-zet0 iVaQ6pT_XV HZzJgaeU Utt6EjKPcia3zP0oyx?B 0-1-8 0-9-1 H 1� 3-0 -9p 1, , 2-0-0 J 1-2-10 0-1-8 scae0l:3o.s 2x4 11 3x6 FP= 4x4= 2x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 23 Ell I 21 20 19 18 17 16 16 14 13 12 3x6= 3x6 FP= 2x4 11 2x4 11 4x4= 3x6= 4x4= I I 11-7-10 13-11-12 2-9-0 5-3-0 7-9-0 9-9-1 0-7-1 2-7-1 16-5-12 19-2-12 2-9-0 2-6-0 2-6-0 2-0-1 -10- 1-0-0 1-0-0 1-4-2 2-6-0 2-9-0 Plate Offsets X,Y: 6:0-1-8,Ed e, :0-1 B,Ed e, 15:0-1 8,0-b , 16:0-1-8,Ed e, 23:0-1.8,0-1-0 LOADING(psf) SPACING 2 0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.57 Vert(LL) -0.27 16-17 >832 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.43 16-17 >531 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.06 12 n/a n/a Weight:104 Ib FT=20%F,11%E BCDL 5.0 Code FRC2010/TP12007 (Matrix) LBRACING UMBER TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOP CHORD 2x4 SPM 30(flat) end verticals. BOT CHORD 2x4 SP M 30(flat)*Except* B2:2x4 SP DSS(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS (Ib/size) 22=1038/0-5-8 (min.0-1-8),12=1044/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-169410,3-4=-2817/0,4-5=-3435/0,5-6=-3581/0,6-7=-3402/0,7-8=-2819/0, 8-9=-1694/0,9-10=-1694/0 BOT CHORD 21-22=0/990,20-21=0/2373,19-20=0/2373,18-19=0/3237,17-18=0/3624,16-17=0/3402, 15-16=0/3402,14-15=0/3402,13-14=0/2351,12-13=0/998 WEBS 6-16=-463/49,7-15=-9/379,2-22=-1398/0,2-21=0/1047,3-21=-1009/0,3-19=0/660, 4-19=-624/0,4-18=0/294,5-18=-282/0,6-17=-2121593,10-12=-1411/0,10-13=0/1035, 8-13=-977/0,8-14=0/708,7-14=-954/0 NOTES (6-7) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-M oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 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 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 ply HOUSE FLOOR F108 GABLE 1 1 Job Reference(optional 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:24:47 2014 Page 1 ID:YtczQ9nzpfe3L W6LRvnHaiyyOt3-zetOiVaQ6pT_XVHZzJgaeU U?r6Q IKWvia3zPOoyx?B ON8 018 Style=1:14.51 I 1 3x6 2 = 3 4 5 6 7 15 I� L T T T T T q 41 14 13 12 11 10 8 8 3x4= 3x6= 1-4-0 2-8-0 1 4-0-0 5-4-0 1 6-8-0 8-1-0 1-4-0 1-4-0 11-4-0 1-4-0 11-4-0 Plate Offsets X,Y: 15:0-1-8,0-1-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999 MT20 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code FRC2010ITP12007 (Matrix) Weight:44 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. BL1,W1:2x4 SP No.3(flat) WEBS 2x4 M 30(flat)`Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS All bearings 8-1-0. (lb)- Max Grav All reactions 250 Ib or less at joint(s)14,8,13,12,11,10,9 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 3-1Od(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 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 Ply HOUSE FLOOR F109 FLOOR 7 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:24:47 2014 Page 1 ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-zetOiVaQ6pT_XVHZzJgaeUUyQ6NTKT1 ia3zP0oyx?B 0-1-8 1-3-0 0-6-8 , 2-0-0 0� 6-8� 01�8 H _i Scale t 1 17.4 zxa II2M= 2.X4xa II z 12M 11 230= 34x4= a 52x4 64x4= 73x4= 62xa= i i I 15 ILL 13 12 11 4x4= 10 3x4= 4x4= 3x4= 3x6= 3x6= 2-9-0 4-6-8 4805-8-0 6-8-0698 8-7-0 11-4-0 2-9-0 1-9-8 0-1-8 1-0-0 1-0-0 0-1-8 1-9-8 2-9-0 Plate Offsets X,Y: 4:0-1-8,Ed e, 5:0-1-8,0-M, 8:0-1-8,Ed e, 11:0-1-8,Ed e, 12:0-1 S,Ed e, 15:0-1�,0-1-0, 16:0-1 8,0-1-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.04 12-13 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.06 12-13 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a Weight:64 Ib FT=20%F,11%E BCDL 5.0 Code FRC2010ITP12007 (Matrix) LBRACING UMBER TOP CHORD 2x4 SPM 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-"oc purlins, except end verticals. BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 14=603/0-5-8 (min.0-1-8),9=603/0-34 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-864/0,3-4---1202/0,4-5=-120210,5-6=-120210,6-7=-864/0 BOT CHORD 13-14=0/560,12-13=0/1145,11-12=0/1202,10-11=0/1145,9-10=0/560 WEBS 4-12=-280/18,5-11=-280/18,2-14=-790/0,2-13=0/453,3-13=-417/0,3-12=-50/375, 7-9=-790/0,7-10=0/453,6-10=-417/0,6-11=-50/375 NOTES (4-5) 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-M oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 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 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. a LOAD CASE(S)Standard a 3 Job Truss Truss Type Qty Ply HOUSE FLOOR F110 FLOOR 4 1 Job Reference o flonal 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:24:48 2014 Pagel ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-RgRPvrb2t7br9fsmXOLpBi 17wViw3wXrojizZFyx?B 0-1-8 H 1-3-0 �1-4-0 2-0-0 0i 6-8� 0,,1 rr8! s-io�1 7.Z I� 3x4= 2x4 11 3x4 23x4= 3 4 2x4 11 64x4= 3x4= 6 22x4= L 3 13 12 11Z= 2 x4= 3x4= 2x4 II 3x6= 3x6= 2-9-0 4-2-8 5-2-8 6-2-8 6 0 8-1-8 10-10-8 2-9-0 1-5-8 1-0-0 1-0-0 0-1-8 1-9-8 2-9-0 Plate Offsets X,Y: 3:0-1-8,Ed e, 4:0-1-8,0-0-0, 7:0-1-8,Ed e, 10:0-1-8,Edge], 11:0-1-8,Ed e, 14:0-1-8,0-1-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.05 9-10 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.30 Vert(TL) -0.07 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code FRC2010/TP12007 (Matrix) Weight:61 Ib FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) BOT CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 SP No.3(flat) end verticals.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 13=584/Mechanical,8=578/0-3-4 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-816/0,3-4=-1106/0,4-5=-1106/0,5-6=-817/0 BOT CHORD 12-13=0/536,11-12=0/1106,10-11=0/1106,9-10=0/1074,8-9=0/535 WEBS 2-13=-758/0,2-12=0/416,3-12=-427/0,6-8=-754/0,6-9=0/420,5-9=-382/0, 5-10=-93/327 NOTES (5-6) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 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 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 F111 Ply . HOUSE FLOOR F111 FLOOR 2 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:24:48 2014 Page 1 ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-RgRPvrb2t7br9fsmXOLpBi11 WVb63terojizZFyx?B 0-1-8 H nl1-8 13-0 1-4-0 J 2-0-0 1-4-0 0-1-8 s 2x4 II 2x4= 3x5= 7 8 1 2 3 4 5 6 1 16 15 14 13 12 11 10 3x6= 3x6= 3x5= 2x4 11 2x4 11 2-9-0 4-2-8 5-2-8 6-2-8 7-8-0 10-2-0 12-8-0 15-5-0 2-9-0 11-5-8 1-0-0 1-0-0 1-5-8 2-6-0 2-6-0 2-9-0 Plate Offsets X,Y: 3:0-1 B,Ed e, 4:0-1 B,Ed e, 8:0-1 8,Ed e, 13:0-1 5,O-M, 14:0-1.8,Ed e, 17:0-1-8,0-1-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.58 Vert(LL) -0.23 12-13 >782 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.35 12-13 >519 360 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.03 9 n/a n/a Weight:83 Ib FT=20%F,11%E BCDL 5.0 Code FRC2010ITP12007 (Matrix) LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-"oc purlins, except BOT CHORD 2x4 SP DSS(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS (lb/size) 16=834/Mechanical,9=828/0-5-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1293/0,3-4=-2036/0,4-5=-2268/0,5-0=-2041/0,6-7=-1294/0 BOT CHORD 15-16=0/750,14-15=0/2036,13-14=0/2036,12-13=0/2036,11-12=0/2306,10-11=0/1774, 9-10=0/784 WEBS 3-14=0/396,4-13=-369/0,2-16=-1060/0,2-15=0/808,3-15=-1043/0,7-9=-1107/0, 7-10=0[758,6-10=-713/0,6-11=0/398,5-11=-393/0,4-12=-86/445 NOTES (6-7) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-M oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 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 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 7H0:US Truss Truss Type Qty Ply E FLOOR FG01 FLOOR 2 4 Job Reference o tin-- 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:24:49 2014 Page 1 ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-v1?n7BbgeRjimpRy5kt2jvZG8vv3oBG?1 NSW5hyx?B 0-3-8 2-3-6 2-0-10 L1_-_4-4 1-4-4 1-4-4 1-4-4 1-7-2 11-7-2 0 33 8 Scales 1136.9 l 3x8= 3x8= '.. 5x8= 3x8= 5x12= 1 2 3 4 5 6 7 8 9 10 11 12 L 3 3 4 L I 23 22 21 20 19 18 17 16 15 14 4x8= 3x8= 5x6= 3x4= 3x4= 3x8= 6x12= 48= i 11-7-10 12-8-4 16-0-13 17-8-8 21-2-14 2-8-10 3 1 0 5-3-8 5 7 0 7-10-6 8 1 0 10-7-010- -10 12-7-1 14-5-1 15-2- 17-8-4 19-4-420-2- 23-3-4 2-8-10 0-4-6 2-2-8 0-3-8 2-3-6 0- -10 2-6-0 0- -10 1-0-0 1-8-13 -9- 1-7-7 1-7-12 -10- 2-0-6 1-0-0 0-0-10 0-10-9 0-0-4 1-0-10 Plate Offsets X,Y: :0-4-0,0-3-0, 21:0-3-0,0-3-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.33 Vert(LL) -0.32 19 >848 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.89 Vert(TL) -0.50 19 >547 360 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code FRC2010/TP12007 (Matrix) Weight:461 Ib FT=11% LUMBER BRACING TOP CHORD 2x4 SPM 30 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 13=4428/0-3-8 (min.0-1-8),24=1885/0-5-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-6756/0,3-4=-6756/0,4-5=-11591/0,5-6=-11591/0,6-7=-1 1591/0,7-8=-13027/0, 8-9=-13027/0,9-10=-12716/0,10-11=-12716/0 BOT CHORD 23-24=0/3659,22-23=0/3659,21-22=0/9075,20-21=0/9075,19-20=0/11591, 18-19=0/12884,17-18=0/12884,16-17=0/1 3163,15-16=0/13163,14-15=0/6650, 13-14=0/6650 WEBS 5-20=-738/0,6-19=0/548,3-22=-293/0,2-24=-3920/0,2-22=0/3421,4-22=-2562/0, 4-20=0/3211,11-15=0/7205,11-13=-7688/0,7-18=0/459,7-19=-2201/0,7-17=0/429, 9-17=-484/0,9-15=-555/0 NOTES (9-10) 1)Special connection required to distribute bottom chord loads equally between all plies. 2)4-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:2x4-2 rows staggered at 0-4-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. Attach BC w/1/2"diam.bolts(ASTM A-307)in the center of the member w/washers at 4-0-0 oc. 3)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. 4)Unbalanced floor live loads have been considered for this design. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)3785 Ib down at 19-4-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 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. Referto BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. Continued on page 2 Standard Job Truss Truss Type �'2'y Ply . HOUSE FLOOR FG01 FLOOR 2 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:24:49 2014 Page 2 ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-v1?n7BbgeRjimpRy5kt2jvZG8vv3oBG?1 NSW5hyx?B • LOAD CASE(S)Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:13-24---10,1-12=-100 Concentrated Loads(lb) Vert:15=-3785(8) w Job Truss Truss Type Qty Ply HOUSE FLOOR FG02 FLOOR 1 2 Job Reference o tional 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 0124:49 2014 Page 1 ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-v1?n7BbgeRjimpRy5kt2jvZFNvxToBV?1 NSW5hyx?B 0-3-8 Ir 1-4-1 0-3 8 Sia=1 z0. 5x12= 3x8= 3x8= 1 2 3 4 5x12= 6 6 7 8 9 BL1 SO 18 17 16 15 19 14 20 13 12 11 10 4x8= 3x8= 4x8= 4x8= 4x8=1 9-5 3-4-14 5-0-7 6-8-0 8-3-9 9-11-2 11-6-11 13-4-0 1-9-5 1-7-9 1-7-9 1-7-9 1-7-9 1-7-9 1-7-9 1-9-5 Plate Offsets X,�[1270-1�-8,0-1 , 16:0-3-0,0-1-12LOADING(psf) G 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 ates Increase 1.00 TC 0.44 Vert(LL) -0.18 14 >877 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.28 14 >567 360 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.07 10 n/a n/a BCDL 5.0 Code FRC2010ITP12007 (Matrix) Weight:142 Ib FT=11% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-14 oc purlins. BOT CHORD 2x4 SP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 18=3801/Mechanical,10=3795/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-8180/0,3-4=-8180/0,4-5=-10714/0,5-6=-10714/0,6-7=-8162/0,7-8=-8162/0 BOT CHORD 17-18=0/4854,16-17=0/4854,15-16=0/1 0042,15-19=0/10042,14-19=0/10042, 14-20=0/10019,13-20=0/10019,12-13=0/10019,11-12=0/4846,10-11=0/4846 WEBS 2-17=0/929,4-15=0/674,2-16=0/4140,2-18=-5847/0,4-16=-2318/0,4-14=0/836, 6-13=0/652,8-11=0/930,6-14=0/865,6-12=-2312/0,8-12=0/4128,8-10=-5837/0 NOTES (8-9) 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:2x4-1 row at 0-4-0 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)All plates are 2x4 MT20 unless otherwise indicated. 4)Refer to girder(s)for truss to truss connections. 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"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1027 Ib down at 1-7-12,1027 Ib down at 3-7-12,1027 Ib down at 5-7-12,1027 Ib down at 7-7-12,and 1027 Ib down at 9-7-12,and 1027 Ib down at 11-7-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 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 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 Continued on page 2 Job Truss Truss Type QtY Ply o tional Job Reference HOUSE FLOOR FG02 FLOOR 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Jul 18 01:24:49 2014 Page 2 ID:YtczQ9nzpfe3LW6LRvnHaiyyOt3-v1?n7BbgeRjimpRy5kt2jvZFNvxToBV?1 NSW5hyx?B LOAD CASE(S)Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:10-18=-10,1-9=-100 Concentrated Loads(lb) Vert:16=-1027(F)17=-1027(F)12=-1027(F)11=-1027(F)19=-1027(F)20=-1027(F) 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. 16-7-8 F105 q m F105 m m 1710-8 Q F105 g O Y N F105 F104 F111 F104 4 o F110T=-FI-03 N m F110 rim FG01 F110 F107 F110 �j 3-6-0 4 F107 F109 N N 0 4 O F107 F109 LL o e F107 F109 F107 F109 F107 F109 FG01 F109 F103 4 F109 F103 n 4 N F108 F102 o o p F102 0 _ N O - o F102 0 I F101 ° 8-1-0 BM01t4 F101 N 4 v 26-3-0 HOUSE-FLOOR TRUSS PLACEMENT PLAN BEAM SCHEDULE BMOC-(4)27'x18"x 1-3/4"LVL BM02-(2)11'x18"x 1-3/4"LVL BM03-(3)12'x18"x 1-3/4"LVL BM04-(3)18'x18"x 1-3/4"LVL BM05-(2) 9'x 18"x 1-3/4'LVL DURHAM DUDG MAT. HANGER SCHEDULE Lra FUIM 21-THA422-SIMPSON HANGERS 159 OCEAN BLVD 1-THAG422-SIMPSON HANGER 0111&116^aft rte. 2-HGUS28-2-SIMPSON HANGERS Wien ■i n LONG RE51DENCE 1-HGUS410-SIMPSON HANGER Bullding Materlals,Inc. fmom {' 501£ 011E OMI(!I: .®10 ws 1m WK an ------ :i JANUARY 1 , 2009 T-BRACE / I-BRACE DETAIL ST - T-BRACE MiTek Industries,Chesterfield,MO Page 1 of 1 i Note:T-Bracing/I-Bracing to be used when continuous lateral bracing 0 0o is impractical. T-Brace/I-Brace must cover 90%of web length. aNote:This detail NOT to be used to convert T-Brace/I-Brace MiTek Industries,Inc. webs to continuous lateral braced webs. Nailing Pattern Brace Size T-Brace size Nail Size Nail Spacing for One-Ply Truss 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 2x3 or 2x4 2x4 T-Brace 2x41-Brace WEB Ar 2x6 2x6 T-Brace 2x61-Brace 2x8 2x8 T-Brace 2x8 I-Brace k t T-BRACE Nails Section Detail \ 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 Web 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 el JANUARY 1, 2009 L-BRACE DETAIL ST - L-BRACE MTek Industries,Chesterfield,MO Page 1 of 1 a�aaa � 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 must cover 90%of web length. 1x4 or 6 10d 8"D.C. 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 "' t 2x6 1x6 2x8 2x8 DIRECT SUBSTITUTION NOT APLICABLE. k a SPACING k WEB k L-Brace Size for Two-Ply Truss t L-BRACE Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 "r I ... I 2x6 2x6 2x8 2x8 3 DIRECT SUBSTITUTION NOT APLICABLE. s 1 Nails � Section Detail J E L-Brace a Web L-Brace must be same species grade(or better)as web member. MARCH 12, 2009 WEB BRACING RECOMMENDATIONSTST-WEBBRACE MiTek Industries,Chesterfield,MO Page 1 of 1 MAXIMUM TRUSS WEB FORCE(Ibs.)(See note 7) a oo 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 10'-0" 1610 1886 1886 2829 12'-0" 1342 1572 1572 2358 3143 3143 4715 4715 7074 14'-0" 1150 1347 1347 2021 ti. 16'-0" 1006 1179 1179 1768 2358 2358 3536 18'-0" 894 1048 1048 1572 3143 4715^' 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 BYA QUALIFIED PROFESSIONAL. 1 X 4 IND.45 SYP 2.THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 29/6OF 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,HF,SPF) AT APPROX.45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131"x2.5")FOR 1x4 BRACES,2-10d(0.131"x 3")FOR 2X3 and 2x4 BRACES,AND 3-10d(0.131"4")FOR 24 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d(0.131"X2.5')NAILS FOR 1x4 LATERAL BRACES, 2-10d(0.131'x3')NAILS FOR 24 and 20 LATERAL BRACES,AND 3-10d(0.131'4')FOR 26 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) DS8-89 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.sbardustry—m and—Ipinst.org 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: FORA SPACING OF 24"O.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 2-10d 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 MTek Industries,Chesterfield,MO Page 1 of 2 c ol�ol] Typical_x4 L Brace Nailed To 2x Verticals W/10d Nails,6"o.c. Vertical Stud —�oo Vertical Stud (4)-16d Common DIAGONAL �M / Wire Nails �ce // 16d 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 CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x_Verticals Stud 12 SECTION A-A w/(4)-1od Common Nails zxa A Varies to Common Truss * * PROVIDE 2x4 BLOCKING BETWEEN THE FIRST SEE INDIVIDUAL MITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH(2)-1 O NAILS AT EACH END. A ** ATTACH DIAGONAL BRACE TO BLOCKING WITH (5)-Iod 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 1'3" WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. (2) 1061 MBX. 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 WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF - jrus S C@ 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 WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. If needed TO BLOCKING WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR i TYPE TRUSSES. End Wall HORIZONTAL BRACE (SEE SECTION A-A) 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 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 1-braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d common wire nails 8in o.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 DD ® MiTek Industries,Chesterfield,MO Page 2 of 2 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD L��J oo 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 Sheathing- COMMON WIRE NAILS AND ATTACHED 1 TO BLOCKING WITH(5)-10d COMMONS. V-3" 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 \ \ PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at points SUPPORTING THE BRACE AND THE TWO TRUSSES if needed ded \ ON EITHER SIDE AS NOTED. 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(.131"X 3")NAILS SPACED 6"O.C.(2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE / VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. STRUCTURAL AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST 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 VERTICAUSTUDS 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 r STANDARD PIGGYBACK ST-PIGGY OCT 29, 2004 TRUSS CONNECTION DETAIL lame * 2 x_x6'-O"SIZE TO MATCH ALL VALUES SHOWN BELOW ARE TOP CHORD OF PIGGYBACK. BASED ON LOAD DURATION OF 1.33 i� ATTACHED TO ONE FACE OF TOP MiTektndustries,Inc. CHORD WITH 2 ROWS OF 10d(0.131"X 3') NAILS SPACED 6"O.0 MAXIMUM UPLIFT SCAB CAPACITY USING(10) 10d(0.131"X 3")NAILS: PIGGYBACK TRUSS SYP= 1409 LBS SPF= 1090 LBS DF= 1290 LBS tk ATTACH PIGGYBACK TRUSS HF= 1117 LBS TO EACH PURLIN WITH SPF-S= 957 LBS 2-16d(0.131"X 3.5")NAILS TOENA€LED, MAXIMUM UPLIFT PURLIN O CAPACITY USING(2)16d E (0.131"X 3.5}NAILS: - I SYP= 155 LBS SPF= 79 LBS DF= 122 LBS 1 BHF= B3 LBS ASE TRUSS SPF-S= 54 LBS MAXIMUM UPLIFT SHEATHING SPACE PURLINS ACCORDING TO THE MAXIMUM ATTACH EACH PURLIN TO TOP CAPACITY USING 1/2'SHEATHING SPACING ON THE TOP CHORD OFTHE BASE CHORD OF BASE TRUSS WITH AND(2)8d(0.131'X 2.5-)NAILS. TRUSS(SPACING NOTTO EXCEED 24"O C). 2-16d(0.131"X 3.5 j NAILS. A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. SYP= 109 LBS �c FOR PIGGY BACK TRUSSES WITH SPANS<12' SPF= 55 LBS SCAB MAY BE OMMITED PROVIDED THAT DF= 85 LBS ROOF SHEATHING TO BE CONTINUOUS OVER JOINT HF= 56 LBS (SHEATHING TO OVERLAP MINIMUM 12"OVER JOINT) SPF-S= 37 LBS * 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 7/16"GUSSETS AS SHOWN,AND APPLY PURLINS TO LOWER EDGE OF BASE AND(6)6d(0113'X 2')NAILS: TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS DESIGN DRAWING. SYP= 399 LBS �k CONNECTION AS ABOVE rY 6"x 6"x 1/2"PLYWOOD(or 7/16"OSB) SPF_ 367 LBS 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 MAXIMUM UPLIFT SCAB TO CAP TRUSS REQUIRING A VERTICAL WEB: CAPACITY USING(20) 1 Od(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 AS SHOWN IN 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-S= 1915 LBS BOTTOM CHORD TO WOOD CONTACT BETWEEN WEB OF PIGGYBACK OF PIGGYBACK AND THE TOP CHORD OF THE BASE TRUSS. I 3) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS. All. 4) ATTACH 2 x x 6'-0"SCAB TO EACH FACE OF 3 TRUSS ASSEMBLY WITH 2 ROWS OF 1 Od(0.131"X 3')NAILS SPACED 6"O C FROM EACH FACE (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) a (MINIMUM 2X4) 5) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS(@1.15) REVIEW BY A OUALIFIED ENGINEER IS REQUIRED FOR LOADS d GREATER THAN 4000 LBS, 6) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. r 3 r 3 i t JANUARY 1, 2009 STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FST-PIGGY-PLATE �0 ®R MiTek Industries,Chesterfield,MO Page 1 of 1 O 00 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"x0.099") 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. i JANUARY 1, 2009 TRUSSED VALLEY SET DETAIL ST-VALLEY HIGH WIND2 MiTek Industries,Chesterfield,MO Page 1 of 1 GENERAL SPECIFICATIONS �00 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. 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. -_-II -- I-_-I -- ---IT-_�_--T--ZI---II -_yl--- I I II II II II II II II 11 I� Ij II II 11 II II II II 11 II II II II 1 I' 1� 11 11 II II �I jl 11 I II II II II I I II 11 II 11 II 11 I I II II i II II II �I II II II II 'I 11 II II �I II II II 11 II I II II 11 11 I a I BASE TRUSSES II �, VALLEY TRUSS TYPICAL I VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P 12 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 THE DIAMETER 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 Max t FEBRUARY 19, 2009 LATERAL TOE-NAIL DETAIL ST-TOENAIL - �0 ® MiTek Industries,Chesterfield,MO Page 1 Of 1 EYIE11:1 0 00 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 Z 131 88 80 69 66 59 SQUARE CUT O .135 93 85 74 72 63 Un .162 118 108 93 91 80 SIDE VIEWCO SIDE VIEW (2x4,2x6) (2x3) 2 3 NAILS 2 NAILS C7 Z .128 84 76 66 65 57 w .131 88 80 69 68 59 NEAR SIDE NEAR SIDE N .148 106 97 84 82 7P —� FAR SIDE z C6 NEAR SIDE — —� FAR SIDE z .120 73 67 58 57 50 O 128 84 76 66 65 57 0 131 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(A 62"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 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 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 CNAILWITHDRAWITHDRAWAL VALUES PER NDS 2005(Ib/nail) SYP DF HF SPF SPF-S 59 46 32 30 2p NOTES: 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES 60 48 33 30 20 WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE 72 58 39 37 25 NAIL FROM THE MEMBER END AS SHOWN. 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 54 42 28 27 19 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH 55 43 29 28 19 LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN 62 48 34 31 21 THE CONNECTION. Q 6 Z 0 .120 51 39 27 26 17 p .128 49 38 26 25 17 J131 51 39 27 26 17 0 .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 [FOR FER TO INDIVIDUAL TRUSS DESIGN MiTek Industries,Chesterfield,MO Page 1 of 1 EY1�� PLATE SIZES AND LUMBER GRADES �— oo 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 BEARING BLOCK BEARING BLOCK&WOOD BEARING ALLOWABLE LOADS REACTION ALLOWABLE LOADS NAIILLING PATTERN GRADE (lb) * ALLOWABLE LOAD(lb) TOTAL EQUIVALENT BEARING LENGTH SYP 2966 975 3941 0-4-10 2x4 BOTTOM CHORD 2ROWS @ 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. HF 2126 1159 (12 TOTAL NAILS) 3285 0-5-6 EROWSSPF 2231 1131 3362 0-5-4 SYP 2966 1950 4916 0-5-12 @ DF 3281 1784 5065 2126 0 5 6 HF 1545 3671 0-6-0 SPF 2231 1508 3739 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 t Od(.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. 1 4 W a� p t mL Z mE a m� 0.3 Q N 6-m 0 m 2m m m �n C U L_ CL C N us yN}(LwA`/.1�•,� UQmm-�EEo �o `° vm 0w u c mm LC: cco E „ r c u° �� � m owo o ° o o nou°m— 5. 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N d Q m Q O o° y Y r` ENGINEERING COVER SHEETAUG 19 2014 Job Number: GARAGE ----- QQ-\:••'• NSF '900 Sold To: DURHAM BUILDING MATERIALS U;' . 59 •••':O Ship To: 159 OCEAN BLVD Lot/Block/Subdivision: Model: LONG RESIDENCE —GARAGE ROOF o• • STATE OF County: DUVALa tp ////,�O N 1 I I 1�eN\\`\` t i L E COR 8/18/14 Design Code: FRC 2010/TPI2007 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: 37 psf Total Floor Load: 55 psf Engineer or Professional of Record: UNKNOWN AT TIME OF PRINTING This package include 13 Individual, dated Truss Design Drawing(s). # Truss ID: Date: # Truss ID: Date: # Truss ID: Date: # Truss ID: Date: # Truss ID: Date: 1 CJ1G 8/18/14 16 31 46 61 2 CJ3G 8/18/14 17 32 47 62 3 CJ3T 8/18/14 18 33 48 63 4 EJ5G 8/18/14 19 34 49 64 5 EJ5T 8/18/14 20 35 50 65 6 G01 8/18/14 21 3s s1 ss 7 G02 8/18/14 22 37 52 67 8 G03 8/18/14 23 38 53 68 9 G04 8/18/14 24 39 54 69 10 G05 8/18/14 25 40 55 70 11 G06 8/18/14 26 41 ss 71 12 HJ5G 8/18/14 27 1 42 57 72 13 HJ5T 8/18/14 28 43 58 73 14 29 44 59 74 15 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. 2 r_ Job Truss Truss Type Qty Py GARAGE ROOF CJ1G JACK 4 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Aug 18 23 4238 2014 Page 1 ID hyn6zNFeTdCGeVlrvtXGKIymUGQ-Xe1TGg1 uCaxiY663nOj9FRnFo8ts534x?LKf5YymTh -1-0-0 1-0-0 1-6-0 1-0-0 Scale=1.5.1 3 i i 2 4.00 12 a T1 / 91 % \1 4 3X4= >< 1-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) -0.00 2 >999 360 M720 2441190 TCDL 10.0 Lumber Increase 1.25 BC 0.00 Vert(TL) -0.00 2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FRC2010fTP12007 (Matrix) Weight:6 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS Ob/size) 2=174/05-8 (min.0-1-8),4=9/Mechanical,3=-40/Mechanical Max Horz 2=50(LC 8) Max Uplift2=-179(LC 8),3=-48(LC 2) Max Grav2=207(LC 2),4=19(LC 3),3=52(LC 8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (7-8) 1)Wind:ASCE 7-10;Vuk=130mph(3-second gust)Vasd=101mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 179 Ib uplift at joint 2 and 48 Ib uplift at joint 3. 6)`Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)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 City PN i� GARAGE ROOF CJ3G JACK 2 1 Job Reference(optional) 7.350 s Sep 27 2012 M Tek Industries,Inc. Mon Aug 18 23:42:38 2014 Page 1 ID:t yn6zNFeTdCGeVlrvtXGKlymUGO-Xe1 TGg1 uCaxiY663nOj9FRnFR8tE534x?LKf5YymTh -1-6-0 3-0-0 1-6-0 3-0-0 Scale=1.8.3 3 Y / i S l.00[11T 2 17 1 M Y >< 4 am= 3-0-0 3-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.11 Vert(LL) -0.00 24 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.01 24 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:12 Ib FT=20% LUMBER BRACING I TOP CHORD 2.4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. installed Tek recommends that Stabilizers and required cross bracing be during truss erection,in accordance with Stabi¢er tallation guide. REACTIONS (Ib/size) 3=40/Mechanical,2=209/0-5-8 (min.0-1-8),4=27/Mechanical Max Horz 2=85(LC 8) Max Uplift3=-51(LC 12),2=-165(LC 8) Max Grav3=48(LC 2),2=245(LC 2),4=54(LC 3) FORCES (Ib)-Max.Comp/Max.Ten.-All forces 250 Ob)or less except when shown. NOTES (7-8) 1)Wind:ASCE 7-10;Vufl=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf,h=30ft,Cat.11;Exp C;Encl.,GCpi=0.18, MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 2-114 zone;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 51 Ib uplift at pint 3 and 165 Ib uplift at joint 2. 6)*Semi-rigid pitchbreaks including heels`Member end fixity model was used in the analysis and design of this truss. 7)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 i Job Truss Truss Type Qty Ply GARAGE ROOF CJ3T SPECIAL 2 1 Job Reference(optional) 7.350 s Sep 27 2012 M Tek Industries,Inc. Mon Aug 18 23:42:39 2014 Page 1 ID hyri6zNFeTdCGeV]nrtXGKIymUGO-?gbrUA2Xzu3ZAGhGKjEOoeKOBYD gWO4D?3CeymT -1-6-0 _ 2-5-8 3-0-0 1-6-0 - 2-5-8 0-6-8 Scale=18.5 a 2.411 3 4.00 12 2 T1 YV1 62 d ' t �d e� 12.00 12 >< e ah 3N= 2-5-8 3-0-0 2-5-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.11 Vert(LL) -0.01 6 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.01 6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(TL) -0.01 5 n/a n/a BCDL 10.0 Code FRC201l0/TP12007 (Matrix) Weight:14 Ib FT-20% UMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudns. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 4=62/Mechanical,2=209/0-5-8 (min.0-1-8),5=5/Mechanical Max Horz 2=85(LC 8) Max Uplift4=-38(LC 12),2=-165(LC 8) Max Grav4=70(LC 2),2=245(LC 2),5=10(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (7-8) 1)Wind:ASCE 7-10;VuR=130mph(3-second gust)Vasd=101 mph,TCDL=6.Opsf,BCDL=6.Opsf;h=30ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-",Intenor(1)1-6-Oto 2-11-4 zone;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-"tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 38 Ib uplift at joint 4 and 165 Ib uplift at joint 2. 6)"Semi-rigid pilchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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 budding is theresponsibildy of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Referto BCS] 1-03 published by TPI 8 WTCA for safety practices prior to performing these functions. LOAD CASE(S)Standard r. , �.. {;r { .^' .. ap �»<::: ,:. �: �job Truss Truss Type - OtY PIY GARAGE ROOF �J5G JACK 4 Job Reference o Tonal 7.350 s Sep 271012 M Tek Industries,Inc. Mon Aug 18 23:42.39 2014 Page I D:hyn6zNFeTdCGeVlrvtXG(tymt)GQ-?gbrUA2Xzu3ZAGhGKjEOoeKOfYBtgW K4D?3CeymTh 5-0-40 1 6-0 5-" Scale,1'=7' 3 4 00 rly 6 TI S 2 7 81 4 3W= 5-0-0 5-0-0 LOADING(psf) SPACING 24)-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.02 2-4 >999 360 M720 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.06 2-4 >931 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matra) Weight:181b FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc(racing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS Qb/size) 3=102/Mechanical,2=267/0-5-8 (min.0-1-8),4=47/Mechanical Max Horz2=122(LC 8) Max Upkft3=-108(LC 12),2=-175(-C 8) Max Grav3=122(LC 2),2=311(LC 2),4=94(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (7-8) 1)Wind:ASCE 7-10;Vuk=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft,Cat.Il;Exp C.Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Extefior(2)-1-6-Oto 1-6 ,Interior(1)1-6-0 to 4-11-4 zone;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fn between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 108 Ib uplift at joint 3 and 175 Ib uplift at joint 2. 6)"Semi-rigid pitchbfeaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.859660,3184 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 JobTruss ---___- Truss Type Qty Ply GARAGE ROOF EJ5T SPECIAL 2 1 Job Reference(optional) 2350 s Sep 27 2012 MTek Industries,Inc. Mon Aug 18 23:42.40 2014 Page 1 ID:hyn6zNFeTdCGeVInrtXGKlymUGQ-UO9EhW39kBBQnPGSuQldKstbxyY_ZzjESfpmARymTh -1-6-0 2-5-8 5-0-0 F--- 1-0-0 -- 2-5-8 2-0-8 Sule=1:12.2 2x4 II 5 4 W2 410 12 2114 II 7 9 03 T1 8 4x0= • 2 11111 12.00 fliT d 2.4 II + 01 r 41t4�i 3"= 2-5-8 5-0-0 2-5-8 2-6-8 Plate Offsets 4:041-0 LOADING(pso SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.11 Vert(LL) 0.02 4 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.06 Horz(fL) 0.01 6 n/a n/a BCDL 10.0 Code FRC2010ITP12007 (Matrix) Weight:21 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except ;BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabil¢er Installation guide. REACTIONS (Ib/size) 6=146/Mechanical,2=264/0-5-8 (min.0-1-8) Max Horz 2=120(LC 8) Max Upift6=-78(LC 12),2=-174(LC 8) Max Grav6=166(LC 2),2=308(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-8---294/115,8-9=-286/116,3-9=-254/124,34=-286/170 BOTCHORD 2-7=-214/274,4-7=-251/335 NOTES (7-8) 1)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.ll;Exp C;Encl.,GCpi=0.18, MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-6-0.Interior(1)1-6-0 to 4-10-4 zone;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 78 Ib uplift at joint 6 and 174 Ib uplift at joint 2. 6)"Semi-rigid pdchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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 Budding 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 IJob Truss Truss Type City Ply GARAGE ROOF G01 GABLE 2 1 Job Reference(optional) 7.350 s Sep 27 2012 MTek Industries,Inc. Mon Aug 18 23:42:41 2014 Page 1 ID hyn6zNFeTdCGeMrvtXGKlymUGQ-yDjcus4nVVJHPZreS8Gst3PjGMtmlOnNhJYJitymTh -1-6-0 9-9-0 19-6-0 1-6-0 --- 9-9-0 9-9-0 Scale=1:13.9 314= 6 7 a 9 5 21 10 4 T 4.00 12 3x4 T T3 3x4 11 3x4 ZZ 3 17 IC 15 19 1s 3x4= 14 12 13 1 2.00 12 4.9 II 4X9 II 9-8-4 19-0-0 9-8-4 9-9-12 Plate Offsets 2:0.6-9 E :0-2-0 E 12:0-6-9,E e LOADING(psf) SPACING 2-0-0 CSI DEFL in (bc) Vdedl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) -0.00 1 n/r 120 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.18 Vert(TL) 0.03 1 n/r 120 BCLL 0.0 ' Rep Stress Ina YES WB 0.13 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:80 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. I BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceding directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 19-6-0. (lb)- Max Horz 2=85(LC 16) Max Uplift AN uplift 100 Ib or less at joint(s)12,16,17,15 except 2=-175(LC 8), 18=-259(LC 2),19=-282(LC 12),14=-210(LC 2),13=-262(LC 13) Max Grav All reactions 250 Ib or less at joint(s)12,16,17,18,15,14 except 2=312(LC 27),19=653(LC 2),13=605(LC 2) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. WEBS 4-19=-527/417,10-13=-484/440 NOTES (12-13) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuN=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf-,BCDL=6.Opsf;h=300;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Comer(3)-1-0-0 to 1-6-0,Exterior(2)1-0-0 to 9-9-0,Comer(3)9-9-0 to 12-9-0 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 bads 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 14-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads- 8)* ads.8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M 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)12,16,17,15 except Ot=1b)2=175,18=259,19--282,14=210,13=262. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)16,17,18,19,15,14,13- 1 1) 3.11)"Semi-rigid pitchbreaks including heels"Member end fatly model was used in the analysis and design of this truss. 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 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. Continued on page 2 }.. ,. > R^ .� Job Truss Truss Type Qty Ply GARAGE ROOF G01 GABLE 2 1 Job Reference(optional) 7.350 s Sep 27 2012 MTek Industries,Inc. Mon Aug 18 23:42:41 2014 Page ID hyn6zN FeTdCGe VtrvtXGKlymUGQ-yD)c us4n W JH PZreS8Gst3P)G MtmlOnNhJYJitymTh LOAD CASE(S)Standard Job — — Tn1ss Truss Type Qty Ply !GARAGE ROOF G02 SCISSORS 9 1 �__ __- _ Job Reference o ional 7.350 s Sep 27 2012 Mi ek Industries,Inc. Mon Aug 18 23:42:42 2014 Page 1 ID'hyn6zNFeTdCGeVIMXGK ymUGO-QPH_6C4PGpR8ljQgOro5QHyoT15H1ndXwzlsEJymTh 1-6-0 5-11-6 9-9-0 13-6-11 19-6-0 11-6-- 5-11-6 - 3-9-10 3-9-11 5-11-5 Scale=1'.33.6 4.4= 4 4.00fii-2 2x4= 9 10 2f[4= 3 5 T2 T1 11 7 e 2 8 a 3x6 a 300 It axe a 3x6 n 2.00 1z 5x8= 4.6= 9-8-4 19-" 94" 9-9-12 Plate Offsets :0-3-4 E x-3-4 E :0-0-7,Ed 6:0-0-4 Ed 6:0.3-8 Ed 642-121 :0-3-8,044 LOADING(psf) SPACING 2-0-0 CSI DEFL in (toe) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.28 6-7 >810 360 M720 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.80 6-7 >287 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.41 Horz(TL) 0.20 6 n/a n/a BCDL 10.0 Code FRC2010ITP12007 (Matrix) Weight:82 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceding directly applied or 8-0-13 oc bracing. WEBS 2x4 SP No.3 MiTek recormrends that Stabilizers and required cross bracing be WEDGE installed during truss erection,in accordance with Stabilizer Left:2x4 SP No.3,Right:2x4 SP No.3 Installation guide. REACTIONS (Ib/size) 6=665/Mechanical,2=760/0-5-8 (min.0-1-8) Max Horz2=93(LC 16) Max UpUI6---241(LC 9),2=-351(LC 8) Max Grav6=760(LC 2),2=873(LC 2) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-8=-2740/825,3-8=-2705/847,3-9=-2262/544,4-9=-2225/556,4-10=-2186/562, 5-10=-2223/548,5-11=-2697/865,6-11=-2742/852 BOT CHORD 2-7=-794/2553,6-7=-757/2559 WEBS 3-7=440/423,4-7=-206/1158,5-7=489/473 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=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.ll;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 9-9-0,Exterior(2)9-9-0 to 12-9-0 zone;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 th uplift at joint(s)except at=1b)6=241, 2=351. 8)"Semi-rigid piichbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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. LOAD CASE(S)Standard ...! . ,. l.. �. �a .e Job Truss Truss Type Qty Ply GARAGE ROOF G03 COMMON 1 2 Job Reference(optional) 7.350 s Sep 27 2012 MTek Industries,Inc. Mon Aug 18 23 42 44 2014 Page 1 ID hyn6zNFeTdCGeVIrvtXGKtVmUGO-MnPkXLi6foCisGlaD7GqZVilCfZpQVbMpNGnzJCymTftI 5-0-3 9-9-0 14-5-13 19-6-0 5-0-3 4-8-13 4-8-13 5-0-3 Scale=1.30 5 4x4= 3 4.00 12 3x4 z� 34 2 4 1 5 1 1 0 10 6 11 12 7 13 14 6 15 16 4.8= .8 11 8x8= 3x6 11 418_ 5-0-3 I 9-9-0_ i 14-5-13 i 19-6-0 , 54" 4-8-13 ' - 4-8-13 5-0-3 Plate Offsets 1:0-1-30-0.13, 5:0-1-3,0.0-13 :0.4-0 04-8 LOADING(pso SPACING 2-" CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) 0.17 7-8 >999 360 MT20 244F190 TCDL 10.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.34 6-7 >672 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.78 Horz(TL) 0.08 5 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:1981b FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc purlins. BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 ac bracing. WEBS 2x4 SP No.3 REACTIONS Ob/size) 1=3746/0-5-8 (min-0-2-3),5=3746/0-5-8 (min.0-2-3) Max Horz 1=-79(LC 9) Max Upliftl=-1461(LC 4),5=-1461(LC 5) Max Grav 1=4294(LC 2),5=4294(LC 2) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-9603/3220.2-3---702412360,3-4=-7024/2360,4-5=-9603/3222 BOT CHORD 1-9=-3019/8956,9-10=-3019/8956,8-10=-3019/8956,8-1 1=-3019/8956, 11-12=-3019/8956,7-12=-3019/8956,7-13=-296218956,13-14=-2962/8956, 6-14=-2962/8956,6-15=-2962/8956,15-16=-2962/8956,5-16=-2962/8956 WEBS 3-7=-1326/4105,4-7=-2522/952,4-6=-508/1761,2-7=-2522/950,2-8=-509/1761 NOTES (10-11) 1)2-ply truss to be connected together with 10d(0.131INX)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 bads are considered equally applied to all plies,except 9 noted as front(F)or back(B)face in the LOAD CASE(S)section.Py to ply connections have been provided to distribute only bads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;VuR=130mph(3-second gust)Vasd=101mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone;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 bads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 35-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except 611=1b)1=1461, 5=1461- 8)`Semi-rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shalt be provided sufficient to support concentrated load(s)201 Ib down and 81 Ib up at 0-2-12, 740 Ib down and 261 Ib up at 2-0-12,740 lb down and 261 Ib up at 4-0-12,740 Ib down and 261 Ib up at 6-0-12,740 Ib down and 261 Ib up at 8-0-12,740 Ib down and 261 Ib up at 9-9-0,740 Ib down and 261 lb up at 11-5-4,740 Ib down and 261 Ib up at 1354,740 Ib down and 261 Ib up at 15-54,and 740 Ib down and 261 Ib up at 17-5-4,and 201 Ib down and 81 Ib up at 19-34 on bottom chord. The Cod* of such connection device(s)is the responsibility of others. : .. C-`. ' ...:.. lid .. �. �r,� --] IJob Truss - Truss Type Qty Ply GARAGE ROOF G03 COMMON 1 2 Job Reference(optional) 7.350 s Sep 27 2012 M Tek Industries,Inc. Mon Aug 18 23:42:44 2014 Page ID hyn6zNFeTdCGeVIrvtXGKIymUGQ-MnPkXu6foQisGlaD7GgZVilCfZpQVbMpNGnzJCymTh9 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 theresponsikiddy of the Building Designer. Tru 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 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:13=-50,3-5=-50,1-5---20 Concentrated Loads(lb) Vert:1=-175 5=-175 7=-645(8)9=-645(6)10=-645(6)11=-645(6)12=-645(6)13=-645(6)14=-645(8)15=-645(6)16=-645(6) Job Truss Truss Type f3ty Ply GARAGE ROOF G04 SPECIAL 1 1 Job Reference optional) 7.350 s Sep 27 2012 MTek Industries,Inc. Mon Aug 18 23 42:46 2014 Page 1 ID hyn6zNFeTdCGeVkvtXGKymUGO-IAWVyZ8wKlyaVKkcFhsla77UUNUUzUK6gaG404ymTh -1-6-0 2-5-8 7-7-0 9-0-0 10-6-014-10-5 19-6-0 21-0-0 1-0-0 2-5-8 5-1-8 1-5-0 1-6-0 4-4-5 4-7-11 1-60 Scale-1'.35.9 &12 Z 4X4= e 7 2M II n 4 00FT S 3.4 yp e Ztt4 II 4 T1 / T3 h 3 t6 e2 17 9 2 % % — 14 t //•12f1 II = IM U10 d 3,4= 13 15 Iz.00 t2 sxs�� 12 n 36= 2x4 11 3A= 2x4 II 3x4= 2(4// 2-5-8 13-5-$ 7-7-0 18-7-0, 10-6-0 1 14-10-5 19-6-0 2-5-8 1 4-1-8 140-0 1-11-0 4-4-5 4-7-11 Plate Offsets :0-1-14 E 4:0-4 80-0-4 4fl-1-12,0-1-3, 6:0-9 0 0.1-4, 1342-S.E e LOADING(psf) SPACING 2-0-0 CSI DEFL in (oc) Udell L/dTPLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Ven(LL) 0.30 4-14 >752 360T20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.64 4-14 -356 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(TL) 0.29 9 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:106 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30`Except* TOP CHORD Structural wood sheathing directly applied or 4-0-12 oc purlins. Ti:2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 9-0-0 oc bracing. BOT CHORD 2x4 SP M 30`Except* MiTek remrmlends that Stabilizers and required cross bracing be B1:2x6 SP No.2 installed during truss erection,in accordance with Stabilizer WEBS 2x4 SP No.3*Except* Installation guide. Fl:2x4 SP M 30 REACTIONS (Ib/size) 2=742/05-8 (min.0-1-8),9--751/0-5-8 (min.0-1-8) Max Horz2=87(LC 16) Max Uplift2=-062(LC 8),9=-357(LC 9) Max Grav2=855(LC 2),9=864(LC 2) FORCES (lb)-Max-Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-16=-321!155,3-16=-287/158,4-5=-2535/712,5-6=-2709/821,6-7=-1212/390, 7-8=-1295/381,8-17=-1712/484,9-17=-1751/466 BOT CHORD 4-14=-653/2463,13-14=-318/1441,12-13=-262/1157,11-12=-071/1581,9-11=-371/1581 WEBS 514=-968/396,6-13=-943/205,6-14=-70012467,8-12=-457/216 NOTES (8-9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuk=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1.5-0,Interior(1)1-6-0 to 21-0-0 zone;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 5)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 35-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except at--lb)2=362, 9=357. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E_559660,3184 Litchfield Dr.O.P.FL. 9)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular budding 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 b ,.. .p.' ... ,? .. .. -� 'b, _ .. ... � .. � .. _ 'bl:. .� i .� �1. Job Truss Truss Type ay Ply j GARAGE ROOF G05 SPECIAL 1 1 Job Reference o iorlal 7.350 s Sep 27 2012 MiTek Industries,Inc Mon Aug 18 23:42:47 2014 Page 1 IDhyrl6zNFeTdCGeVlrvtXGKIymUGO-mM4t9v8Y5L4R7UIooPNG7Kfth tp7KN'4MEI%WXymT -1-6-0 2-5-8 7-0--0-- 8-7-0 1 12-6-0 1 15-0-0 19-6-0 21-0-0 1-6-0 2-5-8 4-6-8 1-7-0 3-11-0 2-6-0 4-6-0 1- Scale=1:35.9 8r8= 4x8= 4x4= 5 8 7 4.80 F12 2x4 i 8 2x4 II 4 Al! AKI 1 / 17 IB /119VVV777 8 10 2 FYI 14 13 2x4 II 15 12.00 12 5x8 J 12 11 4x8= 2x4 It 3x8- U4— 2.4�9 8-7-0 1 2-5$ 1315-8 7-M12 19-" 258 1-0-0 368 7-7-0 7 311_0 700 1-" Plate Offsets :0-2-6 E e, 4-0-11-11,0-2-01,[5-.04-0,0-2-31, 12:0-2-8 E LOADING(pst) SPACING 24).0 CSI DEFL in (Loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) 0.29 4-14 >777 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.59 4-14 >387 240 BCLL 0.0 ' Rep Stress I ncr YES WB 0.57 Horz(TL) 0.28 9 n/a nla BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:100 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30'Except' TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc pudins. T1:2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. BOT CHORD 2x4 SP M 30`Except` [�MiRek recommends that Stabilizers and required cross bracing be B1:2x6 SP No.2 alled during truss erection,in accordance with Stabilizer WEBS 2x4 SP No.3`Except` allation guide. Ft:2x4 SP M 30 REACTIONS (Ib/size) 2=742/0-5-8 (min.0-1-8),9=751/0-5-8 (min.0-1-8) Max Horz 2=70(LC 16) Max Uplift2=-378(LC 8),9=-372(LC 9) Max Grav2=855(LC 2),9=864(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-16=-318/151,3-16=-284/155,4-5=-2464/742,5-6=-2374/765,6-7=-1405/462, 7-8=-1482/467,8-17=-1631/549,9-17=-1669/532 BOTCHORD 4-14=4168/2382,13-14=-666/2351,12-13=-541/1899,11-12=-417/1459,9-11=-428/1504 WEBS 5-14=48!274,6-13=-444/1568,6-12=-1241/375,7-11=-23/272 NOTES (8-9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuM=130mph(3-second gust)Vasd=101mph;TCDL=6.Opsf,BCDL=6.Opsf;h=30ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Extenor(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 21-0-0 zone;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads- 5)* ads.5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-"tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except at=lb)2=378, 9=372. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.259660,3184 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 theresponsibilty of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Referto 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 GARAGE ROOF G06 SPECIAL 1 j 2 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Aug 18 23:42.50 2014 Page 1 ID:hyn6zNFeTtlCGeVlrvtXGKymUGQ®cmOnxBQNGS?y1NUXxzkzHAL_pJvHsjlCEHXsyMT -1-6-0 . 2-5-8 1 5-0-0 7-7-0 18-7-01 11-6-8 1 14-6-0 19-6-0 21-0-0 1-0-0 2-5-8 2-6-8 2-7-0 1-0-0 2-11-8 2-11-8 5-0-0 1-6-0 Scab=1'.35.9 5K6= 3X4= 4x12= 2x4 II 4X9= 4.0012 5 8 7 18 19 8 20 9 2x4 II 4 3 A05 AM 10 11N .i 2 �'F�r2' 16 21 16 II d l 3x4 8X9 —j 84 1f 3.4= 17 12.00 12 1423 13 12 3X5= N4 11 ®193x0= 24 2x4 II 3x4= 2x4 ii 2-5-8 5-0-0 7-7-0 7 1141-8 14-0x0 19-6-0 2-5-8 1 1-" 2-7-0 1 2-11-8 2-11-8 5-0-0-_0 Plate Offsets :0-2-2 E [4.0-1-15.0-4A,, 1, - 0.2-0 14:0.64 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 0.63 Vert(LL) 0.35 15-16 >661 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.58 15-16 >393 240 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(rL) 0.25 10 n/a n/a BCDL 10.0 Code FRC2010ITP12007 (Matrix) Weight:211 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30`Except' TOP CHORD Structural wood sheathing directly applied or 5-9-6 oc puffins. Ti:2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 9-1-5 oc bracing. BOT CHORD 2x4 SP M 30'Except` B1,B4:2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=1201/0-5-8 (min.0-1-8).10=1151/0-5-8 (min.0-1-8) Max Horz 2=54(LC 8) Max UpM=-691(LC 4),10=-631(LC 5) Max Grav2=1381(LC 2),10=1319(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=513/279,4-5---6144/2797,5-6=-6281/2881,6-7=-6971/3175,7-18=-337a/1531, 18-19=-3378/1531,8-19=-3378/1531,8-20=3378/1531,9-20=-3378/1531, 9-10=-2904/1241 BOTCHORD 4-16=-2747/6144,16-21=-3056/6871.15-21=-305716873,14-15=-2023/4567, 14-22=-1615/3642,22-23=-1615/3642,13-23=-1615/3642, 13-24=-1097/2681, 12-24=-109712681,10-12=-1 1 0412 666 WEBS 5.16=-339/783,6-16=-722/316,6-15=-248/598,7-15=-1981/4435,7-14=-2908/1358, 7-13=-3251192,8-13=-2671224,9-13=-417/860,9-12=0/355 NOTES (11-12) 1)2-ply truss to be connected together with 10d(0.131x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc Bottomchords connected as follows:2x6-2 rows staggered at 0-9-0 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;Vint=130mph(3-second gust)Vasd=101mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 35-0 tall by 24)-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except at=lb)2=691, CoAQAQJon page 2 [job Thus Truss City i Ply �(GARAGE ROOF G06 SPECIAL 1 _.--.----------------__---_ ---____ _- 2 Job Reference(optional) 7.350 s Sep 27 2012 MTek Industries,Inc. Mon Aug 18 23:42:50 2014 Page ID hyn6zNFeTdCGeVlrvtXGKIymUGQ-BxmOrixBQNGS?y1 NUXxzkzHAL_pJvHsilCEHXsymT NOTES (11-12) 9)'Semi-igid pitch breaks including heels'Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)62 Ib down and 113 Ib up at 9-0-12,62 Ib down and 113 Ib up at 10-5.4, and 62 Ib down and 113 Ib up at 12-5-4,and 186 Ib down and 252 Ib up at 14-"on top chord,and 343 Ib down and 212 Ib up at 5-0-0,146 Ib down and 98 Ib up at 7-0-12, 54 Ib down at 9-0-12,54 Ib down at 10-54,and 54 Ib down at 12-54,and 157 Ib down at 14-54 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.ft59660,3184 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 theresponsibility of the Building Designer. Tru 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 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-5=-50,5-9=-50,9-11=-50,2-17=-20,4-15=-20,14-15=-20,10-14=-20 Concentrated Loads(Ib) Vert:9=-120(B)16=-298(8)12=-79(B)18=-52(6)19=-52(B)20=-52(B)21=-126(B)22=-27(B)23=-27(B)24=-27(B) Job Tess Truss Type Oly �Y GARAGE ROOF HJ5G MONO TRUSS 1 Job Reference(optional) 7.350 s Sep 27 2012 MTek Industries,Inc. Mon Aug 18 23:42:512014 Page 1 ID:hyn6zNFeTdCGeVlrvtXGKymUGQ-f8KO'*ii328aasc6cZ1 ESCHAgQhCE9exlr_szr3lymT -2-1-7 3-7-4 7-0-14 2-1-7 3-7-4 3-5-10 SaN�1:16.6 2.83 12 8 s T1 2 al � e 4 -- 3xa= 7-0-14 7-0-14 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.10 2-4 >787 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.25 2-4 >315 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a Weight:25 lb FT=20% BCDL 10.0 Code FRC2010/TP12007 (Matrix) 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 M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek rexbnrnends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installationguide. _. REACTIONS Ob/size) 3=118/Mechanical,2=296/0-8-9 (min.0-1-8),4=72/Mechanical Max Horz 2=122(LC 4) Max Uplift3=-134(LC 8),2=-207(LC 4) Max Grav3=144(LC 2),2=356(LC 2),4=143(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (9-10) 1)Wind:ASCE 7-10;Vuk=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=3011;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-"tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 1b uplift at joint(s)except at=lb)3=134, 2=207. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated bad(s)42 Ib down and 63 lb up at 1-5-11,42 Ib down and 63 lb up at 1-5-12,and 55 Ib up at 4-3-11,and 55 Ib up at 4-3-11 on top chord,and 21 lb up at 1-5-11,21 lb up at 1-5-12, and 14 lb down and 4 Ib up at 4-3-11,and 14 lb down and 4 l up at 4-3-11 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,bads 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 theresponsibifily of the Budding 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 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Continued on page 2 Job Truss Truss Type Oty Ply GARAGE ROOF HJ5G MONO TRUSS 1 1 Job Reference(optional) 7.350 s Sep 27 2012 M Tek Industries,Inc. Mon Aug 18 23:42:512014 Page I D:hyn6zNFeTdCGeVIrvtXGKlymUGQ-f8K0?NB28aasc6cZ1 ESCHAgQhOE9exl r_szr3lymT LOAD CASE(S)Standard Uniform Loads(plf) Vert:13=-50,2-4=-20 Concentrated Loads(lb) Vert:5=75(F=37,B=37)6=23(F=11,B=11)7=21(F=11,B=11)8=-14(F=-7,B=-7) Job _ --- --jTruss - Truss Type GARAGE ROOF HJ5T SPECIAL 1 I Job Reference(optional) �- - 7 350 s Sep 27 2012 MiTek Industries,Inc. Mon Aug 18 2142:512014 Page 1 ID.hyn6zNFeTdCGeVIrvtXGKymUGO-f8KO?HB28aasc6cZ1 ESCHAgR7OHaexvr_szr3ymTh -2-1-7 3-5-0 4-9-15 7-0-2 T-0,142-1-7 3-5-0 1-5-0 2-2-3 04-12 Scale=1:17.0 214 5 6 4 2.83 12 11 W2 2x4 II i1 7 93 14 10 71 516 8 2 / 13 2x4 II / 8A9F1_2 1 B1 12 9 4x4= 314= 3-0-0 4-9-15 7-0-2 714 3..5-0 1-5-0 2-2-3 0-0-12 Plate OKsets - 4:0-1-0 6.5-14 :0-2-4 0-2-4 LOADING(psf) SPACING 24)-0 CSI DEFL in (bc) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) 0.03 4-9 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.06 4-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:28 Ib 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 M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS Ob/size) 2=292/0-" (min.0-1-8),8=192AAechanical Max Horz2=123(LC 4) Max Upkft2=-205(LC 4),8=-94(LC 8) Max Grav2=352(LC 2),8=217(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-10=-311!53,3-10=-313(71,3-11=-288/81,4-11=-260!75 BOT CHORD 2-12=-103/273,9-12=-103/273,9-13=-102/295,4-13=-101/291 NOTES (9-10) 1)Wind:ASCE 7-10;Vuh=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf,BCDL=6.Opsf;h=30ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-"tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)8 except(l<=1b)2=205. 6)"Semi-rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated bad(s)42 Ib down and 63 Ib up at 1-5-12,42 Ib down and 63 Ib up at 1-5-12,and 40 Ib down and 42 Ib up at 4-3-11,and 40 Ib down and 42 Ib up at 4-3-11 on top chord,and 21 Ib up at 1-5-12,21 lb up at 1-5-12,and 30 Ib up at 4-3-11,and 30 Ib up at 4-3-11 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)sectio ,bads 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. n 10)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular building is theresponsibiRty 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 Continued on page 2 -- ---- - - Job Truss Truss Type aY PN GARAGE ROOF HJ5T SPECIAL Job Reference o Tonal 7 350 s Sep 27 2012 M Tek Industries,Inc. Mon Aug 18 23:42:51 2014 Page ID:hyn6zNFeTdCGeVlrvtXGKtymUGO-f8KO?HB28aasc6cZ1 ESCHAgR7OHaexvr_szr3lymTh LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:14=-50,4-5=-50,5-6=-20,2-9=-20,4-9=-20,4-7=-20 Concentrated Loads(lb) Vert:10=75(F=37,B=37)11=-22(F=-11,B=-11)12=21(F=11,B=11)13=30(F=15,B=15) 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. 30-9-0 19-&0 5-0 0 3 11--), 01 HT J2 J1 02 U J3 o p If 211 02 ob ao N J C6 HI 5 02 J5 H 0 02 J513 02 J5 02 .C. J5 02 CD p H 21J5 02 ao N 3 co 02 C) o J1 GARAGE-ROOF TRUSS PLACEMENT PLAN HANGER SCHEDULE 9-HTU26-SIMPSON HANGERS PURHAh1 ftP6 MAT. 15gOCEAN DUP �yl6i■�� m &didiM Materials,Inc. LAG�ESfPENI E i JANUARY 1 , 2009 T-BRACE / I-BRACE DETAIL ST - T-BRACE R MiTek Industries,Chesterfield,MO Page 1 of 1 D[� FV_100 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. 0 00 aNote:This detail NOT to be used to convert T-Brace/ I-Brace webs to continuous lateral braced webs. MiTek Industries,Inc. — Nailing Pattern Brace Size T-Brace size Nail Size Nail Spacing for One-Ply Truss 1x4 or 1x6 10d 8"o.c. Specified Continuous 2x4 or 2x6 or 2x8 16d 8"o.c. 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 20 1x4(")T-Brace 1x4(!) 1-Brace 2x6 1 x6(`)T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace Nails Brace Size for Two-Ply Truss k Specified Continuous k Rows of Lateral Bracing —, SPACING Web Size 1 2 k 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace k —A 2x6 2x6 T-Brace 2x6 I-Brace WEB 2x8 2x8 T-Brace 2x81-Brace k t T-BRACE Nail Section Detail 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, 1 x4 or 1 x6 SYP braces must be stress Web rated boards with design values that are equal to (or better)the truss web -Brace design values. For SYP truss lumber grades up to#2 with 1X bracing material, use IND 45 for T-Brace/1-Bra For SYP truss lumber grades up to#1 with 1 X_bracing material, use IND 55 for T-Brace/I Bra Nails- JANUARY 1, 2009 L-BRACE DETAIL ST - L-BRACE 0= ® MTek Industries,Chesterfield,MO Page 1 of 1 0 00 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 10 or 6 10d 8"o.c. must cover 90'/0 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 t WEB k 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 Web L-Brace must be same species grade(or better)as web member. . : .z -r �: 1 MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE R MiTek Industries,Chesterfield,MO Page 1 of 1 r---10D MAXIMUM TRUSS WEB FORCE(Ibs.)(See note 7) 0 0o BRACE as•o.c. 7r 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 r: 17-0' 1342 1572 1572 2358 3143 3143 4715 4715 7074 14'-0' 1150 1347 1347 2021 16'-0' 1006 1179 1179 1768 ^"`'Y~ 2358 2358 3536 18'-0' 894 1048 1048 1572 ti 3143 4715 20'-0• 805 943 943 1414 1886 1886 `Bay size shall be measured in between the centers of pairs of diagonals. GENERAL NOTES TYPE BRACING MATERIALS 1 DIAGONAL BRACNG IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND21R CEILING DIAPHRAGM.THE DIAPHRAGM IS TO BE DESIGNED BY A OUALIPED PROFESSIONAL. 1 X 4 IND,45 SYP 2 THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2°/OF THE WEB FORCE. 3. DIAGONAL BRACING MATERMUST BE SAME SIZE AND GRADE OR BETTER,ASTHE LATERAL BRACE A -OR- MATERIAL,AND SHALL BE INSTALLED N SUCH A MANNER THAT R INTERSECTS W EB 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 (0-131'2.5-)FOR 1.N BRACES,2-1 Od(0.131'.3)FOR 2.1 and 2x4 BRACES,AND 3-1 Od(0.131'.2')FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d(0.131'X2.5')NALS FOR 1M LATERAL BRACES, 2-1Od(0.131'.2')NAILS FOR 2YJ and 2.4 LATERAL BRACES,AND 3-1 Od(0.131'.1'1 FOR 2A 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 413,STD,CONST(SPF,DF,HF,OR SYP DSB-99 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI I GUIDE TO GOOD PRACTICE FOR HANDLNG,INSTALLING&BRACING OF METAL PLATE CONNECTED WOOD TRUSSES,JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA ab TRUSS PLATE INSTITUTE. —sOcndustycom and—p-Lorg D 2 X 6#3 OR BETTER(SPF,DF.HF,OR SYP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE- 9 ORCE8TABULATED VALUES ARE BASED ON A DOL.-1.15 FOR STABILIZERS: FOR A SPACING OF 24'O C-ONLY,MITEK'STABLIZFR-TRUCS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A,B,C AND D BRACING MATERIAL.DIAGONAL BRACM FOR STABILIZERS ARE TO BE PROVIDED AT BAY SLE 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 i! r' ( / CONTINUOUS LATERAL RESTRAINT / 2-10d 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. _T_ JANUARY 1, 2009 Standard Gable End Detail ST-GE130-001 MiTek Industries,Chesterfield,MO Page 1 0 f 2 Typical_x4 L-Brace Nailed To 2x Verticals W/10d Nails,6"o.c. Vertical Stud Vertical Stud (4)-16d Common DIAGONAL O coo Wire Nails BRACE I 16a MiTek Industries, Inc. it Common Wire Nails SECTION B$ Spaced 6"o.c. DIAGONAL BRACE 4'-0'O.C.MAX (2)-1 Od Common 2x6 Stud or Wire Nails into 2x6 20 Not of better PT�pASS GEOMETRY AND CONDITIONSHOYVN ARE FOR ILLt1STRATION ONLY- Typical Horizontal Brace Nailed To 2x_Verticals 12 SECTION A-Aw/(4)-10d Common Nails 2x4 Varies to Common Truss * CRITPROVIDE 2x4 BLOCKING BETWEEN THE FIRST SEE INDIVIDUAL MITEK E TWO TRUSSES AS NOTED. TOENAIL BLOCKING DRAWINGS FOR DESIGN CRITERIA IA TO TRUSSES WITH(2)-Iod NAILS AT EACH END. A ** ATTACH DIAGONAL BRACE TO BLOCKING WITH j" (5)-1 Od COMMON WIRE NAILS. i 3x4= B (4)-8d NAILS MINIMUM,PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK dF -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B j 24"Max Roof Sheathing- NOTE: heathingNOTE: 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS ANDi WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. Max. (2)_1 0 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. i(2)-10d NAILS ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT 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. ! S Z4" O.C. �r 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF = 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. BRACE ATTACH TO VERTICAL STUDS WITH(4)lod NAILS THROUGH 2x4. AL Dlag. Brace / '%ATTACHEDON O VERTICAL WITH(4)ACED 016d (REFER TO SECTION A-A) at 1/3 points COMMON WIRE NAILS AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES_ It needed \� TO BLOCKING WITH(5)-10d 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 Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 20 SPF Std/Stud 12"O.C. 4-0-7 4-3-2 6-0-4 8-0-15 12-1.6 20 SPF Std/Stud 16'0.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 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 3in 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 CASCE 7-98,ASCE 7-02,ASCE 7-05 BASEDIS DURATION OF LOAD INCREASE 1.60 CONNECTIONN OF BRACING IS BASED ON M AND CLADDNG JANUARY 1, 2009 Standard Gable End Detail SHEET 2 ^O� V MTek Industries,Chesterfield,MO Page 2 of 2 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD 0 0o Trusses al 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 Shea thing— COMMON WIRE NAILS AND ATTACHED \ TO BLOCKING WITH(5)-10d COMMONS. 1 IT IS THE RESPONSIBILITY OF THE BLDG DESIGNE �THE PROJECT ENGINEER/ARCHTECT TO DESIGN x NAIL DIAGONAL BRACE TO TRUSSES TO RESIST ACEILING DIAPHRAGM 1D ITS ATTACHMENT TO THE OUT OF PLANE LOADS THAT URLIN WITH TWO 16d NAILS 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 points \ PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES 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. i ATTACH DIAGONAL BRACE TO BLOCKING WITH End Wall (5)-IOdCOMMON 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 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 MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING SCAB ALONG G 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. 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 VERTICAUSTUDS ONLY. nNOIE:THIS DETAIL IS TO BE USED ONLY FOR V STRUCTURAL GABLES WITH INLAYED STUDS.TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. STANDARD GABLE TRUSS STANDARD PIGGYBACK OCT 29, 2004 TRUSS CONNECTION DETAIL ST-PIGGY SAIN' $t 2 x_x V-U'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,Inc. CHORD WITH 2 ROWS OF 1 O(0.131"X 3') NAILS SPACED 6"O.C. MAXIMUM UPLIFT SCAB CAPACITY USING(10) % 1 Od(0.131"X 3)NAILS: j PIGGYBACK TRUSS SYP= 1409 LBS SPF= 1090 LBS 1k ATTACH PIGGYBACK TRUSS DF 1290 LBSHF= 1117 LBS TO EACH PURLIN WITH 2-16d(0 131"X 3 5")NAILS TOENAILED SPF-S= 957 LBS MAXIMUM UPLIFT PURLIN CAPACITY USING(2)16d (0.131"X 3.5)NAILS: 761 SYP= 155 LBS - SPF= 79 LBS -J DF- 122 LBS %? BASE TRUSS HF= 83 LBS � \ SPF-S= 54 LBS MAXIMUM UPLIFT SHEATHING SPACE PURLINS ACCORDING TO THE MAXIMUM ATTACH EACH PURLIN TO TOP CAPACITY USING 12"SHEATHING SPACING ON THE TOP CHORD OF THE BASE CHORD OF BASE TRUSS W� AND(2)8d(0.131'X 2.5")NAILS: TRUSS(SPACING NOTTO EXCEED 24"OC) 2-16d(0.131"X 3.S)NAILS, A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. SYP= 109 LBS * FOR PIGGY BACK TRUSSES WITH SPANS<12' SPF= 55 LBS SCAB MAY BE OMMITED PROVIDED THAT: DF= 85 LBS ROOF SHEATHING TO BE CONTINUOUS OVER JOINT HF= 56 LBS (SHEATHING TO OVERLAP MINIMUM 17'OVER JOINT) SPF-S= 37 LBS * 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 COMBwD 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 7(16"GUSSETS AS SHOWN,AND APPLY PURLINS TO LOWER EDGE OF BASE AND(6)6d(0.113'X 2'NAILS: TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS DESIGN DRAWING. �At 6'x 6"x 12"PLYWOOD(or 7M6"OSB) SYP= 399 LBS 1k CONNECTION AS ABOVE r GUSSET EACH SIDE AT SPF= 367 LBS EACH BASE TRUSS JOINT. HF 391 LBS HF= 367 LBS ATTACH WITH 3-6d(0.113"X 2'NAILS INTO EACH CHORD FROM SPF-S= 343 LBS EACH SIDE(TOTAL-12 NAILS) r ' ADD PURLINS TO BOTTOM EDGE FOR LARGE CONCENTRATED LOADS APPLIED MAXIMUM UPLIFT SCAB TO CAP TRUSS REQUIRING A VERTICAL WEB: CAPACITY USING(20) 10d(0.131"X 3")NAILS: i 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS SYP= 2819 LBS MUST MATCH IN SIZE,GRADE,AND MUST LINE UP SPF= 2181 LBS WEB TO AS SHOWN IN DETAIL. DF= 2580 LBS VERTICAL EXTEND WEB O 2) VERTICAL WEBS OF PIGGYBACK MUST RUN THROUGH HF= 2234 LBS BOTTOM CHORD BOTTOM CHORD SO THAT THERE IS FILL 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-(r SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3')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 CE 4000 LBS(@1.15). 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, 2009 STANDARD PIGGYBACK ST-PIGGY-PLATE TRUSS CONNECTION DETAIL ®R MTek Industries,Chesterfield,MO Page 1 of 1 =1 0D 0 00 0 00 Lai 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. Attach99Y I back truss to the base truss with 3"x8"TEE-LOCK P 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. ;$ at each 3'x8"TEE-LOCK Multi-Use connection plate. aAttach each purlin to the top chord of the base truss. (Purlins and connection by others) i� BASE TRUSS Refer to actual truss design drawing 41 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 O OO 0 00 1.NAIL SIZE=3"X 0131"=10d n 2.WOOD SCREW=4.5'WS45 USP OR EQUILIVANT 1 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 48'0.C- BASE 8'O.C.BASE TRUSSES VALLEY TRUSS TYPIT:TL-[--- VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P 12 OR GIRDER TRUSS i j 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 i TO THE ROOF W/TWO USP WS45 1/4'X 4.5') MAX MEAN ROOF HEIGHT 30 FEET ( ROOF PITCH=MINIMUM 3/12 MAXIMUM 6112 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 THE DIAMETER 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 I FEBRUARY 19, 2009 LATERAL TOE-NAIL DETAIL ST-TOENAIL �0 ;R MiTek Industries,Chesterfield,MO Page 1 of 1 v �^J 1.TOE-NAILS SHALL BE STARTED AND DRIVEN AT THE ANGLE SHOWN, BASED ON THE CONNECTION LAYOUT USED. 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(INnail) DIAM. SYP DF HE SPF SPF-S - .131 88 80 69 68 59 SQUARE CUT O Z .135 93 85 74 72 63 .162 118 106 93 91 80 SIDE VIEW SIDE VIEW ri (2x4,2x6) 2x3 3 NAILS 2 NAILS Z O 128 84 76 66 65 57 NEAR SIDE NEAR SIDE w .131 88 80 69 65 59 — FAR SIDE N 145 106 97 84 82 72 NEAR SIDE —r FAR SIDE z .120 73 67 58 57 50 p .128 84 76 66 65 57 J o .131 88 80 69 68 59 .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 i 1-3/16"for 3.5"NAIL EXAMPLE: % L (3)- 16d NAILS(.162"diam.x 3.5")WITH SPF CHORD SPECIES / 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 j VIEWS SHOWN ARE FOR -— - -- ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3,20) 2 NAILS 45.000 NEAR SIDE 000 NEAR SIDE ! I SIDE VIEW i (276) 1-1/2"for 3"NAIL 3 NAILS 1-5/8'for 3.25"NAIL NEARSIDE 1-3/4"for 3.5"NAIL / NEAR SIDE NEAR SIDE FEBRUARY 19, 2009 UPLIFT TOE-NAIL DETAIL ST-TOENAIL-UPLIFT MiTek Industries,Chesterfield,MO Page 1 of 1 =11 [ILI 00o THIS DETAIL SHALL BE USED FOR A CONNECTION RESISTING 0 0o UPLIFT FORCES ONLY.BUILDING DESIGNER IS RESPONSIBLE Lj�"l Ua FOR LOADS IN OTHER DIRECTIONS. MiTek Industries,Inc. END VIEW SIDE VIEW oo° TOP PLATE j OF W LL f 1'FOR 3"NAIL NEAR SIDE / 1-1/16"FOR 3.25"NAIL NEAR SIDE L / % 1-3/16"FOR 3.5"NAIL i i 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 C7 .131 59 46 32 30 20 NOTES: 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES p .135 60 48 33 30 20 WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE 162 72 58 39 37 25 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 5 .128 54 42 28 27 19 OF THE WOOD. �z 131 55 43 29 2g 19 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH w LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN J N .148 62 48 34 31 21 THE CONNECTION. z Cl) (g .120 51 39 27 26 17 p .128 49 38 26 25 17 J o .131 51 39 27 26 17 Cl) .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 REFER TO INDIVIDUAL TRUSS DESIGN MTek Industries,Chesterfield,Mo Page 1 of 1 FOR PLATE SIZES AND LUMBER GRADES ��o0 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 (Ib) * ALLOWABLE LOAD(Ib) TOTAL EOUNALENT BEARING LENGTH SYP 2966 975 3941 0-4-10 2x4 BOTTOM CHORD 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. 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. HF 2126 1545 3671 0-0-0 (16 TOTAL NAILS) SPF 2231 1508 3739 0-5-13 CAS=E1 CASE 2 4"MINIMUM T11 HEEL HEIGHT 1 BRG BLOCK TO BE SAME t2 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. i N m O £ mL Z N > o 0 03 Q ©yL/ . 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NSR .���i/ Job Number: GARAGE FLOOR Sold To: DURHAM BUILDING MATERIALS U;• . 5 .••'• Ship To: 159 OCEAN BLVD, Lot/Block/Subdivision: f Model: LONG RESIDENCE —GARAGE FLOOR 0 . STATE OF County: DUVAL '., F•• �toRtpP. •�� "//;,'O N I I 1 tE FILE COPS 8/18/14 Design Code: FRC 2010ITP12007 Design Method: MWFRS/C-C Hybrid Wind ASCE 7-10 Wind speed (mph): 130 mph Design Software: MiTek 20120—Version 7.33 Total Roof Load: 37 psf Total Floor Load: 55 psf Engineer or Professional of Record: UNKNOWN AT TIME OF PRINTING This package include 11 Individual, dated Truss Design Drawing(s). # Truss ID:I Date: # Truss ID:I Date: # Truss ID: Date: # 1 Truss ID: Date: # Truss ID: Date: 1 F201 8/18/14 16 31 46 61 2 IF202 8/18/14 17 32 47 62 3 IF203 8/18/14 18 33 48 63 4 F204 8/18/14 19 34 49 64 5 F205 18/18/14 20 35 50 65 6 F206 8/18/14 21 36 51 66 7 F207 8/18/14 22 37 52 67 8 F208 8/18/14 23 38 53 68 9 F209 8/18/14 24 39 54 69 10 F210 8/18/14 25 40 55 70 11 F211 8/18/14 26 41 56 71 12 27 42 57 72 13 28 43 58 73 14 29 44 59 74 15 30 45 60 75 DIGIACOMO ENGINEERING INC. Charles P D+Giacomo 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. 2 Job Truss Truss Type ay Py GARAGE FLOOR F201 GABLE 1 1 _ __ Job Reference(optional) 7.350 s Sep 27 2012 MTek Industries,Inc. Mon Aug 18 23 35 04 2014 Page 1 I D:hyn6zN FeTdCGeV lrvtXGKymUGQ-q lcr_bY775k74KPpAfahsh_gl 8wakk86bi LdAsymTo 0-1-8 0-,1,-8 7 SeWe 1:39.9 3x8 FP= 1 2 3 4 5 8 7 8 9 t0 11 12 13 14 15 16 17 36 1 I 34 33 32 31 30 29 28 27 26 2S 24 23 22 21 20 19 /8 3.4= 34 FP= 3.4— 1-4-0 , 2-8-0 1 4-0-0 , 5-4-0 , 6-8-0 8-0-0 9-4-0 , 10-" , 12-" , 13-4-0 , 1441-0, 16-0-0 117-", 18-"19-5-0 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 1-4-0 Plate Offsets(X,Y): [17:0-1-8,Edge] [35:0-1-8,0-1-0],[36:0-1-8,0-1-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (be) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 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 18 n/a n/a BCDL 5.0 Code FRC2010/TP12007 (Matrix) Weight:90 lb FT=20%F,11%E LUMBER- - - BRACING TOP CHORD 2x4 SP M 30(nat) TOP CHORD Structural wood sheathing direly 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. OTHERS 2x4 SP No.3(flat) REACTIONS All bearings 195-0. (lb)- Max Grav Ah reactions 250 Ib or less at joint(s)34,18,33,32,31,30,28,27, 26,25,24,23,22,21,20,19 FORCES (Ib)-Max.CompJMax.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(.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)'Semi-rigid pdchbreaks 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'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.S59660,3184 Ldc hfreld 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 fly GARAGE FLOOR F202 FLOOR 10 1 Job Reference o iorlal 7.350 s Sep 27 2012 MTek Industries,Inc. Mon Aug 18 23:35:05 2014 Page 1 ID hyn6zNFeTdCGeVlrvtXGKtymUGQ-IUADBxYlu0s iU_7kN5wOvXmGX4TT42FgM5DIVmTo 0-1-8 H �1 2-0-0 s�-s twe 2W 112x4 11 » = W 2 _ 40 LA FP4 = 2W= t 2 a 4 s E 7SZ7 • • 10 tt N 21 2• /• H 17 16 15 14 13 306= 4x4= 3Kl2 YI20M FP= 2W II 2x4 11 409= 3X6= 2-9-0 1 5-3-0 7-9-0 8-8-8 9-8-8 10-8-811-8-0 14-2-0 1 16-8-0 19-5-0 2-9-0 12-6-0 12-6 0 0-11-8' 1-0-0'1-0-0 11-8 2-6-0 12-6-0 2-9-0 Plate Offsets :0-1-5 E :0-1-8,E 1141-8 E 16:0.1-8, 1741-8,E 123:G-1-8A-1-M. 4:0-1-80-1 LOADING(pst) SPACING 24).0 CSI DEFL in (bc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.33 Veri(LL) -0.22 16-17 >999 480 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.34 16-17 >670 360 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(rL) 0.07 12 n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:104th 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 10-0-0 oc bracing. REACTIONS Ob/size) 22=1048/0-7-2 (min.0-1-8),12=1048/0-11-2 (min.0-1-8) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3---1714/0,3-4=-2854/0.4-5=-3501/0.5-6=-3646/0,6-7=-3501/0,7-8=-2854/0, 8-9=-2854/0,9-10=-1714!0 BOT CHORD 21-22=0/1000,20-21=0/2403,19-20=0/3282,18-19=0/3282,17-18=0/3646, 16-17=0/3646,15-16=0/3646,14-15=0!3282,13-14=0/2403,12-13=0/1000 WEBS 2-22=-1412/0,2-21=0/1062,3-21=-1024/0,3-20=0/670,4-20=537/0,4-18=0/473, 5-18=-559/113,10-12=-1412/0.10-13-0/1062,9-13-_1 024/0,9-14=0/670,7-14=537/0, 7-15=0/473,615=-559/113 NOTES (67) 1)Unbalanced floor live bads have been considered for this design. 2)AN plates are MT20 plates unless otherwise indicated. 3)AN plates are 3x4 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)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3)nails. Strongbactxs to be attached to walls at their outer ends or restrained by other means. 6)DiGiacomo Engineering,inc.,C.Paul DiGiacomo P.E.059660,3184 Litchfield Dr.O.P.FL. 7)Engineering responsibility solely for truss design drawing. The suitability and use of truss design for any particular budding is theresponsibilky 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 «y ply GARAGE FLOOR F203 FLOOR 1 1 ---- ----- -- Job Reference(optional) 7.350 sSep 27 2012 M Tek Industries,Inc Mon Aug 18 23:35:06 2014 Page I ID:hyn6zNFeTdCGeVIrvtXGK VmUGQ-mgibPHZNfi?rJeZC14c9x63u9xRUCQYP30gkEymTo 0-1-8 1-3-0 1 , 2-0-0 p-7-Q 0-I�-8 r,_-� 1 -�f-1 SCW*-1x1.3 34 FP= 3d FP= 2x4= d= d 11 d= 4d 11 d= *d6Kr20H= 2x4= 1 2 2 4 S t 7 t t 10 11 12 13 27 14 d 24 22 22 21 20 10 tt 17 16 1S d= Id= 2d FP= d= 4d II 3A2 UT20H FP=d= Wo 11TM= 612= Sit II 8-8-8 ,9-8-8,10-8-$ 15-3-8 19-5-0 8-8-8 11-0-011-0-01 47-0 41-8 Plate Offsets [7:0-3-0,04W],111:0-3-0,Ed 16:0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (foc) Vdell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.30 18-19 X770 480 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.75 Ved(TL) -0.42 18-19 -U2 360 MT20H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(rL) 0.06 14 n/a n/a BCDL 5.0 Code FRC2010/TP12007 (Matroc) Weight:166 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 pudins, except BOT CHORD 2x4 SP DSS(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS Qb/size) 25=1377/0-7-2 (min.0-1-8),14=2317/0-11-2 (min.0-1-8) Max Grav25=1377(LC 1),14--3092(LC 4) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2492/0,34=4385/0,4-5=4385/0,5-6=-5953/0,6-7=-706210,7-8=-7062/0, 8-9=-8442/0,9-10=-8876/0,10-11=$876/0,11-12=-6121/0 BOT CHORD 24-25=011454,23-24=0/3581,22-23=0/5155,21-22=0/5155,20-21=017062, 19-20=0/7062,18-19=0/7823,17-18=018759,16-17=0/8759,15-16=018892, 14-15--0/3336 WEBS 6-20=-70/866,7-19=-216/907.11-16---196/301,2-25=-1912/0,2-24=0/1472, 3-24=-1539/0,3-23=0/1278,5-23=-1209/0,5-21=0/1485,6-21=-1904/0,9-16=-420/158, 9-18=-4481345,8-18=-341/876,8-19=-16591325,12-14=-4506/0,12-15=0/3938, 11-15=-3880/0 NOTES (9-10) 1)Unbalanced floor live bads 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 pilchbreaks including heels Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbactrs,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)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2761 Ib down at 15-3-8 on top chord. The designiselection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,bads 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 S WTCA for safety practices prior to performing these functions. LOAD CASE(S)Standard Continued on page 2 Job Truss Truss Type - C]ly Py GARAGE FLOOR F203 FLOOR 1 1 _ Job Reference(optional) 7.350 s Sep 27 2012 MTek Industries,Inc. Mon Aug 18 23:35:07 2014 Page ID hyn6zNFeTdCGeV[rvtXGKymUGQ-EtH_oda?Q07ixo8Oso7OTKc,3vLnixtnYHgaHrnBVmT I LOAD CASE(S)Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-25=-10,1-13=-100 Concentrated Loads(lb) Vert:11=1598(6) Job Truss Truss Type Qty Ply GARAGE FLOOR F204 FLOOR 3 1 Job Reference(optional) 7.350 s Sep 27 2012 MTek Industries,Inc. Mon Aug 18 23:35:07 2014 Page 1 ID hyn6zNFeTdCGeVIMXGKIVaAJGQ-EtH_cda?Q07ixoBOso7OTKclaLlfx?gYHgaHmBymT 1 0-1-8 1-3-0 0-10-0 2-0-0 2-0-0 0-9-0 0-9-6 0-u1-8 H I r , i I Scale:V91• 2[4 II 214= 214 11 4x4= 1 2 3 4 S 6 7 • • t6 15 14 13 12 11 10 214 II 4x4= g6= 3a6= 11-3-10 2-9-0 5-3-0 1 7-9-0 8-8-8 9-8-8 10-8-8 12-4-12 15-1-12 2-9-0 2-6-0 2-6-0 0-11-8 1-0-0 1-0-0 7- 1-1-2 2-9-0 Plate Offsets :0-1-8 E 6:0-1-80-0-012:0-1-8,E 13:0-1-8 E e 1118:0-11-8,04A LOADING(psf) SPACING 24)-0 CSI DEFL in (loc) ydefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.66 Vert(LL) -0.18 13-14 >973 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.88 Vert(TL) -0.28 13-14 >636 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(rL) 0.03 10 n/a n/a BCDL 5.0 Code FRC2010/TP12007 (Matrix) Weight:83 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 10-0-0 oc bracing. REACTIONS Qb/size) 17=813/0-7-2 (min.0-1-8),10=819/Mechanical FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1266/0,3-4=-198410,4-5=-2179/0.5-6=-2014/0.6-7=2014/0.7-8---124910 BOT CHORD 16-17=0/768,15-16=0/1736,14-15=0/2220,13-14=0/2014,12-13=0!2014,11-12=0/1598, 10-11=0/757 WEBS 5-13=-350/0,6-12=-502/0,2-17=-1084/0,2-16=0/741,3-16=-698/0,3-15=0/368, 415=-352/0,5-14=-861416,8-10=-1070/0,8-11=0/732,7-11=-707/0,7-12=0/909 NOTES (6-7) 1)Unbalanced floor live bads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)"Semi-rigid pdchbreaks including heels Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 stmngbacks,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.959660,3184 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 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 ON Ply GARAGE FLOOR F205 FLOOR 1 1 Job Reference(optional) 7.350 s Sep 27 2012 M i rek Industries,Inc Mon Aug 18 23:35:08 2014 Page 1 ID hyn6zNFeTdCGeVtrvtXGKIymUGO-j3rMgzbdBJFZZyjaPVedOX9JIIF6gKmiWKJr^mTo 0-1-8 H 1-3-0_ 0-11-9� , 0-11-9 01N8 Sud.=,,2z 316 II 51611 US 11 S16 11 316 II &8= 1 2 14 3 - 4 5 6 j 13 Ll Xt Ll 214= Z' I Ll rI/,71 11-1 KI F- / 1110 9 0 ) 316 II S16 11 3.611 8t_ 616= 62= 6-8-2 6-8-2 Plate Offsets MYj. [6:0-370,Edgel,113_0-1-8 0-0-81 LOADING(psf) SPACING 1-0-0 CSI DEFL in (loc) Vdef) Udd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.02 10 >999 480 MT20 244/190 TCOL 10.0 Lumber Increase 1.00 BC 0.23 Ved(TL) -0.03 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(rL) 0.01 7 n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:62 Ib FT=20%F,11%E LUMBER _ BRACING TOP CHORD 2x4 SP M 30(f)at) 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) 12=1166/0-3-8 (min.0-1-8),7=1608/Mechanical FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 6-7=-1579/0,2-14=-1921/0,3-14=-1921/0,3-4—=-1921/0,4-5=-1395/0,5-6=-1395/0 BOT CHORD 11-12=0/1305,10-11=0/1298,9-10=0/2035,8-9=0/2035 WEBS 2-12=-1677/0.2-10=0/842,3-10=-451/0,4-8---974/0,5-8=-807/0.6-8=0/2004 NOTES (6-7) 1)Refer to girder(s)for truss to truss connections. 2)"Semi-rigid pdchbreaks including heels Member end fixity model was used in the analysis and design of this truss. 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)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)809 Ib down at 2-1-12,and 809 Ib down at 4-1-12,and 809 Ib down at 5-5-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,bads applied to the face of the truss are noted as front(F)or back(B). 6)DiGiacomo Engineering,inc.,C.Paul DiGiacemo 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 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 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:7-12=5,1-6=-50 Concentrated Loads(Ib) Vert:4=-809(F)5=-809(F)14=-809(F) I Job Truss Truss Type City Ply GARAGE FLOOR F206 GABLE 1 1 Job Reference(optional 7.350 s Sep 27 2012 MiTek Industries,Inc Mon Aug 18 23:35:08 2014 Page 1 a ID hyn6zNFeTdCGeVlrvtXGKlym000-13rMgzbdBJFZZyjaPVedOX9M111YgYBiWKJrJdymTo �t Sub-1 18 1 2 3 4 5 a 7 8 9 19iL 20 T T IT IT ST r IL 10 17 to is 14 13 12 11 10 U4= 314= 1-4-0 2-8-0 4-0-05-4-0 6-8-0 s-o-0 9-4-0 10-5-4 1-4-0 1-4-0 1-4-0 1-4-0 11-4-0 1-4-0 1-4-0 1-1-4 Plate Offsets K 19:0-1-8 E 19:0-1-80-1-0 20:0-1-8.0-1-0 LOADING(pso SPACING 2-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 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 10 n/a n/a BCDL 5.0 Code FRC2010/TP12007 (Matrix) Weight:51 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 pudins, 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. OTHERS 2x4 SP No.3(flat) REACTIONS All bearings 10-5-4. (lb)- Max Grav All reactions 250 Ib or less at joint(s)18,10,17,16,15,14,13,12, 11 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 pdchbreaks 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"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 theresponsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Referto 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 GARAGE FLOOR F207 GABLE 1 1 Job Reference(optional) 7 350 s Sep 27 2012 MiTek Industries,Inc. Mon Aug 18 23 35 08 2014 Page 1 ID hyn6zNFeTdCGeVlrvtXGKIymUGQ-13rMgzbdBJFZZyiaPVedOX9LSIIMgYgiWKJrJdymTo 0N 0,,_8 s�l!•,,5, 1 2 3 4 5 6 7 a 16 17 T T T iS U 13 12 11 10 a 3x4= 30= 1-40 24" 4-0-0 5-4-0 6-8-0 8-0-0 8-5-8 1-40 1-4-0 1-4-0 111-4-0 1-4-0 1-4-0 0-5-8 Plate Offsets 8:0-1-8 Ed a [16-0-1-8,0-1q, 17:0-1-6 0-1-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) n/a n/a 999 M720 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 9 n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matrix) Weight:43 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 pudins, 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. OTHERS 2x4 SP No.3(flat) REACTIONS All bearings 8-5-8. (lb)- Max Grav All reactions 250 Ib or less at joint(s)15,9,14,13,12,11,10 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(.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)"Semi-rigid ptchbreaks 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"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 theresponsibilty 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 I Job Truss Truss Type Oty Ply GARAGE FLOOR F208 GABLE 1 1 Job Reference(optional) —" 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Aug 18 23:35:09 2014 Page 1 1D"zNFeTdCGeVlrvtXGKlymUGQ-BFPk1IcFydNOA61mzC9sZlhXnt,9ehMd-3Or4ymTo 0-1�8 Sete-1:8.2 1 2 3 4 5 T1 12 11 W1 STI sT1 STI An .16 BL1 BLI 81 10 B 8 7 B 3x4= 3.4= 1-4-0 2-8-0 4-" 4-5-12 1-4-0 1-4-0 1-4-0 0-5-12 Plate Offsets 5:0-1-8Ed a 11:0-1-80-1-012:0-1-8 0-1-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 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 6 n/a n/a BCDL 5.0 Code FRC2010/TP12007 (Matra) Weight:25 Ib FT a 20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 4-5-12 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. OTHERS 2x4 SP No.3(flat) REACTIONS All bearings 4-5-12. (lb)- Max Grav All reactions 250 Ib or less at joint(s)10,6,9,8,7 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(.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"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.ft59660,3184 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 theresponsibilty 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 Ory PN GARAGE FLOOR F209 FLOOR 4 1 Job Reference o tonal 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Aug 18 23 35 09 2014 Page 1 ID hyn6zNFeTdCGeVlrvtXGKIymUGO-BFPk1IcFydNOA61mzC9sZlhWI9eDP?7rl_3Or4ymTo 0-1-8 314= H 2.4 x10-0 _ � 1-8-2 3 3X.= 4 ��-18 2X1 II 1 scale 1:7.s Ti / ,o 9 214= 2x4= WI / / W1 /W2 i W2 BLI i 81.1 i i i 81 i i 2x4 II 2X4 II 8 3X6= US— 4-1-2 4-1-2 Plate Offsets :0-1-8 Ed a :0-1-8 E e 4:0-1-8 Edgel.f6:0-11-8,0-"j,[7:0-1.6 Ed [9:0-1-8,0-1-01. 10:0-1-8 0-1-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) -0.00 6 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 5 n1a n/a BCDL 5.0 Code FRC2010/TP12007 (Matrix) Weight:27 Ib FT=20%F,11%E --— LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-2 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) 8=205/0-7-2 (min.0-1-8),5=205/0-3-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (4-5) 1)Unbalanced floor live bads have been considered for this design. 2)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 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.EJf59660,3184 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 theresponsibility of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Referto BCSI 1-03 published by TPI&WfCA for safety practices prior to performing these functions. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply GARAGE FLOOR F210 FLOOR 2 1 Job Reference Tonal — 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Aug 18 23:35:09 2014 Page 1 ID hyn6zNFeTdCGeVlrytXGKymUGQ-BFPk1leFydNQA61mzC9sZlhXV9e0P?4rl 3Or4ymT 0-1-8 H1-3-0 3`4= 1-1-10 0-1-8 Scale:1.5'•1' 1 act 11 2 ] 3K4= 4 N4 II T1 L9 to 2W4= ac4= W1 yp V42 w1 SO SO 81 2r4 II 2*4 II 8 7 6 IX 4-4-10 4-4-10 Plate Offsets 2:0.1-8 E :0-1-8 E 4:0-1-8 Ed a6:0-1-80-0 0 :0-1-8 Ed [9.0-11-8,13-11A, 10:0-1-8 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 0.06 Vert(LL) -0.00 7 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.01 7 >999 360 BCLL 0.0 Rep Stress Incr YES W3 0.05 Horz(rL) 0.00 5 n/a n/a BCDL 5.0 Code FRC2010/TPI2007 (Matra) Weight:29 Ib FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 4-4-10 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) 8=221/0-7-2 (min.0-1-8),5=221/0-3-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (4-5) 1)Unbalanced floor live bads have been considered for this design. 2)"Semi-rigid pdchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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 theresponsibildy of the Building Designer. Trusses require extreme care in fabrication,handling,shipping,installing,and bracing. Referio BCSI 1-03 published by TPI&WTCA for safety practices prior to performing these functions. LOAD CASE(S)Standard I Job Truss Truss Type Oty Ply GARAGE FLOOR F211 GABLE 1 1 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Aug 18 23-35:10 2014 Page 1 ID:hyn6zNFeTdCGeVInrtXGKlymUGQ-fSz6EecujxVHoFszXwh55yEhl Yzt8Sf?_eoxNWymTo 1 Z 1 4 5 Scale: Ti 10 11 W1 STI STI STi W1 9a_1 81.1 81 9 8 7 6 3x4= 3x5 1-4-0 2-8-0 4-" 4-4-10 1-4-0 1-4-0 1-4-0 0 -10 Plate Offsets 5:0.1-8Ed a 10:0-1-80-1-0110-1-80-1-0 LOADING(psf) SPACING 2-" CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00TC 0.07 Vert(LL) n/a n/a 999 MT20 2441190 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(rL) 0.00 6 n/a n/a BCDL 5.0 Code FRC2010/TP12007 (Matrix) I Weight:25 Ib FT=20%F,11%E LUMBER BRACING TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 4-4-10 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-"oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS All bearings 4-4-10. (lb)- Max Grav All reactions 250 Ib or less at joint(s)9,6,8,7 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"X 3'j 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 8 WTCA for safety practices prior to performing these functions. LOAD CASE(S)Standard � t 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. FLOOR TRUSSES HELD BACK 1/2"AT EXTERIOR WALL (TYPICAL) 10-6-4 3-11-4 F206 c 2 00 0 ab LL -0 1 -0 p LL 4- 0 24' D.C. 24 D.C. V F20 j' % / / , dpi o v -v F20 N LU ING DROPS 1-10-14 F20 j 1 N O O $ $ C O O O Lo OI O O O 0 04 LL LLL LNL LL LNL C-14 LLL LLL LL ILL ILL LLL LL LLL LL LL d 3-10-2 30-9-0 GARAGE-FLOOR TRUSS PLACEMENT PLAN HANGER SCHEDULE 4-THA422-SIMPSON HANGERS same DUTHAN1 ftb MAT. 151 OCEAN DVD v*'F 0N6 RESIDENCE Building Materials,Inc. w„m � 711an r r JANUARY 1 , 2009 T-BRACE / I-BRACE DETAIL ST - T-BRACE 0� R MiTek Industries,Chesterfield.MO Page 1 of 1 D/700 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. 0 00 F_L—LL� Note:This detail NOT to be used to convert T-Brace/ I-Brace webs to continuous lateral braced webs. MiTek Industries,Inc. ------ Nailing __Nailing Pattern Brace Size T-Brace size Nail Size Nail Spacing for One-Ply Truss 1x4 or 1x6 10d 8"o.c. or 2x6 or 2x8 16d 8"o.c. Specified Continuous 2x4 __ 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 2x8 I-Brace Nails / Brace Size for Two-Ply Truss t Specified Continuous Rows of Lateral Bracing --A SPACING Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace 2x61-Brace WEB � 2x8 2x8 T-Brace 2x8 I-Brace k t T-BRACE Nails Section Detail 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, 1 x4 or 1 x6 SYP braces must be stress Web I-Brace rated boards with design values that are equal to (or better)the truss web design values. i_ For SYP truss lumber grades up to#2 with 1X_bracing material, use IND 45 for T-Brace/1-Bra e For SYP truss lumber grades up to#1 with 1 X_bracing material, use IND 55 for T-Brace/1 Bra Nails JANUARY 1, 2009 L-BRACE DETAIL ST - L-BRACE 00 ®R MiTek Industries,Chesterfield,MO Page 1 of 1 =1' DD 0 00 LkLLI0 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 B"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 Nads 2x3 or 2x4 1 x4 fff t 2x6 1 x6 2x8 2x8 'ff DIRECT SUBSTITUTION NOT APLICABLE. - SPACING t WEB k L-Brace Size for Two-Ply Truss t L-BRACE Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 fff 2x6 2x6 ... 2x8 2x8 fff —DIRECT SUBSTITUTION NOT APLICABLE. Nails � Section Detail E L-Brace Web L-Brace must be same species grade (or better) as web member. MARCH 12, 2009 WEB BRACING RECOMMENDATIONS FsT-WEBBRACE LR� MiTek Industries,Chesterfield,MO Page 1 Of 1 =Ell] MAXIMUM TRUSS WEB FORCE(Ibs.)(See note 7) a oo BRACE a CZ=I== 24"O.C. 48"O.C. 72"O.C. DBAY SIZE � BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE MiTek Industries,Inc. A B C D A B C D C D 5. w 10'-0" 1610 1886 1886 2829 12'-0" 1342 1572 1572 2358 3143 3143 4715 4715 7074 14'-0" 1150 1347 1347 2021 71. 16'-0" 1006 1179 1179 1768 2358 2358 3536 18'-0" 894 1048 1048 1572 ' ry` �` _� 3143\ 4715 943 1414 1886 1886 2829 =.r 20'-0" 805 943 4 . Bay size shall be measured in between the centers of pairs of diagonals. GENERAL NOTES TYPE BRACING MATERIALS 1.DIAGONAL BRACING 5 REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM.THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIOtNAL 1 X 4 IND.45 SYP 2.THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 256 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 N SUCH A MANNER THAT R INTERSECTS WEB MEMBERS 1 X 4112$R13(DF,HF,SPF) AT APPROX.45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d 10.1INTERMEDIATE31',Q 55 FOR 1 x4 BRACES,2.10d(0.131'x 39 FOR 2x3 and 2x4 BRACES,AND 3-10d(0.131'x31 FOR 2x6 BRACES. -- 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d(0 131'X25')NALS FOR 1x4 LATERAL BRACES, 2.10d(0 131'x3')NAILS FOR 2x3 and 2x1 LATERAL BRACES,AND 3-10d(0.137'x31 FOR 2.6 LATERAL BRACES B 2 X 3 Ili STD,CONST(SPF,OF,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 413,STD,CONST(SPF,DF,HF,OR SYP) DSB-as TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 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. vmw.sbcndua7ycom and www%m to1g D 2 X 6 93 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 SPAONG OF 24'O.C.ONLY,MITEK STABLIZER-TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A,0,C AND D BRACING MATERIAL.DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE.WHERE DIAPHRAGM BRAONG IS REQUIRED AT PITCH BREAKS.STARLIZERS MAY BE REPLAOED WITH WOOD BLOCKING.SEE STABILIZER' TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION. DIAGONAL BRACE j i, i CONTINUOUS LATERAL RESTRAINT i 2-10d 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 DO M{Tek industries,Chesterfield,MO Page 1 of 2 Typical_x4 L-Brace Nailed To [10 2x_VerticaIs W/10d Nails,6"o.c. Vertical Stud 16d 0 0o Vertical Stud (4) Common DIAGONAL Wire Nails BRACE MiTek Industries, Inc. 16d Common SECTION B-B Wire Nails DIAGONAL BRACE �� Spaced 6"o.c. 4'-0"O.C.MAX 2 10d Common ( )- 2x6 Stud or TRUSS GEOMETRY AND CONDITIONS Wire Nails into 2x6 2x4 No.2 of better SHOWN ARE FOR ILLUSTRATION ONLY Typical Horizontal Brace Nailed To 2x Verticals 12 SECTION A-A w/(4)-10d Common Nails Varies to Common Truss -- * CRITERIA PROVIDE 2x4 BLOCKING BETWEEN THE FIRST SEE INDIVIDUAL MITEK ERTWO 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 (4)-sd 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 Sheathina_\_� _ NOTE: 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND i WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. V-3" (2)-100k 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. p 10d NAILS ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / / /(2) 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 - jr* 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. % 2x6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A A) Dlag. Brace / ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. of /3 pointCOMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. TO BLOCKING WITH{5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed TYPE TRUSSES. End Wall HORIZONTAL BRACE (SEE SECTION A-A) — -— - 2 DIAGONAL Minimum Stud Without 10 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-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 8-0-15 121-6 20 SPF8td/Stud 16"O.C. 3-7-0 3-8-4 5-2-10 7-1-15 10-8-15 20 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 1 Od common wire nails 8in o.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 �0 v MiTek Industries,Chesterfield,MO Page 2 of 2 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD 0 0o Trusses @ 24" O.C. O 00 HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48"O.C. a (SEE SECTION A-A) ATTACHED TO VERTICAL WITH(4)-16d MiTek Industries, Inc. ROOF Sheathln COMMON WIRE NAILS AND ATTACHED g_ TO BLOCKING WITH(5)-10d COMMONS. y i r V-3" Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR / NAIL DIAGONAL BRACE TO THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE PURLIN WITH TWO 16d NAILS TRUSSES TO RESIST ALL OUT OF PLANE LOADS THATAll MAY RESULT FROM THE BRACING OF THE GABLE ENDS \ 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d NAILS EACH.FASTEN PURLIN j TO BLOCKING W/TWO 16d NAILS(MIN) / - \ / Diag. Brace j PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 pointsX -SUPPORTING THE BRACE AND THE TWO TRUSSES if neededON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH(2)-10d NAILS AT EACH END. i ATTACH DIAGONAL BRACE TO BLOCKING WITH (5)-1od 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 G'O.C. FOR WIND SPEEDS GREATER 120 MPH NAIL ALL MEMBERS WITH TWO ROWS OF 10d(.131"X 3-)NALS 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 TRUSS i l i CHORD TO RESIST ALL OUT OF PLANE LOADS.THE BRACING SHOWN / IN THIS DETAIL IS FOR THE VERTICAL/STUDS ONLY. Pu NOTE:THIS DETAIL IS TO BE USED ONLY FOR / STRUCTURAL GABLES WITH INLAYED STUDS.TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. j STANDARD GABLE TRUSS i OCT 29, 2004STANDARD PIGGYBACK ST-PIGGY TRUSS CONNECTION DETAIL Sam' * 2 x x 6'-0"SIZE TO MATCH ALL VALUES SHOWN BELOW ARE TOP—CHORD OF PIGGYBACK BASED ON LOAD DURATION OF 1.33 ATTACHED TO ONE FACE OF TOP MiTek Industries,Inc. CHORD WITH 2 ROWS OF 1 Od(0 131"X 3') NAILS SPACED 6'0 C. MAXIMUM UPLIFT SCAB CAPACITY USING(10) 10d(0.131"X 3'NAILS SYP= 1409 LBS PIGGYBACK TRUSS SPF= 100 LBS * ATTACH PIGGYBACK TRUSS DF= 1290 LBS / TO EACH PURLIN WITH HF= 1117 LBS T � SPF-S= 957 LBS 2-16d(0131"X 3 5")NAILS TOENAILED ,j MAXIMUM UPLIFT PURLIN CAPACITY USING(2)16d (0.131"X 3.5')NAILS: SYP= 155 LBS SPF= 79 LBS DF= 122 LBS BASE TRUSS HF= 83 LBS j \ SPF-S= 54 LBS MAXIMUM UPLIFT SHEATHING Q' SPACE PURLINS ACCORDING TO THE MAXIMUM ATTACH EACH PURLIN TO TOP CAPACITY USING 12"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 NOTTO EXCEED 24"O,C) 2-16d(0 131"X 3 5")NAILS. A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT SYP= 109 LBS 1k FOR PIGGY BACK TRUSSES WITH SPANS<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 1k 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 7/16"GUSSETS AS SHOWN,AND APPLY PURLINS TO LOWER EDGE OF BASE AND(6)6d(0.113"X 2")NAILS' TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS DESIGN DRAWING 1k 6"x 6"x 112"PLYWOOD(or 7116"OSB) SYP= 399 LBS 1Y CONNECTION AS ABOVE GUSSET EACH SIDE AT. 4/ r-] SPF= 367 LBS EACH BASE TRUSS JOINT. DF= 391 LBS HF= 367 LBS Li ATTACH WITH 3-6d(0.113"X 2')NAILS 343 LBS INTO EACH CHORD FROM SPF-S= EACH SIDE(TOTAL-12 NAILS) ADD PURLINS TO BOTTOM EDGE FOR LARGE CONCENTRATED LOADS APPLIED MAXIMUM UPLIFT SCAB 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 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 10d(0.131"X 3")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, 2009 STANDARD PIGGYBACK ST-PIGGY-PLATE TRUSS CONNECTION DETAIL MiTek Industries,Chesterfield,MO Page 1 of 1 �0 a�aa O 00 O 00 �aaa 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. Attach99Y i back truss to the base truss with 3"x8"TEE-LOCK p 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. 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 I 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 0� (R) MiTek Industries,Chesterfield,MO Page 1 Of 1 GENERAL SPECIFICATIONS O 00 — �� 1.NAIL SIZE=3'X 0.131"= 10d nn 2.WOOD SCREW=4.5"WS45 USP OR EQUILIVANT L �1—] 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. ---q -- ,---n --fit--- -- --==ir-- n , — ,--- u n n ii —II ii P % h BASE TRUSSES VALLEY TRUSS TYPICAL L L VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P 12 OR GIRDER TRUSS i 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 THE DIAMETER 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 A 1.5 Max FEBRUARY 19, 2009 LATERAL TOE-NAIL DETAIL ST-TOENAIL MiTek Industries,Chesterfield,MO Page 1 of 1 O110 �^J I 1.TOE-NAILS SHALL BE STARTED AND DRIVEN AT THE ANGLE SHOWN, BASED ON THE CONNECTION LAYOUT USED. 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. I SYP DF HF SPF SPF-S 0 .131 88 80 69 68 59SQUARE CUT Z O .135 93 85 74 72 63 - _- -- 162 118 108 93 91 80 SIDE VIEW SIDE VIEW J ri (2x4,2x6) (2x3) 3 NAILS 2 NAILS Z .128 84 76 66 65 57 NEAR SIDE 131 88 80 69 68 59 NEAR SIDE w - FAR SIDE � N .148 106 97 84 82 72 -t FAR SIDE z NEAR SIDE pC7 .120 73 67 66 65 57 50 .128 84 76 57 J c .131 88 80 69 68 59 M 148 106 97 84 82 72 30.000 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 �I 45 DEGREE ANGLE BEVEL CUT VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3,20) 2 NAILS 45.00° NEAR SIDE 00� / NEAR SIDE SIDE VIEW i (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 FEBRUARY 19, 2009 UPLIFT TOE-NAIL DETAIL ST-TOENAIL-UPLIFT ®R MiTek Industries,Chesterfield,MO Page 1 of 1 =1EID 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 o0* TOP PLATE OF WALL / 1"FOR 3"NAIL NEAR SIDE t-1116"FOR 3.25"NAIL NEAR SIDE L j t-3/16"FOR 3.5"NAIL J4- 1 1_zi i i LIEUWSSHOWN ARE FOR FAR SIDE ' ILLSTRAON PURPOSES ONLY TOE-NAIL WITHDRAWAL VALUES PER NDS 2005(lb/nail) DIAM. I 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 p .135 60 48 33 30 20 WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE 182 72 58 39 37 25 ER END AS SHOWN. 2 THE END DISTANCE,AIL FROM THE EDGED STANCE..AND SPACING OF J M NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING S� .128 54 42 28 27 19 OF THE WOOD. z 131 55 43 29 28 i9 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LU LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN N .tog 62 48 34 31 21 THE CONNECTION. z C9 .120 51 39 27 26 17 O .128 49 38 26 25 17 J c .131 51 39 27 26 17 148 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 R REFER TO INDIVIDUAL TRUSS DESIGN MiTek Industries,Chesterfield,MO Page 1 of 1 ElDI FOR PLATE SIZES AND LUMBER GRADES 0o 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 2x4 BOTTOM CHORD 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. HF 2126 1 159 3285 0-5.6 (i 2 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. HF 2126 1545 3671 0-6-0 (16 TOTAL NAILS) SPF 2231 1508 3739 0-5-13 CASE 1 CASE 2 4"MINIMUM i 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. so 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. 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O ^ (V Cl) h d ^ m a N QN0HJdol c "'O ON 1-cm U d< Z W __ p LU CQ Gu. O aC y ap c z — W P co Q r N N c 00 m Oi y� \�\ U 0 O N Mto f z W 09 •L n Os rzM ^ < < d w w U H cv Q N Q LA I-— O 4_ W G N 2,o zA O• 4 3W O t O '1 U V W G� U 5.7. N�W N o �` UN= <- ►- 0 w�Z� U cc �:co z Z� �� o 7116 co p W 02 O U C w- a210HJd01 Uuj zz d U u"1aZo0. N ' L2 fou c t 0 X � 0 c m� vc� 62 ail a� m � ° � `` avc . C2 °g ) -A �c 000 c 0 N N c 0 p U p m > m 0 0 ° c 0 0 C `^ H �.� y C O O) c N C=am Z 'E'D—. c� bio 01 � E° � o�C2�a O m�� m LL, o2c o0 4 ° oc � c � Om �'V c cN ~ umw � m o� mo�i of 5Z.4� 5 Qo� a Eao 4Sc-0 •�vaN°� N Z � � .a c0 boo ar c ca Z ��- bo2o � 02 w °' C E ° � Amo a E - ° a O Tm� ° °� �i a3ocu OZ ° cpm .0:= ? O'O o � 4)L �.LHZi �n� dc�. O � o°off c+b �n� cw � EH� Q ocmm �i"c3 CG)- ug m c > � X Eos > » c V ° oar Pt3u go 23 G m- v� o = c od �o� oX� u oQ_D Z c Env _ a a> N ' c M ' lz O mob 606E p ' ooV4.mvi G a000< o � o d3cc ° 0C0f° mt ri cZ o 2 °'cc O L .R= m•a � ° c Q QV ° ooa)•5"50 Mia °F I C:z c V E 8L.a x H Z 0 h g m 'Z g Q oco City of Atlantic Beach APPLICATION NUMBER a n1 Building Department o be assigned by the Building Department.) APPLICATION assigned b 800 Seminole Road Atlantic Beach, Florida 32233-5445 /I/ - Phone(904)247-5826 - Fax(904) :147-5845 E-mail.- building-dept@coab.us JUL 2 5 2014 L Date routed: City web-site: http://www.coab.us APPLICATION REVIEW AND RAC ANG FORM Property Address: ISIV cl De ent review required `les No E�'57yz / <_Z�L '�s 0 Applicant: A 4 hin &Zoni Tr trator Project: A16A) 2'1-D/77 Public &4ety Fire Seg r" O'�' Review fee $ U) Dept Signat 4e Other Agency Review or Permit Required Review or Receipt of 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. F]Denie (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: Date: TREE ADMIN. Second Review: []Approved as revised. [-]Denied. �CyvoRA Comments: W LIC UTILITIES TY PUBLIC"SAFETY Reviewed by: Date. FIRE SERVICES Third Review: DApproved as revised. nDeniec, Comments: Reviewed by: Date: Revised 05/14/09 71 CITY OF ATLANTIC BEACH MS } PUBLIC UTILITIES 1200 Sandpiper Lane ATLANTIC BEACH, FL 32233 (904) 270-2535 or(904) 247-5874 NEW WATER/SEWER TAP REQUEST Date: 8/4/14 Project Address: 159 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_Existin Name: Eastern Shores Applicant Address: City: State: FL Zip: Phone Number: Cell Number: Email Address Fax: Signature: (Applicant) CITY STAFF USE ONLY Application# Replacement of existing house that Water System Development Charge $ was already on water& sewer. Sewer System Development Charge $ Water Meter Only $ No fees required. Water Meter Tap $ Sewer Tap $ Cross Connection $ Other $ TOTAL $ 0 APPROVED: Donna Kaluzniak 8/4/14 (Utility Director or Authorized Signature) ALL TAP REQUEST MUST BE APPROVED BY UTLITIES DEPARTMENT BEFORE FEES CAN BE ASSESSED BUILDING PERMIT APPLICATION { CITY OF ATLANTIC BEACH FILECOPY ' h 800 Seminole Road, Atlantic Beach, FL 32233 ' Office (904) 247-5826 Fax (904) 247-5845 Job Address: V VA" Permit Number: Legal Description Parcel# Floor Area of Sq.Ft. Sq. t q Valuation of Work$ 8 Proposed Work heated/cooled "J ,41 �i non-heated/cooled' t d 1 Class of Work(circle one):(::N2D 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 orm Describe in detail the type of work to be performed: -Ae-L. (i 1•)�(_,C x vv%- -J Property Owner Information: Name:_ 12AVA% A0050ta Address: FJR ocek 1 v5L-vO. City MLATAMG Fokm State fLZip 32233 Phone ".301.LACAL) E-Mail or Fax# (Optional) Contractor Information: Company Name: f Qualifyin Agent: 2-%,, Address: c!, 'U"a City •.. t LA State - Zip Office Phone Job Site/Contact Number —')S'M Fax# `i2 State Certification/Registratio�) Architect Name &Phone# ACI rOC —4#j*A Engineer's Name&Phone# Ar s ,-`•l 044 Fee Simple Title Holder Name and Address Bonding Company Name and Address Mortgage Lender Name and Address Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. This permit becomes null and void if work is not commenced within six(6)months, or if construction or work is suspended or abandoned for a_pereod of six. (6)months at any time after is commenced. I understand that separate permits must be secured for ElectricalpWork,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 hereby 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 o work will be complied with whether specs red herein or not. The granting of a permit does not presume to :ve authority to violate or cancel the 7rovisions of any other federal,state, or local law regulating construction or the performance of construction. ^� signature of Owner Signature of Conntracto Tint Name Print Name i w ��l.,nW ,�t�..11�11/l..t .....k+!-i, Sir ................................................... 3ef reme Beforel A& Day of S0114 20 a, this ay 2014 •:jR^''•, MARGARET A.LMERI ry Public Flnrifia J aty ub 1C P. EXPIRES:December 27,2014 Notary—Public L�Cmmission FF 088990 "f ' Bonded Thru Notary Public 27,2014 u 2 12918 rAQTERN j FILE COPY , "' SHORES CONSTRUCTION - INC. 7/17/14 NC.7/17/14 To: City of Atlantic Beach, Building Department Re: Long Residence. I will be out of the country from 7/17 until 7/28. Any questions regarding this project can be directed towards the architect of record. John H. Dodd . ARCH ITrECT. INC. 2775 RACHEAL AVENUE FERNANDINA BEACH, FL 32034 to TEL (904) 583-4044 Ernat JOHMOD ELLSOU THAET FL:AR0016867 GA: 10456 Respectfully, Robert Leinenweber 1015 Atlantic Blvd.,Suite 240,Atlantic Beach,Florida 32233 Phone 904.545.7878 eastemshoresconstruction.com City of Atlantic Beach If APPLICA I ION NUMBER Building Department f-o be assigned by the Building Department.) .. 800 Seminole Road } r1 Atlantic Beach, Florida 32233-5445 � Phone(904)247-5826 - Fax(904) 247-5845 E-mail: building-dept@coab.us Date routed: 7 City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 1.D 7 Q e 9,N-Y-) /S lV ct Depart ' ent review required Yes No Applicant: &5lie'l� ck �ZfsHing x Zoni C Tr trator Project: A16 1AJ1 �/77 Publi Public Safety Fire Ser ,,-;es Review fee $ Dept Signature _ Other Agency Review or Permit Required Review or Receipt Dateof Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation yh St. Johns River water Management District � l Army Corps of Engineers Division of Hotels and Restaurants Iic Beverages Division of Alcoho i ges and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: []Approved. L enie (Circle one.) Comments: s'CC, �.��etC (j1 Pd BUILDING PLANNING &ZONING Reviewed by: Date: l `� TREE ADMIN. Second Review: ❑Approved as revised. XIDenied. PUBLIC WORKS Comments: sec 4. /lAckr) PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: _ Date: FIRE SERVICES Third Review: ,�pproved as revised. ❑Denies' Comments: l Reviewed by:ool l/ Dafie: Revised 05/14/09 BUILDING PERMIT APPLICATION (, f CITY OF ATLANTIC BEACH F ILE copy 14 800 Seminole Road Atlantic Beach FL 32233 Office (904) 247-5826 Fax (904) 247-5845 ' Job Address: � �''� �� Permit Number: Legal Description Parcel# Floor Area o q. t. q. t Valuation of Work$ 8 Proposed Work heated/cooled non-heated/coolecl~�� 3 Y1, &od - Class of Work(circle one): Ne _ 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 approval form Describe in detail the type of work to be performed: Ae-te (t ;1,1�f-+C.� Property Owner Information: Name: VAVA% AV050N Address: ER OCEAN 5L-vO. City kmpo-'R Ci tchca State fLZip 32233 Phone C104.Sol.&ACAO E-Mail or Fax#(Optional) Contractor Information: CompanyName: Qualifyin Agent:► Address: 'Z�-i City &, It 3 & State Zip LI�3 Office Phone Job Site/Contact Number cj�-( .�►C—'1 t-M Fax# �ci2- Zai 6 State Certification/Registratio C-'G 3`T Architect Name&Phone# d ki Engineer's Name&Phone# Ar 5,_ -`-1 044 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 abondoned for aWeriod of six. 6)months at any time after work is commenced. 1 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. 1 hereby certify that I have read and examined this plication and know the same to be true and correct. All provisions of laws and ordinances governing this type o1 work will be complied with whether speci red herein or not. The granting of a permit does not Znr ive authority to violate or cancel the 7rovisions of any other federal,state, or local law regulating construction or the performance of constructio Signature of Owner Signature of Contra Tint NameDA. Print Name ..�U 3ef re,.me Befor isDay of 114 20 J this ay 20 MARGARET A.LANERI aryPublic 1 aly ub 1C P: *' EXPIRES:December 27,2014 Notary Ub11C My Commission FF 086990 q Bonded Thru Notary Public Underwriters Expires,02/14/2918 Zoning Comments for New Home at 159 Ocean Blvd 1 8/1/14 To whom it may concern at Eastern Shores Construction, The following comments are in regards to the Zoning Departments first review of plans for a new home at 159 Ocean Blvd. 1. Detached garage size and/or detached garage location:Two options are laid out below that would meet code. a. The land area of the detached garage is shown to be 877 SF. Detached structures are limited to 600 SF of land area. Oceanfront and through lots between Ocean Blvd and Beach Ave can have a detached garage apartment up to 75%of the heated and cooled square footage of the principle structure. However, garage apartments must meet the same setbacks as the principle structure and have at least 20 feet between the principle structure and the garage apartment. If you wish to keep the square footage of the shown detached garage,then it would have to be 20 feet from the Ocean Blvd property line and 20 feet from the principle structure. By my measurements it is not possible to simply move the detached garage back to be 20 feet from the property line as it would then be too close to the principle structure. b. If you were to shrink the detached garage to have a floor area of 600 SF of land area or less and keep it 10 feet from the Ocean Blvd property line then the detached garage would not meet current code. Under current code, all structures on through lots must have a 20 foot setback from property lines on a public right-of-way.There is discussion of a possible code change that affects this topic.The possible outcomes of a code change are: a. To leave the code as it is today where all structures must be at least 20 feet from each property line on a public right-of-way. b. To revert back to a previous version of the code that allowed through lots between Ocean Blvd and Beach Ave to have, in your case, a two story detached garage less that 600 SF of land area to be as close as 10 feet from the Beach Ave property line.This would require you to flip the orientation of your current plan and shrink the detached garage SF. c. To create a new code that would allow through lots between Ocean Blvd and Beach Ave to have, in your case, a two story detached garage less than 600 SF of land area to be as close as 10 feet from the Beach Ave or Ocean Blvd property line.This would require you to just shrink the size of the detached garage. The timeline on such a code change is likely not to occur until October at the earliest. �� J 2. Height of structures:The house is measured at 34'4%" and appears to be measured from finished floor elevation.This is very close to the max height fin shed floor elevation.This is over measured at 26'6" and also appears to be measured from the max height of 25 feet for a detached garage.The problem is that these structures should not be measured from finished floor elevation.There are two ways height should be measured in this case depending on site topography. a. If the lot has more than 2 feet of topographical tion then the height of both ulated average grade as shown by acertified structures can be measured from the calc survey of topography. b. If the lot has less than 2 feet of topographe t establihical sh d grade asn then the eight of h shown by acertified structures can be measured from the hig survey of topography. 3. Second floor side wall length: Additional design standards rall be longeld lrtha Beach,ntic35 feet w thout a Section 24-172 (c)(1), require that no second floor design element to break them up. Details on qualifying features can be found in that section. 4. Tree removal permit with a tree survey: A tree removal permit is required for all development and redevelopment of a vacant lot. Even if no trees are being removed as a result of the project, you do still have to preserve or plant 4 of trees for every 2,500 SF of land area.One of those sign resultant trees must be in the required front yard ebe St tree ction 30olor Atlantic plant d n the required Standards require that a minimum 4" caliper shad preserved front yard and a second 4" caliper be preserved or planted somewhere else on the of the t ty's Land e. Additional requirements and credit information can be found in 24-172 (c)(4) Development Regulations. In this case you need 10" of preserved or planted trees where two trees must be minimum 4" shade trees with one in the required front yard. 5. Site plan with setbacks: A full site plan with front, rear and side setbacks must be shown for all structures as well as the distance between all structures. 6. Fence height and location: Please indicate fence heightexisting dif fence fence encroaches the rightlofon - of that height change on plans. It also appears that an way at Beach Ave and that you want to maintain that.Wilthe detached garage appears t at portion of thfence havto be removed at any point during construction?The area around have retaining walls. Please indicate their heights on plans as you would a fence. 7. Eave projection: Please show eave projection. Specifically into the side yards. 8. Mechanical equipment: Please be aware that mechanical equipment cannot be with 5 feet of property line when located next to the living area of an existing residence. 9. Pool: Please verify that the pool is to be permitted separately or provide plans for the pool at this time. X>/ z,,,,////-� Derek W. Reeves Zoning Technician 159 Ocean Blvd Zoning Comments Second Review 8/22/14 To whom it may concern at Eastern Shores Construction, The following comments are in regards to the Zoning Departments second review of plans for a new home at 159 Ocean Blvd. Updated comments are in RED. d to a tchenette 1. Full kitchen in detached garage: Detached garages cannot clubbc feethGarageen.Tey are i partdments rare all wed with facilities such as a bar sink, microwave, refrigeratorless than 10 to have a full kitchen but those must be at least 20 feet from the main structure as was mentioned in first round of comments. 2. Second floor side wall length:Additional design standards for Old Atlantic Beach,found in Section 24-172 (c)(1), them s require that no second floor side wall be longer than 35 feet without aVa design n element art but ea need to p. Dseethat on qualifying features can be found in that section.The false chimeas y g ood go above the roof line, or perhaps you could bump out the master bath and have that act as your porch roof along that wall. 3. Tree removal permit with a tree survey: A tree removal permit is required for all devt of the elopment roject ound so still have to redevelopment of a vacant lot. Even if no trees are 500 SF of land ag remove preserve or plant 4" of trees for every 2, area. One of those resultant trees must be in the required front yard (Section 23-30). Old Atlantic Beach Design Standards require that a minimum 4" caliper shade tree be preserved or planted in the required front yard and a second 4" caliper be preserved or of the c tplanted mde else on the site.Additional requirements and credit information can be found in 24-172 (c)( ) Ys Lan Development Regulations. In this case you need 10" of preserved or planted trees where two trees must be minimum 4" shade trees with one in the required front yard. You have met the minimum standards for inches on a new development lot. However there is only on shade tree and you must have two. I also still need to see a tree removal permit aor all nd trees trees currently be o site that will be removed. Included in the permit please show all trees to be preserved 4. Fence height and location: Please indicate fence height and if fence height changes,the location of that height change on plans. it also appears that an existing fence encroaches on the right-of-way at Beach Ave and that you uring The want to maintain that.Will that portion of the fence have to be removed Please theirdheightsoontplansoasgou area around the detached garage appears to have retaining walls. lease would a fence. he retaining walls are taller than 36 inches at any point they We still need the height of the retaining walls. If t must be engineered. I fencing will be located on property and have a height of 4 feet No response needed if the following is correct: al except for the gate next to the garage that will be 6 feet tall. This is normally 5. Driveway width:The maximum driveway width at the urknew aslearly ane is Ds possible.feet tion 19-7(f)). roperty covered by public works but I wanted to make sure y Derek W. Reeves o� 2--70 W-6* Zoning Technician - ZoningTechnician S .A rAv&TEMY _ FILE COPYo, SHORES CONSTRUCTION INC. 7/17/14 To: City of Atlantic Beach, Building Department Re: Long Residence. I will be out of the country from 7/17 until 7/28. Any questions regarding this project can be directed towards the architect of record. John H. Dodd ARC HITF—CT. INC. 2775 RACHEAL AVENUE FERNANDINA BEACH, FL 32034 tri TEL (904) 583-4044 Email:JOHMODDOELLSOUTHAET FL AR0016867 GA. 10456 Respectfully, Robert Leinenweber 1015 Atlantic Blvd.,suite 240,Atlantic Beach,Florida 32233 Phone 904.545.7878 eastemshoresconstruction.com t')U d4 CITY OF ATLANTIC BEACH sz1 J S{ 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 Application Number . . 14-00100036 Date 9/10/14 Property Address . . . . . . 159 OCEAN BLVD Application type description DEV REV TREES/VEGETATION Property Zoning . . . . . . . RES SF DISTRICT Application valuation . . . . 0 ------------------------------------------------- Application desc TREE REMOVAL APPLICATION ---------------------------------------------- Owner Contractor ------------------------ ------------------------ HUDSON OWNER 159 OCEAN BLVD. ATLANTIC BEACH FL 32233 --------------------------------------------- Permit . . . . . . TREE PERMIT Additional desc . . Permit Fee . . . . . 00 Plan Check Fee . 00 Issue Date 9/09/14 Valuation . . . . 0 Expiration Date . . 3/09/15 --------------------------------------------- Special Notes and Comments THE TREE REMOVAL APPLICATION SUBMITTED SEEKS TO REMOVE 96" OF PROTECTED TREES, WHILE PLANTING 162" OF TREES . ONE INCH OF TREE NEEDS TO BE PRESERVED OR PLANTED FOR EVERY 2 INCHES REMOVED. THIS MEANS THAT A MINIMUM OF 48" OF TREES MUST BE PRESERVED OR PLANTED. THE PLANTING OF 162" OF NEW TREES FAR EXCEEDS THE MINIMUM REQUIRED SO NO ADDITIONAL MITIGATION IS REQUIRED. JTH -------------------------------------------------------- Other Fees . . . . . . . . . TREE REMVL SNGL/TWO FMLY 125 . 00 --------------------------------------------------------- Fee summary Charged Paid Credited Due ----------- ---------- ---------- ---------- ---------- Permit Fee Total . 00 . 00 . 00 . 00 Plan Check Total . 00 . 00 . 00 . 00 Other Fee Total 125 . 00 125 . 00 . 00 . 00 Grand Total 125 . 00 125 . 00 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. NOTICE OF COMMENCEMENT State of Tax Folio No. 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. r Legal Description of property being improved: I "r� t- 1•r (d c'L, l (4:.(-. .,� K.Abc. 19z 4-CL Address of property being improved: ( 'l� General description of improvements: Owner: D[,�1/1/Vl K . l-t►Adsoyn Address: ( 5CJ Q +>n I vd A-'B 3 Owner's interest in site of the improvement: Fee Simple Titleholder(if other than owner): Name: Contractor: EW`x/1/1 A1� 1/t f U-��Cjy1 /Address: 1 b l &b 0J/LA-j'_C/ gVVC(- $Li I Z40j zi,l/wj' Telephone No.: qb/' 545 —, U 1$ Fax No: Surety(if any) Address: Amount of Bond$ Telephone No: Fax No: Doc#2014203751,OR BK 16906 Page 1402, Name and address of any person making a loan for the construction of tt Number Pages: 1 Recorded 09/09;2014 at 03:20 PM, Name: Ronnie Fussell CLERK CIRCUIT COURT DUVAL COUNTY Address: RECORDING$10.00 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: Telephone 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 Statues. (Fill in at Owner's option) Name: Address: Telephone No: Fax No: Expiration date of Notice of Commencement (the expiration date is one (1)year from the date of recording unless a different date is specified): THIS SPACE F8 ORDER'S USE ONLY OWNERtil GP�PEND� jp����� Signed: ate: 0i • V g 2p Z Before me this day of t�/in the Coun Duval, tate ip N6 Of Florida,has personally appeared T)dk%) �sr�>Sp✓� .• ;aNotary Public at Large, State of Florida,County of Duval. Q= My commission expires: ?b d`�,� •;��O` Personally Known-.. or �9%.;rorFai��;:�OQ��\� ProTuceJ I enti(ficcation: � lollll�lli . . _, . CITY OF ATLANTIC BEACH s PUBLIC UTILITIES ` 1200 Sandpiper Lane ATLANTIC BEACH,FL 32233 •c.,tit (904) 270-2535 or (904) 247-5874 NEW WATER/SEWER TAP REQUEST Date: 8/4/14 Project Address: 159 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: Eastern Shores Applicant Address: City: State: FL Zip: Phone Number: Cell Number: Email Address Fax: Signature: (Applicant) CITY STAFF USE ONLY Application# Replacement of existing house that Water System Development Charge $ was already on water& sewer. Sewer System Development Charge $ Water Meter Only $ No fees required. Water Meter Tap $ Sewer Tap $ Cross Connection $ Other $ TOTAL $ 0 APPROVED: Donna Kaluzniak 8/4/14 (Utility Director or Authorized Signature) ALL TAP REQUEST MUST BE APPROVED BY UTLITIES DEPARTMENT BEFORE FEES CAN BE ASSESSED �s sS, CITY OF ATLANTIC BEACH J 800 SEMINOLE ROAD ATLANTIC BEACH FL 32233 INSPECTION PHONE LINE 247-5814 9'' MECHANICAL HVAC PERMIT MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814 JOB INFORMATION: Job ID: 14-MECH-563 Job Type: MECHANICAL HVAC ONLY Description: 2 CU 2 AHU Estimated Value: Issue Date: 12/10/2014 Expiration Date: 6/8/2015 PROPERTY ADDRESS: Address: 159 OCEAN BLVD RE Number: 170209-0000 PROPERTY OWNER: Name: HUDSON, Address: 159 OCEAN BLVD GENERAL CONTRACTOR INFORMATION: Name: DONOVAN HEATING & AIR Address: 315 SIXTH AVENUES QA WILLIAM J DONOVAN 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: Furnaces and Heating $28.00 AC and Refrigeration $32.00 State Mech DBPR Surcharge $2.00 State Mech DCA Surcharge $2.00 Trade Permit Base Fee $55.00 Total Payments: $119.00 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 (OB ADDRESS: ) ©ceOS\ 6 V� y PERMIT# PROJECT VALUE $� TZS �Da ARI# ! 01 ( REQUIRED Air Handling Equipment Only Air Handling Unit & Condenser Condenser Only NEW AIR CONDITIONING & HEATING SYSTEM INSTALLATION Air Conditioning: Unit Quantity Tons Per Unit a Heat: Unit Quantity BTU's Per UnitoL4qobx a Seer Rating 15 e a 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 (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 # 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 Tis 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 ot. 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 L2� Phone Number Mechanical Company H,Cx4 A4 ( ,.-Office PhoneoZ4EnSE-Fax 90 1,-.3 7 ti 5 Co. Address: 3 �� ,Ve, 51 Cit lctt§tate FL Zip 3 :�a5d License Holder(Print): 1 I i SxE V State Certification/Registration#40,0 39 Notarized Signature of License Holder �•�Y'.•�'•., RICHARD TOMPKINS Before me this,5 day of G 20�_ �: Commission#FF 040399 • Expires July 29,2017 Public Signature of Notary P�Fy Bonded Thru Troy Fein Inw @ 806385-7of e 94999L, pBaySystems Insulation Cert0ficate This form must be filled out and posted to comply with building code requirements. Meets IRC Sections N1101.3, N1101.41, and N1101.8 requirements. The following spray polyurethane foam product(s) has/have been installed. BaysealTM'OC Open-Cell Spray Foam Insulation BaysealTM'CC Closed-Cell Spray Foam Insulation BaysealTM'PP Closed-Cell Spray Foam Insulation Consult International Building Code, Chapter 26-Plastic and International Residential Code (IRC) R314 Foam Plastics for specific requirements.The spray Polyurethane foam insulation system(s) has/have been installed in accordance with manufacturer's processing guidelines to provide a thermal resistance of: Area Insulated Aged R-Value Thickness— Attic Area R- At -' inches Sloped Ceilings R- At inches Walls (Location: �lc_ ) R- At Walls (Location: inches R- At inches Floors (over an unheated crawl space) R- At inches Crawl Space Perimeter R- At inches Basement Exterior Walls R- At inches Other (Location: ) R- At inches **Nominal thicknesses are representative of field,spray-applied foam material Jobsite Address: I�� Date of Installation:A2 - L/ Building Contractor: ,,,o Insulation Contractor: 15. Installed By: INSULATION CERTIFICATE-DO NOT REMOVE -Please Post Near Electrical Panel- -_s_ East OfficeWest Office _�� �:_:� ","�•_�z: :�.,a...,so, . _- 2400 Spring Stuebner Road PO Box 6460 Spring,TX 77389 Phoenix,AZ 85005 B` 1.l 281.350.9 1.800.289.8272 .9 ,B�EBf` BaySystems Tel 281.350.9000 Tel 602.269.9711 ; R Fax 281.288.6450 Fax 602.269.9115 baysystemsspray.com 02008 Bayer MatenalSci e.All rights resmed. ' t ' ICC EVALUATION e SERVICE IMES Evaluation Report ESR-1655 Reissued April 2014 This report is subject to renewal April 1, 2016. www -es.ora (800)423-6587 (562)699-0543 A Subsidiary of the International Code Council® DIVISION:07 00 00—THERMAL AND MOISTURE PROTECTION roofs. The foam plastic insulation is a two-component, Section:07 21 00—Thermal Insulation open-cell,one-to one by volume spray foam system with a nominal density of 0.5 pcf (8 kg/m3). The insulation REPORT HOLDER: is produced in the field by combining a polymeric isocyanate (A component) with a polymeric resin blend BAYER MATERIALSCIENCE LLC (B component). The insulation components have a shelf 2400 SPRING STUBNER ROAD life of six months when stored at temperatures between SPRING.TEXAS 77389 65°F(18°C)and 85°F(29°C)before installation. (800)221-3626 3.2 Surface-burning Characteristics: www.sofbavermateriaiscience com The insulation, at a maximum thickness of 4 inches EVALUATION SUBJECT: (102 mm)and a nominal density of 0.5 pcf(8 kg/m), has a BAYSEALTM OC SPRAY-APPLIED POLYURETHANE flame spread index of less than 25 and a smoke-developed ,. index of less than 450 when tested in accordance with INSULATION ASTM E84.Thicknesses up to 12 inches(305 mm)for wall 1.0 EVALUATION SCOPE cavities and 16 inches (406 mm) for ceiling cavities are recognized based on room comer fire testing in Compliance with the following codes: accordance with NFPA 286, when covered with minimum 1/2-inch-thick (13 mm) gypsum board or an equivalent ■ 2012 and 2009 International Building Code®(IBC) ■ 2012 and 2009 International Residential Code'(IRC) thermal the applicable code. Neth and installed in accordance ■ 2012 and 2009 International Energy Conservation 3.3 Thermal Resistance(R-values): Codee(IECC) The insulation has thermal resistance(R-value),at a mean ■ Other Codes(see Section 8.0) temperature of 75°F(241C),as shown in Table 1. Properties evaluated: 3.4 Bayseal""IC Coating: ■ Surface-burning characteristics Bayseal"A IC intumescent coating is manufactured by ■ Physical properties Bayer MterialScience and is a water-based latex coating ■ Thermal resistance with a speck gravity of 1.31. BaysealTM IC is supplied in ■ Attic and crawls ace a lications 5-gallon(19 L)pails and 55-gallon(208 L)drums and has P PP a shelf life of 12 months when stored in a factory-sealed ■ Fire-resistance-rated construction container at temperatures between 50°F(10°C)and 100°F ■ Exterior walls in Types I through IV construction (38'C). ■ Air permeability 3.5 Paint to Protect°DC315 Fireproof paint: 2.0 USES Paint to Protect®DC 315 Fireproof Paint is manufactured by The BaysealTm OC insulation is used as a nonstructural based coating)supplied Technology, Inc., and is a water- The thermal insulating material in Type 1, 11, 111, IV and V 55-gallon (208 L)drums. The in coating allonm material has 19 Q tla shelf construction (IBC) and dwellings under the IRC. See life of 24 months when stored in factory-sealed containers Section 4.5 for use in Type 1, 11, 111 and IV construction.The at temperatures between 50°F(10°C)and 90°F(320C). insulation is for use in wall cavities, floor assemblies, 3.6 TPRZ Fireshelle BMS-TC Intumescent Coating: ceiling assemblies or attics and crawl spaces when installed in accordance with Section 4.3. The insulation TPRZ Ftreshetl�' BMS-TC Intumescent Coating is a one- may be used in wall assemblies in fire-resistive-rated- component, water-based polymer coating. The coating is construction as described in Sections 3.8 and 4.4. supplied in 5-gallon (19 L) pails and 55-gallon (208 L) 3.0 DESCRIPTION drums and has a shelf life of one year when stored in a factory-sealed container at temperatures of 50°F 00°C)or 3.1 General: above. BaysealT"" OC is a spray-applied cellular polyurethane 3.7 TPRZ Fireshell®BMS-IC Intumescent Coating: foam plastic insulation that is installed in stud wall TPRZ Fireshell® BMS-IC Intumescent Coating is a one- assemblies, ceilings, floors, crawlspaces and cavities of component, water-based polymer coating. The coating is ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service.LLO express or implied,as to any finding or other matter in this report,or as to any product covered by the report.Copyright®2014 ae.: 40 Page 1&4 ESR-1655 I Most Widely Accepted and Trusted Page 2 of 5 supplied in 5-gallon (19 L) pails and 55-gallon (208 L) 22 wet mils(0.56 mm)[14 dry mils(0.36 mm)], at a rate of drums and has a shelf life of one year when stored in a 1.3'1 gallons (5.2L) per 100 square feet (9.2 m2). The factory-sealed container at temperatures of 50°F(10°C)or coating must be applied over the BaysealTm OC insulation above. in accordance with the coating manufacturer's instructions 3.8 Fire-resistance-rated Construction: and this report. Surfaces to be coated must be dry, clean BaysealTmOC spray-applied foam insulation is recognized and free of dirt, loose debris and other substances that for use in a limited bad-bean �9 could interfere with adhesion of the coating.The coating is ng, one-hour,fire-resistance- applied in one coat by airless spray equipment at ambient rated wall assembly when installed as described in temperatures above 50°F (10°C) and relative humidity of Section 4.4. less than 70 3.9 Air Permeability: percent. 4.2.2.2 Application with TPR2 Fireshell® 13MS-TC BaysealTM OC spray-applied polyurethane insulation, at a Intumescent Coating:The prescriptive 15-minute thermal minimum thickness of 3.5 inches (89 mm), is considered barrier may be omitted when installation is in accordance air-impermeable insulation in accordance with Sections with this section. The insulation and coating may be used 8806 and R202 of the IRC based on testing in accordance in lieu of the code-prescribed 15-minute thermal barrier. with ASTM E283. The foam plastic insulation thickness must not exceed 4.0 INSTALLATION 71/2 inches(191 mm)in walls and 91/2 inches(241 mm)in 4.1 General: ceilings, and the insulation must be covered with 20 wet mils (0.5 mm) [12 dry mils (0.30 mm)] of TPR2 Fireshello BaysealTm OC insulation must be installed in accordance BMS-TC intumescent coating applied in a single coat at a with the manufacturer's published installation instructions rate of 1.25 gallons (4.75L) per 100 square feet (9.2 m2). and this report.A copy of the instructions must be available Surfaces to be coated must be dry, clean and free of dirt, at all times on the jobsite during installation. loose debris and other substances that could interfere with adhesion of the coating.The coating is applied in one coat The substrates to which the insulation is applied must be by airless spray equipment,medium knap roller or brush at clean, dry and free of frost, ice, loose debris, or contaminates that will interfere with adhesion of the spray ambient temperatures above 62OF and 95°F (16°C and foam insulation. p y 35 C)and relative humidity of less than 70 percent. The insulation must be protected from the weather during 4.3 Attics and Crawl Spaces: and after application. The insulation must not be applied in 4.3.1 Application with a Prescriptive Ignition Barrier: electrical boxes. When BaysealTm OC insulation is installed within attics or crawl spaces where entry is made only for service of The insulation is applied in passes having a maximum utile, an ignition barrier must be installed in accordance thickness of 6 inches (152 mm)per pass. Multiple passes with IBC Section 2603.4.1.6 and IRC Sections R316.5.3 are made to obtain the desired thickness, which is not to and R316.5.4, as applicable. The ignition barrier must be exceed 12 inches(305 mm)for wall cavities and 16 inches consistent with the requirements for the type of (406 mm) for ceiling cavities. The insulation must not be construction required by the applicable code,and must be used in areas that have a maximum service temperature installed in a manner so that the foam plastic insulation is greater than 180°F (820C). The foam plastic insulation not exposed. Bayseal"A OC insulation, as described in this must not be used in electrical outlet or junction boxes or in section, may be installed in unvented attics in accordance contact with rain,water or soil. The substrate must be free with IRC Section R806.The attic or crawl space area must of moisture,frost or ice, loose scales, rust,oil and grease. be separated from the interior of the building by an 4.2 Thermal Barrier: approved 15-minute thermal barrier as described in 4.2.1 Application with a PrescriptiveSection 4.2.1. Thermal Barrier: The BaysealTm OC insulation, with a maximum nominal 4.3.2 Application without a Prescriptive Ignition thickness of 12 inches (305 mm) for wall cavities and Barrier: Where the spray-applied insulation is installed in 16 inches(406 mm)for ceiling cavities, must be separated accordance with Sections 4.3.2.1, 4.3.2.2 or 4.3.2.3 the from the interior of the building by an approved thermal following conditions apply: barrier of 1/2-inch-thick (12.7 mm) gypsum wallboard or a) Entry to the attic or crawl space is to service utilities, an equivalent 15-minute thermal barrier complying with and no storage is permitted. and installed in accordance with the applicable code. Exception: within an attic or crawl space, installation must b) There are no interconnected attic or crawl space areas. be in accordance with Section 4.3. c) Air in the attic or crawl space is not circulated to other 4.2.2 Application without a Prescriptive Thermal parts of the building. Barrier: d) Attic ventilation is provided when required by IBC 4.2.2.1 Application with Paint to Protect® DC-315 Section 1203.2 or IRC Section R806, except when air- intumescent Coating: The prescriptive 15-minute thermal impermeable insulation is permitted in un 806.5 attics barrier may be omitted when installation is in accordance In accordance with the 2012 IRC Section awl (2009 with this section. The insulation and coating may be spray- IRC Section providR806.ed ). Under-floor (crawl space) applied to the interior facing of walls, the underside of roof ventilation is provided when required a IBC Section sheathing or roof rafters, and in crawl spaces,and may be 1203.3 or IRC Section R408.1,as applicable. left exposed as an interior finish without a prescribed e) Combustion air is provided in accordance with 15-minute thermal barrier or prescribed ignition barrier. International Mechanical Code®Section 701. The thickness of the foam plastic applied to the underside 4.3.2.1 Application with Bayseal IC Intumescent of the roof sheathing must not exceed 111/2 inches Coating: In attics, BaysealTm OC insulation may be spray- (292 mm). The thickness of the foam plastic applied to applied to the underside of roof sheathing or roof rafters; vertical wall surfaces must not exceed 10 inches(254 mm). and in crawl spaces, BaysealTm OC insulation may be The foam plastic must be covered on all surfaces with DC spray-applied to the underside of floors as described in this 315 Fireproof Paint at a minimum wet film thickness of section. The thickness of the foam plastic applied to the ESR-1655 I Most Widely Accepted and Trusted Page 3 of 5 underside of the top space must not exceed 16 inches cophpound in accordance with ASTM C840 or GA216.The (406 mm). The thickness of the foam plastic applied to interior cavity is filled with Bayseal'*" OC spray-applied vertical surfaces must not exceed 111/4 inches (286 mm). foam insulation. All foam plastic surfaces must be covered with 7.5 wet mils (0.2 mm) [4 dry mils (0.10 mm)] of the BaysealTm IC Opposite Face: One layer of '/e-inch-thick (15.9 mm) intumescent coating described in Section 3.4. The Type X gypsum wallboard must be applied in the same BaysealTM' IC intumescent coating must be applied over manner as for the initial face. The horizontal joints in the the BaysealTM OC insulation in accordance with the gypsum wallboard on the opposite face must be staggered manufacturer's instructions and this report. Surfaces to be a minimum of 8 inches(203 mm)from the horizontal joints coated must be dry, dean, and free of dirt, loose debris in the wallboard on the initial face. If the intention is for use and any other substances that could interfere with as an exterior wall,code-complying sheathing and a code- adhesion of the coating. The BaysealTm IC coating is complying exterior wall covering must be installed in applied with a medium-size nap roller, soft brush or accordance with the applicable code. conventional airless spray equipment at a rate of 0.5 gallon 4.4.2 Axial Load Design:Axial loads applied to the wall (1.9L) per 100 square feet (9.2 m2). The coating must be assembly must be limited to the lesser of the following: applied when ambient and substrate temperatures are 1. 2,756 pounds(122 642 N)per stud. above 50°F(10°C)and requires a 24-hour curing time after application. BaysealTM OC insulation, as described in this 2 A maximum of 51 percent of the load calculated in section, may be installed in unvented conditioned attics in accordance with Sections 3.6 and 3.7 of the accordance with the 2009 IRC Section R806.4 or the 2012 ANSVAF&PA NDS. IRC Section R806.5.The attic or crawl space area must be 4.5 Exterior Walls in Types 1, 11, III and IV separated from the interior of the building by an approved Construction: 15 minute thermal barrier as described in Section 4.2.1. When used on exterior walls of Type 1, 11, 111 and IV 4.3.2.2 Application with TPR2 Fireshelle BMS-IC construction, must comply with Section 2603.5 of the IBC Intumescent Coating: In attics, BaysealTM' OC insulation and this section (Section 4.5), and the insulation must be may be spray-applied to the underside of roof rafters; and installed at a maximum thickness of 35/e inches (92 mm) in crawl spaces, BaysealTm OC insulation may be spray- See Table 2 for a description. The potential heat of the applied to the underside of floors as described in this BaysealTm OC spray-applied polyurethane insulation is 488 section. The thickness of the foam plastic applied to the Btu/ft2(5.5 MJ/m2)per inch of thickness. underside of the top space must not exceed 9'/2 inches (241 mm). The thickness of the foam plastic applied to 5.0 CONDITIONS OF USE vertical surfaces must not exceed 7 inches (178 mm). All The BaysealTM' OC insulation described in this report foam plastic surfaces must be covered with the TPR2 complies with, or is a suitable alternative to what is Fireshello BMS-IC intumescent coating described in specified in,those codes listed in Section 1.0 of this report, Section 3.7.The intumescent coating must be applied over subject to the following conditions: the BaysealTM' OC insulation in accordance with the 5.1 This evaluation report and the manufacturer's manufacturer's instructions and this report. The foam published installation instructions, when required by plastic insulation must be covered with 7 wet mils(0.2 mm) the code official, must be submitted at the time of [4 dry mils (0.10 mm)] of TPR2 Fireshelle BMS-IC permit application. intumescent coating applied in a single coat at a rate of 5.2 BaysealTM' OC insulation and BaysealTm IC 0.83 gallon(1.10 L)per 100 square feet(9.2 m ).Surfaces intumescent coating must be installed in accordance to be coated must be dry, dean and free of dirt, loose debris and other substances that could interfere with with the manufacturers published installation adhesion of the coating.The coating is applied in one coat instructions, this report and the applicable code. The by airless spray equipment, medium knap roller or brush at by within this report govern if there are any conflicts ambient temperatures above 70°F (210C) and relative between the manufacturer's published humidity of less than 70 percent, and requires a 24-hour installation instructions and this report. curing time. The attic or crawl space area must be 5.3 BaysealTmOC insulation must be separated from the separated from the interior of the building by an approved interior of the building by an approved 15-minute 15-minute thermal barrier as described in Section 4.2.1. thermal barrier, as described in Section 4.2.1, except 4.3.2.3 Use on Attic Floors: BaysealTm OC insulation as noted in Section 4.2.2. may be installed at a maximum thickness of 111/4 inches 5.4 BaysealTm OC insulation must be protected from the (286 mm)between joists in attic floors.The insulation must weather during and after application. be covered on all exposed surfaces with BaysealTm IC 5.5 BaysealTM OC insulation must be applied by installers intumescent coating as described in Section 4.3.2.1. The certified by Bayer MaterialScience LLC. BaysealTM" OC insulation must be separated from the area 5.6 When use is on buildings of Types I, it. III and IV beneath the attic by an approved thermal barrier. An construction, installation must be as described in ignition barrier in accordance with IBC Section 2603.4.1.6 Section 4.5 and Table 2. and IRC Section R316.5.3 may be omitted. 5.7 Use of BaysealTm OC insulation in areas where the 4.4 One-hour Fire-resistance-rated Wall Assembly probability of termite infestation is "very heavy' must (Limited Load-bearing): be in accordance with IBC Section 2603.8 or IRC 4.4.1 Initial Face: One layer of 5/8-inch-thick (15.9 mm) Section R318.4,as applicable.. Type X gypsum wallboard must be applied parallel to the 5.8 Jobsite certification and labeling of the insulation must interior face of 2-by-6 wood studs spaced a maximum of comply with IRC Sections N1101.4 and N1101.4.1 16 inches (406 mm) on center. The gypsum boards must and IECC Sections 303.1.1 and 303.1.2, as be attached using Type S, 15/8-inch-long (41 mm) screws applicable. spaced 8 inches (203 mm) on center. All exposed 5.9 In exterior wall applications, a vapor retarder may be wallboard joints must be taped with joint tape, and required by the code official in accordance with IBC compound and screw heads must be covered with joint Section 1405.3 or IRC Section R601.3,as applicable. ESR-1655 I Most 1411dety Accepted and Trusted Page 4 of 5 5.10 Bayseal- OC insulation is produced in Phoenix, ■ 2006/ntemationa/Residential Code*(2006 IRC) Arizona and Spring, Texas, under a quality control M 2 program with inspections by ICC-ES. 006 Intemationa/ Energy Conservation Code (2006 6.0 EVIDENCE SUBMITTED IECC) 6.1 Data in accordance with the ICC-ES Acceptance The products comply with the above-mentioned codes as P described in Sections 2.0 through 7.0 of this report, except Criteria for Spray-applied Foam Plastic Insulation as noted below: in accordance dated June 2012, including reports of tests Application with a Prescriptive Thermal Barrier: see in accordance with Appendix X of AC377. APP� p ' 6.2 Reports of room corner tests in accordance with Section 4.2.1, except the approved thermal barrier must Nepo 286. be installed in accordance with Section R314.4 of the 2006 IRC. 6.3 Report of air leakage testing in accordance with ■ Application without a Prescriptive Thermal Barrier: ASTM E283. See Section 4.2.2. 6.4 Report of testing in accordance with ASTM El 19. ■ Application with a Prescriptive Ignition Barrier: See 6.5 Report of potential heat of foam plastic testing in Section 4.3.1 except attics must be vented in accordance with NFPA 259. accordance with Section 1203.2 of the IBC or Section 6.6 Report of fire propagation characteristics testing in R806 of the IRC, and crawl space ventilation must be in accordance with NFPA 285. accordance with IBC Section 1203.3 or IRC Section 7.0 IDENTIFICATION R408,as applicable. ■ Application without a Prescriptive Ignition Barrier: Components for Bayseal'"' OC insulation are identified See Section 4.3.2, except attics must be vented in with the manufacturer's name (Bayer MaterialScience, accordance with Section 1203.2 of the IBC or Section LLC), address and telephone number; the product trade R806 of the IRC, and crawl space ventilation must be in name (BaysealTm OC); product type (A or B component); accordance with IBC Section 1203.3 or IRC Section use instructions;the density; the flame-spread and smoke- R408, as applicable and combustion air is provided in developed indices;the evaluation report number(ESR 1655); accordance with 2006 lntemational Mechanical Code Sections 701 and 703 Intumescent coatings are identified with the ■ Protection Against Termites: See Section 5.7, except manufacturer's name and address, the product name and use of the insulation in areas where the probability of use instructions. termite infestation is 'very heavy" must be in 8.0 OTHER CODES accordance with Section R320.5 of the 2006 IRC. In addition to the codes referenced in Section 1.0, the M Jobsite Certification and Labeling: See Section 5.8, products described in this report were evaluated for except jobsite ,certification and labeling must comply compliance with the requirements of the following codes: with Sections 102.1.1 and 102.1.1.q, as applicable, of ■ 2006 Intemational Building Code(2006 IBC) the 2006 IECC. TABLE 1-THERMAL RESISTANCE(R-VALUES) THICKNESS(inches) R-VALUE(°F.ft2.h/Btu) 1 3.7 2 7.4 3 11 3.5 13 4 15 5 18 5.5 20 6 22 7 25 7.75 27 8 28 9 32 10 35 11 39 12 42 13 46 14 50 15 53 16 56 For SI:1 inch=25.4 mm;1"F.ft2.h/Btu=0.176 110 k.m2/W. 'Calculated R-values are based on tested K-values at 1-and 3.5-inch thicknesses. 2R-values greater than 10 are rounded to the nearest whole number. ESR-1655 I Most Widely Accepted and Trusted Page 5 of 5 TABLE 2—NFPA 285 COMPLYING EXTERIOR WALL ASSEMBLIES IN TYPES I,11,111 AND IV CONSTRUCTION r WALL COMPONENT MATERIALS 1-Concrete wall 2-Concrete masonry wall 3-1 layer 5/cinch-thick Type X gypsum wallboard complying with ASTM C36 or C1396 on interior, Base Wall System- installed over steel studs,minimum 35/,4nch deep,No.20 gage,C-shaped,spaced a maximum of Use either 1,2 or 3 24 inches on center.Gypsum wallboard must be attached with No.6,1'/4-inch-long self-tapping screws located 8 inches on center along the perimeter and in the field of wallboard. Gypsum wallboard joints must be taped and treated with joint compound in accordance with ASTM C840 or GA-216. - Fkhorline Firestopping 4 pc mineral wool(e.g.,Thermafiber)in each stud cavity at each floorline attached with Z-clips 1-None Cavity Insulation- 2-Full cavity depth or less of BaysealTM OC insulation applied using exterior sheathing as substrate Use either 1 or 2 or 3 and covering the width of the cavity and inside the stud flange 3-Fiberglass batt insulation(faced or unlaced) Exterior Sheathing-Only for Base , type gypsum sheathing s Wall System No.3 1- /2-inch-thick,exterior Use either 1 or 2 2- /,-inch-thick,exterior type gypsum sheathing 1-Brick-standard nominal 4-inch-thick day brick -Brick veneer anchors-standard types installed a maximum of 24 inches OC vertically on each stud Exterior Wall covering- -Maximum 2 inch air gap between exterior insulation and brick Use either 1 or 2 2-Stucco-minimum'/44nch-thick,exterior cement piaster and lath.A secondary water-resistive barrier may be installed between the exterior insulation and the lath.The secondary water-resistive barrier must not be full-coverage asphalt or butyl-based self-adhered membranes. For SI:1 inch=25.5 mm;1 pcf=16.018 kg/m3. FILE COPY � o � L JAN 05. 5 0 John H. Dodd, Architect, Inc. By • FL:AR-oo16867 GE:1045 2775 Racheal Avenue,Fernandina Beach,F1 32034 Tel 904-583-4044 Email:iohnnydodd(c1bellsouth.net ---------------------------------------------------------------------------------------------------------------------------------------------------- Sunday, December 28, 2014 Re: Long Residence, 159 Ocean — 4" window tape To: Atlantic Beach Building Department Bob Leinenweber, Contractor Sir(s): It is acceptable to use 4"wide tape for the windows in lieu of 6"wide. Thanks, John Dodd