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Permit New SFR 372 5th St 2011 Alk tj" irbe R�% CITY OF ATLANTIC BEACH s) 800 SEMINOLE ROAD t)'", ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247 -5814 Application Number 11- 00003010 Property Address 3 Date 7/20/12 372 5TH ST Application type description SINGLE FAMILY RESIDENCE Property Zoning TO BE UPDATED Application valuation . . . 400000 Application desc new home Owner Contractor SCOTT BRIAN AND KAY ELITE HOMES INC. 2078 BEACH AVE 357 12TH ST ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (904) 349 -2803 Structure Information 000 000 Construction Type TYPE 5 -B Occupancy Type RESIDENTIAL Flood Zone ZONE X Permit ELECTRICAL PERMIT Additional desc . CONNECT PHOTOVOLTAIC SYSTEM Sub Contractor . KNIGHT ELECTRIC LLC Permit Fee . . . 90.00 Plan Check Fee .00 Issue Date Valuation 0 Expiration Date . . 1/16/13 Special Notes and Comments *2007 FLORIDA BUILDING CODE W/2009 REVISIONS NATIONA1 ELECTRIC CODE *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 *Preparer of energy calcs need to sign off on all of the calculation sheets before issuing permit.* 2010 FLORIDA BUILDING CODE, 2008 NATIONA1 ELECTRIC CODE *REPORT ANY UNFORSEEN STRUCTURAL DAMAGE TO THE BUILDING DEPARTMENT IMMEDIATELY. Full right -of -way restoration, including sod, is required. Contact Public Works (247 -5834) for Erosion and Sediment Control Inspection prior to start of construction. Other Fees STATE ELEC DCA SURCHARGE 4.18 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITISNIAlliAluinaisiPalagARCLIVaGEFHE FLORI4A 18 BUILDING CODES. O'!,Alb- , ' CITY OF ATLANTIC BEACH �, " s) 800 SEMINOLE ROAD , ,„. # :.,s' ATLANTIC BEACH, FL 32233 F INSPECTION PHONE LINE 247 -5814 .01319 Page 2 Application Number 11- 00003010 Date 7/20/12 - --1 Fee summary Charged Paid Credited Due Permit Fee Total 90.00 90.00 .00 .00 Plan Check Total .00 .00 .00 .00 Other Fee Total 8.36 8.36 .00 .00 Grand Total 98.36 98.36 .00 .00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. 1 ELECTRICAL PERMIT APPLICATION 1 1 CITY OF ATLANTIC BEACH 800 Seminole Rd, Atlantic Beach, FL 32233 , Ph (904) 247-5826 Fax (904) 247-5845 , 5 11- 5W-61 PERMIT # JOB ADDRESS: 77,2 --- v61 JEA INFORMATION REQUIRED ON ALL PERMIT S --/ VOLTS 2/0 AMPS / PHASE VALVE OF WORK $ NEW S ERVI C E EJ Overhead i---1 Underground D Underground up Pole ,14esidential (Main) Service 0-100 amps , 101-150amps . 151-200amps , ir" --1 7(- 1 c - amps # of Meters Commercial (Main) Service 0 00 amps ..101-150amps 151-200amps amps I CT Service amps Co ductor Type Size iMult amily (Main) Service ( F,,, _0-100 amps. , 1 151-200amps amps # of Meters losorgrorary Pol . 'coiliaatp#4 I SERVICE UPGRADE amps CI Service amps NEW FEEDER (ADDITIONS, ACCESSORY STRUCTURES, ETC.) 1100 amps '150amps L'200amps , amps C Service unit amps ADDITIONS, REMODELS, REPAIRS, BUILD-OUTS, ACCESSORY STRUCTURES, ETC. Outlets/Switches: 0-30amps 31-100amps 101-200amps - ------..-,-----:,-,..., --.._ Appliances: 0-30amps 31-100amps 101-200a A/Circuits: 0-60amps 61 -100amps - ---.....,.e.., Hct Circuits: # circuits @ kw Nurnher of Lighting Outlets, Including Fixtures: OTHER 'ELECTRICAL PROJECTS :swimming Pool 1 Sign i Smoke Detectors Qty Transformers KVA HMotors hp ■ FIRE ALfkRIVI SYSTEM (Requires 3 sets of plans & Fire Alarm Checklist) (* volts/amps VALUE OF WORK $ REPAIRS/MISCELLANEOUS L Replace Burnt/Damaged Meter Can Safety Inspection Panel Change 011 to UG 5COther: eg44e.ei P Penult beconlies void if work does not commence within a six month period or work i or i thijoned for six months. I hereby certify that I have read this application and know the same to be true and correct. All provisions of laws and ordinances governing this work will be complied with whether specified or 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 (.(71r Ph one Number Electrical Company rya i lly LCCOret crn LL L Office Phone 2' h I / Fax 7 9P Co. AddreSs: W16 /,k / 461 E - -1 City } / /01 ..--„ ,e, State 77 Zip -' c c ' 6 License Holder (Print): SItt* V C 1-I TA r State Certification/Registration # ti l 2C / Ffr Notarized ,' * - -' ' '''' ' :ei-f"` clitfer -1 ' "..: ..A. MY COMMISSION $ DO 9577ffl I , 20 / and subscribed before m- - - day o V • "T.' Fetb7,16,d2Z,te. 4 ta . ture of Notary Public -- 1 -' 1 _ 4 ------- 11■11. _ - 1 , . , CITY OF ATLANTIC BEACH ik 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247 -5814 Application Number 11- 00003010 Date 5/07/12 Property Address 372 5TH ST Application type description SINGLE FAMILY RESIDENCE Property Zoning TO BE UPDATED Application valuation . . . 400000 Application desc new home Owner Contractor SCOTT BRIAN AND KAY ELITE HOMES INC. 2078 BEACH AVE 357 12TH ST ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (904) 349 -2803 Structure Information 000 000 Construction Type TYPE 5 -B Occupancy Type RESIDENTIAL Flood Zone ZONE X Permit MECHANICAL HVAC PERMIT Additional desc . Sub Contractor . A1A SOLAR CONTRACTING INC Permit Fee . . . 85.00 Plan Check Fee . . .00 Issue Date . . . Valuation . . . . 0 Expiration Date . 11/03/12 Special Notes and Comments *2007 FLORIDA BUILDING CODE W/2009 REVISIONS NATIONA1 ELECTRIC CODE *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 *Preparer of energy calcs need to sign off on all of the calculation sheets before issuing permit.* 2010 FLORIDA BUILDING CODE, 2008 NATIONA1 ELECTRIC CODE *REPORT ANY UNFORSEEN STRUCTURAL DAMAGE TO THE BUILDING DEPARTMENT IMMEDIATELY. Full right -of -way restoration, including sod, is required. Contact Public Works (247 -5834) for Erosion and Sediment Control Inspection prior to start of construction. Other Fees STATE MECH DCA SURCHARGE F 6.45 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITl A C�E. ADRIA B�FHE FLORI§A 45 BUILDING CODES. c " \ ,;\ CITY OF ATLANTIC BEACH ` 800 SEMINOLE ROAD :, ATLANTIC BEACH, FL 32233 -J INSPECTION PHONE LINE 247 -5814 -- X113 `P Page 2 Application Number 11- 00003010 Date 5/07/12 Fee summary Charged Paid Credited Due Permit Fee Total 85.00 85.00 .00 .00 Plan Check Total .00 .00 .00 .00 Other Fee Total 12.90 12.90 .00 .00 Grand Total 97.90 97.90 .00 .00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. BUILDING PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Road, Atlantic Beach, FL 32233 Office (904) 247 -5826 Fax (904) 247 -5845 _ Job Address: 372 5` Street, Atlantic Beach, FL 32233 Permit Number: // 2012 Legal Description 5 -69 16- 2S -29E .17 Atlantic Beach Parcel # _168949 -0050 Floor Area of Sq.Ft. Sq.Ft Valuation of Work $19,320.00 Proposed Work heated /cooled non - heated /cooled_ _ Class of Work (circle one): New Addition Alteration Repair Move Demolition pool /spa window /door Use of existing /proposed structure(s) (circle one): Commercial Residential If an existing structure, is a fire sprinkler system installed? (Circle one): Yes No N /A Florida Product Approval # For multiple products use product approval form Describe in detail the type of work to be performed:Install Solar Electric 4.5 kw Grid - interconnected photovoltaic system install solar hot water system Property Owner Information: Name: Brian Scott Address: 372 5th Street City Atlantic Beach State FL Zip 32233 Phone 904 - 372 -4932 E -Mail or Fax # (Optional) Contractor Information: Company Name:A1 A Solar Contracting, Inc. Qualifying Agent: J. Peter Wilking Address:11855 North Main Street, Suite 2 City Jacksonville State FL Zip 32218 Office Phone 904 - 468 -7861 Job Site/ Contact Number Fax # State Certification /Registration # CVC56771 Architect Name & Phone # < `e" - - s Engineer's Name & Phone # ol Fee Simple Title Holder Name and Address i r I ILL u r Bonding Company Name and Address Mortgage Lender Name and Address .. ,.. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. This permit becomes null and void if work is not commenced within six (6) months, or if construction or work is suspended or abandoned for a period of six (6) months at any time after work is commenced. I understand that separate permits must be secured for Electrical Work, Plumbing, Signs, Wells, Pools, Furnaces, Boilers, Heaters, Tanks and Air Conditioners, etc. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. I hereb certify that 1 have read and exami = , taon and ow the same to be true and correct All r � f lawsJ3*k • � i a ri ' g this type of work will be complied with wh • er .I'ti :!� i, w. _ o a ermit does not pr• -, e & y{,{ T;PJ0, r or c, cel the �a t . - •f construction. EXPIRES; Feb �095778p provisions of any other feder• , . tatloca 4.910,.• a '''' 4 At� ' ' Bon Than Now rUat 14, 2014 Y R ado Y CC��4MhaSIt7N h n p --, te Un � A,:01 me -- tens ��;�i1, . edihruN taryP&li i4,201A Revises s ,. � � l p ,,C. _ Ein _ N o tary publ U�d erwrlters Signature of 0 , ner �� ■ � t! ,,W , ' . , �— -- j/l 7Z-t) i 2 Print Name jr/� Se ,,j . FLCTZ�fZ W Lle t'^y 6' y i E 1 F _ _ i 4RVJ 1iW \ li TL\ ,; ,..„, ,,,,- „, \ ______ ,,,,,, , / , , .,,,,,„„ ..._ , „ Z __ __ .7----- , t 121142 kk3,t 15?xtat "r ,Kw Z 7 jtf c9j r 3a) k- L. t-t i t 2 . . ! i / i L :; (, t£ k ui /H h ' . / , , , + t - ' A T t..,, n B w...ev, CL i ? 2 Simulation: Photovoltaic System and Solar Hot Water System Scott Residence: 372 5 Street, Atlantic Beach, FL 32233 , • 4.5KW Grid - Interconnected Solar Electric System _ •• • 250 watt modules (18) i ,. • M215 Microinverters (18) FILE C . • 240 volt, Single phase • Aluminum Solar Mounting Racking System • Solar Hot Water System • 120 Gallon Tank • Includes (2) 3'x7' Thermal Collectors Pete Wilking, President www.AlAsolar.com 904 - 468 -SUN1 A1A Solar Contracting, Inc. State License #CVC56771 A1A A S O L A rrj 11855 N Main St, Suite 2 NABCEP Photovoltaic Cert #032611 -337 C O N T R A C T I N G INCORPORATED Jacksonville, FL 32218 NABCEP Solar Thermal Cert #SH092411 -28 4/13/12 IronRidge Project Report IRONRIDGE Solar Mounting Made Simple Project Details Name Scott Date 2012 -04.13 Module Suniva: (W1255- 60 100 Total Modules 18 Dimensions 38.7" x 65.1' x 1.8" "t'otal Watts 4,590 Tilt 0' Attachment Pts 36 Load Assumptions Building Details Wind Exposure 13 Building Height.: 30' Wind Speed 130 mph Roof Slope 0 ° (:round Snow Load 0 psi' Occupancy Category 2 Attachment Spacing 4.0 ft Engineering Validation portrait Zone 1 Zone 2 Zone 3 Max Span (ft) Max Cantilever (ft) 4' 2' 10" 2 ' 4" Max Downforce at Attachment (lbs) 146.0 146.0 146.0 Max Uplift at Attachment (lbs) -269.0 -501.0 -791.0 Lateral Reaction at Attachment (lbs) 0 0.0 0.0 SubArray Information Modules Rows Orientation Required Rail Provided Rail Attach Pts Clamps Splices /Row 3 sets of 12.0' 2 12 End Clamps 0 2 3 Portrait �' U" 11 x 12'1 1 6 Mid Clamps 9' I 1" 1 set of 12.0' 6 4 End Clamps (l 3 1 Portrait [ 1 x 12'1 4 Mid Clamps 1 set of 14.0' 4 End Clamps 0 4 1 Portrait 1''2„ 11 x 14'1 8 6 Mid Clamps 1 sot of 18,0' 4 End Clamps 0 5 1 Portrait 16' 5" [1 .x 18'1 10 8 Mid Clamps Weight Details Tot Weight 1Veight / Attachment Distributed Weight 906 lbs 25.2 lbs 2.8 psf ironridge.com /rm /quotation /print 1/2 4/13/12 IronRidge Bill of Materials Part No. Description Qty. MSRP Ea Price 51- 7000 -144A Rail, XRS at 144" (12 Feet), Clear 8 $86.40 $691 .20 51..7000 -168A Rail. XRS at 168" (14 beet) Clear 2 $100.80 $2(1.60 51- 7000 -216A Rail, XRS at 216" (18 Feet), Clear 2 S1 $259.20 29 -7000 -214 4 -pack. End Clamp (t I .81", Mill 6 $14.00 $84.00 29- .7000 -108 4 -pack. Mid Clamp (F) 2.5 ".Mi11 6 $10.00 $60.00 29-7000-017 4 -pack, Adjustable L -Foot, Mi11 9 $22.00 $198.00 29 -4000 -099 End Cap, XRS Rail, Molded PVC Black 24 $0.85 $20.40 29 -4000 -002 WEEB Grounding Lug (WEEB-LUG-6.7) 12 $10.00 $120.00 29-4000-001 WEEB Compression Clip (W1 EB-DMC) 20 82.10 842.00 29- 4000 -003 WEER Bonding Jumper (WI.L;B-BMDJMP -6.71 0 $14.00 $0.00 Total Price Eat $1,676.40 Price' Watt $037 Total Weight 164 lbs US prices only IronRidge makes no representation or warranty, either express or implied, of any kind with respect to this software or its contents (such as product information. recommendations, applicability, descriptions or prices) including, but not limited to merchantability and fitness for a pad icular purpose, hove current it is, its accuracy, its completeness. product availability. its security or that. defects will be corrected. © lronRidee 2012. Al l rights reserved. ironridge.com /rm /quotation /print 2/2 4/13/12 IronRidge Project Report Agl IRON RI DGE Solar Mounting Made Simple Project Details Name Scott Date 2012 -04 -13 Module Suniva: OPT255 -60-4 -100 Total Modules 18 Dimensions 38.7" x 65.1"x 1.8" Total Watts 4 ,590 Tilt 0° Attachment Pts 36 Load Assumptions Building Details Wind Exposure B Building Height: 30' Wind Speed 130 mph Roof Slope 0 ° Ground Snow Load 0 psf Occupancy Category 2 Attachment Spacing 4.0 ft Engineering Validation Portrait Zone 1 Zone 2 Zone 3 Max Span (ft) 1 0' 1 " 7' 2" 5' 9" Max Cantilever (ft) 4' 2' 10" 2' 4" Max Downforce at Attachment (Ibs) 146.0 146.0 146.0 Max Uplift at Attachment (lbs) -269.0 -501.0 -791.0 Lateral Reaction at Attachment (lbs) 0.0 0.0 0.0 SubArray Information Modules Rows Orientation Required Rail Provided Rail Attach Pts / Row Clamps Splices 2 3 Portrait 6' 9" 3 sets of 12.0' 12 12 End Clamps 0 [1 x 121 6 Mid Clamps 3 1 Portrait 9' 11" 1 set of 12.0' 6 4 End Clamps 0 [1 x 121 4 Mid Clamps 4 1 Portrait 13' 2" 1 set of 14.0' 8 4 End Clamps 0 [1 x 141 6 Mid Clamps 5 1 ' , 0',, .„, ...., . ,,.. 0,, }:, 1 set of 18.0' 4 End Clamps [1 x 1 10 8 Mid Clamps 0 r. F1LECOPY ;-,:‘ Weight Details ' . ,.. Total Weight W e i l ht / Attachment Distributed Weight lbs I 28 psf REVIEWED FOR CODE COMPLIANC Z CITY OF ATLANTIC BEACH c SEE PERMITS FOR ADDITIONAL L REQUIREMENTS AND cOND T REEVIEWED BY: DATE: ' a _ y ironridge.com/rm/quotation/print 1/2 Appill INF APG°PLOC D LIATC 03OALS C M@ON (G°3ONS ONO. AI Awl 980 41st Street Tel: (510) 420 -8190 Oakland, CA 94608 FAX: (510) 420 -8186 e -mail: info @appmateng.com May 22, 2009 Revised Pages 10 & 11 on 12/13/2011 for Editorial Changes Only Mr. Stewart Wentworth Project Number 108443C QUICK MOUNT PV ICC -ES FILE # 08 - - 936 Detroit Avenue, Suite D Concord, CA 94518 -2539 Subject: Quick Mount PV Load Testing ICC -ES AC 13 & ASTM D 1761 Dear Mr. Wentworth: As requested, Applied Materials & Engineering, Inc. (AME) has completed load- testing Quick Mount PV system anchors for shear and tensile strength. The purpose of our testing was to evaluate the tensile and shear load capacity of the Quick Mount PV system in a high density (Douglas Fir) and a low density wood (Cedar). SAMPLE DESCRIPTION Twelve (12) 12"x12" samples with 2 -1/4" X 3 -1/8" Unirac Angle were delivered to our laboratory on April 26, 2009; six each for Douglas Fir and Cedar. A copy of the installation instructions is provided in Appendix A. Typical sample photo is provided in Appendix B. PROCEDURES & RESULTS Since an acceptance criterion (AC) has not been developed for this product, the samples were tested under the direction of Mr. Yamil Moya, P.E. with ICC -ES, and in general accordance with applicable procedures outlined in ASTM D 1761 and AC 13. a. Tensile Strength Three samples each of the two types of wood were tested for tensile strength on April 28, 2009 using a United Universal testing machine. Samples were rigidly attached to the testing machine and a tensile load was applied to the Unirac Angle at a displacement rate 0.1 inches per minute without shock until failure. Detailed results are provided in Table I. Based on these results, the average tensile strength of the hanger bolt in Douglas Fir and Cedar wood species were determined to be 2554 lbf and 1355 lbf, respectively. iett7WA,Vi Page 1 of 11 y u6V 1 VI 11 Mr. Stuart Wentworth Project Number 108443C QUICK MOUNT PV Quick Mount PV Load Testing May 22, 2009 b. Shear Strength Three samples each of the two types of wood were tested for shear strength on May 12, 2009 using a United Universal testing machine. Samples were rigidly attached to the testing machine and a shear load was applied to Unirac Angle at a displacement rate 0.1 inches per minute without shock until failure. Detailed results are provided in Table II. Based on these results, the average shear strength of the hanger bolt in Douglas Fir and Cedar wood species were determined to be 2203 lbf and 1957 lbf, respectively. Photographs illustrating typical setups are provided in Appendix C. If you have any questions regarding the above, please do not hesitate to call the undersigned. Respectfully Submitted, APPLIED MATERIALS & ENGINEERING, INC. Reviewed By: Q 00ESS /0 --- �e (1, ,,, , ,,,,,,,,,,.. 4:4 ,_ ,...0 ,--. kt- , . ........-- - 0 l amm- - aiyaz + u, i e laji an, Ph.D., P.E. aboratory Manager * 89"3 c I nci 1 do). 4 CNIL Q* � F OF CPt. Adr ACCREDITED PfPLOE of MATEEOI LZ 1 HealEEN[CJJ ©, 0 ©. Page 2 of 11 TABLE I QUICK MOUNT PV- 5/16 "X6" HANGER (LAG) BOLT WITH 2 -1/4" X 3 -1/8" UNIRAC ANGLE TENSILE LOAD TEST RESULTS PROJECT NUMBER 108443C SAMPLE ID WOOD SPECIES ULTIMATE LOAD FAILURE MODE IN TENSION (LBF) T -1 Douglas Fir 2660 Lag bolt pulled out T -2 Douglas Fir 2567 Lag bolt pulled out T -3 Douglas Fir 2434 Lag bolt pulled out Average ... 2554 T-4 Cedar 1323 Lag bolt pulled out T -5 Cedar 1309 Lag bolt pulled out T -6 Cedar 1433 Lag bolt pulled out Average 1355 .. krrPL[E) G IFEI' DALS ENONC [S MC i �a Page 3 of 11 TABLE II QUICK MOUNT PV- 5/16 "X6" HANGER (LAG) BOLT WITH 2 -1/4" X 3 -1/8" UNIRAC ANGLE SHEAR LOAD TEST RESULTS PROJECT NUMBER 108443C SAMPLE ID WOOD SPECIES ULTIMATE LOAD FAILURE MODE IN SHEAR (LBF) S- 1 Douglas Fir 2351 Bent lag bolt S -2 Douglas Fir 2012 Bent lag bolt S -3 Douglas Fir 2245 Bent lag bolt Average 2203 S -4 Cedar 2060 Bent lag bolt S -5 Cedar 1907 Bent lag bolt S -6 Cedar 1903 Bent lag bolt Average 1957 Page 4 of 11 APPENDIX A APPLEE D) G 1 14L NDAL8 A EMMINL C NGKO MC. Page 5 of 11 7 < o c G ` <;` c'et XI 7. g --" , � - '5fll ZZ mao r _ ,d= o —no R (AU 2 ,7. M ,, '\'' rr (D _+ . -n 0� N m rr - -r Ol N m - 41 @ , GTE 1 ° t ! 1F m o „ � M ,r-c. O . > a = 7 7 r -o C r O N C ( `+ r x ' ''a •O j _•R2 = (Dm S g °•c- o N y t0 r "h. " •4y. m m Q rt m a C fD O Q �= CN � m m N � wia.- Z Z cn N 5 (1 rr m c . 3 K m m r r n „ , `t. 7• C e' w � te D nt0 l,,kr t ;, t F "c� 5 0 6O ZSC ■ r " Tii..." g.,'P' ' .. 4..____L- CO 2�� i OZ3 = A Q Q s+a , C Z ,f � �s ' fi t , x� 4 x t� , 1.1 416""i1 1 : 1 \ #g '^ a 1 u) Z W Z rn Z " z U) 0 i C . ° ;r. D 7C m wolpill • liiiii , l � y::;, *' 7 ` ' . ' ' �M ✓ pa l .......,, i '''' .,*(nc*.090 0 s. .y k,,, :i .. „,..,.,,tt,L, . _ ,,....4 ,,,l."45,14. _ ._?,,...._ ^.� = m a mA A , 3 �. '•* y - m - C p13 2QV = 001)0 C(nor c�Zui j ;� �� c y D 3� N M C � �H .O to c g.� -( �m �(nD ,+= 31:3{0 r �o O�a C Ul fD N M /^ -o � � a�� r, ' = C O? to OD 'PE, � ~ '� MC • Om.O o ?� m n� a r: m Oa 7C 3 co to C O n r. m 70 m v N S� e. rI g rr a N d a 70 O n a Q < r co m N 01 m 9, O o IO 't3 : � O 6 3 0+ a APPENDIX B i�,p7[L C D UMQTG HALO EN3NEC NVN2 [NC. Page 7 of 11 Quick. Mount SPECIFICATION SHEET Quick Mount PV TM is an all -in -one waterproof flashing and mount to anchor photovoltaic racking systems, solar thermal panels, air conditioning units, satellite dishes, or anything you may need to secure to a new or existing roof. It is made in the USA of all aluminum and includes stainless steel hardware. It works with all standard racks, installs seamlessly and saves labor by not needing to cut away any roofing, will out live galvanized 2 to 1, and is a better low- profile mount. (2) .---� Hex Nuts Flat Washer (B) 1" x 5/16" 5/16" Rubber Gasket 60 Durometer EPDM Sealing Washer (A) 3/4" x 5/16" Hanger Bolt 5/16" x 6" 1 -1/2" Machine, 1 -1/2" Spacer, 3" Lag Mount & Flashing Aluminum Mount 2 -1/41 x 1 -1/4 "w x 1 -1 /4 "h Flashing .05" thick. For standard composition roofs: flashing is 12" x 12 ", mount is attached 3" off center. For shake roofs: flashing is 18" x 18 ", mount is attached 6" off center. Patent Pending Note: Mount is cast aluminum Page 8 of 11 APPENDIX C Page 9of11 QUICK MOUNT PV TENSION TEST SETUP AME PROJECT 10$843C Tensile Load, P ! Uniteri airy �q5 ar Cast Aluminum Unirac Test Wood Block Angle Page 10 of 11 OUICK MOUNT PV SHEAR TEST SETUP AME PROJECT 108843C Shear Load, P - 1111 q t I ' ,.. 7 4 'r T 0 ' '''''1+ ‘, '' --- ,AP , - 1. 01St Aluminu ' m Block Unirac Angle Test Wood -4411/PP. Distance in inches from the flashing where the centerline of the point load is located is 2.75" kIP:D OCEB OilairEnOALS 1 ENOOOOEIE 3GKO ON. Page 11 of 11 Y DBS ThermomiserTM Storage Tank Available in 80 and 120 Gallon Models "' ■ 10 -Year Limited Tank and Parts Warranty* • Tank Construction of type 316L Stainless Steel with for rust and impact resistance which prolongs tank life. tolerance for high temperatures. Superior resistance to • Easy to install and maintain corrosion. • High output 304 stainless steel submerged heat • Factory supplied Temperature and Pressure Relief Valve exchanger provides maximum efficiency to transfer the • SRCC 0G300 Certified- applies to Federal Tax Credit when energy from the solar panels into hot water. connected to an AET Solar Collector. • High output electric back up element, constructed of high • Choice of 80 and120 gallons; storage tank with single grade stainless steel incoloy making it more resistant for element water heater. longer life. • Heaters furnished with standard 240 volt AC, single • Environmentally safe CFC free water blown, extra thick phase non - simultaneous wiring and 4500 watt heating foam insulation allows Tess than 1/2 degree F per hour element heat loss, the best in the industry. * See Residential Warranty Information Brochure for • Outer shell constructed of silver finished durable plastic complete warranty information. I ar % s� x 5 Stainless Steel Coil Data � Max Pressure 150 PSI i Maximum Temperature 210 F .`v , / ... ,, 'l, 0 „, All tanks use the same heat 60 TMSS -60 4500W 51.68 23.23 115 exchanger, 1” ID: 80 TMSS -80 4500W 70.00 23.23 146 Pressure drop at 1 GPM = 0.5' Pressure drop at 2 GPM = 0.8' 120 TMSS -120 4500W 74.00 27.23 215 Pressure drop at 3 GPM = 1.5' Pressure drop at 4 GPM = 2.8' Tank Size Coil Capacity Coil Length r' NPT hot Relief valve 80 Gallon 1.2 gallons 20' water outlet Tank tested to — 119 Gallon 1.2 gallons 20' 250Ibs _.. hydrostatic pressure , s, Heat Exchanger inlet and outlet 3/4" MPT FRONT VIEW Tank inlet and outlet 1" MPT i REAR VIEW Thermostat Control Back -up electric element , 3/4" Heat exchanger inlet 6 -32 Threaded irfal /// stud w/ 6 -32 " nylon lock nut All tank dimensions are approximate. AET reserves the right A ' '' to make product changes or updates without notice. AET will „„ „, not be held liable for typographical errors in literature. For 1" NPT questions, please consult the factory. cold water Sola'Heat Exchanger 3/4" Heat inlet 1.125 X .035 Wall 20' exchanger length outlet Alternate Energy Technologies, LLC. * 1057 Ellis Rd N Jacksonville, FL 32254 * 800- 874 -2190 * www.aetsolar.com Florida Building Code Online 1 U.5... a vi .• yy( 5 rt Community ' r ou twat. ABOUT oca nr "w°R"u° i BQS Home Log In User Registration Hot Topics ' Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map , links `. e t Product Approval 0 ` - USER: Public User a Community Affairs Product Approval Menu > Product or Application Search > Application List > Application Detail IIIMIIRMISSIMOUSI FL12981 -R1 � great FL # Revision . Application Type Code Version 2007 Application Status Approved 40m 't r i Comments ' Archived Product Manufacturer Alternate Energy Technologies, LLC Address /Phone /Email 1057 N. Ellis Rd. Jacksonville, FL 32254 (800) 874 -2190 dean @aetsolar.com Authorized Signature Dean Villalva dean @aetsolar.com Technical Representative Address /Phone /Email Quality Assurance Representative Address /Phone /Email Category Roofing Subcategory Products Introduced as a Result of New Technology Compliance Method Certification Mark or Listing Certification Agency IAPMO R &T Validated By James L. Buckner, P.E. at CBUCK Engineering Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year 2002 ASTM E330 TAS 202 1994 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL 12981_R1_Equiv_ASTM E330 Equavalency.pdf Product Approval Method Method 1 Option A Date Submitted 11/09/2009 Date Validated 12/15/2009 Date Pending FBC Approval 11/14/2009 Date Approved 12/18/2009 http:// www. floridabuilding .org /pr /pr_app_dtl. aspx? param= wGEVXQwtDgv4i95T %2bUQF... 8/3/2011 Florida Building Code Online Date Revised 11/30/2010 Summary of Products FL # Model, Number or Name ,Description 12981.1 AE Series Rooftop Solar AE - Series Collectors AE -21, AE -24, AE -2 28, AE -32, AE -40, 'Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL12981 -5038 2010,pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: N/A 12/31/2010 Installation Instructions O Pressure: +51/ 51 FL12981 Series Installation rl.pdf Other: Verified By: Do Kim 49497 Created by Independent Third Party: Yes ' Evaluation Reports FL12981_R1_AE_AET Eval Report.pdf MSC Series Created by Independent Third Party: Yes Rooftop ft MSC -28, MSC -32, MSC-40 Solar MSC - Series Collectors MSC -21, MSC -24, 1 12981.2 -40 ' of Use Certification Agency Certificate 11 Approved for use in HVHZ: Yes FL12981 _ R1_C_CAC_IARMO _ S - 5038_2010.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: N/A 12/31/2010 Installation Instructions Design Pressure: +51/ 51 FL12981_Rl Series Installation rl.pdf Other: Verified By: Do Kim 49497 Created by Independent Third Party: Yes Evaluation Reports FL12981_R1_AE_AET Eval Report.pdf Third Party: Yes Created by Independent rty Cre P Y endentTh 1 Back 1 1 Next Department of Community Affairs Florida Building Code Online Codes and Standards 2555 Shumard Oak Boulevard Tallahassee, Florida 32399-2100 (850) 487-1824, Fax (850) 414 -8436 © 2000 -2010 The State of Florida. 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A mA Vt m _ p m y R ' -'i.1 m + 8 -co m C O A Z 9 / ir 0 nZZ __ yro i N 0 r --M.14.., Z O r li F c z CZs v n O -1 p i o n p g O 0 r p -, I iz O - Z n O n HN 4 ma 1A AAAA � � rn ! 8 N t DE A Z N 2 Ar >N ° a o m m „ 1 fP 0 A y S 0 A - c 9 9 m 0 z -i o > ^ CLIENT: Alternate Energy Technologies, LLC D D D > ® I . k n 1057 N ELLIS RD, SUITE 4 e i - + 9 : - + m ° S e m n� P _ ::5o 0 •:` O °' J a Ao m m i 3 0� ° s JACKSONVILLE, FL 32254 v ��5 -. �I n M Z S A 'o o $ F Y $ MSC SERIES I NSTALLATION DETNLS - 3 n 8 gig g m Y e o O Sia u $ Yw m Y ;� i ..i i .t^ Y m _,c, Z� �p 2 a 0 VI i O m m 11 • _m N Q A m $ z rna m o s ; c m w 21 4� Ni is s -4 P V � i' • ` _ 5- S gg. a Z RR tY o h ' v s F �� Y,-. i P Ism D m+ 1 Y � _ • ^ p o ff+ m b y 3 > mm a �°� D. rn ° r- � oo � Y Ax Z 3 4 = T Q x p 5i A m r O z m 0 - v .—°oo o,.. r N -4 0 0 r n X0z {� l ` � 1 �( NrnmNmg PA AA 0A wp .O mmm xx2m I 000o0i o8Zo> oM§ N {{{ �{ fl ( (I j :11 1 zzzzzz 09 ,� oo mmy ,x �`O O m i i i f 000000 D my A � y ` I t ! 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O og icl dF A RI z ''i ♦ 1 r 5 a p Fi O ' 't. j l S 1 ` h n ? r D A o r y o � D .1'b j 73 ni et Z _ °" -4 m z --I x n X a D 73 m G S 'n r = O xi C O 2 / JF p C 2Dr / Z OA m w p n -0 . O m O 0 :4 oz z y • z 0 0 p y 7 L!5 LiS • m 8 CLIENT: Alternate Energy Technologies, LLC D D D D L ; i! y y x 1057 N ELLIS RD, SUITE 4 �° W + 1 m Q _ '� ° s 'S 1-4 g Y JACKSONVILLE, FL 32254 ° 111 r�3' ❑ m i c $ t $ § x .. - 7 o a1 t _ m T om g MS C SERIES INSTALLATION DETAILS �� Z w 4 o ro o _ _ ❑ ENPHASE MICR INVERTER M215 ► enphase The Enphase Energy Microinverter System improves energy harvest, increases reliability, and dramatically simplifies design, installation and management of solar power systems. The Enphase System includes the microinverter, the Envoy Communications Gateway, and Enlighten, Enphase's monitoring and analysis software. - Maximum energy production - Resilient to dust, debris ar.d shading - Performance monitoring per module it - System availability greater than 99.8% - No single point of system failure - Quick & simple design, installation and management - 24/7 monitoring and analysis - Low voltage DC - Reduced fire risk S)® c us n m n O m O a W m n O ' n DM C v D n co m 2 A ,� r C — m D 0 C co v Z � m � O a WI v m Z a 2 mum 111. i1 C 0 - Z L"....." o m ? Wz Z co 2 mm yD • oz. m co 0,goo O / O ,- r^ co A S m 0 < Z N y • n N K � d O i j N — Ii, 3 r? — n O g O E. c 3 o N c _ \MMENNIN■ 11 111111111••• S" a rt , O .-< AMMIIINNIMM n p r. O N ... i.... — O d 5 m .... : 1111••••• i o z= : Z D IIIIMENIEMM elIMINEMEN IMMENI M m o m" D younn a o a n i 1uuu•\ m • u l MEMO ANININEME ONNEEMMII NEINIMENEN co 1 Do 1 , r 1iiiiu■ Z p n l \u••uu w o z ;........,. , V••u•■ O n , I Im•mo. •••.■ c p I•Ul•■ ANNINIIIIIIIIN ■•••••U■ m 0 ON•111111•0 D z n N N D — N T c 8 m -1 ZzA < CO' D C D z C - D to D0= — Z Z mZn _ Gl n m - > S m n w n 0 ._ �'.. fit.il, SUNIV P t .0 r; SERI .., fq E SOLAR . OPTXXX BO (60 cell module) The Optirnus' modules consist of Suniva's latest technology: ARTisun' Select. These superior monocrystalline cells are designed and manufactured in the U.S.A. using, our proprietary low -cost processing techniques. Engineered with our pioneering on implantation technology, high power- density Optimus modules provide excellent value, performance and reliability. y - $ sixes ..a ��. € 'V A� �+.. � � > 0 NOW AT 1 6+% " _ Z �i. j Engineering Excellence Features Quality & Reliability • Built exclusively with Suniva's • Module conversion efficiency up to 16 +% Suniva Optinius rnoduies are manufactured highest - efficiency ARTlsun Select Industry leading linear warranty (10 year and warranted to our specifications assuring cells, providing one of the highest warranty on workmanship and materials; consistent high performance and quality power outputs per square meter a t worldwide Our specifications include_ 25 year linear performance warranty ` an affordable manufacturing cost delivering 80% power at STC) • Rigorous quality management • Suniva's state -of -the art • Frame consists of marine grade • Performance longevity with advanced manufacturing facility features aluminum with anodized coating polymer backsheet the most advanced equipment and technology • Buy American compliant • Electrical tests and visual inspections Suniva is a U.S. based company • Qualifies for U.S. EXIM financing • Produced in an ISO 9001.2008 • spun out from the Georgia Tech certified facility University Center of Excellence in = System and design services available; ask Photovoltaics (one of only two such about our Balance of System Solutions research centers in the U.S.) (BOSS) > c,K; !''e�c1 tte� li�di strial 131 ✓cl., Amencis4,sunva.com Mi A sunivacomE N orc os., GA 3t 2 Govt sunwa As 13Pi fti(! univaf;om ■14: Europx univacom FAIN _ i niva.com 01- City of Atlantic Beach APPLICATION NUMBER 4 ik ° Building Department (To be assigned by the Building Department.) a 800 Seminole Road ,..� Atlantic Beach, Florida 32233 -5445 Phone (904) 247 -5826 • Fax (904) 247 -5845 E -mail: building- dept @coab.us Date routed: l City web -site: http: / /www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: I L 771- c � T Department review required Y wilding Applicant: / 4 / 4 4 /AL Planning & Zoning Tree Administrator Project: / STS // cc /' 4/5 'L Public Works Public Utilities Public Safety Fire Services Review fee $ Dept Signature . Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: proved. ❑Denied. (Circle one.) Comments: BUILDING PLANNING & ZONING Reviewed by: Date: S ^ c ) Z 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 i > .t l � ;j f , (.... jam' ..,./- /� 1 CITY OF ATLANTIC BEACH ,r,, ! s) 800 SEMINOLE ROAD � = ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247 -5814 1 '4Jn 9 Application Number 11- 00003010 Date 5/02/12 Property Address 372 5TH ST Application type description SINGLE FAMILY RESIDENCE Property Zoning TO BE UPDATED Application valuation . . . 400000 Application desc new home Owner Contractor SCOTT BRIAN AND KAY ELITE HOMES INC. 2078 BEACH AVE 357 12TH ST ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (904) 349 -2803 Structure Information 000 000 Construction Type TYPE 5 -B Occupancy Type RESIDENTIAL Flood Zone ZONE X Permit MECHANICAL GAS PIPE PERMIT Additional desc . Sub Contractor . FLORIDA PROPANE PARTNERS Permit Fee . . . 75.00 Plan Check Fee . . .00 Issue Date . . . Valuation . . . . 0 Expiration Date . 10/29/12 Special Notes and Comments *2007 FLORIDA BUILDING CODE W/2009 REVISIONS NATIONA1 ELECTRIC CODE *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 *Preparer of energy calcs need to sign off on all of the calculation sheets before issuing permit.* Full right -of -way restoration, including sod, is required. Contact Public Works (247 -5834) for Erosion and Sediment Control Inspection prior to start of construction. Other Fees STATE MECH DCA SURCHARGE 4.45 STATE MECH DBPR SURCHARGE 4.45 Fee summary Charged Paid Credited Due PERMIT IS APPROVED OPQLY ACCORDANCE W1TIrM CITY OP ATLANTIC BEACH 'ORD1NAANCES AND - BUILDING CODES. .0.,..4.11p.. J e , f j CITY OF ATLANTIC BEACH J - 2, s) 800 SEMINOLE ROAD 0 "* - X ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247 -5814 A4JF3 :3%" Page 2 Application Number 11- 00003010 Date 5/02/12 Permit Fee Total 75.00 75.00 .00 .00 Plan Check Total .00 .00 .00 .00 Other Fee Total 8.90 8.90 .00 .00 Grand Total 83.90 83.90 .00 .00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. MECHANICAL PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Rd Atlantic Beach, FL 32233 Ph4247 -5826 Fax (904) 247 -5845 JOB ADDRESS: 3 - 7 0, PERMIT # //c7o003/` .1 PROJECT VALUE $ ARI # REQUIRED NEW AIR CONDITIONING & HEATING SYSTEM INSTALLATION Air Conditioning: Unit Quantity Tons Per Unit Heat: Unit Quantity BTU's Per Unit Seer Rating Duct Systems: Total CFM REQUIRED REPLACEMENT AIR CONDITIONING & HEATING SYSTEM INSTALLATION Air Conditioning: Unit Quantity Tons Per Unit Heat: Unit Quantity BTU's Per Unit Seer Rating Duct Systems: Total CFM REQUIRED FIRE PREVENTION Fire Sprinkler System Quantity (Requires 3 sets of plans) Fire Standpipe Quantity (Requires 3 sets of plans) Underground Fire Main Value (Requires 3 sets of plans) Fire Hose Cabinets Quantity (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 PIPI Heat Exchanger Quantity of Outlets Pumps # Vented Wall Furnaces Refrigerator Condenser BTU's # Water Heaters Solar Collection Systems Tanks (gallons) r Wets _ OTHER: -v R J ' 1 -' or A. I LP vvC� 1 ik - , Permit becomes void if work does not commence within a six month period or work is suspended or abandoned for six months. I hereby certify that I have read this application and know the same to be true and correct. All provisions of laws and ordinances governing this work will be complied with whether specified or not. The permit does not give authority to violate the provisions of any other state or local law regulation construction or the performance of construction. Property Owners Name Phone Number Mechanical Com Y F--) li , P' P , U 01 • _ + ` • ffice Phone Fax Co. Address: 4 0 rrn Ue City v StateF` P Zip 30 c License Holder (Print): lb , — n ` it ilk State Certification/ ; gistration # Notarized Signature of License Holder AM" . A ____ Sworn an e : __ _. _- .. - . - - s .. 11, 20 . SHIRLEY L e e� —, , � Signature ac F ttessloN C !I di s L� dr EXPIRES: February U 2o14 ' • Af; ; •• Bonded Thru Notary public Untlerwtlters ell 44 � SX � `1fJ ` ' :4 - f CITY OF ATLANTIC BEACH r 0 800 SEMINOLE ROAD :? :- ATLANTIC BEACH, FL 32233 ,,:,,4wie INSPECTION PHONE LINE 247 -5814 -.Oil 10 Application Number 11- 00003010 Date 4/16/12 Property Address 372 5TH ST Application type description SINGLE FAMILY RESIDENCE Property Zoning TO BE UPDATED Application valuation . . . 400000 Application desc new home Owner Contractor SCOTT BRIAN AND KAY ELITE HOMES INC. 2078 BEACH AVE 357 12TH ST ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (904) 349 -2803 Structure Information 000 000 Construction Type TYPE 5 -B Occupancy Type RESIDENTIAL Flood Zone ZONE X Permit MECHANICAL HVAC PERMIT Additional desc . Sub Contractor . HWK MECHANICAL INC Permit Fee . . . 163.00 Plan Check Fee . . .00 Issue Date . . . Valuation . . . . 0 Expiration Date . 10/13/12 Special Notes and Comments *2007 FLORIDA BUILDING CODE W/2009 REVISIONS NATIONAL ELECTRIC CODE *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 *Preparer of energy calcs need to sign off on all of the calculation sheets before issuing permit.* Full right -of -way restoration, including sod, is required. Contact Public Works (247 -5834) for Erosion and Sediment Control Inspection prior to start of construction. Other Fees STATE MECH DCA SURCHARGE 2.45 STATE MECH DBPR SURCHARGE 2.45 Fee summary Charged Paid Credited Due PERMIT I'S ATFRO1'ED ?NLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. 4 . , ��.'z CITY OF ATLANTIC BEACH A j 800 SEMINOLE ROAD J ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247 -5814 .! JJi Page 2 Application Number . . . . . 11- 00003010 Date 4/16/12 Permit Fee Total 163.00 163.00 .00 .00 Plan Check Total .00 .00 .00 .00 Other Fee Total 4.90 4.90 .00 .00 Grand Total 167.90 167.90 .00 .00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. V101/ This combination qualifies for a Federal Energy nu Ma al CERTIFIED TM Efficiency Tax Credit when placed in service www.ahridirectory.org between Feb 17, 2009 and Dec 31, 2011. Certificate of Product Ratings AHRI Certified Reference Number: 1416284 Date: 4/16/2012 Product: Split System: Heat Pump with Remote Outdoor Unit - Air - Source Outdoor Unit Model Number: YZH02411 Indoor Unit Model Number: AV*36 +TXV Manufacturer: YORK, UNITARY PRODUCTS GROUP Trade /Brand name: AFFINITY 8T Manufacturer responsible for the rating of this system combination is YORK, UNITARY PRODUCTS GROUP Rated as follows in accordance with AHRI Standard 210/240 -2008 for Unitary Air - Conditioning and Air - Source Heat Pump Equipment and subject to verification of rating accuracy by AHRI- sponsored, independent, third party testing: Cooling Capacity (Btuh): 23400 EER Rating (Cooling): 13.70 SEER Rating (Cooling): 16.65 Heating Capacity(Btuh) @ 47 F: 24000 Region IV HSPF Rating (Heating): 9.60 Heating Capacity(Btuh) @ 17 F: 16900 Ratings followed by an asterisk ( *) indicate a voluntary rerate of previously published data, unless accompanied with a WAS, which indicates an involuntary rerate. DISCLAIMER AHRI does not endorse the product(s) listed on this Certificate and makes no representations, warranties or guarantees as to, and assumes no responsibility for, the product(s) listed on this Certificate. AHRI expressly disclaims all liability for damages of any kind arising out of the use or performance of the product(s), or the unauthorized alteration of data listed on this Certificate. Certified ratings are valid only for models and configurations listed in the directory at www.ahridirectory.org. TERMS AND CONDITIONS This Certificate and its contents are proprietary products of AHRI. This Certificate shall only be used for individual, personal and confidential reference purposes. The contents of this Certificate may not, in whole or in part, be reproduced; copied; disseminated; entered into a computer database; or otherwise utilized, in any form or manner or by any means, except for the user's individual, personal and confidential reference. CERTIFICATE VERIFICATION The information for the model cited on this certificate can be verified at www.ahridirectory.org, Air-Conditioning, Heating, click on "Verify Certificate" link and enter the AHRI Certified Reference Number and the date on .■ -' which the certificate was issued, which is listed above, and the Certificate No., which is listed below. and Refrigeration Institute ©2012 Air - Conditioning, Heating, and Refrigeration Institute CERTIFICATE NO.: 129790703704834580 MECHANICAL PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Rd Atlantic Beach, FL 32233 /1 ---e 14 Ph (904) 247 -5826 Fax (904) 247 -5845 JOB ADDRESS: 7 1 S 1-14 I PERMIT # / / C it-oLe-zA PROJECT VALUE $ NEW AIR CONDITIONING & HEATING SYSTEM INSTALLATION Air Conditioning: Unit Quantity Tons Per Unit a9- Heat: Unit Quantity 3 BTU's Per Unit S KO Seer Rating / 7 Duct Systems: Total CFM 2$ -4(aD REQUIRED REPLACEMENT AIR CONDITIONING & HEATING SYSTEM INSTALLATION ARI # Air Conditioning: Unit Quantity Tons Per Unit REQUIRED 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 this application and know the same to be true and correct. All provisions of laws and ordinances governing this work will be complied with whether specified or not. The permit does not give auth to violate the provisions of any other state or local law regulation constriction or the performance of construction. Property Owners Name v �_ Phone Number an �W t S 4. �'4 - 10 ii — c104--r79 Mechanical Company y 1� Pl ��-- 4►T6 Q Office Phone '35O I Fax teq cg Co. Address: e}SW Z 4£_ City Cf4- C.- - -41- State FL Zip 3v1 License Holder (Print): lAYE- & 1 • (A)- S 6 / �1 t: • i cation/Registration # G'V1r, f o"1 y-9 70 O / / Notarized Signature of License Holder / ` su. .cribed before = 4 s _ / 0 . . Argo i 20 J Y: ^�: SHIRLEY L. GRAHAM Al MY COMMISSION ~: r` q of Notary Public _ ` . e ...I, • : �a� r � �a XPIRES: Feb t � -+ •!,; ' A pf h,, Bonded Thru N o t �y Public Underwriters CITY OF ATLANTIC BEACH `�' 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247 -5814 Application Number 11- 00003010 Date 12/30/11 Property Address 372 5TH ST Application type description SINGLE FAMILY RESIDENCE Property Zoning TO BE UPDATED Application valuation . . . 400000 Application desc new home Owner Contractor SCOTT BRIAN AND KAY ELITE HOMES INC. 2078 BEACH AVE 357 12TH ST ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (904) 349 -2803 Structure Information 000 000 Construction Type TYPE 5 -B Occupancy Type RESIDENTIAL Flood Zone ZONE X Permit SINGLE FAMILY DWELLING NEW Additional desc . Permit Fee 1380.00 Plan Check Fee . . 690.00 Issue Date . . . . Valuation . . . . 400000 Expiration Date . . 6/27/12 Special Notes and Comments *2007 FLORIDA BUILDING CODE W/2009 REVISIONS NATIONA1 ELECTRIC CODE *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 *Preparer of energy calcs need to sign off on all of the calculation sheets before issuing permit.* Full right -of -way restoration, including sod, is required. Contact Public Works (247 -5834) for Erosion and Sediment Control Inspection prior to start of construction. Other Fees STATE DCA SURCHARGE 20.70 DEV REVIEW- SINGLE & 2 -FAM 50.00 ENG REV RESIDENTIAL BLD 100.00 STATE DBPR SURCHARGE 20.70 ri SEE � W T E � R SDC-SYSTEM DEV 4050.00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY`c L � I A R WC E IT �� UZEIN3 CEIPA'1�D THE FLORVA' 00 BUILDING CODES. CITY OF ATLANTIC BEACH ':, ! 800 SEMINOLE ROAD r ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247 -5814 ,0. Page 2 Application Number 11- 00003010 Date 12/30/11 Other Fees WATER CONNECT /TAP & METER 800.00 WATER CROSS CONNECTION 50.00 WATER SDC- SYSTEM DEV CHG 1140.00 Fee summary Charged Paid Credited Due Permit Fee Total 1380.00 1380.00 .00 .00 Plan Check Total 690.00 690.00 .00 .00 Other Fee Total 6281.40 6281.40 .00 .00 Grand Total 8351.40 8351.40 .00 .00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITII ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. BUILDING PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Road, Atlantic Beach, FL 32233 Office (904) 247 -5826 Fax (904) 247 -5845 Job Address: 5 / 2.' P S J Permit Number: //a 30/ 0 Legal Description L1* 31 Oltx C - Poi h tibcitV101 ,, �' n � ti, el # Floor Area of Sq.Ft. Sq.Ft Valuation of Work $ ■ 01X0 Proposed Work heated /cooled 335et non-heated/cooled 3 Class of Work (circle one): 410 Addition Alteration Repair Move Demolition pool /spa window /door Use of existing/proposed structure(s) (circle one): Commercial Resi • i If an existing structure, is a fire sprinkler system nstalled? (Circle one): es No tab, Florida Product Approval # For multiple products use product approval form Describe in detail the type of work to be performed: -(. 4 / t Property Owner Information: r ( - 9O7$, 6 e4-et .4� Name:'LutnJ J� Address: City 11 u c State aZip 3�Z3 3Phone Fey - 3) C Z —'o6 E -Mail or Fax # (Optional r' Contractor Information:. l z.- A ent: Z42✓J �.n�.. - 3aA/ Company N � �i� 5 �✓t'L ' . Qualifying Agent: .37"'-/ .i> ett City t,1 f(4 ) , I e4- State f- _ Zip Y23 3 Office Phone . 3 W 9•- 211 '3 Job Site/ C ntact Number' 34 i - 2 0•3 Fax #' ' 2_011 —?7 S- State Certification/Registration'# C C, 'n 61 l 9 Q 1 ,..... T .-- - ..... Architect Name & Phone,#"• 1 Engineers Name & Phbne # //v1,1,-4/ CIA-7-21-0 1 ' . ` Fee Simple Title Bolder Name and Addre s :,,,,.. 4 a .vr/ Bonding Company Name and Address , " ,4/4 Mortgage Lender Name and Address " .. • Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the" standards of all laws regulating construction in this jurisdiction. This permit becomes null and void if work is not commenced within six (6) months, or if construction or work is suspended or abandoned for aperiod of six f6) months at any time after work is commenced I understand that separate permits rust be'secured for ElectricalWork, Plumbing, Signs, W ells, Pools, Furnaces, Bo 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. N 1 hereby certify that 1 have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisi ons of any other federal, st. e ■ local law regulating construction or the performance of construction. :ia. y // Signature of Owner . w Signature of Contractor Print Name ce.,i'-'(' Print Name all. Sworn", .n. ubscrtbd_befo - me Swo %n,t subsc •�; .efore me / this I • Day of , / 1 3 20 i this ` t Da of f .�_ 20 / Illierif i . /.....f.1.- - _. - . r Notary 'U. 1C , * n«= MY COMMISSION # DD 957760 Notary Public :* t, s EXPIRES: MaY 2 1 . 2015 • � = -• -- Ci l EXPIRES February 14, 2014 14�Rf :�, Notary pubNc Undenvrflers , 'y of k ;,° Bonded Thru Notary Public Underwriters • 0 _, ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD 1 ESTIMATED ENERGY PERFORMANCE INDEX* = 83 The lower the EnergyPerformance Index, the more efficient the home. Fifth Street, Atlantic Beach, FL, 32233 -0000 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single- family a. Frame - Wood, Exterior R =19.0 3405.80 ft b. Frame - Wood, Adjacent R =19.0 305.00 ft 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R =13.0 113.33 ft 4. Number of Bedrooms 4 d. other R= 35.00 ft 5. Is this a worst case? No 10. Ceiling Types Insulation Area 6. Conditioned floor area (ft 3359 a. Under Attic (Vented) R =30.0 1650.00 ft 7. Windows ** Description Area b. Knee Wall (Vented) R =19.0 600.00 ft c. N/A R= ft2 a. U- Factor: Dbl, U =0.75 516.47 ft SHGC: SHGC =0.40 11. Ducts b. U- Factor: N/A ft2 a. Sup: Attic Ret: Attic AH: Interior Sup. R= 6, 671.8 ft SHGC: 12. Cooling systems c. U-Factor N/A ft a. Central Unit Cap: 60.0 kBtu /hr SHGC: SEER: 13 d. U- Factor: N/A ft2 13. Heating systems SHGC: ft a. Electric Heat Pump Cap: 60.0 kBtu /hr e. U- Factor: N/A ft SHGC: HSPF: 7.7 14. Hot water systems 8. Floor Types Insulation Area a. Propane a. Slab -On -Grade Edge Insulation R =0.0 1049.00 ft p Cap: 1 gallons b. Floor over Garage R =19.0 433.50 ft2 EF: 0.59 b. Conservation features c. other R= 167.50 ft2 None 15. Credits None certify that this home has complied with the Florida Energy Efficiency Code for Building "` " " "` Construction through the above energy savilg features which will be installed (or exceeded) .0* cr. 01E 7:4_,.., Construction in this home before final i pection. Oise , a new EPL Display Card will be completed • ~ ' , ,' ' '' ` � - ► •, based on installed Cod c Gant f- .. res. . �" ' ; ,,, a ■ a `Jti" Builder Signature: Date: ; d IZ � r ; CD 1,_fin '''. : Address of New Home: ✓ 71 City/FL Zip: Z 23 ,.c , .......... *Note: The home's estimated Energy Performance Index is only available through the EnergyGauge USA - FlaRes2008 computer program. This is not a Building Energy Rating. If your Index is below 100, your home may qualify for incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at (321) 638 -1492 or see the Energy Gauge web site at energygauge.com for information and a list of certified Raters. For information about Florida's Energy Efficiency Code for Building Construction, contact the Department of Community Affairs at (850) 487 -1824. * *Label required by Section 13- 104.4.5 of the Florida Building Code, Building, or Section B2.1.1 of Appendix G of the Florida Building Code, Residential, if not DEFAULT. EnergyGauge® USA - FlaRes2008 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 83 The lower the EnergyPerformance Index, the more efficient the home. • ■ Fifth Street, Atlantic Beach, FL, 32233 -0000 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single- family a. Frame - Wood, Exterior R =19.0 3405.80 ft 3. Number of units, if multiple family 1 b. Frame - Wood, Adjacent R =19.0 305.00 ft c. Frame - Wood, Adjacent R =13.0 113.33 ft 4. Number of Bedrooms 4 d. other R= 35.00 ft 5. Is this a worst case? No 10. Ceiling Types Insulation Area 6. Conditioned floor area (ft 3359 a. Under Attic (Vented) R =30.0 1650.00 ft 7. Windows** Description Area b. Knee Wall (Vented) R =19.0 600.00 ft a. U- Factor: Dbl, U =0.75 516.47 ft2 a N/A R= ft SHGC: SHGC =0.40 11. Ducts b. U- Factor: N/A ft2 a. Sup: Attic Ret: Attic AH: Interior Sup. R= 6, 671.8 ft SHGC: 12. Cooling systems c. U- Factor: N/A ft a. Central Unit Cap: 60.0 kBtu /hr SHGC: d. U- Factor: N/A ft SEER: 13 SHGC: 13. Heating systems e. U- Factor: N/A a. Electric Heat Pump Cap: 60.0 kBtu/hr ft SHGC: HSPF: 7.7 s 14. Hot water systems 8. Floor Types Insulation Area a. Propane a. Slab -On -Grade Edge Insulation R =0.0 1049.00 ft2 Cap: 1 gallons b. Floor over Garage R =19.0 433.50 ft2 EF: 0.59 b. Conservation features c. other R= 167.50 ft2 None 15. Credits None certify that this home has complied with the Florida Energy Efficiency Code for Building •""""` Construction through the above energy saving features which will be installed (or exceeded) . .. >oI -01ESTA?'•. in this home before final inspection. Otherwise, a new EPL Display Card will be completed : c ;' , , . ,,.';,;�, •. based on installed Code compliant fe res. ' `'' ",f�o; .. c- • Q. 11 Builder Signature: Date: (L- Z7''/ / 1 -i�` v ___‘4 ,: o Address of New Home: 371- 5 City/FL Zip: 3 33 '•. ..Y' CO �.� ,. *Note: The home's estimated Energy Performance Index is only available through the EnergyGauge USA - FlaRes2008 computer program. This is not a Building Energy Rating. If your Index is below 100, your home may qualify for incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at (321) 638 -1492 or see the Energy Gauge web site at energygauge.com for information and a list of certified Raters. For information about Florida's Energy Efficiency Code for Building Construction, contact the Department of Community Affairs at (850) 487 -1824. **Label required by Section 13- 104.4.5 of the Florida Building Code, Building, or Section B2.1.1 of Appendix G of the Florida Building Code, Residential, if not DEFAULT. EnergyGauge® USA - FlaRes2008 Residential System Sizing Calculation Summary The Scott Family Project Title: Fifth Street Scott Residence Atlantic Beach, FL 32233 -0000 11/7/2011 Location for weather data: Jacksonville, FL - Defaults: Latitude(30.5) Altitude(30 ft.) Temp Range(M) Humidity data: Interior RH (50 %) Outdoor wet bulb (77F) Humidity difference(53gr.) Winter design temperature(MJ8 99 %) 32 F Summer design temperature(MJ8 99 %) 93 F Winter setpoint 70 F Summer setpoint 75 F Winter temperature difference 38 F Summer temperature difference 18 F Total heating Toad calculation 58026 Btuh Total cooling Toad calculation 56829 Btuh Submitted heating capacity % of calc Btuh Submitted cooling capacity % of calc Btuh Total (Electric Heat Pump) 103.4 60000 Sensible (SHR = 0.75) 98.3 45000 Heat Pump + Auxiliary(0.0kW) 103.4 60000 Latent 135.7 15000 Total (Electric Heat Pump) 105.6 60000 WINTER CALCULATIONS Winter Heating Load (for 3359 sqft) _ Load component Load Ducts(1 %) Window total 516 sqft 14719 Btuh Windows(25 %) Wall total 3189 sqft 9420 Btuh Door total 154 sqft 2694 Btuh Ceiling total 2250 sqft 3114 Btuh Iniii.(21 %) Floor total See detail report 8208 Btuh 1 0 ( Infiltration 286 cfm 11923 Btuh c °iiings(5 %) Duct loss 7948 Btuh Subtotal 58026 Btuh Doors(5 %) wons(1 s %) Ventilation 0 cfm 0 Btuh TOTAL HEAT LOSS 58026 Btuh Fbcrs(14 %) SUMMER CALCULATIONS Summer Cooling Load (for 3359 sgft) Load component Load Window total 516 sqft 18779 Btuh Wall total 3189 sqft 4993 Btuh Door total 154 sqft 2056 Btuh Ceiling total 2250 sqft 4344 Btuh u+n. %) Floor total 392 Btuh Infiltration 224 cfm 4430 Btuh Rids(20%' wndows(33 %) Internal gain 1150 Btuh Duct gain 9630 Btuh Sens. Ventilation 0 cfm 0 Btuh Blower Load 0 Btuh Total sensible gain 45773 Btuh Latent gain(ducts) 1993 Btuh In14.(22 %) Latent gain(infiltration) 8063 Btuh Cei6ngs(e %) Latent gain(ventilation) 0 Btuh Do (4 %) Floors` * %) Latent gain(internal /occupants /other) 1000 Btuh Total latent gain 11056 Btuh TOTAL HEAT GAIN 56829 Btuh hams/ 1,7 EnergyGauge®S 8th Edition PREPARED B : I Alig ' , Ch. DATE: i t — 7 -Lt - MANUAL.). EnergyGauge® / USRRZB v2.8 Residential Window Diversity MidSummer The Scott Family Project Title: Fifth Street Scott Residence Atlantic Beach, FL 32233 -0000 11/7/2011 Weather data for: Jacksonville - Defaults Summer design temperature 93 F Average window load for July 7785 Btuh Cooling setpoint 75 F Peak window load for July 10175 Btu Summer temperature difference 18 F Excusion limit(130% of Ave.) 10121 Btu Latitude 30.5 North Window excursion (July) 55 Btuh WINDOW Average and Peak Loads 11000.00 - Limit for excursion 10000.00 1 " 9000.00 - 8000.00- 12 Hour Average - ti t 1 3 -\ g 7000.00 - i -'\ _ _ _ X5 0 6000.00 - mi l' - - `'S 0 J , 5 5000.00 • 1 4000.00 - 3000.00 - 2000.00 - 1000.00 - 0.00 - . , 8 a.m. 10 12 2 p.m. 4 p.rn. 6 p.m. 8 p.m. a.m. Total July Window Load(Radiation and conduction) Warning: This application has glass areas that produce relatively large heat gains for part of the day. Variable air volume devices may be required to overcome spikes in solar gain for one or more rooms. A zoned system may be required or some rooms may require zone control. Itemilty EnergyGauge® Sy errf��ng da es'dences only PREPARED BY: �� } CCP DATE: 04I Li -- 1 '20') HANURL.1 EnergyGauge® / USRRZB v2.8 Residential Window Diversity October The Scott Family Project Title: Fifth Street Scott Residence Atlantic Beach, FL 32233 -0000 11/7/2011 Weather data for: Jacksonville Defaults Summer design temperature 93 F Average window load for October 7333 Btuh Cooling setpoint 75 F Peak window load for October 10962 Btu Summer temperature difference 18 F Excusion limit(130% of Ave.) 9533 Btuh Latitude 30.5 North Window excursion (October) 1429 Btuh WINDOW Average and Peak Loads 11000.00 - 10000.00 Limit for excursion `! 9000.00 - ` 't, _ = , 5 8000.00 - _ 12 Hour Average - 7000.00 - - - as 6000.00 - _ _ o y • 5000.00 - - F 13 C t 4000.00 - 3000.00 - 2000.00 - 1000.00 - 0.00 , 8 a.m. 10 12 2 p.m. 4 p.m. 6 p.m. 8 p.m. a.m. Total October Window Load(Radiation and conduction) Warning: This application has glass areas that produce relatively large heat gains for part of the day. Variable air volume devices may be required to overcome spikes in solar gain for one or more rooms. A zoned system may be required or some rooms may require zone control. hand by EnergyGauge® Sy i 4 , in FI' . 5af - - '.ences onl PREPARED BY: � . .�. DATE: I t Z — iC t L MANUAL 1 EnergyGauge® / USRRZB v2.8 System Sizing Calculations - Winter Residential Load - Room by Room Component Details The Scott Family Project Title: Fifth Street Scott Residence Atlantic Beach, FL 32233 -0000 Building Type: User 11/7/2011 Reference City: Jacksonville, FL (Defaults) Winter Temperature Difference: 38.0 F (MJ8 99 %) Component Loads for Room/Zone #1: 1st Floor Window Panes/Type Frame U Orientation Area(sqft) X HTM= Load 1 2, NFRC 0.40 Metal 0.75 N 16.0 28.5 456 Btuh 2 2, NFRC 0.40 Metal 0.75 E 35.0 28.5 998 Btuh 3 2, NFRC 0.40 Metal 0.75 S 49.5 28.5 1411 Btuh 4 2, NFRC 0.40 Metal 0.75 S 22.5 28.5 641 Btuh 5 2, NFRC 0.40 Metal 0.75 S 20.0 28.5 570 Btuh 6 2, NFRC 0.40 Metal 0.75 W 27.0 28.5 770 Btuh Window Total 170.0(sqft) 4845 Btuh Walls Type Ornt. Ueff. R -Value Area X HTM= Load (Cav /Sh) 1 Frame - Wood - Adj (0.077) 19.010.0 305 2.94 896 Btuh 2 Frame - Wood - Adj (0.089) 13.0/0.0 96 3.37 322 Btuh 3 Frame - Wood - Ext (0.077) 19.0/0.0 46 2.94 135 Btuh 4 Frame - Wood - Ext (0.077) 19.0/0.0 433 2.94 1272 Btuh 5 Frame - Wood - Ext (0.077) 19.0/0.0 202 2.94 594 Btuh 6 Frame - Wood - Ext (0.077) 19.0/0.0 217 2.94 638 Btuh Wall Total 1299(sqft) 3857 Btuh Doors Type Storm Ueff. Area X HTM= Load 1 Insulated - Garage, n (0.460) 18 17.5 311 Btuh 2 Insulated - Exterior, n (0.460) 24 17.5 420 Btuh 3 Insulated - Exterior, n (0.460) 12 17.5 210 Btuh 4 Insulated - Exterior, n (0.460) 12 17.5 210 Btuh 5 Insulated - Exterior, n (0.460) 24 17.5 420 Btuh Door Total 90(sqft) 1569Btuh Floors Type Ueff. R -Value Size X HTM= Load 1 Slab On Grade (1.180) 0.0 157.5 ft(perim.) 44.8 7062 Btuh Floor Total 1049 sqft 7062 Btuh Zone Envelope Subtotal: 17334 Btuh Infiltration Type ACH Zone Volume Wall Ratio CFM= Natural 0.51 10490 0.41 116.4 4859 Btuh Duct load Average sealed, Supply(R6.0- Attic), Return(R6.0 -Attic) (DLM of 0.159) 3522 Btuh Zone #1 Sensible Zone Subtotal 25715 Btuh EnergyGauge® / USRRZB v2.8 Page 1 Manual J Winter Calculations Residential Load - Component Details (continued) The Scott Family Project Title: Fifth Street Scott Residence Atlantic Beach, FL 32233 -0000 Building Type: User 11/7/2011 Component Loads for Room /Zone #2: 2nd Floor Window Panes/Type Frame U Orientation Area(sqft) X HTM= Load 7 2, NFRC 0.40 Metal 0.75 N 37.3 28.5 1064 Btuh 8 2, NFRC 0.40 Metal 0.75 N 20.0 28.5 570 Btuh 9 2, NFRC 0.40 Metal 0.75 N 22.0 28.5 627 Btuh 10 2, NFRC 0.40 Metal 0.75 E 22.0 28.5 627 Btuh 11 2, NFRC 0.40 Metal 0.75 E 33.2 28.5 948 Btuh 12 2, NFRC 0.40 Metal 0.75 S 33.0 28.5 940 Btuh 13 2, NFRC 0.40 Metal 0.75 S 29.3 28.5 836 Btuh 14 2, NFRC 0.40 Metal 0.75 S 20.0 28.5 570 Btuh 15 2, NFRC 0.40 Metal 0.75 W 10.0 28.5 285 Btuh 16 2, NFRC 0.40 Metal 0.75 W 10.0 28.5 285 Btuh 17 2, NFRC 0.40 Metal 0.75 W 29.0 28.5 826 Btuh 18 2, NFRC 0.40 Metal 0.75 W 10.0 28.5 285 Btuh Window Total 275.9(sqft) 7864 Btuh Walls Type Ornt. Ueff. R -Value Area X HTM= Load (Cav /Sh) 7 Frame - Wood - Ext (0.077) 19.0/0.0 226 2.94 663 Btuh 8 Frame - Wood - Ext (0.077) 19.0/0.0 565 2.94 1658 Btuh 9 Frame - Wood - Ext (0.077) 19.0/0.0 101 2.94 298 Btuh 10 Frame - Wood - Ext (0.077) 19.0/0.0 123 2.94 362 Btuh 11 Frame - Wood - Ext (0.077) 19.0/0.0 72 2.94 211 Btuh 12 Frame - Wood - Ext (0.077) 19.0/0.0 467 2.94 1371 Btuh Wall Total 1554(sqft) 4564 Btuh Doors Type Storm Ueff. Area X HTM= Load 6 Insulated - Exterior, n (0.460) 11 17.5 192 Btuh 7 Insulated - Exterior, n (0.460) 11 17.5 192 Btuh 8 Insulated - Exterior, n (0.460) 11 17.5 192 Btuh 9 Insulated - Exterior, n (0.460) 11 17.5 192 Btuh 10 Insulated - Exterior, n (0.460) 11 17.5 192 Btuh 11 Insulated - Exterior, n (0.460) 9 17.5 163 Btuh Door Total 64(sqft) 1125Btuh Ceilings Type /Color /Surface Ueff. R -Value Area X HTM= Load 1 Vented Attic /D /Shing (0.032) 30.0/0.0 750 1.2 908 Btuh Ceiling Total 750(sqft) 908Btuh Floors Type Ueff. R -Value Size X HTM= Load 2 Raised Wood - Adj (0.050) 19.0 433.5 sqft 1.9 826 Btuh 3 Raised - Open (0.050) 19.0 167.5 sqft 1.9 319 Btuh Floor Total 601 sqft 1145 Btuh Zone Envelope Subtotal: 15605 Btuh Infiltration Type ACH Zone Volume Wall Ratio CFM= Natural 0.51 16500 0.49 139.2 5812 Btuh EnergyGauge® / USRRZB v2.8 Page 2 Manual J Winter Calculations Residential Load - Component Details (continued) The Scott Family Project Title: Fifth Street Scott Residence Atlantic Beach, FL 32233 -0000 Building Type: User 11/7/2011 Duct Toad Average sealed, Supply(R6.0- Attic), Retum(R6.0 -Attic) (DLM of 0.159) 3399 Btuh Zone #2 Sensible Zone Subtotal 24815 Btuh Component Loads for Room /Zone #3: 3rd Floor Window Panes/Type Frame U Orientation Area(sqft) X HTM= Load 19 2, NFRC 0.40 Metal 0.75 N 35.6 28.5 1013 Btuh 20 2, NFRC 0.40 Metal 0.75 E 25.0 28.5 712 Btuh 21 2, NFRC 0.40 Metal 0.75 W 10.0 28.5 285 Btuh Window Total 70.6(sqft) 2011 Btuh Walls Type Ornt. Ueff. R -Value Area X HTM= Load (Cav /Sh) 13 Frame - Wood - Ext (0.077) 19.0/0.0 78 2.94 230 Btuh 14 Frame - Wood - Ext (0.089) 13.0/0.0 35 3.37 118 Btuh 15 Frame - Wood - Ext (0.077) 19.0/0.0 103 2.94 303 Btuh 16 Frame - Wood - Ext (0.077) 19.0/0.0 118 2.94 347 Btuh Wall Total 335(sqft) 999 Btuh Ceilings Type /Color /Surface Ueff. R -Value Area X HTM= Load 2 Vented Attic /D /Shing (0.032) 30.0/0.0 900 1.2 1089 Btuh 3 Knee Wall /D /Shing (0.049) 19.0/0.0 600 1.9 1118 Btuh Ceiling Total 1500(sgft) 2207Btuh Zone Envelope Subtotal: 5217 Btuh Infiltration Type ACH Zone Volume Wall Ratio CFM= Natural 0.51 5775 0.11 30.0 1253 Btuh Duct load Average sealed, Supply(R6.0- Attic), Retum(R6.0 -Attic) (DLM of 0.159) 1027 Btuh Zone #3 Sensible Zone Subtotal 7496 Btuh EnergyGauge® / USRRZB v2.8 Page 3 Manual J Winter Calculations Residential Load - Component Details (continued) The Scott Family Project Title: Fifth Street Scott Residence Atlantic Beach, FL 32233 -0000 Building Type: User 11/7/2011 l INHOLE HOUSE TOTALS Subtotal Sensible Heat Loss 58026 Btuh Totals for Heating Ventilation Sensible Heat Loss 0 Btuh Total Heat Loss 58026 Btuh EQUIPMENT 1. Electric Heat Pump # 60000 Btuh Key: Window types - NFRC (Requires U- Factor and Shading coefficient(SHGC) of glass as numerical values) or - Glass as 'Clear' or 'Tint' (Uses U- Factor and SHGC defaults) U - (Window U- Factor) ACCN, HTM - (Manual) Heat Transfer Multiplier) h11RItt1RL Version 8 EnergyGauge® / USRRZB v2.8 Page 4 System Sizing ;a cu Summer Residential Load - ono n by Rome Component Details The Scott Family Project Title: Fifth Street Scott Residence Atlantic Beach, FL 32233 -0000 11/7/2011 Reference City: Jacksonville, FL Temperature Difference: 18.0F(MJ8 99 %) Humidity difference: 53gr. Component Loads for Room/Zone #1: 1st Floor Type* Overhang Window Area(sgft) HTM Load Window Panes SHGC U InSh IS Omt Len Hgt Gross Shaded Unshaded Shaded Unshaded 1 2 NFRC 0.40, 0.75 No No N 4.0ft 2.0ft 16.0 0.0 16.0 22 22 350 Btuh 2 2 NFRC 0.40, 0.75 No No E 2.0ft 11.7f 35.0 0.0 35.0 22 52 1819 Btuh 3 2 NFRC 0.40, 0.75 No No S 9.0ft 2.0ft 49.5 49.5 0.0 22 25 1082 Btuh 4 2 NFRC 0.40, 0.75 No No S 9.0ft 2.0ft 22.5 22.5 0.0 22 25 492 Btuh 5 2 NFRC 0.40, 0.75 No No S 9.0ft 2.3ft 20.0 20.0 0.0 22 25 437 Btuh 6 2 NFRC 0.40, 0.75 No No W 2.0ft 13.0f 27.0 0.0 27.0 22 52 1403 Btuh Window Total 170 (sqft) 5583 Btuh Walls Type U -Value R -Value Area(sqft) HTM Load Cav /Sheath 1 Frame - Wood -Adj 0.08 19.0/0.0 305.0 1.4 424 Btuh 2 Frame - Wood - Adj 0.09 13.0/0.0 95.6 1.6 153 Btuh 3 Frame - Wood - Ext 0.08 19.0/0.0 45.8 1.6 72 Btuh 4 Frame - Wood - Ext 0.08 19.0/0.0 433.3 1.6 683 Btuh 5 Frame - Wood - Ext 0.08 19.0/0.0 202.3 1.6 319 Btuh 6 Frame - Wood - Ext 0.08 19.0/0.0 217.3 1.6 343 Btuh Wall Total _ 1299 (sqft) 1994 Btuh Doors Type Area (sqft) HTM Load 1 Insulated - Garage 17.8 13.3 237 Btuh 2 Insulated - Exterior 24.0 13.3 320 Btuh 3 Insulated - Exterior 12.0 13.3 160 Btuh 4 Insulated - Exterior 12.0 13.3 160 Btuh 5 Insulated - Exterior 24.0 13.3 320 Btuh Door Total 90 (sqft) 1198 Btuh Floors Type R -Value Size HTM Load 1 Slab On Grade 0.0 1049 (ft perimeter) 0.0 0 Btuh Floor Total 1049.0 (sqft) 0 Btuh Zone Envelope Subtotal: 8775 Btuh Infiltration Type ACH Volume(cuft) Wall Ratio CFM= Load SensibleNatural 0.40 10490 0.41 91.3 1805 Btuh Internal Occupants Btuh /occupant Appliance Load gain 0 X 230 + 0 0 Btuh Sensible Envelope Load: 10580 Btuh Duct load Average sealed, Supply(R6.0- Attic), Retum(R6.0- Attic) (DGM of 0.266) 2819 Btuh Sensible Zone Load 13399 Btuh EnergyGauge® / USRRZB v2.8 Page 1 ,R. Manual J Summer Calculations Residential Load - Component Details (continued) The Scott Family Project Title: Climate:FLJACKSONVILLE INTL ARPT Fifth Street Scott Residence - Atlantic Beach, FL 32233 -0000 11/7/2011 1 Component Loads for Room /Zone #2: 2nd Floor Type* Overhang Window Area(sqft) HTM Load _Window Panes SHGC U InSh IS Ornt Len Hgt Gross Shaded Unshaded Shaded Unshaded 7 2 NFRC 0.40, 0.75 No No N 2.0ft 2.3ft 37.3 0.0 37.3 22 22 816 Btuh 8 2 NFRC 0.40, 0.75 No No N 2.0ft 2.3ft 20.0 0.0 20.0 22 22 437 Btuh 9 2 NFRC 0.40, 0.75 No No N 2.0ft 2.3ft 22.0 0.0 22.0 22 22 481 Btuh 10 2 NFRC 0.40, 0.75 No No E 2.0ft 2.3ft 22.0 0.0 22.0 22 52 1143 Btuh 11 2 NFRC 0.40, 0.75 No No E 2.0ft 2.3ft 33.2 0.0 33.2 22 52 1728 Btuh 12 2 NFRC 0.40, 0.75 No No S 2.0ft 2.3ft 33.0 33.0 0.0 22 25 721 Btuh 13 2 NFRC 0.40, 0.75 No No S 9.0ft 2.3ft 29.3 29.3 0.0 22 25 641 Btuh 14 2 NFRC 0.40, 0.75 No No S 9.0ft 2.3ft 20.0 20.0 0.0 22 25 437 Btuh 15 2 NFRC 0.40, 0.75 No No W 18.8f 2.3ft 10.0 10.0 0.0 22 52 219 Btuh 16 2 NFRC 0.40, 0.75 No No W 2.0ft 2.3ft 10.0 0.0 10.0 22 52 520 Btuh 17 2 NFRC 0.40, 0.75 No No W 2.0ft 2.3ft 29.0 0.0 29.0 22 52 1507 Btuh 18 2 NFRC 0.40, 0.75 No No W 2.0ft 2.3ft 10.0 0.0 10.0 22 52 520 Btuh Window Total 276 (sqft) 9171 Btuh Walls Type U -Value R -Value Area(sqft) HTM Load Cav /Sheath 7 Frame - Wood - Ext 0.08 19.0/0.0 225.9 1.6 356 Btuh 8 Frame - Wood - Ext 0.08 19.0/0.0 564.8 1.6 890 Btuh 9 Frame - Wood - Ext 0.08 19.0/0.0 101.3 1.6 160 Btuh 10 Frame - Wood - Ext 0.08 19.0/0.0 123.3 1.6 194 Btuh 11 Frame - Wood - Ext 0.08 19.0/0.0 72.0 1.6 113 Btuh 12 Frame - Wood - Ext 0.08 19.0/0.0 466.9 1.6 736 Btuh Wall Total 1554 (sqft) 2450 Btuh Doors Type Area (sqft) HTM Load 6 Insulated - Exterior 11.0 13.3 147 Btuh 7 Insulated - Exterior 11.0 13.3 147 Btuh 8 Insulated - Exterior 11.0 13.3 147 Btuh 9 Insulated - Exterior 11.0 13.3 147 Btuh 10 Insulated - Exterior 11.0 13.3 147 Btuh 11 Insulated - Exterior 9.3 13.3 125 Btuh Door Total 64 (sqft) 858 Btuh Ceilings Type /Color /Surface U -Value R -Value Area(sqft) HTM Load 1 Vented Attic/DarkShingle 0.032 30.0/0.0 749.9 1.69 1266 Btuh _ Ceiling Total 750 (sqft) 1266 Btuh Floors Type R -Value Size HTM Load 2 Raised Wood - Adj 19.0 434 (sqft) 0.7 283 Btuh 3 Raised - Open 19.0 168 (sqft) 0.7 109 Btuh Floor Total _ 601.0 (sqft) 392 Btuh Zone Envelope Subtotal: 14137 Btuh EnergyGauge® / USRRZB v2.8 Page 2 Manual J Summer Calculations Residential Load - Component Details (continued) The Scott Family Project Title: Climate:FL_JACKSONVILLE INTL ARPT Fifth Street Scott Residence - Atlantic Beach, FL 32233 -0000 11/7/2011 Infiltration Type ACH Volume(cuft) Wall Ratio CFM= Load SensibleNatural 0.40 16500 0.49 109.2 2159 Btuh Internal Occupants Btuh /occupant Appliance Load gain 3 X 230 + 0 690 Btuh Sensible Envelope Load: 16986 Btuh Duct Toad Average sealed, Supply(R6.0 Attic), Return(R6.0 - Attic) (DGM of 0.266) 4526 Btuh Sensible Zone Load 21512 Btuh Component Loads for Room /Zone #3: 3rd Floor Type* Overhang Window Area(sqft) HTM Load Window Panes SHGC U InSh IS Omt Len Hgt Gross Shaded Unshaded Shaded Unshaded 19 2 NFRC 0.40, 0.75 No No N 2.0ft 3.0ft 35.6 0.0 35.6 22 22 777 Btuh 20 2 NFRC 0.40, 0.75 No No E 2.0ft 3.0ft 25.0 0.0 25.0 22 52 1299 Btuh 21 2 NFRC 0.40, 0.75 No No W 2.0ft 3.0ft 10.0 0.0 10.0 22 52 520 Btuh Window Total 71 (sqft) 2596 Btuh Walls Type U -Value R -Value Area(sqft) HTM Load Cav /Sheath 13 Frame - Wood - Ext 0.08 19.0/0.0 78.4 1.6 124 Btuh 14 Frame - Wood - Ext 0.09 13.0/0.0 35.0 2.2 76 Btuh 15 Frame - Wood - Ext 0.08 19.0/0.0 103.3 1.6 163 Btuh 16 Frame - Wood - Ext 0.08 19.0/0.0 118.3 1.6 186 Btuh Wall Total 335 (sqft) 549 Btuh _ Ceilings _ Type /Color /Surface U -Value R -Value Area(sqft) HTM Load 2 Vented Attic/DarkShingle 0.032 30.0/0.0 900.1 1.69 1519 Btuh 3 Knee Wall /DarkShingle 0.049 19.0/0.0 600.0 2.60 1559 Btuh Ceiling Total 1500 (sqft) 3078 Btuh Zone Envelope Subtotal: 6223 Btuh Infiltration Type ACH Volume(cuft) Wall Ratio CFM= Load SensibleNatural 0.40 5775 0.11 23.5 465 Btuh Internal Occupants Btuh /occupant Appliance Load gain 2 X 230 + 0 460 Btuh_ Sensible Envelope Load: 7149 Btuh Duct load Average sealed, Supply(R6.0 Attic), Retum(R6.0 - Attic) (DGM of 0.266) 1905 Btuh Sensible Zone Load 9053 Btuh 1 EnergyGauge® / USRRZB v2.8 Page 3 Manual J Summer Calculations Residential Load - Component Details (continued) The Scott Family Project Title: Climate:FL_JACKSONVILLE INTL ARPT Fifth Street Scott Residence — Atlantic Beach, FL 32233 -0000 11/7/2011 The following window Excursion will be assigned to the system loads. Windows October excursion for System 1 1429 Btuh Excursion Subtotal: 1429 Btuh Duct load 381 Btuh Sensible Excursion Load 1809 Btuh EnergyGauge® / USRRZB v2.8 Page 4 Manual J Summer Calculations Residential Load - Component Details (continued) The Scott Family Project Title: Climate:FL_JACKSONVILLE INTL ARPT Fifth Street Scott Residence — Atlantic Beach, FL 32233 -0000 11/7/2011 WHOLE HOUSE TOTALS Sensible Envelope Load All Zones 36143 Btuh Sensible Duct Load 9630 Btuh Total Sensible Zone Loads 45773 Btuh Sensible ventilation 0 Btuh Blower 0 Btuh Whole House Total sensible gain 45773 Btuh Totals for Cooling Latent infiltration gain (for 53 gr. humidity difference) 8063 Btuh Latent ventilation gain 0 Btuh Latent duct gain 1993 Btuh Latent occupant gain (5 people @ 200 Btuh per person) 1000 Btuh Latent other gain 0 Btuh Latent total gain 11056 Btuh TOTAL GAIN 56829 Btuh EQUIPMENT 1. Central Unit # 60000 Btuh *Key: Window types (Panes - Number and type of panes of glass) (SHGC - Shading coefficient of glass as SHGC numerical value) (U - Window U- Factor) (InSh - Interior shading device: none(No), Blinds(B), Draperies(D) or Roller Shades(R)) hfrawnd - For Blinds: Assume medium color, half closed Draperies: Assume medium weave, half closed For Roller shades: Assume translucent, half closed ACCN (IS - Insect screen: none(N), Full(F) or Half(Y2)) lopoto (Omt - compass orientation) MAC_ Version 8 EnergyGauge® / USRRZB v2.8 Page 5 FORM 1100A -08 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Performance Method A Project Name: Scott Residence Builder Name: Elite Homes Inc. Street: Fifth Street Permit Office: Atlantic Beach City, State, Zip: Atlantic Beach , FL , 32233 -0000 Permit Number: Owner: The Scott Family Jurisdiction: 261100 Design Location: FL, Jacksonville 1. New construction or existing New (From Plans) 9. Wall Types (3859.1 sqft.) Insulation Area 2. Single family or multiple family Single- family a. Frame - Wood, Exterior R= 19.0 3405.80 ft b. Frame - Wood, Adjacent R =19.0 305.00 ft 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R =13.0 113.33 ft 4. Number of Bedrooms 4 d. other R= 35.00 ft 5. Is this a worst case? No 10. Ceiling Types (2250.0 sqft.) Insulation Area 6. Conditioned floor area (ft 3359 a. Under Attic (Vented) R =30.0 1650.00 ft 7. Windows(516.5 sqft.) Description Area b. Knee Wall (Vented) R =19.0 600.00 ft c. WA R= ft2 a. U- Factor: Dbl, U =0.75 516.47 ft SHGC: SHGC =0.40 11. Ducts b. U- Factor: N/A ft2 a. Sup: Attic Ret: Attic AH: Interior Sup. R= 6, 671.8 ft SHGC: 12. Cooling systems c. U- Factor: N/A ft a. Central Unit Cap: 60.0 kBtu/hr SHGC: SEER: 13 d. U- Factor: N/A ft2 13. Heating systems SHGC: a. Electric Heat Pump Cap: 60.0 kBtu/hr e. U- Factor: N/A ft P SHGC: HSPF: 7.7 14. Hot water systems 8. Floor Types (1650.0 sqft.) Insulation Area a. Propane Cap: 1 gallons a. Slab -On -Grade Edge Insulation R =0.0 1049.00 ft b. Floor over Garage R =19.0 433.50 ft2 EF: 0.59 b. Conservation features c. other R= 167.50 ft2 None 15. Credits None Glass /Floor Area: 0.154 Total As -Built Modified Loads: 62.50 PASS Total Baseline Loads: 75.10 1 hereby certify that the plans and specifications covered by Review of the plans and .. " 0 Ile E ST4 this calculation are in compliance with the Florida Energy specifications covered by this ti ; � � Code• calculation indicates compliance 4 s ,. with the Florida Energy Code. ti to( „ l �`� „ �p t. PREPARED BY ._ l _. . „ Before construction is completed 5 :-�.." , ... DATE: - t� - ZO■� this building will be inspected for ', - l � i4 i '�^ : a compliance with Section 553.908 ?; I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. p ,.•' OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: 11/7/2011 10:34 AM EnergyGauge® USA - FlaRes2008 Page 1 of 6 PROJECT Title: Scott Residence Bedrooms: 4 Adress Type: Street Address Building Type: FLAsBuilt Conditioned Area: 3359 Lot # Owner: The Scott Family Total Stories: 3 Block/SubDivision: # of Units: 1 Worst Case: No PlatBook: Builder Name: Elite Homes Inc. Rotate Angle: 0 Street: Fifth Street Permit Office: Atlantic Beach Cross Ventilation: County: Duval Jurisdiction: 261100 Whole House Fan: City, State, Zip: Atlantic Beach , Family Type: Single- family FL , 32233 -0000 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 75 70 1281 49 Medium FLOORS ✓ # Floor Type Perimeter Perimeter R -Value Area Joist R -Value _ Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio 157.5 ft 0 1049 ft 1 0 0 2 Floor over Garage 433.5 ft 19 0 0.4 0.6 3 Raised Floor 167.5 ft 19 0 0 1 ROOF / Roof Gable Roof Solar Deck V # Type Materials Area Area Color Absor. Tested Insul. Pitch 1 Hip Composition shingles 2022 ft 0 ft Dark 0.96 No 0 35.3 deg ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1650 ft N N CEILING V # Ceiling Type R -Value Area Framing Frac Truss Type 1 Under Attic (Vented) 30 749.9 ft 0.11 Wood 2 Under Attic (Vented) 30 900.1 ft 0.11 Wood 3 Knee Wall (Vented) 19 600 ft 0.11 Wood WALLS ✓ # Omt Adjacent To Wall Type Cavity Sheathing Framing Solar 1 YP R -Value Area R -Value Fraction Absor. 1 N Garage Frame - Wood 19 305 ft 0.23 0.01 2 N Garage Frame - Wood 13 113.3333 0.23 0.01 3 N Exterior Frame - Wood 19 85.83333 0.23 0.5 4 E Exterior Frame - Wood 19 468.3333 0.23 0.5 11/7/2011 10:34 AM EnergyGauge® USA - FlaRes2008 Page 2 of 6 WALLS Cavity ,/ # Omt Adjacent To Wall Type R -Value Area R -Value Sheathing Framing Solar Fraction Absor. 5 S Exterior Frame - Wood 19 318.3333 0.23 0.5 6 W Exterior Frame - Wood 19 268.3333 0.23 0.5 7 N Exterior Frame - Wood 19 327.2222 0.23 0.5 8 E Exterior Frame - Wood 19 620 ft 0.23 0.5 9 S Exterior Frame - Wood 19 134.3333 0.23 0.5 10 S Exterior Frame - Wood 19 194.6111 0.23 0.5 11 W Exterior Frame - Wood 19 93 ft 0.23 0.5 12 W Exterior Frame - Wood 19 525.2777 0.23 0.5 13 N Exterior Frame - Wood 19 114 ft 0.23 0.5 14 N Exterior Frame - Wood 13 35 ft 0.23 0.5 15 E Exterior Frame - Wood 19 128.25 ft 0.23 0.5 16 W Exterior Frame - Wood 19 128.25 ft 0.23 0.5 DOORS ✓ # Omt Door Type Storms U -Value Area 1 N Insulated None 0.460000 17.77777 2 N Insulated None 0.460000 24 ft 3 S Insulated None 0.460000 12 ft 4 S Insulated None 0.460000 12 ft 5 W Insulated None 0.460000 24 ft 6 N Insulated None 0.460000 11 ft 7 N Insulated None 0.460000 11 ft 8 S Insulated None 0.460000 11 ft 9 S Insulated None 0.460000 11 ft 10 W Insulated None 0.460000 11 ft 11 W Insulated None 0.460000 9.333333 WINDOWS Orientation shown is the entered, asBuilt orientation. / Overhang V # Omt Frame Panes NFRC U- Factor SHGC Storms Area Depth Separation Int Shade Screening 1 N Metal Low -E Double Yes 0.75 0.4 N 16 ft 4 ft 0 in 2 ft 0 in HERS 2006 None 2 E Metal Low -E Double Yes 0.75 0.4 N 35 ft 2 ft 0 in 11 ft 8 in HERS 2006 None 3 S Metal Low -E Double Yes 0.75 0.4 N 49.5 ft 9 ft 0 in 2 ft 0 in HERS 2006 None 4 S Metal Low -E Double Yes 0.75 0.4 N 22.5 ft 9 ft 0 in 2 ft 0 in HERS 2006 None 5 S Metal Low -E Double Yes 0.75 0.4 N 20 ft 9 ft 0 in 2 ft 3 in HERS 2006 None 6 W Metal Low -E Double Yes 0.75 0.4 N 27 ft 2 ft 0 in 13 ft 0 in HERS 2006 None 7 N Metal Low -E Double Yes 0.75 0.4 N 37.33333 2 ft 0 in 2 ft 3 in HERS 2006 None 8 N Metal Low -E Double Yes 0.75 0.4 N 20 ft 2 ft 0 in 2 ft 3 in HERS 2006 None 9 N Metal Low -E Double Yes 0.75 0.4 N 22 ft 2 ft 0 in 2 ft 3 in HERS 2006 None 10 E Metal Low -E Double Yes 0.75 0.4 N 22 ft 2 ft 0 in 2 ft 3 in HERS 2006 None 11/7/2011 10:34 AM EnergyGauge® USA - FlaRes2008 Page 3 of 6 WINDOWS Orientation shown is the entered, asBuilt orientation. V Overhang # Omt Frame Panes NFRC U- Factor SHGC Storms Area Depth Separation Int Shade Screening 11 E Metal Low -E Double Yes 0.75 0.4 N 33.24999 2 ft 0 in 2 ft 3 in HERS 2006 None 12 S Metal Low -E Double Yes 0.75 0.4 N 33 ft 2 ft 0 in 2 ft 3 in HERS 2006 None 13 S Metal Low -E Double Yes 0.75 0.4 N 29.33333 9 ft 0 in 2 ft 3 in HERS 2006 None 14 S Metal Low -E Double Yes 0.75 0.4 N 20 ft 9 ft 0 in 2 ft 3 in HERS 2006 None 15 W Metal Low-E Double Yes 0.75 0.4 N 10 ft 18 ft 10 in 2 ft 3 in HERS 2006 None 16 W Metal Low -E Double Yes 0.75 0.4 N 10 ft 2 ft 0 in 2 ft 3 in HERS 2006 None 17 W Metal Low -E Double Yes 0.75 0.4 N 29 ft 2 ft 0 in 2 ft 3 in HERS 2006 None 18 W Metal Low-E Double Yes 0.75 0.4 N 10 ft 2 ft 0 in 2 ft 3 in HERS 2006 None 19 N Metal Low -E Double Yes 0.75 0.4 N 35.55555 2 ft 0 in 3 ft 0 in HERS 2006 None 20 E Metal Low -E Double Yes 0.75 0.4 N 25 ft 2 ft 0 in 3 ft 0 in HERS 2006 None 21 W Metal Low -E Double Yes 0.75 0.4 N 10 ft 2 ft 0 in 3 ft 0 in HERS 2006 None INFILTRATION & VENTING V - Forced Ventilation -- Run Time Fan Method SLA CFM 50 ACH 50 ELA EqLA Supply CFM Exhaust CFM Fraction Watts Default 0.00036 3172 5.67 174.1 327.5 0 cfm 0 cfm 0 0 GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 551.76 ft 118.26 ft 50.8 ft 10 ft 1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Ducts 1 Central Unit Split SEER: 13 60 kBtu /hr 1800 cfm 0.75 sys #1 HEATING SYSTEM # System Type Subtype Efficiency Capacity Ducts .- .._.__ -_.. 1 Electric Heat Pump None HSPF: 7.7 60 kBtu /hr sys #1 HOT WATER SYSTEM ✓ # System Type EF Cap Use SetPnt Conservation 1 Propane 0.59 1 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM V FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ft2 11/7/2011 10:34 AM EnergyGauge® USA - FlaRes2008 Page 4 of 6 DUCTS V / -- Supply — — Retum - -- Air Percent # Location R -Value Area Location Area Leakag Type Handler CFM 25 Leakage QN RLF 1 Attic 6 671.8 ft Attic 167.95 Default Leakage Interior (Default) (Default) % TEMPERATURES Programable Thermostat: None Ceiling Fans: Cooling 0 Jan 'X Feb 0 Mar X Apr X May X Jun Jul X Aug IX Sep Oct X Nov Dec Heating Jan X Feb Mar X Apr X May l X Jun Jul X AugX Sep [X Oct X Nov Dec Venting Jan X Feb Mar X Apr X May X Jun Jul X Au g X Se p [[�Xll Oct X Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 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 68 68 68 68 68 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 68 68 Heating (WEH) AM 68 68 68 68 68 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 68 68 11/7/2011 10:34 AM EnergyGauge® USA - FlaRes2008 Page 5 of 6 FORM 1100A -08 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: Fifth Street PERMIT #: Atlantic Beach, FL, 32233 -0000 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE I CHECK Exterior Windows & Doors N1106.AB.1.1 Maximum: .3 cfm /sq.ft. window area; .5 cfm /sq.ft. door area. i I _ - - Exterior & Adjacent Walls N1106.AB.1.2 Caulk, gasket, weatherstrip or seal between: windows /doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility penetrations; between wall panels & top /bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the ' top plate. Floors N1106.AB.1.2 Penetrations/openings > 1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings N1106.AB.1.2 Between walls & ceilings; penetrations of ceiling plane to top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures N1106.AB.1.2 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC with < 2.0 cfm from conditioned space, tested. Multi -story Houses N1106.AB.1.2 C Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts N1106.AB.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS f SECTION REQUIREMENTS CHECK Water Heaters N1112.AB.3 Comply with efficiency requirements in Table N1112.ABC.3 Switch or clearly marked circuit breaker (electric) or cutoff (gas) must be provided. External or built -in heat trap required. Swimming Pools & Spas N1112.AB.2.3 Spas &heated pools must have covers (except solar heated). Non- commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78 %. Heat pump pool heaters shall have a minimum COP of 4.0. Shower heads N1112.AB.2.4 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems NI 110.AB All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated and installed in accordance with the criteria of Section N1110.AB. Ducts in unconditioned attics: R -6 min. insulation. HVAC Controls N1107.AB.2 Separate readily accessible manual or automatic thermostat for I each system. Insulation N1104.AB.1 Ceilings -Min. R -19. Common walls -frame R -11 or CBS R -3 both 1 N1102.B.1.1 sides. Common ceiling & floors R -11. 11/7/2011 10:34 AM EnergyGauge® USA - FlaRes2008 Page 6 of 6 s .L\, BuildiCity of Atlantic Department Beach APPLICATION NUMBER „ (To be assigned by the Building Department.) 800 Seminole Road j f ---- // .. Atlantic Beach, Florida 32233 -5445 D / D Phone (904) 247 -5826 • Fax (904) 247 -5845 , o E -mail: building- dept @coab.us Date routed: / — / / 7" —/ / City web -site: http: / /www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 3 7 2- J 57.-. Department review required Yes No / Building 7 Applicant: .,Eli j t 47/1& Planning & Zoning ✓ ,(� �.. Tree Administrator V' Project: /� -- e, '7 i••e e71M / Public Works „/ Public Utilities y Public Safety Fire Services Review fee $ 0 Dept Signature /t/a G Review or Receipt -��7 "r - `/-- - Other Agency Review or Permit Required 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: Approved. ['Denied. (Circle one.) Comments: BUILDING PLANNING & ZONING Reviewed 6/! Date: W24/it TREE ADMIN. Second Review: A roved as revised. ❑ pp EDenied. 4f WOR : Comments: l i PUBLIC SAFE Reviewed by: Date: FIRE SERVICES Third Review: ['Approved as revised. ['Denied. Comments: Reviewed by: Date: Revised 05/14/09 fir TIC BEACH • PUBLIC 120$ S ATLANTIC BRACK FL 32233 ('9 or ) 2474074 NEW WATER/SLIVER TAP REQUEST Date: 12- 2/- // Address: 37 a No. of Units: / Commareird Resideraial h - New Water Tags) & Weds) New Irription Meter Upgrade E (size) New Connection to City Sewer Name: ApoHi +catt€ City: Phone Aim F �_ Email ! N Fax; Si __.. _. art STAFF AppJi - /1- 30/ (s Water System Development Clwr $ ! 14D, D Sewer System Weser Meter Only S Water ABA Tap $ 80t)• Q� Sewer Tap Cross C $ Other TOTAL ( APPROVED: arnittp - , y _ � All rAP REQUEST MUST NE APP*OPSD BY minus DEPARTMENT (ANNE ASS,l ED rs y >>7 City of Atlantic Beach APPLICATION NUMBER v* Building Department (To be assigned by the Building Department.) , 800 Seminole Road '" I , Atlantic Beach, Florida 32233 -5445 // — d / Phone (904) 247 -5826 • Fax (904) 247 -5845 o;ti9r E -mail: buildin -de t coab.us / "'/r // 9 P @ Date routed: City web -site: http: / /www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 372- 6 5 . Department review required Yes No Building !/ Applicant: 7/ / t 447E-5 Planning & Zoning ✓ ,/� Tree Administrator keg) 9 , IJ /••G Public Works V Public Utilities y Public Safety Fire Services Review fee $ Dept Signature t/o c Review or Receipt Other Agency Review or Permit Required 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: Approved. ❑Denied. (Circle one.) Comments: BUILDING PLANNING & ZONING Reviewed by: Date: /c? c 7 — /( TREE ADMIN. Second Review: Approved as revised. CD vied. 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 1 ... APPLICATION NUMBER j } v t 4 ..; Building Department (To be assigned by the Building Department.) -,_ ' 800 Seminole Road '-,:;...- 1-) -, Atlantic Beach, Florida 32233-5445 // - , / e Phone (904) 247-5826 • Fax (904) 247-5845 'r• E-mail: building-dept@coab.us Date routed: / — " e "// City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 37 2_ 67- ST. Department review required Yes No Building 7 , Applicant: .,L::7, E / lt ri-- 44/ Planning & Zoning 1/' Tree Administrator 5 / Project: /Veg.) 4/ -e, e Public Works V Public Utilities y Public Safety Fire Services Review fee $ 4 41 . GO Dept Signature Review or Receipt .- --- 57 --- r - W --- P 1-40 - 1 ---5- Other Agency Review or Permit Required of Permit Verified By Date Florida Dept. of Environmental Protection 2...--gterr - 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. ODenied. (Circle one.) Comments: gA /2/104)11 PLANNING & ZONING Reviewed by: ike.,4k Date: TREE ADMIN. Second Review: [ as revised. ['Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ]Approved as revised. ODenied. Comments: Reviewed by: Date: Revised 05/14/09 1!..Ali City of Atlantic Beach APPLICATION NUMBER Building Department (To be assigned by the Building Department. ; 800 Seminole Road f 7.)' Atlantic Beach, Florida 32233 -5445 // — tD / Q Phone (904) 247 -5826 • Fax (904) 247 -5845 r r, E -mail: building- dept @coab.us Date routed: / - / 1 7 . --// City web -site: http: / /www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 372- 674- ST. Department review required Yes No /Building 7 Applicant: !/ / . 4/f? Planning & Zoning r/ V� IN -• G r 5 Tree Administrator Project: f ','Yl / GLI Public Works V (/ Public Utilities y Public Safety Fire Services Review fee $ / Dept Signature' ( _____.__-- /./0 c_ Other Agency Review or Permit Required Review or Receipt Date r 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: 41 Approved. ['Denied. (Circle one.) Comments: BUILDING PLANNING & ZONING y /- Reviewed by: Date: TREE ADMIN. Second Review: QApproved as revised. ❑Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: Approved as revised. ['Denied. Comments: Reviewed by: Date: i Revised 05/14/09 Fr 1 v 4 I wall ,,,..... I E ;,..1.4 cii) II 1 I 1 __ — TOIL. =I f o fr M w a 1 Mini N A N a N un z ota o 6 W v 5 r..14 11111w u :t4 5 i , (.. City of Atlantic Beach I N Qv 1 rr ' and Zoning flaunt This approval veriffes compliance 1 , O , �. N ¢ lit i zoning, subdivision end other local applicable , " � ` „ development regulations, but dose not constitute 1 < i,^.., approval for the issuance of 1 H permits. Compliance ► , � DATE OF with Florida Building Code and ail other ,applic ,. local. State and Federal permitting requirements ! :'''''. must be verified by signature of the City of Atlantic I "' c ISSUE 12 -12 -11 Beach Buliding Official • . to the . of a Building Permit, / c' App By 4/ / ;s DRAWN BY: e E . Date: ® , u- a •nt ' rector f . " °', 1, HGP 1 n „, SHEET NO. . ^' 1:14 � z 4,,,,* -;,” If — 1 i I Vi ° ' „ c © o 1 Q ,-: C) O 00 �1 d v, P w N �- v, ... w N 1-- cj ., .� (D rD d 41 b �d y t n t x! C z p y c4 4 v' y o o 2 �. r4 t■Is ° o o �3 ; � o $. E. G . o o 2 5• g m = .. .co o Q 1i i i.fl 2 a. • b W Z cro a N t d °emu, u n °<� -1=. I o .... U. I ; .1 7 g z eo R 1 I— 1. i'' 1 c z o : tk, 5 . CD r ,,. C D o x C14 A eo o '� M tt y ot i co o 's A td r O r.. .5 0. CD w • CD 1 -s ° S ►C 0 o N CD .04 eD o r g. X e , . •.. <.� g 4. N N -.1 ? A o' ∎ n vs LA . „ i 4 Mme~ 0 •� It z 0 CI a , , •�, c 0 eD • s 22 3 . 4tdz) y.�, a o, • ( D " Cra P -+ ' • •• f'. ca. 1 • • f tT O a • �y �- `� � • • 6 S 0 CD CICZ • C • 1 • • 1• CD • cr 0-s rip • by I • 0 (D 1. t F 1 ! 0 . 0 ! • o d s d l o 1 ill 1 1 1111 I l '' F L cA U1 w t j ' O c 00 --.1 a1 to -P W N !-' O y . . t . . . N o ~ ■ y y J _ c p n l'D • , �- O g O 1 1 A Q I c 6. P N UQ 7y CS O et 1 1 4 m b a a n - i 1 ...., i ..°. 1. ,., i a a .4 4 , , • ‘4, . N r n i 2. y Q ' s j FFr4 f 1 C 1 y , .9 Ilk y r A It r ''CS f� r t � q C1 N ;!"1; N � n ¢' O E o 0 o b y C 0 o -s -fib I li i � �,-, O ' � +, C n �' i e l i 5 ' n "'t C14 0 O 6 �' CD O O ' d F _ _ .‘ . . A� n_ N p . . .. O F =,;. = , F5 ft 1 b 4 1 1 O CIO o c 0 PD a. P t \II V) CD AD 0 Cr rip AD et I S u a. o _ a. 0. 4t 1 1 1 c FORM 1100A -08 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Performance Method A Project Name: Scott Residence Builder Name: Elite Homes Inc. Street Fifth Street Permit Office: Atlantic Beach City, State, Zip: Atlantic Beach , FL , 32233-0000 Permit Number: Owner: The Scott Family Jurisdiction: 261100 Design Location: FL, Jacksonville 1. New construction or existing New (From Plans) 9. Wall Types (3859.1 sqft.) Insulation Area Single family or multiple family Single-family a. Frame - Wood, Exterior R= 19.0 3405.80 ft 2. Sin 9 y y b. Frame - Wood, Adjacent R =19.0 305.00 ft 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R =13.0 113.33 ft 4. Number of Bedrooms 4 d. other R= 35.00 ft 5. Is this a worst case? No 10. Ceiling Types (2250.0 sqft.) Insulation Area 6. Conditioned floor area (ft 3359 a. Under Attic (Vented) R =30.0 1650.00 ft b. Knee Wall (Vented) R= 19.0 600.00 ft 7. Windows(516.5 sqft.) Description Area c. N/A R= ft a. U- Factor: Dbl, U3.75 516.47 ft SHGC: SHGC 3.40 11. Ducts b. U- Factor: N/A ft2 a. Sup: Attic Ret: Attic AH: interior Sup. R= 6, 671.8 ft SHGC: 12. Cooling systems c. U- Factor: N/A ft a. Central Unit Cap: 60.0 kBtu/hr SHGC: SEER: 13 d. U- Factor: N/A ft2 13. Heating systems SHGC: a. Electric Heat Pump Cap: 60.0 kBtu/hr e. U- Factor: N/A ft2 HSPF:7.7 SHGC: 14. Hot water systems 8. Floor Types (1650.0 sqft.) Insulation Area a. Propane Cap: 1 gallons a. Slab -On -Grade Edge Insulation R:11.0 1049.00 ft EF: 0.59 b. Floor over Garage R =19.0 433.50 ft2 b. Conservation features c. other R= 167.50 ft2 None 15. Credits None Total As -Built Modified Loads: 62.50 PASS Glass /Floor Area: 0.154 Total Baseline Loads: 75.10 ereby certify that the plans and spec tions covered by Review of the plans and j t �4 - (W sr,, this calculation are in compliance with the Florida Energy specifications covered by this . �� >=: - O �„ � . calculation indicates compliance ��, e • ,.., \•., '. Code. ,. ''" k with the Florida Energy Code. f }' PREPARED BY:4 Before construction is completed r ""� R _ " DATE: this budding will be inspected for ', F` `, compliance with Section 553.908 _• a , t Florida Statutes. '. ti v.„‘... • r thrthe certify rida Codeng, as designed, is in comptian � `�`-. Cp 1 4� : OWNER/AGENT: 1 BUILDING OFFICIAL: / ' 4 ATE: \ v DATE: i). 0 `s, / 1 1.,,, FILE COPY 11/7/2011 10:34 AM EnergyGauge® USA - FlaRes2008 Page 1 of 6 PROJECT Title: Scott Residence Bedrooms: 4 Adress Type: Street Address Building Type: FLAsBuilt Conditioned Area: 3359 Lot # Owner: The Scott Family Total Stories: 3 Block/SubDivision: # of Units: 1 Worst Case: No PlatBook: Builder Name: Elite Homes Inc. Rotate Angle: 0 Street: Fifth Street Permit Office: Atlantic Beach Cross Ventilation: County: Duval Jurisdiction: 261100 Whole House Fan: City, State, Zip: Atlantic Beach , Family Type: Single- family FL , 32233-0000 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 75 70 1281 49 Medium FLOORS V # Floor Type Perimeter Perimeter R -Value Area Joist R -Value Tile Wood Carpet 1 Slab-On -Grade Edge Insulatio 157.5 It 0 1049 ft 1 0 0 2 Floor over Garage 433.5 ft 19 0 0.4 0.6 3 Raised Floor 167.5 ft 19 0 0 1 ROOF Roof Gable Roof Solar Deck # Type Materials Area Area Color Absor. Tested Insul. Pitch 1 liip Composition shingles 2022 ft 0 ft Dark 0.96 No 0 35.3 deg ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1650 ft N N CEILING # Ceiling Type R -Value Area Framing Frac Truss Type 1 Under Attic (Vented) 30 749.9 ft 0.11 Wood 2 Under Attic (Vented) 30 900.1 ft 0.11 Wood 3 Knee Wall (Vented) 19 600 ft 0.11 Wood WALLS / Cavity Sheathing Framing Solar V # Omt Adjacent To Walt Type R Value Area R Value Fraction Absor. 1 N Garage Frame - Wood 19 305 ft 0.23 0.01 2 N Garage Frame - Wood 13 113.3333 0.23 0.01 3 N Exterior Frame - Wood 19 85.83333 0.23 0.5 4 E Exterior Frame - Wood 19 468.3333 0.23 0.5 11/7/2011 10:34 AM EnergyGauge6} USA - FlaRes2008 Page 2 of 6 WALLS Cavity Sheathing Framing Solar # Omt Adjacent To Wall Type R -Value Area R Value Fraction Absor. 5 S Exterior Frame - Wood 19 318.3333 0.23 0.5 6 W Exterior Frame - Wood 19 268.3333 0.23 0.5 7 N Exterior Frame - Wood 19 327.2222 0.23 0.5 8 E Exterior Frame - Wood 19 620 ft 0.23 0.5 9 S Exterior Frame - Wood 19 134.3333 0.23 0.5 10 S Exterior Frame - Wood 19 194.6111 0.23 0.5 11 W Exterior Frame - Wood 19 93 ft 0.23 0.5 12 W Exterior Frame - Wood 19 525.2777 0.23 0.5 13 N Exterior Frame - Wood 19 114 ft 0.23 0.5 14 N Exterior Frame - Wood 13 35 ft 0.23 0.5 15 E Exterior Frame - Wood 19 128.25 ft 0.23 0.5 16 W Exterior Frame - Wood 19 128.25 ft 0.23 0.5 DOORS ✓ # Omt Door Type Storms U - Value Area 1 N Insulated None 0.460000 17.77777 2 N Insulated None 0.460000 24 ft 3 S Insulated None 0.460000 12 ft 4 S Insulated None 0.460000 12 ft 5 W Insulated None 0.460000 24 ft 6 N Insulated None 0.460000 11 ft 7 N Insulated None 0.460000 11 ft 8 S Insulated None 0.460000 11 ft 9 S Insulated None 0.460000 11 ft 10 W Insulated None 0.460000 11 ft 11 W Insulated None 0.460000 9.333333 WINDOWS Orientation shown is the entered, asBuilt orientation. V Overhang # Omt Frame Panes NFRC U- Factor SHGC Storms Area Depth Separation Int Shade Screening 1 N Metal Low-E Double Yes 0.75 0.4 N 16 f? 4 ft 0 in 2 ft 0 in HERS 2006 None 2 E Metal Low-E Double Yes 0.75 0.4 N 35 ft 2 ft 0 in 11 ft 8 in HERS 2006 None 3 S Metal Low-E Double Yes 0.75 0.4 N 49.5 ft 9 ft 0 in 2 It 0 in HERS 2006 None 4 S Metal Low-E Double Yes 0.75 0.4 N 22.5 ft 9 ft 0 in 2 it 0 in HERS 2006 None 5 S Metal Low-E Double Yes 0.75 0.4 N 20 ft 9 ft 0 in 2 ft 3 in HERS 2006 None 6 W Metal Low -E Double Yes 0.75 0.4 N 27 ft 2 ft 0 in 13 ft 0 in HERS 2006 None 7 N Metal Low -E Double Yes 0.75 0.4 N 37.33333 2 ft 0 in 2 ft 3 in HERS 2006 None 8 N Metal Low-E Double Yes 0.75 0.4 N 20 ft 2 ft 0 in 2 ft 3 in HERS 2006 None 9 N Metal Low-E Double Yes 0.75 0.4 N 22 ft 2 ft 0 in 2 ft 3 in HERS 2006 None 10 E Metal Low -E Double Yes 0.75 0.4 N 22 ft 2 ft 0 in 2 ft 3 in HERS 2006 None 11/7/2011 10:34 AM EnergyGauge® USA - FlaRes2008 Page 3 of 6 WINDOWS Orientation shown is the entered, asBuilt orientation. Overhang V # Omt Frame Panes NFRC U- Factor SHGC Storms Area Depth Separation Int Shade Screening 11 E Metal Low -E Double Yes 0.75 0.4 N 33.24999 2 ft 0 in 2 ft 3 in HERS 2006 None 12 S Metal Low -E Double Yes 0.75 0.4 N 33 ft 2 ft 0 in 2 ft 3 in HERS 2006 None 13 S Metal Low -E Double Yes 0.75 0.4 N 29.33333 9 ft 0 in 2 ft 3 in HERS 2006 None 14 S Metal Low-E Double Yes 0.75 0.4 N 20 ft 9 ft 0 in 2 ft 3 in HERS 2006 None 15 W Metal Low -E Double Yes 0.75 0.4 N 10 ft 18 ft 10 in 2 ft 3 in HERS 2006 None 16 W Metal Low -E Double Yes 0.75 0.4 N 10 ft 2 ft 0 in 2 ft 3 in HERS 2006 None 17 W Metal Low -E Double Yes 0.75 0.4 N 29 ft 2 ft 0 in 2 ft 3 in HERS 2006 None 18 W Metal Low -E Double Yes 0.75 0.4 N 10 ft 2 ft 0 in 2 ft 3 in HERS 2006 None 19 N Metal Low -E Double Yes 0.75 0.4 N 35.55555 2 ft 0 in 3 ft 0 in HERS 2006 None 20 E Metal Low -E Double Yes 0.75 0.4 N 25 ft 2 ft 0 in 3 ft 0 in HERS 2006 None 21 W Metal Low -E Double Yes 0.75 0.4 N 10 ft 2 ft 0 in 3 ft 0 in HERS 2006 None INFILTRATION & VENTING - Forced Ventilation - Run Time Fan V Method SLA CFM 50 ACH 50 ELA EqLA Supply CFM Exhaust CFM Fraction Watts Default 0.00036 3172 5.67 174.1 327.5 0 cfm 0 cfm 0 0 GARAGE V # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 551.76 ft 118.26 ft 50.8ft 10ft 1 COOLING SYSTEM V # System Type Subtype Efficiency Capacity Air Flow SHR Ducts 1 Central Unit Split SEER: 13 60 kBtu/hr 1800 cfm 0.75 sys#1 HEATING SYSTEM V # System Type Subtype Efficiency Capacity Ducts 1 Electric Heat Pump None HSPF: 7.7 60 kBtu/hr sys#1 HOT WATER SYSTEM V # System Type EF Cap Use SetPnt Conservation 1 Propane 0.59 1 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM V FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ft2 11/7/2011 10:34 AM EnergyGauge® USA - FlaRes2008 Page 4 of 6 DUCTS / — Supply — — Retum — Air Percent V # Location R -Value Area Location Area Leakage Type Handler CFM 25 Leakage QN RLF 1 Attic 6 671.8 ft Attic 167.95 Default Leakage Interior (Default) (Default) % TEMPERATURES Programable Thermostat: None Ceiling Fans: Cooling Jan X Feb Mar Apr May Jun Jul Aug X Sep Oct No v Dec Heating Jan X Feb Mar Apr May Jun X Jul Aug X Sep O ct Nov Dec Venting Jan X Feb [X Mar [X Apr May LX Jun [X Jul EX Aug X Sep [X Oct [X Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 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) PM 68 68 68 68 6 8 6 68 68 68 68 68 68 Heating (WEH) P 68 6 68 8 68 68 68 68 68 68 68 68 6 68 8 68 11/7/2011 10:34 AM EnergyGauge® USA - FlaRes2008 Page 5 of 6 FORM 1100A -08 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: Fifth Street PERMIT #: Atlantic Beach, FL, 32233 -0000 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors NI 106.AB.1.1 Maximum: .3 cfm/sq.ft. window area; .5 cfm /sq.ft. door area. Exterior & Adjacent Walls N1106.AB.1.2 Caulk, gasket, weatherstrip or seal between: windows /doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is seated to, the foundation to the top plate. Floors N1106.AB.1.2 Penetrations /openings > 1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. _ Ceilings NI 106.AB.1.2 Between walls & ceilings; penetrations of ceiling plane to top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures N1106.AB.1.2 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC with < 2.0 cfm from conditioned space, tested. Multi -story Houses N1106.AB.1.2 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts N1106.AB.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters NI 112.AB.3 Comply with efficiency requirements in Table N1112.ABC.3 Switch or clearly marked circuit breaker (electric) or cutoff (gas) must be provided. External or built -in heat trap required. Swimming Pools & Spas N1112.AB.2.3 Spas & heated pools must have covers (except solar heated). Non- commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78 %. Heat pump pool heaters shall have a minimum COP of 4.0. Shower heads NI112.AB.2.4 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems N1110.AB All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated and installed in accordance with the criteria of Section N 1110.AB. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls N 1107.AB.2 Separate readily accessible manual or automatic thermostat for each system. Insulation N1104.AB.1 Ceilings -Min. R -19. Common walls -frame R -11 or CBS R -3 both N1102.B.1.1 sides. Common ceiling & floors R -11. 11R/2011 10:34 AM EnergyGauge® USA - FIaRes2008 Page 6 of 6 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 83 The lower the EnergyPerformance Index, the more efficient the home. ■ Fifth Street, Atlantic Beach, FL, 32233 -0000 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single - family a. Frame -Wood, Exterior R =19.0 3405.80 ft b. Frame - Wood, Adjacent R =19.0 305.00 ft 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R =13.0 113.33 ft 4. Number of Bedrooms 4 d. other R= 35.00 ft 5. Is this a worst case? No 10. Ceiling Types Insulation Area 6. Conditioned floor area (ft 3359 a. Under Attic (Vented) R =30.0 1650.00 ft b. Knee Wall (Vented) R =19.0 600.00 ft 7. Windows" Description Area c. N/A R= ft2 a. U- Factor: Dbl, UM).75 516.47 ft2 11. Ducts SHGC: SHGC O.40 a. Sup: Attic Ret: Attic AH: Interior Sup. R= 6, 671.8 ft b. U- Factor: N/A ft2 SHGC: 12. Cooling systems c. U- Factor. N/A ft a. Central Unit Cap: 60.0 kBtu/hr SHGC: SEER: 13 d. U- Factor: N/A ft2 13. Heating systems SHGC: a. Electric Heat Pump Cap: 60.0 kBtu/hr e. U-Factor N/A ft HSPF: 7.7 SHGC: 14. Hot water systems 8. Floor Types Insulation Area a Propane Cap: 1 gallons a. Slab -On -Grade Edge Insulation RZI.O 1049.00 ft EF: 0.59 b. Floor over Garage R =19.0 433.50 ft2 b. Conservation features c. other R= 167.50 ft2 None 15. Credits None I certify that this home has complied with the Florida Energy Efficiency Code for Building c1tf s r Construction through the above energy saving features which will be installed (or exceeded) ,O' 0 in this home before final inspection. Otherwise, a new EPL Display Card will be completed /47 ,' based on installed Code compliant features. t v C '' Builder Signature: Date: IV r ` : Address of New Home: City/FL Zip: `„ 4 ; `u 11�t� ' *Note: The home's estimated Energy Performance Index is only available through the EnergyGauge USA - FlaRes2008 computer program. This is not a Building Energy Rating. If your Index is below 100, your home may qualify for incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at (321) 638 -1492 or see the Energy Gauge web site at energygauge.com for information and a list of certified Raters. For information about Florida's Energy Efficiency Code for Building Construction, contact the Department of Community Affairs at (850) 487 -1824. * *Label required by Section 13- 104.4.5 of the Florida Building Code, Building, or Section 82.1.1 of Appendix G of the Florida Building Code, Residential, if not DEFAULT. EnergyGauge® USA - FlaRes2008 r F r Residential System Sizing Calculation Summary The Scott Family Project Title: Fifth Street Scott Residence Atlantic Beach, FL 32233 -0000 11/7/2011 Location for weather data: Jacksonville, FL - Defaults: Latitude(30.5) Altitude(30 ft.) Temp Range(M) Humidity data: Interior RH (50 %) Outdoor wet bulb (77F) Humidity difference(53gr.) Winter design temperature(MJ8 99 %) 32 F Summer design temperature(MJ8 99 %) 93 F Winter setpoint 70 F Summer setpoint 75 F Winter temperature difference 38 F Summer temperature difference 18 F Total heating load calculation 58026 Btuh Total cooling load calculation 56829 Btuh Submitted heating capacity % of calc Btuh Submitted cooling capacity % of calc Btuh Total (Electric Heat Pump) 103.4 60000 Sensible (SHR = 0.75) 98.3 45000 Heat Pump + Auxiliary(0.0kW) 103.4 60000 Latent 135.7 15000 Total (Electric Heat Pump) 105.6 60000 WINTER CALCULATIONS Winter Heating Load (for 3359 sqft) Load component Load Ducts( " %) Window total 516 sqft 14719 Btuh LMndows(25%) Wall total 3189 sqft 9420 Btuh Door total 154 sqft 2694 Btuh Ceiling total 2250 sqft 3114 Btuh 1,411(21 %) Floor total See detail report 8208 Btuh illk ----_ ._ _ Infiltration 286 cfm 11923 Btuh iCew,ga(s %' Duct loss 7948 Btuh txx Subtotal 58026 Btuh rs( waas(16 %) Ventilation 0 cfm 0 Btuh TOTAL HEAT LOSS 58026 Btuh Fbo x „ %) SUMMER CALCULATIONS Summer Cooling Load (for 3359 sqft) Load component Load Window total 516 sqft 18779 Btuh Wall total 3189 sqft 4993 Btuh Door total 154 sqft 2056 Btuh Ceiling total 2250 sqft 4344 Btuh Lat ) Floor total 392 Btuh Infiltration 224 cfm 4430 Btuh Dur.3s(20 %) Windows(33 %) Internal gain 1150 Btuh Duct gain 9630 Btuh Sens. Ventilation 0 cfm 0 Btuh Blower Load 0 Btuh Total sensible gain 45773 Btuh Latent gain(ducts) 1993 Btuh Latent gain(infiltration) 8063 Btuh Intl! ( ) N.,..._____ .. " .> ` ede - v.4 Latent gain(ventilation) 0 Btuh Door s(454) Floors Y ("4 Latent gain(intemal /occupants /other) 1000 Btuh Total latent gain 11056 Btuh TOTAL HEAT GAIN 56829 Btuh . ` :>:, EnergyGauge® System Sizing f „.,, ,�. 8th Edition PREPARED BY: DATE: \‘,;": '! auge® / USRRZB v2.8 Eft. E cor Residential Window Diversity MidSummer The Scott Family Project Title: Fifth Street Scott Residence Atlantic Beach, FL 32233 -0000 11/7/2011 Weather data for: Jacksonville - Defaults Summer design temperature 93 F Average window load for July 7785 Btuh Cooling setpoint 75 F Peak window Toad for July 10175 Btu Summer temperature difference 18 F Excusion Iimit(130% of Ave.) 10121 Btu Latitude 30.5 North Window excursion (July) 55 Btuh WINDOW Average and Peak Loads 11000.00. Limit for excursion 10000.00 9000.00 - 8000.00 - 12 Hour Average efs 7000.00 - T5 0 05 6000.00 - -o 5000.00 - c 4000.00 - 3000.00 2000.00 - 1000.00 0.00 . - - - 8 a.m. 10 12 2 p.m. 4 p.m. 6 p.m. 8 p.m. a.m. Total July Window Load(Radiation and conduction) Warning: This application has glass areas that produce relatively large heat gains for part of the day. Variable air volume devices may be required to overcome spikes in solar gain for one or more rooms. A zoned system may be required or some rooms may require zone control. EnergyGauge® System Sizing for Florida residences only PREPARED BY: DATE: EnergyGauge®/ USRRZB v2.8 Residential Window Diversity October The Scott Family Project Title: Fifth Street Scott Residence Atlantic Beach, FL 32233 -0000 11/7/2011 Weather data for: Jacksonville - Defaults Summer design temperature 93 F Average window Toad for October 7333 Btuh Cooling setpoint 75 F Peak window load for October 10962 Btu Summer temperature difference 18 F Excusion limit(130% of Ave.) 9533 Btuh Latitude 30.5 North Window excursion (October) 1429 Btuh WINDOW Average and Peak Loads 11000.00 - 10000.00 Limit for excursion 9000.00 - 8000.00 - 12 Hour Average 7000.00 - 03 6000.00 - 0 J 0 5000.00 - 1 C 4000.00 - 3000.00 2000.00 - 1000.00 - 0.00 . . 8 a.m. 10 12 2 m. 4 p. p.m. 6 p.m. 8 p.m. a.m. Total October Window Load(Radiation and conduction) Warning: This application has glass areas that produce relatively large heat gains for part of the day. Variable air volume devices may be required to overcome spikes in solar gain for one or more rooms. A zoned system may be required or some rooms may require zone control. "Oggi EnergyGauge® System Sizing for Florida residences only � PREPARED BY: DATE:. ... EnergyGauge®/ USRRZB v2.8 System Sizing Calculations - Winter Residential Load - Room by Room Component Details The Scott Family Project Title: Fifth Street Scott Residence Atlantic Beach, FL 32233 -0000 Building Type: User 11/7/2011 Reference City: Jacksonville, FL (Defaults) Winter Temperature Difference: 38.0 F (MJ8 99 %) Component Loads for Room/Zone #1: 1st Floor Window Panes/Type Frame U Orientation Area(sqft) X HTM= Load 1 2, NFRC 0.40 Metal 0.75 N 16.0 28.5 456 Btuh 2 2, NFRC 0.40 Metal 0.75 E 35.0 28.5 998 Btuh 3 2, NFRC 0.40 Metal 0.75 S 49.5 28.5 1411 Btuh 4 2, NFRC 0.40 Metal 0.75 S 22.5 28.5 641 Btuh 5 2, NFRC 0.40 Metal 0.75 S 20.0 28.5 570 Btuh 6 2, NFRC 0.40 Metal 0.75 W 27.0 28.5 770 Btuh Window Total 170.0(sgft) 4845 Btuh Walls Type Omt. Ueff. R -Value Area X HTM= Load (Cav /Sh) 1 Frame - Wood - Adj (0.077) 19.0/0.0 305 2.94 896 Btuh 2 Frame - Wood - Adj (0.089) 13.0/0.0 96 3.37 322 Btuh 3 Frame - Wood - Ext (0.077) 19.0/0.0 46 2.94 135 Btuh 4 Frame - Wood - Ext (0.077) 19.0/0.0 433 2.94 1272 Btuh 5 Frame - Wood - Ext (0.077) 19.0/0.0 202 2.94 594 Btuh 6 Frame - Wood - Ext (0.077) 19.0/0.0 217 2.94 638 Btuh Wall Total 1299(sqft) 3857 Btuh Doors Type Storm Ueff. Area X HTM= Load 1 Insulated - Garage, n (0.460) 18 17.5 311 Btuh 2 Insulated - Exterior, n (0.460) 24 17.5 420 Btuh 3 Insulated - Exterior, n (0.460) 12 17.5 210 Btuh 4 Insulated - Exterior, n (0.460) 12 17.5 210 Btuh 5 Insulated - Exterior, n (0.460) 24 17.5 420 Btuh Door Total 90(sgft) 1569Btuh Floors Type Ueff. R -Value Size X HTM= Load 1 Slab On Grade (1.180) 0.0 157.5 ft(perim.) 44.8 7062 Btuh Floor Total 1049 sqft 7062 Btuh Zone Envelope Subtotal: 17334 Btuh Infiltration Type ACH Zone Volume Wall Ratio CFM= Natural 0.51 10490 0.41 116.4 4859 Btuh Duct load Average sealed, Supply(R6.0- Attic), Retum(R6.0 -Attic) (DLM of 0.159) 3522 Btuh Zone #1 Sensible Zone Subtotal 25715 Btuh EnergyGauge® / USRRZB v2.8 Page 1 Manual J Winter Calculations Residential Load - Component Details (continued) The Scott Family Project Title: Fifth Street Scott Residence Atlantic Beach, FL 32233 -0000 Building Type: User 11/7/2011 Component Loads for Room/Zone #2: 2nd Floor Window Panes/Type Frame U Orientation Area(sqft) X HTM= Load 7 2, NFRC 0.40 Metal 0.75 N 37.3 28.5 1064 Btuh 8 2, NFRC 0.40 Metal 0.75 N 20.0 28.5 570 Btuh 9 2, NFRC 0.40 Metal 0.75 N 22.0 28.5 627 Btuh 10 2, NFRC 0.40 Metal 0.75 E 22.0 28.5 627 Btuh 11 2, NFRC 0.40 Metal 0.75 E 33.2 28.5 948 Btuh 12 2, NFRC 0.40 Metal 0.75 S 33.0 28.5 940 Btuh 13 2, NFRC 0.40 Metal 0.75 S 29.3 28.5 836 Btuh 14 2, NFRC 0.40 Metal 0.75 S 20.0 28.5 570 Btuh 15 2, NFRC 0.40 Metal 0.75 W 10.0 28.5 285 Btuh 16 2, NFRC 0.40 Metal 0.75 W 10.0 28.5 285 Btuh 17 2, NFRC 0.40 Metal 0.75 W 29.0 28.5 826 Btuh 18 2, NFRC 0.40 Metal 0.75 W 10.0 28.5 285 Btuh Window Total 275.9(sqft) 7864 Btuh Walls Type Omt. Ueff. R -Value Area X HTM= Load (Cav /Sh) 7 Frame - Wood - Ext (0.077) 19.0/0.0 226 2.94 663 Btuh 8 Frame - Wood - Ext (0.077) 19.0/0.0 565 2.94 1658 Btuh 9 Frame - Wood - Ext (0.077) 19.0/0.0 101 2.94 298 Btuh 10 Frame - Wood - Ext (0.077) 19.0/0.0 123 2.94 362 Btuh 11 Frame - Wood - Ext (0.077) 19.0/0.0 72 2.94 211 Btuh 12 Frame - Wood - Ext (0.077) 19.0/0.0 467 2.94 1371 Btuh Wall Total 1554(sqft) 4564 Btuh Doors Type Storm Ueff. Area X HTM= Load 6 Insulated - Exterior, n (0.460) 11 17.5 192 Btuh 7 Insulated - Exterior, n (0.460) 11 17.5 192 Btuh 8 Insulated - Exterior, n (0.460) 11 17.5 192 Btuh 9 Insulated - Exterior, n (0.460) 11 17.5 192 Btuh 10 Insulated - Exterior, n (0.460) 11 17.5 192 Btuh 11 Insulated - Exterior, n (0.460) 9 17.5 163 Btuh Door Total 64(sqft) 1125Btuh Ceilings Type /Color /Surface Ueff. R -Value Area X HTM= Load 1 Vented Attic/D /Shing (0.032) 30.0/0.0 750 1.2 908 Btuh Ceiling Total 750(sqft) 908Btuh Floors Type Ueff. R -Value Size X HTM= Load 2 Raised Wood - Adj (0.050) 19.0 433.5 sqft 1.9 826 Btuh 3 Raised - Open (0.050) 19.0 167.5 sqft 1.9 319 Btuh Floor Total 601 sqft 1145 Btuh Zone Envelope Subtotal: 15605 Btuh Infiltration Type ACH Zone Volume Wall Ratio CFM= Natural 0.51 16500 0.49 139.2 5812 Btuh EnergyGauge®/ USRRZB v2.8 Page 2 Manual J Winter Calculations Residential Load - Component Details (continued) The Scott Family Project Title: Fifth Street Scott Residence Atlantic Beach, FL 32233 -0000 Building Type: User 11/7/2011 Duct load Average sealed, Supply(R6.0 Attic), Retum(R6.0 - Attic) (DLM of 0.159) 3399 Btuh Zone #2 Sensible Zone Subtotal 24815 Btuh Component Loads for Room /Zone #3: 3rd Floor Window Panes/Type Frame U Orientation Area(sqft) X HTM= Load 19 2, NFRC 0.40 Metal 0.75 N 35.6 28.5 1013 Btuh 20 2, NFRC 0.40 Metal 0.75 E 25.0 28.5 712 Btuh 21 2, NFRC 0.40 Metal 0.75 W 10.0 28.5 285 Btuh Window Total 70.6(sqft) 2011 Btuh Walls Type Ornt. Ueff. R -Value Area X HTM= Load (Cav /Sh) 13 Frame - Wood - Ext (0.077) 19.0/0.0 78 2.94 230 Btuh 14 Frame - Wood - Ext (0.089) 13.0/0.0 35 3.37 118 Btuh 15 Frame - Wood - Ext (0.077) 19.0/0.0 103 2.94 303 Btuh 16 Frame - Wood - Ext (0.077) 19.0/0.0 118 2.94 347 Btuh Wall Total 335(sqft) 999 Btuh Ceilings Type /Color /Surface Ueff. R -Value Area X HTM= Load 2 Vented Attic /D /Shing (0.032) 30.0/0.0 900 1.2 1089 Btuh 3 Knee Wall/D /Shing (0.049) 19.0/0.0 600 1.9 1118 Btuh Ceiling Total 1500(sgft) 2207Btuh Zone Envelope Subtotal: 5217 Btuh Infiltration Type ACH Zone Volume Wall Ratio CFM= Natural 0.51 5775 0.11 30.0 1253 Btuh Duct load Average sealed, Supply(R6.0Attic), Retum(R6.0- Attic) (DLM of 0.159) 1027 Btuh Zone #3 Sensible Zone Subtotal 7496 Btuh EnergyGauge® / USRRZB v2.8 Page 3 Manual J Winter Calculations Residential Load - Component Details (continued) The Scott Family Project Title: Fifth Street Scott Residence Atlantic Beach, FL 32233 -0000 Building Type: User 11/7/2011 i INHOLE HOUSE TOTALS Subtotal Sensible Heat Loss 58026 Btuh Totals for Heating Ventilation Sensible Heat Loss 0 Btuh Total Heat Loss 58026 Btuh EQUIPMENT 1. Electric Heat Pump # 60000 Btuh Key Window types - NFRC (Requires U- Factor and Shading coefficient(SHGC) of glass as numerical values) or - Glass as 'Clear' or Tint' (Uses U- Factor and SHGC defaults) U - (Window U- Factor) HTM - (ManualJ Heat Transfer Multiplier) x Version 8 EnergyGauge® / USRRZB v2.8 Page 4 The Scott Family Project Title: Fifth Street Scott Residence Atlantic Beach, FL 32233 -0000 11/7/2011 Reference City: Jacksonville, FL Temperature Difference: 18.OF(MJ8 99 %) Humidity difference: 53gr. Component Loads for Room/Zone #1: 1st Floor Type* Overhang Window Area(sqft) HTM Load Window Panes SHGC U InSh IS Omt Len Hgt Gross Shaded Unshadec Shaded Unshaded 1 2 NFRC 0.40, 0.75 No No N 4.Oft 2.0ft 16.0 0.0 16.0 22 22 350 Btuh 2 2 NFRC 0.40, 0.75 No No E 2.0ft 11.7f 35.0 0.0 35.0 22 52 1819 Btuh 3 2 NFRC 0.40, 0.75 No No S 9.Oft 2.0ft 49.5 49.5 0.0 22 25 1082 Btuh 4 2 NFRC 0.40, 0.75 No No S 9.Oft 2.0ft 22.5 22.5 0.0 22 25 492 Btuh 5 2 NFRC 0.40, 0.75 No No S 9.0ft 2.3ft 20.0 20.0 0.0 22 25 437 Btuh 6 2 NFRC 0.40, 0.75 No No W 2.0ft 13.0f 27.0 0.0 27.0 22 52 1403 Btuh Window Total 170 (sqft) 5583 Btuh Walls Type U -Value R -Value Area(sqft) HTM Load Cav /Sheath 1 Frame - Wood -Adj 0.08 19.0/0.0 305.0 1.4 424 Btuh 2 Frame - Wood - Adj 0.09 13.0/0.0 95.6 1.6 153 Btuh 3 Frame - Wood - Ext 0.08 19.0/0.0 45.8 1.6 72 Btuh 4 Frame - Wood - Ext 0.08 19.0/0.0 433.3 1.6 683 Btuh 5 Frame - Wood - Ext 0.08 19.0/0.0 202.3 1.6 319 Btuh 6 Frame - Wood - Ext 0.08 19.0/0.0 217.3 1.6 343 Btuh Wall Total 1299 (sqft) 1994 Btuh Doors Type Area (sqft) HTM Load 1 Insulated - Garage 17.8 13.3 237 Btuh 2 Insulated - Exterior 24.0 13.3 320 Btuh 3 Insulated - Exterior 12.0 13.3 160 Btuh 4 Insulated - Exterior 12.0 13.3 160 Btuh 5 Insulated - Exterior 24.0 13.3 320 Btuh Door Total 90 (sqft) 1198 Btuh Floors Type R -Value Size HTM Load 1 Slab On Grade 0.0 1049 (ft- perimeter) 0.0 0 Btuh Floor Total 1049.0 (sqft) 0 Btuh Zone Envelope Subtotal: 8775 Btuh Infiltration Type ACH Volume(cuft) Wall Ratio CFM= Load SensibleNatural 0.40 10490 0.41 91.3 1805 Btuh Internal Occupants Btuh /occupant Appliance Load gain 0 X 230 + 0 0 Btuh Sensible Envelope Load: 10580 Btuh Duct Toad Average sealed, Supply(R6.0- Attic), Retum(R6.0 -Attic) (DGM of 0.266) 2819 Btuh Sensible Zone Load 13399 Btuh EnergyGauge® / USRRZB v2.8 Page 1 Manual J Summer Calculations Residential Load - Component Details (continued) The Scott Family Project Title: Climate:FL JACKSONVILLE_1NTL_ARPT Fifth Street Scott Residence Atlantic Beach, FL 32233 -0000 11/7/2011 Component Loads for Room/Zone #2: 2nd Floor Type' Overhang Window Area(sqft) HTM Load Window Panes SHGC U InSh IS Omt Len Hgt Gross Shaded Unshaded Shaded Unshaded 7 2 NFRC 0.40, 0.75 No No N 2.0ft 2.3ft 37.3 0.0 37.3 22 22 816 Btuh 8 2 NFRC 0.40, 0.75 No No N 2.0ft 2.3ft 20.0 0.0 20.0 22 22 437 Btuh 9 2 NFRC 0.40, 0.75 No No N 2.0ft 2.3ft 22.0 0.0 22.0 22 22 481 Btuh 10 2 NFRC 0.40, 0.75 No No E 2.0ft 2.3ft 22.0 0.0 22.0 22 52 1143 Btuh 11 2 NFRC 0.40, 0.75 No No E 2.0ft 2.3ft 33.2 0.0 33.2 22 52 1728 Btuh 12 2 NFRC 0.40, 0.75 No No S 2.0ft 2.3ft 33.0 33.0 0.0 22 25 721 Btuh 13 2 NFRC 0.40, 0.75 No No S 9.0ft 2.3ft 29.3 29.3 0.0 22 25 641 Btuh 14 2 NFRC 0.40, 0.75 No No S 9.0ft 2.3ft 20.0 20.0 0.0 22 25 437 Btuh 15 2 NFRC 0.40, 0.75 No No W 18.8f 2.3ft 10.0 10.0 0.0 22 52 219 Btuh 16 2 NFRC 0.40, 0.75 No No W 2.Oft 2.3ft 10.0 0.0 10.0 22 52 520 Btuh 17 2 NFRC 0.40, 0.75 No No W 2.Oft 2.3ft 29.0 0.0 29.0 22 52 1507 Btuh 18 2 NFRC 0.40, 0.75 No No W 2.0ft 2.3ft 10.0 0.0 10.0 22 52 520 Btuh Window Total 276 (sqft) 9171 Btuh Walls Type U -Value R -Value Area(sqft) HTM Load Gay/Sheath 7 Frame - Wood - Ext 0.08 19.0/0.0 225.9 1.6 356 Btuh 8 Frame -Wood - Ext 0.08 19.0/0.0 564.8 1.6 890 Btuh 9 Frame - Wood - Ext 0.08 19.0/0.0 101.3 1.6 160 Btuh 10 Frame - Wood - Ext 0.08 19.0/0.0 123.3 1.6 194 Btuh 11 Frame - Wood - Ext 0.08 19.0/0.0 72.0 1.6 113 Btuh 12 Frame - Wood - Ext 0.08 19.0/0.0 466.9 1.6 736 Btuh Wall Total 1554 (sqft) 2450 Btuh Doors Type Area (sqft) HTM Load 6 Insulated - Exterior 11.0 13.3 147 Btuh 7 Insulated - Exterior 11.0 13.3 147 Btuh 8 Insulated - Exterior 11.0 13.3 147 Btuh 9 Insulated - Exterior 11.0 13.3 147 Btuh 10 Insulated - Exterior 11.0 13.3 147 Btuh 11 Insulated - Exterior 9.3 13.3 125 Btuh _ Door Total 64 (sqft) 858 Btuh Ceilings Type /Color /Surface U -Value R -Value Area(sqft) HTM Load 1 Vented Attic/DarkShingle 0.032 30.0/0.0 749.9 1.69 1266 Btuh Ceiling Total 750 (sqft) 1266 Btuh Floors Type R -Value Size HTM Load 2 Raised Wood - Adj 19.0 434 (soft) 0.7 283 Btuh 3 Raised - Open 19.0 168 (sqft) 0.7 109 Btuh Floor Total 601.0 (sqft) 392 Btuh Zone Envelope Subtotal: 14137 Btuh EnergyGauge® / USRRZB v2.8 Page 2 Manual J Summer Calculations Residential Load - Component Details (continued) The Scott Family Project Title: Climate:FL JACKSONVILLE_INTL_ARPT Fifth Street Scott Residence Atlantic Beach, FL 32233 -0000 11/7/2011 Infiltration Type ACH Volume(cuft) Wall Ratio CFM= Load SensibleNatural 0.40 16500 0.49 109.2 2159 Btuh Internal Occupants Btuh /occupant Appliance Load gain 3 X 230 + 0 690 Btuh Sensible Envelope Load: 16986 Btuh Duct load Average sealed, Supply(R6.0 Attic), Retum(R6.0 Attic) (DGM of 0.266) 4526 Btuh Sensible Zone Load 21512 Btuh Component Loads for Room2one #3: 3rd Floor Type* Overhang Window Area(sqft) HTM Load Window Panes SHGC U InSh IS Omt Len Hgt Gross Shaded Unshaded Shaded Unshaded 19 2 NFRC 0.40, 0.75 No No N 2.Oft 3.0ft 35.6 0.0 35.6 22 22 777 Btuh 20 2 NFRC 0.40, 0.75 No No E 2.Oft 3.Oft 25.0 0.0 25.0 22 52 1299 Btuh 21 2 NFRC 0.40, 0.75 No No W 2.0ft 3.0ft 10.0 0.0 10.0 22 52 520 Btuh Window Total 71 (sqft) 2596 Btuh _ Walls Type U -Value R -Value Area(sqft) HTM Load Cav /Sheath 13 Frame - Wood - Ext 0.08 19.0/0.0 78.4 1.6 124 Btuh 14 Frame - Wood - Ext 0.09 13.0/0.0 35.0 2.2 76 Btuh 15 Frame - Wood - Ext 0.08 19.0/0.0 103.3 1.6 163 Btuh 16 Frame - Wood - Ext 0.08 19.0/0.0 118.3 1.6 186 Btuh Wall Total 335 (sqft) 549 Btuh Ceilings Type /Color /Surface U -Value R -Value Area(sqft) HTM Load 2 Vented Attic/DarkShingle 0.032 30.0/0.0 900.1 1.69 1519 Btuh 3 Knee Wail /DarkShingle 0.049 19.0/0.0 600.0 2.60 1559 Btuh Ceiling Total 1500 (sqft) 3078 Btuh Zone Envelope Subtotal: 6223 Btuh Infiltration Type ACH Volume(cuft) Wall Ratio CFM= Load SensibleNatural 0.40 5775 0.11 23.5 465 Btuh Internal Occupants Btuh /occupant Appliance Load gain 2 X 230 + 0 460 Btuh Sensible Envelope Load: 7149 Btuh Duct load Average sealed, Supply(R6.0 Attic), Retum(R6.0 - Attic) (DGM of 0.266) 1905 Btuh Sensible Zone Load 9053 Btuh EnergyGauge® / USRRZB v2.8 Page 3 Manual J Summer Calculations Residential Load - Component Details (continued) The Scott Family Project Title: Climate:FL JACKSONVILLE_1NTL ARPT Fifth Street Scott Residence Atlantic Beach, FL 32233 -0000 11/7/2011 The following window Excursion will be assigned to the system loads. Windows October excursion for System 1 1429 Btuh Excursion Subtotal: 1429 Btuh Duct load 381 Btuh Sensible Excursion Load 1809 Btuh EnergyGauge®! USRRZB v2.8 Page 4 Manual J Summer Calculations Residential Load - Component Details (continued) The Scott Family Project Title: Climate :FL_JACKSONVILLE_INTL_ARPT Fifth Street Scott Residence Atlantic Beach, FL 32233 -0000 11/7/2011 WHOLE HOUSE TOTALS Sensible Envelope Load All Zones 36143 Btuh Sensible Duct Load 9630 Btuh Total Sensible Zone Loads 45773 Btuh Sensible ventilation 0 Btuh Blower 0 Btuh Whole House Total sensible gain 45773 Btuh Totals for Cooling Latent infiltration gain (for 53 gr. humidity difference) 8063 Btuh Latent ventilation gain 0 Btuh Latent duct gain 1993 Btuh Latent occupant gain (5 people @ 200 Btuh per person) 1000 Btuh Latent other gain 0 Btuh Latent total gain 11056 Btuh TOTAL GAIN 56829 Btuh EQUIPMENT 1. Central Unit # 60000 Btuh *Key: Window types (Panes - Number and type of panes of glass) (SHGC - Shading coefficient of glass as SHGC numerical value) (U - Window U- Factor) (InSh - Interior shading device: none(No), Blinds(B), Draperies(D) or Roller Shades(R)) ,. •< '*` -<.. - For Blinds: Assume medium color, half closed For Draperies: Assume medium weave, half closed For Roller shades: Assume translucent, half closed (IS - Insect screen: none(N), Full(F) or Half('/=)) (Omt - compass orientation) � Version 8 EnergyGauge® / USRRZB v2.8 Page 5 PLANNING & ZONING DEPARTMENT � - `J t► ;= PLAN REVIEW CHECKLIST v S s , f APPLICANT ELITE HOMES J PROJECT LOCATION 372 5TH ST J; City of Atlantic Beach CONTRACTOR /OWNERCHRIS LAMBERTSON (EH) I BRIAN SCOTT 800 Seminole Road Atlantic Beach, FL 32233 iX NEW SINGLE - FAMILY E SIGN PERMIT (P) 904.247.5826 E NEW TWO- OR MULTI - FAMILY r FENCE OR POOL PERMIT (F) 904.247.5845 www.coab.us E REMODEL OR ADDITION r LANDSCAPE PLAN E NEW COMMERCIAL r OTHER SFR 11 00003010 Application Number NOTES: PROPOSED NEW SINGLE FAMILY RESIDENCE ON VACANT LOT WITH LARGE TOPO DIFF; COVERED PATIO, WOODEN DECK & SUMMER KITCHEN IN REAR YARD, WITH FUTURE POOL BY OTHERS NOTED. LOT IS PLATTED 50' X 150', OR 7,500 SQ FT, AND TOTAL IMPERVIOUS SURFACE AREA COVERAGE IS 3,040, OR 40.5 %. FRONT SB IS 28'-6"; REAR SB IS 32' -6'; SIDE (W) SB IS 10' -2'; SIDE (E) SB IS 8' -0 ". COMPLIES WITH: COMPREHENSIVE PLAN DESIGNATION? r YES r NO RL ZONING DISTRICT DESIGNATION? r YES r NO RS -2 REQUIRED SETBACKS? r YES r NO 20'F /20'R /C15'S MAXIMUM HEIGHT? r YES r NO <35' MAXIMUM IMPERVIOUS AREA? r YES r NO <50% (40.5 %) REQUIRED PARKING? r YES r NO MIN 2 # SPACES SIGN PERMIT CHECKLIST FREESTANDING HEIGHT OF SIGN DIMENSIONS SQUARE FOOTAGE ILLUMINATION DISTANCE FROM PROPERTY LINE(S) FASCIA (WALL) NUMBER OF SIGNS ILLUMINATION METHOD OF MOUNTING [ LANDSCAPE PLAN REQUIRED E YES pz NO REVIEWED BY: ERIKA HALL, PRINCIPAL PLANNER Dt DATE REVIEWED 12/16/2011 COMMENTS PROVIDED TO APPLICANT: E YES r NO DATE PROVIDED APPLICATION APPROVED YES r NO DATE APPROVED /16/2011 V ,skin 2.?R.X00/ BUILDING PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Road, Atlantic Beach, FL 32233 Office (904) 247 -5826 Fax (904) 247 -5845 3/ '1 �`•7 s'! Permit Number: ll ' J o / (� Job Address: ,,,--,;,„„,„,,,,s; �` " ; �� Parcel # Legal Description Lot 31 Qjlo k (0 Qm- 01. yubctvtol A oor A ea o 9• t. n t on- heated /cooled Valuation of Work $ gO ooO Proposed Work heated /cooled Class of Work (circle one): d Addition Alteration Repair Move Demolition pool /spa window /door Use of existing /proposed i structure(s) (circle one): Commercial Rest • i If an existing structure, is a fire sprinkler system installed? (Circle one): es No - /A Florida Product Approval # For multiple products use pro uct approva orm f Describe in detail the type of work to be performed: Pro Own Information: 6 ' , " Address: r •7 Name: ..0 Sta te aZip 3LZ3 ` Phone b - - 316. :,� Cryv6 City f..:,,u1t �;' 4.L.:, - ! . �� Z p- -� E -Mail or Fax '14 (Optional) "' , , Contractor Inform ation:. Qualifying Agent: 4 2� Company N / • Cify ,44477- / i o r, �. State Zip �� Office fi Ph ' "' 19 a Z ur _Fax # 2J-t l g7�f $ Office P Li "-2- `t�t'j Job Site / C$ntac Nd mber ` State Certification /Regist>•ation'# C C3 51 1 q a s 1 Architect Name & Pho • Engineer's Name & Phone # <./" ° 't' 4 0 OeeJV ®� i ®' N �:� j i Fee Simple Title Holder Name and Addre s ,:... UI' .� ■ ' l 1 1 i l Bonding Company Name and Address. Mortgage Lender Name and Address " - 21.111111111.11. Application is hr b y made, to obtain a permit to r the work and a da all laws regulating onsstruct'gn in this ju This permit d prior to the ycomes issuance of a permit and that all work will be performed to meet the'rtantan and void if work is trot commenced within six (6) months, or if con5jructaon or work is suspended or abandoned fear aperiod of six [6) 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 �R NOTICE OF EMENTS ULT IN YOUR PAYING TWICE TO YOUR PROPERTY. IF COMMENCEMENT MAY I YOU INTEND TO OBTAIN F NANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFOR RECORDING YOUR NOTICE OF COMMENCEMENT. t hereby or f that I have read and h whether lherein or not. The granting of true o correct. All to laws and ordinances o violate cancel th type lions o f any other aryl om p r a y wit +. provisions of federal, st• e • local law regulating construction or the performance of construction. AO. � ' Signature of Contracto Signature of Owner A. Print Name cc c. � T Print Name ak., 4.44..-_ Sworn • •n. ubscr d befo - me A Swo ubsc� ;; •efore me / this Da y •f 20 r 1' 1 20 t this Da of `� ' / ; ' /� N ota Pu • he �• "` *= 21, 2015 MY COMMISSION DO 957760 EXPIRES: May Notary 'u. tc A O 4.; t , *; � "'�►'` g 'Nu Notary Public Undenvdters .�• -- ._ �- EXPIRES: February 14, 2014 ;'••• � „ $� ."4;? tk Bonded Thru Notary Public Underwriters '1 "_ ' - • s • 0 DO NOT WRITE BELOW - OFFICE USE ONLY pp icag e ()foes: 11 ori. a : ui ' ing o. e w 11" ' evasions Review Result (circle one )• Approve Disapproved Approved w/ Conditions Review Initials/Date: Development Size Habitable Space Non - Habitable Impervious area Miscellaneous Information Occupancy Group Q6 Type of Construction Number of Stories Zoning District Max. Occupancy Load Fire Sprinklers Required Flood Zone �C Conditions /Comments: Js ...r J.41 800 Seminole Road is1 Atlantic Beach, Florida 32233 Telephone (904) 247 -5800 FAX (904) 247 -5805 \- `` 1 - JJ'119' Construction Site Management Plan Compliance A construction site management plan conforming to Atlantic Beach City Code Sec 6 -18 has been approved as a part of this building permit. The Construction site management plan was approved based upon the following information. 1. Parking plan - parking plan showing how site will be accessed and all onsite and abutting street parking areas. 2. Location of construction trailers, loading /unloading area and material storage area. 3. Location of chemical toilet area - chemical toilets must be kept out of City right -of -way and not further than 15 feet from structure under construction. 4. Location of dumpster - dumpster must be from approved waste company (in accordance with Chapter 16 City Code). As of 2009, approved dumpster companies for Atl. Beach are Advanced Disposal, Reaico Recycling, and Shappells. Dumpsters are to have tarp covers or rigid covers on windy days. Dumpsters must be removed prior to issuance of Certificate of Occupancy or Completion. 5. Traffic control plan, showing access with dimensions, area to be stabilized, narrative on phasing of construction with adequate parking and delivery of materials. 6. Site cleanliness. Contractor must have the entire construction site cleaned by Friday of each week. This means removal of scrap lumber, concrete remnants and other such construction debris including cans, metal, plastic and paper. 7. Erosion and Sediment Control. Contractor must maintain all elements of the approved Erosion & Sediment Control Plan (silt fence, catch basin filters, etc.) until sod or other stabilization has been placed and approved by Public Works. 8. Other activities, where special conditions are identified by the Building Official. Failure to comply with the Construction Site Management Ordinance may result in a Stop Work Order being issued in accordance with City Code Sec. 6 -17 (3) Revised 6/2009 mom® s. _: A. ` Lumber design values are in accordance with ANSI/TPI 1 -2007 section 6.3 These truss designs rely on lumber values established by others. MiTek* POWER TO PERFORM.'" RE: 112237 - Scott Residence MiTek Industries, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Elite Homes Project Name: Scott Residence Model: Tampa, FL 33610-4115 Lot/Block: Subdivision: Address: Fifth Street City: Atlantic Beach State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FRC2007/TP12002 Design Program: MiTek 20/20 7.2 Wind Code: ASCE 7 -05 Wind Speed: 120 mph Floor Load: 55.0 psf Roof Load: 40.0 psf This package includes 64 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15- 31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T4230191 A01 12/1/011 18 _ T4230208 F01 12/1/011 l g g g F . - - - 2 T4230192 A02 12/1/011 19 T4230209 I F02 12/1/011 e = 3 T4230193 A03 12/1 /011 20 T4230210 I F03 12/1 /011 Zo e 13 A o c - 4 T42301 A04 12/1/011 21 T4230211 1F04 12/1/011 o �. N 2 5 T4230195 A05 12/1 /011 22 T4230212 F06 _ 12/1 /011 g j . ' . 6 T4230196 801 12/1/011 23 T4230213 F08 112/1/011 ° �' 5 E . z y v 7 T4230197 B02 12/1/011 24 T4230214 J F09 12/1/011 0 0 V 2 p g if T4230198 C01 12/1/011 25 T4230215 F10 12/1/011 y 9 s > c g `4,',g g 9 T4230199 CO2 12/1/011 26 T4230216 F11 12/1/011 5 G _� , I:3 0 ❑ LO T4230200 CO3 12/1/011 27 T4230217 F12 12/1/011 �a -7,1 € e _z 11 T4230201 C04 12/1 /011 28 T4230218 F13 12/1/011 z o. E - io N 12 T4230202 CO5 12/1/011 29 T4230219 F14 12/1/011 g -5 43 z [13 T4230203 C06 12/1/011 30 T4230220 F15 12/1/011 g 's w ~ w 14 T4230204 C07 12/1/011 31 T4230221 F16 12/1/011 7 .y d r $ � w 15 T4230205 C08 12/1/011 32 T4230222 F17 _ 12/1/011 - o$ R W �� 16 T4230206 CAPO4 12/1/011 33 T4230223 1F20 1_11/111 o c it F zz 17 T4230207 CAPO4A 12/1/011 34 T4230224 1F21 12/1/011 1 G g � 2 m m a#� 8v ❑ 0 i c � The truss drawing(s) referenced above have been prepared by MiTek ` ��PS l A" g i ili , '' Industries, Inc. under my direct supervision based on the parameters �.� �0 . . B '. provided by TrussMart Bldg Compts, LLC. %. . ., \C E N SF../ • Truss Design Engineer's Name: Albani, Thomas : A My license renewal date for the state of Florida is February 28, 2013. _ * �f, ' * i NOTE: The seal on these drawings indicate acceptance of = ' S TATE • :• professional engineering responsibility solely for the truss • k, components shown. The suitability and use of this component ' . 4 ` . • • R 1 p . . '. for any particular building is the responsibility of the building ,, ' '•s s / O . N A � ` designer, perANSI/TPI -1 Sec. 2. � I FL Cert. 6634 , FILE COPY . 1 December 1,2011 t , . ., , . . . -, . j Albani, Thomas 1 of 2 , 4 I ,, RE: 112237 - Scott Residence Site Information: Customer Info: Elite Homes Project Name: Scott Residence Model: Lot/Block: Subdivision: Address: Fifth Street City: Atlantic Beach State: FL No. Seal# Truss Name Date 135 T4230225 F22 12/1/011 136 T4230226 F23 12/1/011 137 T4230227 F24 12/1/011 138 T4230228 F25 12/1/011 139 T4230229 F27 12/1/011 140 T4230230 F29 12/1/011 141 _ T4230231 J01 12/1/011 142 T4230232 JO1A 12/1/011 143 T4230233 J01B 12/1/011 144 T4230234 J02 12/1/011 145 T4230235 JO2A 12/1/011 146 T4230236 JO3A 12/1/011 147 T4230237 J04 12/1/011 148 T4230238 JO4A 12/1/011 149 T4230239 JO4B 12/1/011 150 T4230240 J05 12/1/011 151 T4230241 JO5A 12/1/011 152 T4230242 JO5B 12/1 /011 153 T4230243 J07 12/1/011 154 1T4230244 JO7A 12/1/011 155 T4230245 JO7B 12/1/011 56 T4230246 J09 12/1/011 157 T4230247 JO9A 12/1/011 158 T4230248 JO9B _ 12/1/011 159 T4230249 JO9C 12/1/011 L60 T4230250 JO9D 12/1/011 161 T4230251 J09E 12/1/011 162 T4230252 JCO9 12/1/011 163 T4230253 JC09A 12/1/011 164 T4230254 JC10 12/1/011 2 of 2 a. . Job Truss Truss Type Qty Ply Scott Residence T4230191 112237 A01 PIGGYBACK ATTIC 10 1 Job Reference (optionall TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:18:58 2011 Page ID: Vpsn23? 6kKPWGpwLHpl7yhyPPed-dxC8yi0b2gcoPzy6PHg2GaVclnbEHS5gyzx8nVyDMgB 1 3 -2 -7 i 8 -9-4 1 13 -9 -11 1 18 -0-5 I 73 -0-12 1 78 -7 -9 1 31 -10-0 1 3 -2 -7 5-6 -13 5-0-7 4 -2 -10 5-0-7 5-6 -13 3 -2 -7 5x7 = Scale = 1:75.3 5x7 = 5 6 7 MI 1571 4 2 1MI` 8 8.50 3x4 i 31 30 32 \ 35 4x10 = 36 3x4 3 9 33 34 4 g 4 r;, 2 10 3x5 " 14-0-0 3x5 O 1 11 3x4 = 3x4 = 5x12 = 4 11111.11111 Itr, .. �' .. .z. - _21 , 16, o . - , an \ Ali 54Mlilli... .0.111111. Mt C••■ IF 29 28 5x12 = 27 25 23 21 19 17 14 13 12 8x8 = 3x4 = 3x4 = 3x8 MT2OH = 3x4 = 3x4 = 8x8 = 3x8 = 3x8 1 3 -2-7 1 8-9-4 8 -111-0 15 -11 -0 311 = 22 -11-0 231 -12 28 -7 -9 r 1 -10-0 , 3-2 -7 5-6-13 0-1 -12 7-0-0 7-0-0 0-1 -12 5-6 -13 ' 3-2 -7 Plate Offsets (X,Y): f5:0- 5- 4,0 -2-4), F:0-5-4,0-2-41,113:0-4-0,0-2-41, [15:0- 2- 0,0 -2- 81,126:0- 5- 8,0 -2 -81, f28:0- 4 -0,0 -2 -41 LOADING (psf) SPACING 1-4 -0 CSI DEFL in (Ioc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LL) -0.54 20 >705 240 MT20 244/190 TCOL 10.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -1.02 20 >371 180 MT2OH 187/143 BCLL 0.0 • Rep Stress Incr YES WB 0.86 Horz(TL) 0.11 12 n/a n/a BCDL 10.0 Code FRC2007/TPI2002 (Matrix) Attic -0.13 15 -26 1322 360 Weight: 268 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP SS *Except* TOP CHORD Structural wood sheathing directly applied or 4 -5-2 oc puffins, except 5 -7: 2 X 4 SYP No.2 end verticals, and 2 -0 -0 oc puriins (10 -0 -0 max.): 5 -7. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 3 -28, 9 -13 JOINTS 1 Brace at Jt(s): 30, 24, 22, 16, 18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 29= 1355/0 -3 -8 (min. 0- 1 -10), 12= 1355/0 -3 -8 (min. 0 -1 -10) Max Horz 29 =348(LC 6) Max Uplift 29=- 156(LC 7), 12 =- 156(LC 8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 1209/187, 2 -33 =- 1390/320, 3 -33 =- 1274/327, 3 -35 =- 959/256, 4 -35 =- 877/271, 4 -5= 0/388, 7-8= 0/388, 8 -36 =- 877/274, 9 -36 =- 959/258, 9 -34 =- 1274/328, 10 -34 =- 1390/321, 10-11=-1209/187, 5-6=0/415, 6-7=0/415, 1-29=-1343/209, 11-12=-1343/209 BOT CHORD 28-29=-327/328, 27-28=-573/2305, 25-27=-588/2351, 23-25=-206/3287, 21-23=-64/3820, 19- 21= -64/3820,17 -19 =- 141/3287,14 -17 =- 345/2351,13 -14 =- 334/2305,24 -26 =- 2406/192, tS\1IIISl WEBS 3 26 =- 130486, 9 15152 86 -3 8 =? 475 65, 30 -31 =1 468 265, 30 -32=- 146 273, �� 0'4% 4 PS A • A < ?' 8 -32 =- 1475/273, 2- 28= -431/258, 10-13=-431/257, 3-28=-301/269, 9-13=-303/290, ``•. O ,• • (, • E- N � �' •• .�J , 1 -28 =- 159/1218, 11 -13 =- 161/1218, 24- 25= -479/47, 16- 17= 479/46, 25- 26=- 64/1263, [\ : . r 23 -24 =- 153/684,15 -17 =- 65/1263,16 -19 =- 158/684,26 -28 =- 1501/447,13 -15 =- 1501/557 •. • • - ri -• i . "do 39380 - NOTES • ".k' `a. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end "'f zone and C -C Exterior(2) 0 -1 -12 to 3 -2 -7, Interior(1) 3 -2 -7 to 13 -9 -11, Exterior(2) 13 -9 -11 to 18 -0 -5, Interior(1) 22 -3 -4 to 31 -8 -4 zone; 3 ':-S' T AT E r` . L U cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber cl •, 4/ Z.• DOL =1.60 plate grip DOL =1.60 r ,C 3) Provide adequate drainage to prevent water ponding. ri'��r�• 0 R 1 • P .• \' - • 4) At plates are MT20 plates unless otherwise indicated. ,, L7 h • ....... • • � ,.? ... 5) All plates truss has been designed for 0 psf bottom chord live load nonconcurrent with any other live loads. �� / V r //1 N A` ��t 6) This 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 8) Ceiling dead load (5.0 psf) on member(s). 34, 8 -9, 4 -31, 30 -31, 30 -32, 8 -32 FL Cert. 6634 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 24 -26, 22 -24, 20 -22, 18 -20, 16 -18 15 -16 December 1,2011 C_prltinued on page 2 ■ LNAI?N:.'y[r V ^sVfrj drrige pas xAret .zs< and READ M)77it: ON TIM .AN.T'i INCLUDED .9t7I77i' REFERENCE YAt2B NW 7473 ±•ev. 10 'Oe li F.FY)Rk ME, Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for on individual building component. Applicability of design paramenfers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional femporory bracing to insure stability during construction is the responsibillity of the 0.1* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/tell Qualty Criteria, DSB -B9 and SCSI (Medina Component 6904 Parke East Blvd. Safely Information available from Truss Plote Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 -4115 A Job Truss Truss Type Qty Ply Scott Residence 74230191 112237 A01 PIGGYBACK ATTIC 10 1 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:18:58 2011 Page ID: Vpsn23? 6kKPWGpwLHpl7yhyPPed- dxC8yi0b2gcoPzy6PHg2GaVclnbEHS5gyzx8nVyDMg: NOTES 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 156 Ib uplift at joint 29 and 156 Ib uplift at joint 12. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and /or bottom chord. 13) Attic room checked for L/360 deflection. LOAD CASE(S) Standard ,`t %% ttilt11.1 , • G "E N S , Q • ' " 39380 t AT F r_ • 1 4/ • • 0 J/ i )/(:) N A�. �`J �t FL Cert. 6634 December 1,2011 WAR!0i4 - Vr. et€y tieesige param, ter,.,, and FEk u PeP.T.S : ON :'t 14 NO> LM LUUDED #i7T1 RE:P P.RENVE FACIE MI 7473 ,•,ee. 70 1 0,5 £IEF ORE Z $41. Design valid for use only with MiTek connectors. This design is bosed only upon parameters shown, and is for on individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the N erector. Additional permanent bracing of the overall structure is the responsiibflity of the building designer. For general guidance regarding fabrication. quality control, storage. delivery. erection and bracing. consult ANSI/tPI1 Quality Criteria, DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 -4115 Job Truss Truss Type Qty Ply Scott Residence T4230192 112237 A02 Hip Truss 1 1 Job Reference Ipotional) TRUSSMART BUILDING COMPONENTS. Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:18:59 2011 Page ID: Vpsn23 ?6kKPWGpwLHpl7yhyPPed- 58mW921 Dp_kf17XJy ?BHpn2wW B3102jzBdghJxyDMg t I 6-7 -12 11-0-0 I 18 -10-0 I _. 75 -2-4 I 31 -10-0 I 6 -7 -12 6-4-4 5 -10-1 6-4-4 6-7 -12 5x5 = Scale = 1:69.5 5x5 = 3 16 ,_, 17 4 8.50 12 3x5 <.% 15 18 3x5 2 5 _. _.. N v . N 14 19 3x6 �� - r 3x6 �� \\\\. 1 / 6 --______ \I:1Y 13 12 20 11 10 21 22 9 8 7 2x4 II 3x4 = 3x4 = 3x4 3x8 = 3x4 = 2x4 II I 6 -7 -12 I 13-0 -0 I 18 -10-0 25-2 -4 I 31 -10 -0 I 6 -7 -12 6-4-4 5-10 -1 6-4-4 6 -7 -12 _Plate Offsets (X,Y): [3:0- 3- 0,0 -2 -01, [4:0- 3- 0,0 -2 -0) LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.06 9 -11 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.11 9 -11 >999 180 BCLL 0.0 ' Rep Stress lncr YES WB 0.26 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FRC2007/TPI2002 (Matrix) Weight: 224 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -10 -8 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals, and 2 -0 -0 oc purlins (6 -0-0 max.): 3-4. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 1 Row at midpt 2 -11, 3 -9, 5 -9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 13= 967/0 -5 -8 (min. 0 -1 -8), 7= 960/0 -5 -8 (min. 0 -1-8) Max Horz 13=- 332(LC 5) Max Uplift 13=- 245(LC 7), 7=- 245(LC 8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-14=-1065/316, 2-14=-992/328, 2 -15 =- 950/374, 3 -15 =- 867/393, 3- 16=- 695/375, 16- 17= -695/375, 4- 17=- 695/375, 4 -18 =- 856/393, 5-18 =- 939/374, 5 -19 =- 983/328, 6 -19 =- 1057/316, 1-13=-929/315, 6-7=-922/315 BOT CHORD 12 -13 =- 325/325, 12- 20=- 331/816, 11- 20=- 331/816, 10- 11=- 236/703, 10- 21=- 236/703, 9- 21=- 236/703, 9 -22 =- 222/809, 8 -22 =- 222/809 WEBS 3 -11 =- 85/302,4 -9 =- 72/267,1 -12 =- 186/808,6 -8 =- 186/800 `,� #f1111' NOTES �■ N �` ,/ , Unbalanced roof live loads have been considered for this design. ,� O \ ` C E N i■ 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end ...;./..:, ` .• \ 6'''. ''f. i zone and C -C Exterior(2) 0 -1 -12 to 3 -3 -15, Interior(1) 3 -3 -15 to 13 -0 -0, Exterior(2) 13 -0-0 to 23 -4 -1, Interior(1) 23-4 -1 to 31 -8-4 zone; :: g 3 •• "' i cantile left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber: ' l 3 8 O u DOL =1.60 plate grip DOL =1.60 'k . f . • 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": .r J between the bottom chord and any other members, with BCDL = 10.Opsf. .., '( ' )ATE r.. . � 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 245 Ib uplift at joint 13 and 245 Ib uplift at joint �. d am " • A' P.. •• " *. 7) Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,,�...... ..... ti.. • .X.,`�! 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and /or bottom chord. /II f �0 N A, ; ` %0' LOAD CASE(S) Standard FL Cert. 6634 December 1,2011 mit A Wa4RMYG. - Vent* d sign geraxnatcr.• and REAP NOTES ON MIX MD INCLUDED M IK KEI'P1'12 E PAW.; BVJ 1473 rev, 30 9)S Ek ORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Brocing shown Ir is for lateral support of individual web members only. Additional temporary bracing to insure stobiity during construction rs the responsibillity of the M(Tek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery, erection and bracing, consult ANSI/TPI1 Qualify CrHerb, DSB -89 and SCSI SugdInp Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 -4115 Job Truss Truss Type Qty Ply Scott Residence T4230193 112237 A03 Hip Truss 1 1 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:01 2011 Page ID :Vpsn23 ?6kKPWGpwLHpl7yhyPPed -2 WuGak2TKb_ NGQgh4QEIuC7HF _kUUw5Gex9oOpyDMg8 F_ 5 -11 -12 11-8-0 i 15 -11 -0 1 20 -2 -0 1 25 -10-4 31 - I 5 -11 -12 5 -8-4 4 -3 -0 4 -3 -0 5 -8-4 5 -11 -12 5x5 = Scale = 1:65.3 2x4 II 5x5 = 3 on ._. 4 A, .: 5 8.50 [12 5x5 'i 16 5x5 O 15 2 14 6 17 0 '' 18 a 13 2x4 2x4 II • V ' / \ N N 2 19 20 11 21 22 10 23 24 9 25 26 8 3x4 = 3x4 = 5x8 = 3x4 = 3x4 = I— 8-1.4 I 15 -11 -0 I 23 -8 -12 I 31 -10 -0 I 8 -1 -4 7 -9-12 7 -9 -12 8 -1-4 Plate Offsets (X,Y): f3:0-3-0,0-2-01,15:0-3-0,0-2-01, 110:0- 4- 0,0 -3 -01 LOADING (psf) SPACING 1-4 -0 CSI DEFL in (lac) I /defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.09 9 -10 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.16 9 -10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.39 Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Code FRC2007/TPI2002 (Matrix) Weight: 228 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -10 -6 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals, and 2 -0 -0 oc purlins (6 -0 -0 max.): 3 -5. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 1 Row at midpt 4 -10, 2 -12, 6 -8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 12= 1039/0 -5 -8 (min. 0 -1 -8), 8= 1038/0 -5 -8 (min. 0 -1 -8) Max Horz 12=- 306(LC 5) Max Uplift 12=- 243(LC 7), 8=- 243(LC 8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -14 =- 1116/415, 14- 15=- 1106/417, 3- 15=- 1041/434, 3- 4=- 853/383, 4 -5 =- 853/383, 5 -16 =- 1041/434,16 -17 =- 1106/417,6 -17 =- 1116/415 BOT CHORD 12- 19=- 363/845, 19 -20 =- 363/845, 11 -20 =- 363/845, 11 -21 =- 285/771, 21- 22=- 285/771, 10- 22=- 285/771, 10- 23=- 194/771, 23-24=-194/771, 9-24=-194/771, 9-25=-233/845, 25 -26 =- 233/845, 8- 26=- 233/845 WEBS 3 -11 =- 131 / 251, 3 -10 =- 1831279, 5 -10 =- 183 / 279, 5 -9 =- 131/251, 2 -12 =- 1143/288, ` \ywt 1 1 1 W 6-8=-1143/288 ` � ` N C B A. A li t, ,, ' � NOTES ♦ ` Q \ 4,:* Q � �� 1) Unbalanced roof live loads have been considered for this design. ♦ ,t •• \• • . i f 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end .; r Q 4 , r zone and C -C Exterior(2) 0 -1 -12 to 3 -3 -15, Interior(1) 3 -3 -15 to 11 -8 -0, Exterior(2) 11-8 -0 to 24 -8 -1, Interior(1) 24 -8 -1 to 31 -8 -4 zone; } ' cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; LumbeC DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. ft ; y 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. : -s 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit .. •, 41,/ between the bottom chord and any other members, with BCDL = 10.Opsf. . ,(v ••• P;.." ` t. • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 243 Ib uplift at joint 12 and 243 Ib uplift at joint ', cc‘' • - 0 R \ p , ` ``• • , 8) Graphical url n bee ese does depict the or the o d fixity of the top and /or bottom chord. l,1 Sl j t N A� , 1, �� ` ysis and design of this truss. P P P LOAD CASE(S) Standard FL Cert. 6634 December 1,2011 __ A LVAJ:.M'f Vrs dm. ige pn:•a:•metw> andR AD0011 Bi 38 0. Hf AND INCLi.rl..yr Tt MUM R .FEE N E ACkE 81:1 7.a a -:-c. 110 f 4 BEYo C9- . Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design coramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1Te , erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i;A;a �7iero'wA. fabrication, quotity control, storage. delivery. erection and bracing. consult ANSI/IPI1 Quality Criteria. DSB -89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 -4115 A Job Truss Truss Type Qty Ply Scott Residence T4230194 112237 A04 Hip Truss 1 1 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:03 2011 Page I D: Vpsn23 ?6kKPW GpwLHpl7yhyPPed -_v01 ? P4jsDE5Vkg4BrGDzdCbNoMcypPZ6FevSi yDMge H 5-3-12 10 -4-0 H 15-11-0 I 21 -6-0 I 26 -6-4 1 31 -10 -0 I 5 -3 -12 5 -0-4 5-7-0 5 -7-0 5 -0-4 5-3 -12 Scale = 1:60.8 5x5 = 2x4 11 5x5 = 3 'IN _ 16 4 17 ....... 5 AI 8.50 12 5x5 ' 15 18 19 5x5 14 6 2 13 / yr 20 m 2x4 II \ 2x4 II 1 7 T - \ r o \ V \\\ <•.■ 12 21 22 11 23 10 24 9 25 26 8 3x4 = 3x4 3x4 - 5x8 = 3x4 - I __ 10- 40 I 15 -11 -0 I 21 -6-0 I ____ 31- 10-0 H 10-4-0 5-7 -0 5-7-0 10-4-0 -- --- --- -- ---- - - - - - -- Plate Offsets (X,Y): 13:0- 3- 0,0 -2 -01, 15:0- 3- 0,0 -2 -0], 110:0- 4- 0,0 -3 -0] LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 20.0 Plates lncrease 1.25 TC 0.37 Vert(LL) -0.16 11 -12 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0,40 11 -12 >957 180 BCLL 0.0 * Rep Stress Incr YES WB 0.47 Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Code FRC2007/TPI2002 (Matrix) Weight: 221 Ib FT = 0 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals, and 2 -0 -0 oc purlins (6 -0-0 max.): 3 -5. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 9 -11 -10 oc bracing. WEBS 1 Row at midpt 4 -10, 2 -12, 6 -8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 12= 1008/0 -5 -8 (min. 0 -1 -8), 8= 1008/0 -5 -8 (min. 0 -1 -8) Max Horz 12=- 280(LC 5) Max Uplift l2=- 243(LC 7), 8=- 243(LC 8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 2- 14=- 1045/372, 14-15=-1030/372, 3-15=-980/387, 3-16=-887/403, 4-16=-886/403, 4 -17 =- 886/403, 5 -17 =- 887/403, 5- 18=- 980/387, 18 -19 =- 1030/372, 6- 19=- 1045/372 BOT CHORD 12 -21 =- 387/771, 21- 22=- 387/771, 11 -22 =- 387/771, 11- 23=- 318/795, 10 -23 =- 318/795, 10- 24=- 215/795, 9- 24=- 215/795, 9 -25 =- 243/771, 25- 26=- 243/771, 8 -26 =- 243/771 WEBS 2 -12 =- 1034/331,6 -8 =- 1034/331 ,� �� s A ill 1) Unbalanced roof live Toads have been considered for this design. �� p A s-.).4. ,/ , 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end ,.�� O�•' c._ • • zone and C -C Exterior(2) 0 -1 -12 to 3 -3 -15, Interior(1) 3 -3 -15 to 10 -4-0, Exterior(2) 10-4 -0 to 26 -0 -1, Interior(1) 26 -0-1 to 31 -8-4 zone; . ",�: \„ s . ' 1i � , i cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber.,`' /. ` DOL =1.60 plate grip DOL =1.60 * " G 39380 , 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 fits n +< ; cr w between the bottom chord and any other members, with BCDL = 10.0 psf. (by others ) of truss to bearing capable of withstanding 243 Ib uplift at joint 12 and 243 Ib uplift at 1 oin i ."r t • 6) Provide mechanical connection P 9 P P e• , raTF � ' C � ' © ' , ' 4.1 Z., j 8. s '"/. %. A Q $ .`'• 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. i c ` ( � (' 0 R \ \ , `" 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and /or bottom chord. � p L} • • • • • • ,.' `S LOAD CASE(S) Standard c / / ° NM- ` E-; �` FL Cert. 6634 December 1,2011 Q WARIV1Mi Ve:rfy p(xr,7nxetnx nnct READ MT0T(S ON THIS AND INCLUDED WT7F1t REYE P:NCE PAGE KU 747J res. TO '08 BEFORE OM. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual budding component. Applicability of design paramenfers and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ) e erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .o...;a' fabrication. quality control, storage, delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria, DS6-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 -4115 ■ . Job Truss Truss Type Qty Ply Scott Residence T4230195 112237 A05 Hip Truss 1 1 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:04 2011 Page I D:Vpsn23 ?6kKPW GpwLHpl7yhyPPed- S5ZPCI5MdW My7uPGIYn rIncCdihFeiKuOS_ByDMg 1 4 -5 -0 I 8 -6-8 1 13 -1-4 + 17 -9 -17 1 77 -4 -5 f_ 75 -8 -12 1 31 -4 -8 1 4 -5 -0 4 -1-8 4-6 -12 4 -8 -8 4 -6 -12 4 -4-4 4 -7 -12 5x5 = Scale = 1:64.9 2x4 11 3x4 = 5x5 = 3 4 5 6 t� - .. is 8.50 12 3x5 �� 18 / 3x5 19 2 r 4: 7 • 3x5 .- ro 3x5 1 � g i 11112-111. r \ ___- , .:3 ■..onn � . ma - l. •I• ••••1. ■.:+ 11 _ 1 1-II _ I 1 2x4 11 3x4 = 3x4 = TJC37 3x8 = TJC37TJC37 5x5 = 28 29 11 30 10 � 9 17 16 20 15 21 22 23 14 24 25 13 26 1 * TJC37TJC37 6x6 = 3x4 2x4 II TJC37 TJC37 TJC37 TJC37 3x5 = TJC37 TJC37 1 4 -5-0 8 -6 -8 1 13 -1-4 17 -9-12 22-4 -8 1 26 -8 -12 1 31 -4-8 4 -5 -0' 4 -1 -8 4 -6-12 __. 4 -8 -8 4-6-12 4-4-4 4 -7 -12 Plate Offsets (X,Y): [3:0-3-0,0-2-01,16:0-2-12,0-1-121 LOADING (psf) SPACING 1 -4-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) 0.19 10 -11 >850 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.86 Vert(TL) - 0.18 10 -11 >890 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.54 Horz(TL) -0.01 9 n/a n/a BCDL 10.0 Code FRC2007/TPI2002 (Matrix) Weight: 241 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals, and 2 -0 -0 oc puffins (10 -0 -0 max.): 3 -6. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing, Except: 8 -1 -10 oc bracing: 11 -12 6 -9 -12 oc bracing: 10 -11. WEBS 1 Row at midpt 3 -15, 3 -14, 4 -14, 5 -14, 5 -12, 6 -12, 6 -11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 18 -10 -0 except (jt= length) 9= 0 -5 -8. (Ib) - Max Horz 17=- 258(LC 3) Max Uplift All uplift 100 Ib or Tess at joint(s) except 16=- 426(LC 5), 15 =- 1126(LC 4), 14=- 872(LC 4), 12=- 1360(LC 3), 9=- 621(LC 6) Max Gray All reactions 250 Ib or Tess at joint(s) 17 except 16 =434(LC 9), 15= 1313(LC 1), 14= 1195(LC 9), 12= 1926(LC 1), 9= 874(LC 10) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 6 -19 =- 714/661, 7 -19 =- 769/648, 7 -8 =- 910/704, 8 -9 =- 890/686 tx ti i i t Wit" BOT CHORD 16- 17=- 215/257, 12- 28=- 449/558, 28- 29=- 449/558, 11- 29= 449/558, 11- 30= 479/705, k >% '1, 10- 30= -479/706 P , , WEBS 6 -12 =- 1238/968, 6 -11 =- 1150/1338, 8-10=-545/764 ♦ �``, �.' Q" "1 E " " 1 4 * / e � N ." NOTES ♦ ,t, \ .' \. " F "` 'P..: 1) Unbalanced roof live loads have been considered for this design. • 2) Wind: ASCE 7 -05; 120m ph (3-second gust); TCDL=4.2psf; BCDL =6.0 sf; h =25ft; Cat. f1; Ex B; enclosed; MWFRS (low -rise) gable end ,. O .. zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.60 plate grip DOL =1.60 _ 3) Provide adequate drainage to prevent water ponding. �k 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. : 11 ; O 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% ? J . 1•' AT F C) E LU between the bottom chord and any other members, with BCDL = 10.Opsf. I. d 4, ti 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 426 Ib uplift at joint 16, 1126 Ib uplift at joint 15 i fi •. P.' �;" , 872 Ib uplift at joint 14, 1360 Ib uplift at joint 12 and 621 Ib uplift at joint 9. "*.• "*.• s ", 0 R i 6\ ,. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. l i 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and /or bottom chord. i ii,, , ON At,- � `, t't 9) Use Simpson Strong -Tie TJC37 (4 nail, 90 -90) or equivalent spaced at 2 -8 -0 oc max. starting at 8 -1 -8 from the left end to 22 -9 -8 to connect truss(es) JO9D (1 ply 2 X 4 SYP) to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 739 Ib down and 862 Ib up at 6 -9 -8, FL Cert. 6634 and 790 Ib down and 843 Ib up at 24 -1 -8 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. December 1,2011 . i . .. r . ( -- Wyk ;,PBhKt - v<,- dex.ipP pm- . and law) Pdr.77:i., ..Pi Mire INCLUDED L F ).6tY " 7i2S� REFERENCE MI 7 +1ft? rr, 10 t K BET Zl�riz. Design valid for use only with MiTek connectors. This design s based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Brocing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during constriction 4 the responsibillity of the 1141!!k: erector. Additional permanent bracing of the overall structure 4 the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage, delivery. erection and bracing, consult ANSI/M1 Quality Cdterla. DSB -89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 -4115 Job Truss Truss Type Qty Ply Scott Residence T4230195 112237 A05 Hip Truss 1 1 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:05 2011 Page 2 I D: Vpsn23? 6kKPWGpwLHpl7yhyPPed- wH7nO56_ OgUp12 _SJFIh321yMbzxQiurZY70XbyDMg4 NOTES 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 3 =-40, 3- 6 = -40, 6- 8 =-40, 15- 17 = -13, 15- 22 =-40, 13- 22 = -13, 12- 13 = -40, 12- 28 = -13, 11- 28 = -40, 9- 11 = -13 Concentrated Loads (lb) Vert: 15=- 215(F) 11 =- 222( F) 20 =- 739( F) 21 =- 220( F )22=- 220(F)23=- 220(F)24=- 220(F) 25=- 220( F )26=- 220(F)27=- 220(F)28=- 227(F) 29=-227(F) 30=-790(F) • • No 39380 ti * . t , l R • � 'S TAT E O'F • `0.f ., t7 �'`) /O ...... N At- • . �; .�� FL Cert. 6634 December 1,2011 11YAt ?dVYRti - Vrre/y :lcig!a pttmrnetce-zs aed t?tiAAt:! NOTES ON THIS .AXiti INCLUDED llTTTsK f{U d3Rk.A!CY, PAGE M7f 7473 are, 10 1, UMW ldFiF. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stobifty during construction is the responsibillit of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage, delivery, erection and bracing, consult ANSI/TPI1 Googly Criteria, DSB -89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Scott Residence T4230196 112237 B01 Half Hip Truss 1 1 Job Reference (optional' TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:05 2011 Page I D: Vpsn23? 6kKPWGpwLHpl7yhyPPed- wH7n056_ OgUpl2 _SJFIh321wFb6mQkfrZY7oXbyDM • I 4 -3 -12 I -- I - 14 -5-0 I 4 -3 -12 4 -0-4 6 -1-0 5x5 = 3x5 = Scale = 1:49.6 3 c..., 10 X11 4 II i%" 8.50 1 2 9 3x4 �i 2 •r 8 , y • 2x4 II 1 1 Li we 7 7 6 12 5 3x4 = 3x8 = 2x4 I I I 8 -4-0 _..__.— 14 -5-0 i 8 -4-0 6 -1-0 Plate Offsets (X,Y): (3:0- 3- 0,0 -2 -01 LOADING (psf) SPACING 1 -4-0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.06 6 -7 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.15 6 -7 >999 180 BCLL 0.0 " Rep Stress Incr YES WB 0.42 Horz(TL) -0,01 5 n/a n/a BCDL 10.0 Code FRC2007/TP12002 (Matrix) Weight: 103 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals, and 2 -0 -0 oc purlins (6 -0-0 max.): 3 -4. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 1 Row at midpt 4 -5 JOINTS 1 Brace at Jt(s): 4 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 5= 450 /Mechanical, 7= 386/0 -5-8 (min. 0 -1 -8) Max Horz 7= 277(LC 6) Max Uplift5=- 202(LC 6), 7=- 108(LC 7) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 9=- 289/176, 4 -5 =- 359/280 BOT CHORD 6 -7 =- 339/234 WEBS 4-6 =- 248/310, 2 -7 =- 321/147 NOTES t%0111 /till 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end 5 A . h/ zone and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 8-4 -0, Exterior(2) 8 -4 -0 to 12 -6 -15 zone; cantilever left and right exposed ; ` % N �P` . '1' ,,• • end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 `♦ Q . ` .• � E N s , • 8 „44 °. 2) Provide adequate drainage to prevent water ponding. h A .• \ ,..•. ? , ;. 3) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. ., ;. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0 -0 wide will fit;; "d 0 39380 - . between the bottom chord and any other members, with BCDL = 10.0psf. * f, 5) Refer to girder(s) for truss to truss connections. , * • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 202 Ib uplift at joint 5 and 108 Ib uplift at joint; n': . : c y 7. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss, �� © - STATE U f • .` 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and /or bottom chord. ..:• , " T P .. :7 LOAD CASE(S) Standard ••i •. C . R � .. . �? . . /.• Si °N AV. ' � � l Ib FL Cert. 6634 December 1,2011 < . r _ . , r .. , w r A 1&is .Pf.'�4uJ- Y ^:•vfy desige grsrn�re,'. . €.dt t.8>Fa.Adr x.. ..f,Pd; ta t,.£ iTir£ �Tf�> . PAGE :t "r ".s;:'{rmr. V fTS BEFORE �C:ik. I Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Mt ek ______1 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and SCSI Building Component 6904 Parke East Blvd. — _ Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 -4115 • , Job Truss Truss Type Qty Ply Scott Residence T4230197 112237 802 Half Hip Truss 1 1 Job Reference lootionall -- TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 12:09:53 2011 Page 1 ID: Vpsn23? 6kKPWGpwLHpl7yhyPPed- 7PNgbTsVbod13JagWshG ? I- 3 -7 -12 I 7 -0 -0 ) 10-6-12 14 -5-0 I 3-7 -12 3 -4 -4 3 -6-12 3 -10-4 Nailed 5x5 = 204 I I 305 = Scale = 1:49.9 Nailed Nailed Nailed Nailed Nailed 13 14 4 3 5 12 �� 15 16 8.50 12 - 11 P 4 3x5 - 2 N 0 3x5 •.> 1 I '''''''''''-'-'''' I\ ....., 1 9 8 17 18 . —. 19 7 20 21 6 10 2x4 I I Nailed Nailed Nailed 248 II 3x4 = 3x4 = 3x8 = TJC37 Nailed Nailed Nailed 1 _3-7 -12 I 7 -0-0 I 10 -6 -12 I 14 -5 -0 I 3 -7 -12 3-4-4 3 -6 -12 3 -10-4 _ Plate.Offsets (X.YJj 13:0- 3 -0.0 -2 -01 - LOADING (psf) SPACING 1 -4-0 CSI DEFL in (loc) 1 /dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) 0.05 7 -8 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.05 7 -8 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.41 Horz(TL) -0.01 6 n/a n/a BCDL 10.0 Code FRC2007/TPI2002 (Matrix) Weight: 119 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except end verticals, and BOT CHORD 2 X 4 SYP No.2 2 -0-0 oc purlins (6-0-0 max.): 3 -5. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 7 -7-4 oc bracing. WEBS 1 Row at midpt 5-6, 5 -7 JOINTS 1 Brace at Jt(s): 5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 6= 1124/Mechanical, 10= 803/0 -5-8 (min. 0-1 -8) Max Horz 10= 243(LC 4) Max Uplift 6=- 1080(LC 4), 10=- 649(LC 5) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1- 2=- 728 / 628, 2 -11 =- 810/794, 3-11 =- 740/804, 3 -12 =- 501/539, 12 -13= 500/538, 13- 14=- 500/538, 4 -14 =- 500/537, 4 -15 =- 500/538, 15 -16 =- 500 /538, 5-16 =- 500/538, 5-6=-1061/1055, 1- 10=- 7771657 BOT CHORD 8-9 =- 615/564, 8-17 =- 689/621, 17- 18=- 689/621, 18 -19 =- 689/621, 7 -19 =- 689/621 WEBS 2.9 =- 280/285, 2.8 =- 281/111, 3- 8=- 368/452, 3-7 =- 261/315, 4- 7= -485/592, 5-7 =- 1025/1040, 1- 9=- 502/630 NOTES 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL =4.2psf; BCDL= 6.Opsf; h =25tt; Cat. II; Exp 6; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.60 plate grip DOL =1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -01011 by 2 -0-0 wide will fit between the bottom chord C l 1 r 111 % 11,. and any other members. , ` % a A. n / /// 5) Refer to glyder(s) for truss to truss connections. � : \v` 4 ,L[�� / / 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1080 Ib uplift at joint 6 and 649 Ib uplift at joint 10. z' � " t 3 • V 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. : >. ... N., c E Ns,'.. fi • TA „ 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -104 nails. • l � 9) Use Simpson Strong -Tie TJC37 (6 nail, 30 -90) or equivalent at 7 -0-0 from the left end to connect truss(es) JC09A (1 ply 2 X 4 SYP) to front face of bottom chord, • '� "A il 39384 w skewed 45.0 deg.to the left, sloping 0.0 deg. down. "•■ * - . 10) Fill all nail holes where hanger is in contact with lumber. - 11) "Nailed" indicates 3-10d or 3-12d common wire toe - nails. For more details refer to MiTek's ST- TOENAIL Detail. 4 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). * .,n j • i :. CC • LOAD CASES) Standard 1) Regular: Lumber Increase =1.25, Plate Increase =1.25 i • Uniform Loads (plf) .0 fi " •• Vert: 1- 3 =-40, 3- 5 =-40, 6- 10 = -13 / I �.c 0 � p • V � N , s Concentrated Loads (Ib) /// V ........ Vert: 8= 300(F) 3=- 100(F) 4 =- 100(F) 7 = -46(F) 12 =- 100(F) 14=- 100(F) 15=- 100(F) 16 =- 100(F) 17= -46(F) 18 = -46(F) 19= -46(F) 20 = -46(F) 21 = -46(F( /l / / N A ` X1 • FL Cert. 6634 December 1,2011 0 WARNING vM.ry dmr,Iyn pr,xcmee,:xa nra rrrzlsLr AVDr15$ ON rrrrn AND trn;r.rrrxEu REFERENCE PAD—END Sara rev, rcr 0t8 BEFORE crN/. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and k for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the a erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing. consult ANSIITPI1 Quallly CrIteda, 05B -119 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 -4115 Job Truss Truss Type Qty Ply Scott Residence T4230198 112237 C01 Common Truss 3 1 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:08 2011 Page ' ID:Vpsn23 ?6kKPW GpwLHpl7yhyPPed- Kspw278shItNcVj1 _OsOghvU ?pB4dAOIFW Mg8wyDMg' I 4 -7 -8 1 9 - 1 4 -7 -8 4 -7-8 5x5 = Scale = 1:36.0 2 8.50 1 F, 8 \7 10 3x5 i 3x5 N 1 3 i \ /% N • MI 5 6 4 2x4 11 2x4 H 3x8 = 4-7-8 I 9- 3_0 - -- I 4 -7-8 4 -7-8 LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.01 4 -5 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.12 Vert(TL) -0.02 4 -5 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FRC2007/TPI2002 (Matrix) Weight: 57 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP 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 Stabilizer Installation guide. REACTIONS (lb /size) 6= 239/0 -5-8 (min. 0 -1 -8), 4= 239/0 -5 -8 (min. 0 -1 -8) Max Horz 6=- 168(LC 5) Max Uplift6= -89(LC 7), 4= -89(LC 8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 4 -7 -8, Exterior(2) 4 -7 -8 to 7 -7 -8 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2-0 -0 wide will fit �� 11,11 t r t l II' between the bottom chord and any other members. � 1 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89 Ib uplift at joint 6 and 89 Ib uplift at joint 4. , ,� �� , t. { � S A I� • 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. � � Q \ 1 , £ � ' e qn .. LOAD CASE(S) Standard • NO 39380 • ' * . • • j w .. t — . * © , 'STATE 0I'' •; I. FL Cert. 6634 December 1,2011 A wAnt7,r4s Yrrrf dem fgn gnran;e! +:s an E2 d RE A0 ON T14f5 TNV INCLOVED 14£71:+c PF:J F P£F.NVL P:AUE 90E 747,4 s'.-= 10 `0& BU ORE 0'6E , Design s gn valid for use only with MiTek connectors. This design is based only upon parameters shown, and for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSI Building Component 6904 Parke East Blvd, Safely Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 -4115 Job Truss Truss Type Qty Ply Scott Residence 74230199 112237 CO2 GABLE 1 1 _. Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:09 2011 Page ID: Vpsn23? 6kKPWGpwLHpl7yhyPPed- p3NIFT9US3? EDflEYSNdDuSfbDW7MdnRUASDgMyDMg I 1 4 -7-8 - — 1 9 -3 -0 1 4 -7-8 4 -7 -8 5x5 = Scale = 1:29.9 4 I . 8.50 12 rte, 16 15 5 3 P ill 6 7 2 1Gt�! N1B N 1 1, r.1 cx r's 51 11 0 i U 0 E 0 , 14 13 12 11 10 9 8 1 9 -3-0 I 9-3-0 LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.07 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code FRC2007/TPI2002 (Matrix) Weight: 53 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 9 -3 -0. (lb) - Max Horz 14=- 138(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 12, 10 except 14=- 195(LC 5), 8=- 166(LC 6), 13=- 213(LC 6), 9=- 190(LC 5) Max Gray All reactions 250 Ib or less at joint(s) 14, 8, 11, 12, 13, 10, 9 FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone and C -C Corner(3) 0 -1 -12 to 3 -1 -12, Exterior(2) 3-1 -12 to 4 -7-8, Corner(3) 4 -7 -8 to 7 -7 -8 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 , ,0191 M.', 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/7P1 1. • ��, . L. Q �i� 4) All plates are 2x4 MT20 unless otherwise indicated. �* • G E N 5) Gable req continuous bottom chord bearing. .," •• \,- 6' ••, .Ii ... ti • r^ 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). .... hJ O 39380 �, 7) Gable studs spaced at 2 -0-0 oc. * : 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * ; � ' 9)' 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. w • 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 12, 10 except (jt =1b) ;. . b 1 ATE W- , : �u 14=195,8=166,13=213,9=190. i © 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. . T ,.fi q- •' ' Z.* . LOAD CASE(S) Standard i f, S ... ' 1 Q •' C , ,:. � 0 • N Ay � FL Cert. 6634 December 1,2011 S .. Q lt•'AFtPY1.is Ye; rfy design. prsrar .r.!, -zt . and .f .h,At. M1Xb "r "; ON riffs AND 1M; I,l7PF.D MIEN F:F:C`P.17FSro"(:F; YAti81k7f` 7473 rem, p 0 'th3.8...f ORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and 0 for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 4 the responsibillity of the RI erector. Additional permanent bracing of the overall structure 0 the responsibility of the building designer. For general guidance regarding fabrication. qualify control. storage, delivery. erection and bracing, consult ANSI/IPtl Quality Criteria, DSB -89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 336104115 Job Truss Truss Type Qty Ply Scott Residence T4230200 112237 CO3 Common Truss 3 1 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:10 2011 Page I D: Vpsn23 ?6kKPWGpwLHpl7yhyPPed -H FxgTp96DM75rpsQ6pusm6 ?gTcrV54rbjgrnCoyDMg I 4 - 7 - 8 I - - ----- 8 - 7 - 6 ---- i - 1 - 4 - 3 - - 0 -5-10 5x5 = Scale = 1:36.1 2 8.50 12 i s 11 12 10 9 3x5 O 8 1 3 w 3x5 ":-' ' \\ C nu II im 1:e 1111% eli. Il 6 5 M o 7 4 2x4 H 3x8 -- 2x4 I1 I 4 -7 -8 I - -- 8-7 -6 s -1 -a 4 -7.8 3 -11 -14 0-5 -1 LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) 0.02 5 -6 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.19 Vert(TL) -0.04 5-6 >999 180 BCLL 0.0 " Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FRC2007/TPI2002 (Matrix) Weight: 56 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be 1 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 7= 234/0 -5-8 (min. 0 -1 -8), 4= 216/0 -3-8 (min. 0 -1 -8) Max Horz 7= 174(LC 6) Max Upirft7= -86(LC 7), 4= -79(LC 8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 4 -7 -8, Exterior(2) 4 -7 -8 to 7 -7 -8 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0-0 wide will fit .011%1111;4 between the bottom chord and any other members. > / 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 4. , „.. % t1 P�J A q < � 1 /, 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. s 10 • •' N •' Q 'i LOAD CASE(S) Standard •:',4„:\ •�` ". .• : ,.N 30380 •• , :: * • n : :'x ✓ t . -,a -. STATE ter 'tv r a r ©,, ,cC P " , � tt' : FL Cert. 6634 December 1,2011 ��, 1&Rii.PP,.R4i - Venn: dmdga para.°txr?t-r< cad z2F;el0 Cd?kT sz " > " >� 01 :'iia"'�.". S.ZV';1 2 ?I,+fMr3 M7211, "EE'.Kti` REh'C;t k'ACi6' MU 747'1 ?• :?c. 10 'txK BEFORE: . U6C. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and 6 for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the trek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding FowFw p2;;rogw, fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Crtteda, DSB -89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 -4115 Job Truss Truss Type Qty Ply Scott Residence T4230201 112237 C04 Half Hip Truss 1 1 Job Reference (optional) 1 TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:11 2011 Page I D: Vpsn23? 6kKPWGpwLHpl7yhyPPed- IRU2g8Al_gFyTzRcTW P5IJXxPOBkgV 1 kxUaKkEyDMg_ r 5 -2-0 i 8 -7 -6 _ 1 0 5-2 -0 3 -5-6 0 -5 -10 Scale = 1:37.3 5x5 3x4 = 2 11 12 3 8.50 [12 II j %" 10 9 m 3x5 i 8 0 1 / h c / �j N \ / 7 • 6 5 A 2x4 II 3x8 = 2x4 II F, 5 -2-0 I 8 -7 -6 1 -1 5 -2 -0 - -- -- 3 -5-6 0-5 -1 - - - - - - Plate Offsets (X,Y): (2:0 -3 -4,0 -2-41 LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) 0.03 5-6 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.19 Vert(TL) -0.03 5-6 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.17 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FRC2007/TPI2002 (Matrix) Weight: 63 Ib FT = 0 • LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purtins, except BOT CHORD 2 X 4 SYP No.2 end verticals, and 2 -0 -0 oc purlins (6 -0-0 max.): 2 -3. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. JOINTS 1 Brace at Jt(s): 3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 7= 234/0 -5-8 (min. 0 -1 -8), 4= 216/0 -3 -8 (min. 0 -1 -8) Max Horz 7= 197(LC 6) Max Uplift7= -67(LC 7), 4=- 127(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3- 5=- 230/273 BOT CHORD 6- 7=- 292/155 NOTES 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 5 -2 -0, Exterior(2) 5 -2 -0 to 8 -5 -10 zone; cantilever left and right exposed ; to,1 t gg1 end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 `�% S A h. rt 2) Provide adequate drainage to prevent water ponding. •N F" . 4 Q ie 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` .s� O • C E N • • • " #' 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 r° x N •• \, ` ••�7i i • between the bottom chord and any other members. .'' A , + , 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except (jt=Ib) 4= 127. ,°„ * . • . 39 80 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and /or bottom chord. * LOAD CASE(S) Standard : -w 1:0 " FL Cert, 6634 December 1,2011 Q W 9RNLht: Verxns nsnige prime/meters and REAP t tome, ON 734(S AND 1M L 5J0F.D 3 E7' 4TTEK REFERENCE ?AWE 963/ 74173 res. 10 'OA BEFORE 116.E. • Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paramenters and proper incorporation of component 8 responsibility of building designer - not truss designer. Bracing shown is for laterol support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibi#ity of the MIL _ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/1P11 Quality Criteria, DS11-119 and SCSI Building Component 6904 Parke East Blvd. Safety Inlormaton available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Scott Residence T4230202 112237 CO5 Half Hip Truss 1 1 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:12 2011 Page ' ID: Vpsn23? 6kKPWGpwLHpl7yhyPPed- De2RuUBNI_ Np470oDDwKrX44zQWrZxOtA8KtGhyDMf_ I - 6 -6-0 I 8-7-6 -1- 6 -6-0 2 -1 -6 0-5 -10 Scale = 1:43.3 5x5 - 3x4 = 2 3 11 11 8.50 12 I/ 10 9 8 a 3x5 m 1 • ki Irt 1 CB ILM 7 6 5 4 2x4 I I 3x8 = 2 II I 6-6-0 1 8- 7.6 1- _ 6 -6 -0 2 -1 -6 0 Plate Offsets (X,Y): (2:0- 3- 4,0 -2-4) LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I /deft LJd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.03 6 -7 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.07 6 -7 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.23 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FRC2007/TPI2002 (Matrix) Weight: 69 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals, and 2 -0 -0 oc purlins (6 -0 -0 max.): 2 -3. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. JOINTS 1 Brace at Jt(s): 3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 7= 234/0 -5 -8 (min. 0 -1 -8), 4= 216/0 -3-8 (min. 0 -1 -8) Max Horz 7= 231(LC 6) Max Uplift7= -58(LC 7), 4=- 137(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3 -5 =- 270/313 BOT CHORD 6 -7 =- 343/179 WEBS 3- 6=- 284/243 NOTES 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end t t t l t l ! t t g zone and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 6 -6 -0, Exterior(2) 6 -6 -0 to 8 -5 -10 zone; cantilever left and right exposed ; rtttt S A t f I // end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 , SN {}` , , , , ; • • '1 L ': 2) Provide adequate drainage to prevent water ponding. �`� ,O.,.• `G E N S • S i � 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ti . x. \, 'I, . • 4) • This truss has been designed for 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 .. w between the bottom chord and an other members. " ± O 3 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except (it =lb) 4= 137.. * 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. * : • 7) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and /or bottom chord. n ti LOAD CASE(S) Standard '+ (•" 1'AT 1 - . "fitlitill FL Cert. 6634 December 1,2011 ,A 1 &i1 Lh1!Nz V- ^trr,{ de-uge pa;.srnr,5w 0 and READ s"Pr. TES ON 7"h1S AND 1M.1,0't0 W M1TSe NF.F MEWS S PA .lei 501 3 ,m, it) '0 :377'()f:5 : r: E, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Mlk' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ----- --- -- p�w�nwv. fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/IP11 Quality Criteria, D5B -89 and BCSI Building Component Safely Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. 6904 a East Blvd. _ __ Tammpa, , FL 33610 -0115 Job Truss Truss Type Qty Ply Scott Residence T4230203 112237 C06 Half Hip Truss 1 1 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:12 2011 Page ID: Vpsn237 6kKPWGpwLHpl7yhyPPed- De2RuUBNI_Np470oDDwKrX41 MOWdZyrtA8KtGhyDMft 9 -1 -0 1 4 -0-12 7-10-0 -.7-661 1 4 -0 -12 3 -9-4 -9 -6 0 -5-10 Scale = 1:49.1 5x5 2x4 11 3 4 8.50 r 2 12 rill 3x5 -i 2 10 ,r' 9 q m 3.5 i 1 0 N Y \ \\ \ i' m am )r' era 8 7 6 5 2x4 I1 3x4 = 4x10 11 I 4-0-12 8 -7-6 9(1 0 __ 4-0 -12 4 -6 -10 0 -5-1'0 _, Plate Offsets (X,Y): 13:0- 3- 4.0 -2-41 LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) 0.05 6 -7 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.05 6 -7 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.14 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FRC2007/TP12002 (Matrix) Weight: 75 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc puriins, except BOT CHORD 2 X 4 SYP No.2 end verticals, and 2 -0 -0 oc puriins: 3-4. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. JOINTS 1 Brace at Jt(s): 4 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 8= 234/0 -5-8 (min. 0 -1 -8), 5= 216/0 -3-8 (min. 0 -1 -8) Max Horz 8= 264(LC 6) Max Uplift8= -53(LC 7), 5=- 147(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ibi or less except when shown. BOT CHORD 7 -8 =- 394/204, 6- 7=- 2621163 NOTES 1) Wind: ASCE 7 -05: 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 7 -10 -0, Exterior(2) 7 -10 -0 to 8 -5 -10 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 ,��{ • { t { 1(( t t tt 2) Provide adequate drainage to prevent water ponding. t�1 S A / 3) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. << ` p` A �i 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 • • ( `v , • • � ' • between the bottom chord and any other members. ` f \ ` F a ' • • '1.. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except (jt =1b) 5= 147. ti 3 8 4 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss..` * j 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and /or bottom chord. LOAD CASE(S) Standard " 4J . . • .7" • . 4-0Rt \ ?p ' '�� FL Cert. 6634 December 1,2011 J 7 A WAIUDAG 'ir,^;xfy tit. ige per ametere ead READ NOTES ON MS AND";NCLU DEED D7 &BEN 1 r7EK R33 E PAirE 8 7473 rex, 10 1 04 BEFORE 04E. a Design volid for use only with MiTek connectors. This design is based only upon parameters shown, and n for on individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown A R( �� is for lateral support of individual web members only. Additionol temporary bracing to insure stability during construction is the responsibillity of the IYi erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Pow w,. 1.31 fabrication, quality control. storage. delivery, erection and bracing. consult ANSI/VI1 Quality Criteria, 051 -89 and SCSI Building Component 6904 Parka East Blvd. Sdety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610-4115 _ _ Job Truss Truss Type Qty Ply Scott Residence T4230204 112237 C07 Monopitch Truss 3 1 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:13 2011 Page ID: Vpsn23? 6kKPWGpwLHpl7yhyPPed- hgcpsgC? WHVgiGb ?nxSZNkdBygn31Pb1Po3Ro7yDMf; 4-3 -11 _ 6-7-6 4 -3 -11 4 -3 -11 0-5 -10 Scale = 1:50.9 2x4 7 3 8.50 10 3x4 i 9 2 8 7 • 2x4 1 L'S co E.% ° 6 5 4 3x4 = 3x4 I — 6 -7 -6 8 -7 -6 0 -5 -10 LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.21 5 -6 >505 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.56 5-6 >188 180 BCLL 0.0 " Rep Stress Incr YES WB 0.17 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FRC2007/TP12002 (Matrix) Weight: 62 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 1 Row at midpt 3 -5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. _ REACTIONS (lb /size) 4= 216/0 -3 -8 (min. 0 -1 -8), 6= 234/0 -5 -8 (min. 0 -1 -8) Max Horz 6= 279(LC 6) Max Uplift4=- 151(LC 6), 6= -51(LC 7) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. BOT CHORD 5- 6=- 255/139 WEBS 2 -5 =- 135/256 NOTES 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp 8; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 8 -5 -10 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 ,1�t;551111 Jlt 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. %S C S A • 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 ,,,� N� 0 ' ` 'N " r j 1; between the bottom chord and any other members. • ' * � 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt =lb) 4 =151. 4; A. • "\ 4' S L •. �� 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. • ` "d t7 39380 _ . •. G LOAD CASE(S) Standard " * • 1 ogg aA ti r • • * r STATE iJ _ . Ct ;C ; r 14. O N A k Ca::• FL Cert. 6634 December 1,2011 • ;8 -- Q, fo Zlt2A4'. Verify dx °..sign x �a.a and x;.tr`,A£ - . .8011;8 Oil 8.8IT." INCLUDED #+T RP:FxitFlti!:E PAW; Rtii 747 ZO '08 tSF;F"i. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. A f Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown be MiTek. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building desi IYI k gnee For general guidance regarding fabrication. quality control. storage. delivery, erection and bracing, consult ANSI /TPII Quality Criteria, OSB -89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 -4115 Job Truss Truss Type Qty Ply Scott Residence T4230205 112237 C08 Monopitch Truss 1 1 — _ _ Job Reference o.tional J TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:14 2011 (Z Def ID: Vpsn23? 6kKPWGpwLHpl7yhyPPed- 90ABIACdHbdXKQABLezowy9LJE8B1skAeSp_ y I 4 -4-12 I 8-9 - --I 4 -4.12 4-4 -12 Scale = 1:51.7 2x4 II 3 8.50 12 8 9 3x4 -% 2 I 6 7 i CI • 2x4 II 1 1 : / :. ' ‘. j I 5 4 3x4 _ 3x4 s H 8-9-8 I 8 -9 -8 _ LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.84 Vert(LL) -0.18 4 -5 >559 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.46 4 -5 >223 180 BCLL 0.0 * Rep Stress Incr YES WO 0.18 Horz(TL) -0.00 4 n/a n/a Weight: 62 Ib FT = 0% BCDL 10.0 Code FRC2007/TPI2002 (Matrix) _ LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc puffins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 1 Row at midpt 3-4 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. - - - - - -- REACTIONS (Ib /size) 4= 227 /Mechanical, 5= 227/0 -5-8 (min. 0 -1 -8) Max Horz 5= 283(LC 6) Max Uplift4=- 165(LC 6), 5= -46(LC 7) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. BOT CHORD 4 -5 =- 259/141 WEBS 24=- 138/259 NOTES 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 8 -7 -12 zone; cantilever left and right exposed ; end vertical left and right `,` y `t 11 t t r !' jt exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �t r A - /+ 3)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0 -0 wide will fit , %� Or: ....... 4 4 between the bottom chord and any other members. ; • ." G N S . • T � , 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) 5 except (jt=lb) 4 =165. I. 0 3938 _ 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. . * LOAD CASE(S) Standard ,-� S TAT E 'of- • .. :#/I O.N �y , , : ", ` FL Cert. 6634 December 1,2011 A WARMINi Verrtra nn.1gA ge /a:metars add REAP .1'1011i$ ON MS AND 111CIATITED JT(XTot Nkx'EREJ'T%0 PA61 ADi 747:3 ras 10'08 /WORE ift, i. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component... Applicability of design poramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown (��lR• is for lateral support of individual web members only. Additional temporary bracing to insure stobility during construction 6 the responsibillity of the _� pew erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding fabrication. quality control, storage. delivery. erection and bracing. consult ANSI/TP11 Quality Crlteda, DSB -89 and SCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 -4115 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. _ - Job Truss Truss Type Qty Ply Scott Residence T4230206 112237 CAPO4 Piggyback Truss 1 1 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:15 2011 Page ' ID: Vpsn23 ?6kKPWGpwLHpl7yhyPPed -dDI.ZW W DF 1 vIOxalNuMU 1 T9ijgdaHmLjKs6YXsOyDMfx I 1 -10 -5 _. i 2 - I - --- 4.9 - 10 -- I 1 -10 -5 0 -6 -1 1 -10 -5 3x4 = 3x4 = Scale = 1:8.8 3 4 8.50112 N es r:i S 6 2 O y J y 000 '�'' , r ` <� t ��ly,{ x ., Id co 2x4 = 2x4 — I -- --- 4-2-10 4 -2 -10 { Plate Offsets (X,Y): 13:0-2-0,0-2-11, (4:0- 2- 0,0 -2 -1] LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) 1 /deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.02 Vert(LL) 0.00 5 n/r 120 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.02 Vert(TL) 0.00 5 n/r 120 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FRC2007/TP12002 (Matrix) Weight: 12 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -2 -10 oc purlins, except BOT CHORD 2 X 4 SYP No.2 2 -0 -0 oc purlins: 3-4. 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 (lb /size) 2= 91/2 -9 -10 (min. 0 -1 -8), 5= 91/2 -9 -10 (min. 0 -1 -8) Max Horz 2 =26(LC 6) Max Uplift2= -52(LC 7), 5= -52(LC 8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) automatic zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. ��l t t t t 4) Gable requires continuous bottom chord bearing. ‘ ‘1 h! f 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ':. ,,,, tt�� {�s - '1 � 1 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit ♦ ` - (,��~, • • ....... `,• �Q4t��i .•.- , between the bottom chord and any other members. ti t ,•' ti {$ •. 7 '7„,_:•. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 5. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 393$0 U •• - 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. * _ 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and /or bottom chord. : , LOAD CASE(S) Standard f r© (AT F U I s FL Cert. 6634 December 1,2011 ,A, 1E11'.rlT:YiV iha.ia« <igr prx =a.^r�r, =., ands ' ?Isx - i T1L£, TCF. 7X'.. p 32lTi !C Nkl�Y.}tX.Fvwd:' 747) rev. 10 TM i3t t; ?It#� FXs ",ti s Design valid for use only with MiTek connectors. This design i5 based only upon parameters shown, and Is for on individual building component. S i Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown R . . n for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POW ., ------ -- ------ fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPI1 Qualify CrIteria, DSB -69 and BCSI Building Component 6904 Parke East Blvd. __ _ Safety information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 -4115 Job Truss Truss Type Qty Ply Scott Residence T4230207 112237 CAPO4A Piggyback Truss 8 1 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 S Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:15 2011 Page I D: Vpsn2376kKPWGpwLHpl7yhyPPed - dDkzW W DF1 v1OxalNuMU 1 T9ijndarmLjKs6YXs0yDMfw 2 -1 -5 4 -2 -10 I 2-1-5 ". .-- -- 2-1-5 Scale = 1:9.7 3x4 - 3 8.50 12 4 5 2 T 1 MI T / Aill .. . -. TF- ,j -, , 4 � to 2x4 - 2x4 - I-- 4 -2 -j 0 - --I -- - - 4 -2 -10 -- - - - - -- . -.__ Plate Offsets (X,Y): (3:0- 2- 0,Edge) LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.02 Vert(LL) 0.00 4 n/r 120 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.05 Vert(TL) 0.00 4 n/r 120 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 4 n/a n/a Weight 12 Ib FT = 0% BCDL 10.0 Code FRC2007/TP12002 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -2 -10 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. - - -- - REACTIONS (lb /size) 2= 91/2 -9 -10 (min. 0 -1 -8), 4= 91/2 -9 -10 (min. 0 -1 -8) Max Horz 2 =30(LC 6) Max Uplrft2= -52(LC 7), 4= -52(LC 8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) automatic zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �1 ,, ti l I I H I i /i 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 , 0 R � • A q e i' 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) 2, 4. „.% N a .. • E . `• ' 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. .... ic, "• \• t' "' 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building . ti , ; : �r, 39380 designer. _ LOAD CASE(S) Standard �':: . TAT E Ur'`. , :� r'7 '/i , : . - \ 't' I s 1 551It1 1 FL Cert. 6634 December 1,2011 r Iv Q WARNIN4i .d.rn:YIy .desige par rrrr -!w •s and 118AD PI t1.:t; ON riNS AND JNCt.UL2Er} IV FN: REFERENCE E PAC & MI 7473 res. d rl 'f1& BEFORE ZF,S.t . Design valid for use only with MiTek connectors. This desigr is based only upon parameters shown and n for on individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the iTe `owµ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding wW...d •• fabrication. qualify control, storage. delivery. erection and tracing, consult ANS1/IPI1 QualNy Criteria, 058.69 and SCSI Budding Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 -4115 Job Truss Truss Type Qty Ply Scott Residence T4230208 112237 F01 Floor Truss 1 1 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:16 2011 Page I D: Vpsn23? 6kKPWGpwLHpl7yhyPPed- 5PIxjsEtoCtFZkKaS3 ?G ?N FuJ1 wIVohT5m15PSyDM' o } i 1 a 0-18 Scale = 1:30.7 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1 ii ll 32 1 .. y C py � / O C / C C � 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 3x3 — 30 = i I .__ 18 -3-0 18 -3-0 1 LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) I /dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(TL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 16 n/a n/a BCDL 5.0 Code FRC2007/TPI2002 (Matrix) Weight: 85 Ib FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing, OTHERS 4 X 2 SYP No.3 REACTIONS All bearings 18 -3 -0. (Ib) - Max Gray All reactions 250 Ib or less at joint(s) 30, 16, 29, 28, 27, 26, 25, 24, 23, 22, 21, 20, 19, 18, 17 FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1 -4 -0 oc. 5) "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. LOAD CASE(S) Standard `��NS. A� q+ 4 39380 - 1k" 1 STATE Ur_ ' : Lv 0. 4 J '''e �Q N Ay E� .�`` f FL Cert. 6634 December 1,2011 0 Sra11 ?. i i rr' 1, *zip, pa +,ar cit g- » -xrec1 RA AO? AM St 071 Dia .4N 1WC a,i)e.'!kaD 8UMA RE gItz%.t VE PAGE 00! 74 :1 r--v, 10 1 08 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown RI- is for lateral support of individual web members only. Additional temporary bracing to insure stobility during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding aaw1A . - -- fabrication. quality control. storage, delivery, erection and bracing, consult ANSI/1P11 Quality Criteria, DSB -89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 Job 'Truss Truss Type lQty Ply Scott Residence T4230209 112237 F02 Floor Truss 1 1 — Job Reference (optional) _— TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:17 2011 Page ' I D: Vpsn23? 6kKPWGpwLHpl7yhyPPed- absKxCFWZW ?6Buvm0n WVYan34RG0EFxdK01 exuyDMfu 0-1:48 018 Scale = 1:31.2 2 3 4 5 6 7 8 9 10 11 12 13 14 15 c o------c c o a _ e _ - - 32 Yn �x u xk :,';�XX Xx X`L`k_u cc- .C. 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 3x3 = 3x3 = 18-6 -8 _ ._ I �_.. .— 18 LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) 1/deft Ud 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 Inc,: YES WB 0.02 Horz(TL) 0.00 16 n/a n/a Weight: 86 Ib FT = 0%F, 0 % E BCDL 5.0 Code FRC2007/TPI2002 (Matrix) LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 4 X 2 SYP No.3 REACTIONS All bearings 18 -6 -8. (Ib) - Max Gray All reactions 250 Ib or less at joint(s) 30, 16, 29, 28, 27, 26, 25, 24, 23, 22, 21, 20, 19, 18, 17 FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4 -0 oc. 5) "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. LOAD CASE(S) Standard ` ` .. * ` �cj A. 44 ,,, • No 39380 * 4 - /y Sl . i • - W ".:1 � TAT E 0 t-. . ; '.,�,,5 r6 N A 4 � ■ � FL Cert. 6634 ' December 1,2011 mg! A WARM M 1 :nfi,7 d= ige paranttetem and READ MASS ON 7'9i AA1r fNCLODED itT:'EK RE:F t:IEF:AK'F; PAGE 801 7473 res 10 OS BEFORE &1c E. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Mi TE` r ......... is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ^ gip„ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/1P11 Quality Criteria, DSB -89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plote Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Scott Residence T4230210 112237 F03 Floor Truss 6 1 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:18 2011 Page _ ID: Vpsn23? 6kKPWGpwLHpl7yhyPPed- 2oQi8YG8Kg7zo2UyaU1k4oK7ZrNlzclmY4nCTKyDM 't 0 -1 -8 H F 1 -3-0 1 F 1 1 Scale = 1:31.3 1.5x3 11 ■ 1.5x3 = 5x5 = 1.5x3 11 5x5 � 1.5x3 II 1 2 3 4 5 6 7 8 9 10 20 Ii �, ea ea a —._ w -- _ nu �, Mil ■A I / \ / o 1g 18 17 16 15 14 13 12 11 3x6 = 5x5 = 1.5x3 11 5x5 = 2 -9-0 5 -3 -0 7 -10 -8 9 -3 -0 10 -7-8 13 -1-8 15-7-8 18 -3 -0 F I I I I i - -- - -- _ -- - -- 2 -9-0 2 -6 -0 2 -7 -8 13- 8 __ — t -0 -8 2-6-0 2-6 -0 2 -7-8 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.50 Vert(LL) -0.20 14 -15 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.98 Vert(TL) -0.31 14 -15 >695 360 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code FRC2007/TPI2002 (Matrix) Weight: 97 Ib FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc pudins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: 2 -2 -0 oc bracing: 15- 16,14 -15. REACTIONS (Ib /size) 11= 993/Mechanical, 19= 987/0 -5 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 1601/0, 3 -4 =- 2619/0, 4 -5 =- 3235/0, 5 -6 =- 3235/0, 6 -7 =- 3144/0, 7 -8 =- 2612/0, 8- 9=- 1566/0 BOT CHORD 18- 19= 0/940, 17- 18= 0/2233, 16- 17= 0/3000, 15 -16= 0/3235, 14 -15= 0/3235, 13- 14= 0/3004, 12-13=0/2202, 11-12=0/903 WEBS 9 -11 =- 1308/0, 2 -19 =- 1326/0, 9 -12= 0/985, 2 -18= 0/983, 8 -12 =- 946/0, 3 -18 =- 939/0, 8 -13= 0/609, 3 -17= 0/574, 7 -13 =- 582/0, 4 -17 =- 566/0, 7 -14= 0/348, 4 -16 =- 38/580, 6 -14 =- 389/147, 5- 16= -251/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. ,y' `l f F r t,r 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ` % S r j! 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 �■ p.— A . ,q /1 attached to walls at their outer ends or restrained by other means. * O • * "' • . e ' p i 6) C Do not erect truss backwards. , ti . Z. ..• \ G ,v S ; • � LOAD CASE(S) Standard „ n ' rv(J 39380 1. O S 1`AT E tat- .' .., 4„ P.` ii iittilitio - I FL Cert. 6634 December 1,2011 ,A 46i%s"3.A'M Vcrr i rie sigx paar«mett ,' awrd REAP .1 53 ON Till AND' Ire:TAWED MME, RE.t IREPi:"I3 PAtrt' kW 7473 ? 1 '£.8 IMF ()RR U6.E, Design valid for use only with MiTek connectors. This design is based only upon parameters shown and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown A ��. is for lateral support of individual web members only. Additional temporary bracing to insure stobility during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building desi M gner. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing. consult ANSI /TPI1 QuaBly Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Scott Residence T4230211 112237 F04 Floor Truss 117 1 Job Reference o.tional TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:19 2011 Page I D: V psn23?6kKP W GpwLHPl7yhyPPed- W_z4MuGm57FgQC 297CYzd ?tHYFjYi3Rvnk W I ?nyDMf 0 - 0 -�1{8 H 1 1-3-0 1 1-6-8____H 141 = 1:31.7 11 1.5x3 II 1.5x3 1.5x3 = 5x5 = 1.5x3 11 5x5 = 1.50 = 1 2 3 4 5 6 7 8 - 9 10 aw - -- w w - r 2 21 __ , � is e c ry IIMI rt 18 i 7 16 15 14 1 3 12 3x6 = 5x5 = 1.5x3 II 5x5 = 3x6 = I - 2-9-0 1 5 -3-0 — 7 -10 -8 1 9 -5 -0 i 10 -9- _ 8 _i__ 13-3 -8 — f - 15-9 -8 1 ---- 18- 6$ ---- - 2 -9-0 2-6 -0 2 -7-8 1-6 -8 1-4 -8 2 -6-0 2-6-0 =-- - - -2 -9 0 — - - - - LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.21 14 -15 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.96 Vert(TL) -0.32 14 -15 >678 360 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.06 11 n/a n/a Weight: 100 Ib FT = 0 %F, 0 %E BCDL 5.0 Code FRC2007/TPI2002 (Matrix) LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 SYP No.2D end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: 2 -2 -0 oc bracing: 15- 16,14 -15. REACTIONS (Ib /size) 19= 1000/0 -5 -8 (min. 0-1-8), 11= 1000/0 -3 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 1625/0, 3 -4 =- 2665/0, 4 -5 =- 3313/0, 5 -6 =- 3313/0, 6 -7 =- 3221/0, 7 -8 =- 2678/0, 8 -9 =- 1622/0 BOT CHORD 18-19=0/952, 17-18=0/2268, 16-17=0/3058, 15-16=0/3313, 14-15=0/3313, 13-14=0/3076, 12- 13= 0/2263, 11 -12 =0/954 WEBS 9 -11 =- 1346/0, 2 -19 =- 1344/0, 9 -12= 0/993, 2 -18= 0/1001, 8 -12 =- 954/0, 3 -18 =- 955/0, 8 -13= 0/617, 3 -17= 0/590, 7 -13 =- 591/0, 4 -17 =- 585/0, 7-14=0/359, 4 -16 =- 22/613, 6 -14= -007/153, 5- 16= -267/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 303 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 9991111111 j 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 `,�� PrJ A. ,q �� /� attached to walls at their outer ends or restrained by other means. .` , .. • .. B �" _O • , •. '•. LOAD CASE(S) Standard ` • .. . No 39380 © . ' STATE OF L11 . 1(/ '�� <C`'.t• \ • • • : �� `r'` � ' , ' {? N A ti \ - - o `` �. 1 FL Cert. 6634 December 1,2011 A WAXMNr Ver,fy d.m.i9e pn;wv,,e0 a .sari READ NUM: °NUHYS 4770 NCLl7UF7 BOMB AC•2'SiREND PACrB MIX 7472 res. i0 . 078 BEFORE (T6E, M Design volid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown a A �� ` - is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Pa 'V, " erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding 6904 Parke East Blvd. fab ricotion, quality control. storage, delivery, erection and bracing, consult Am/pit Quality Criteria, 051-89 and BCSI 8ulding Component Safety Information ovoilable from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 -4115 __ __ Job Truss Truss Type Qty Ply Scott Residence T4230212 112237 F06 Floor Truss 1 1 Job Reference (optional) _ TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:20 2011 Page I D: Vpsn23 ?6kK PW GpwLH pl7yhyPPed- _AXSZDHOs RNg2 Ld Lhv4CADPaJel hRcg300G I V OyD Mh 0} 0)-18 Scale = 1:16.6 1 2 3 4 5 6 7 8 17 , -- Y r r _- r — r 11 II 1 18 II 0 rc • 11 _ 16 15 14 13 12 11 10 9 , 3x3 = 3x3 = I 8-11-8 8 -11 -8 LOADING (psf) SPACING 1 -4 -0 CSI DEFL in (loc) 1 /dell Ud 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 0.02 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code FRC2007/TPI2002 (Matrix) Weight: 44 Ib FT = 0%F, 0 % E LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 4 X 2 SYP No.3 REACTIONS All bearings 8 -11 -8. (Ib) - Max Gray All reactions 250 Ib or less at joint(s) 16, 9, 15, 14, 13, 12, 11, 10 FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1 -4-0 oc. 5) "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. LOAD CASE(S) Standard ` ,�>< 1 Y i t j r r r � / ,Z , , " C N S • • Q ., • J `" N 0 39380 " � . - * " . J • t • t"L 4 1. STATE OF ; L: : 4�. P ": ztrti ••rr rr r ,� 0NAti N o` s FL Cert. 6634 December 1,2011 r � �, W 13 AW., 11,r0y de aige parn,7e, ,a !and READ At?M 4 (m THIS 4.M7) fNf d tS ?k 9 O'7 7 R' REFERENCE, P.,b4; 1151 747a rer, 114 '1)4 I* F onk 1J.:5, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stobility during construction is the responsibillity of the Pre! erector. Addtionol permanent bracing of the overall structure is the responsibility of the building designer. FOr general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Cdteda, 0S8.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 -4115 Job Truss Truss Type Qty Ply Scott Residence T4230213 112237 F08 Floor Truss 10 1 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:21 2011 Page I D:Vpsn23 ?6kKPW GpwLHpl7yhyPPed- SM5gmZl0dIVXtVCXFcbRiQyhc2Z ?Al2CF2 ?s 0-1 -8 H I 1-3-0 I I 1-2-0 I 0 01 Scale = 1:17.4 1.5x3 II 3x3 = 3x3 = 3x3 = 1.5x3 II 1 2 3 4 3x3 = 5 6 w w 13 w INI ,, 14 — __ 1.5x3 — L53 = o rb i ■ rte- 1 11 10 9 8 � 3x3 = 1.5x3 II 1.5x3 II 3x3 = " - -� 3x6 — 3x6 i— 2 -9-0 - - - --- 4 -1-8 I 5 -3 -8 I 6-8-0 I 9-5-0 H 2 -9 -0 1-4-8 1 -2 -0 1-4-8 2 -9-0 LOADING (psf) SPACING 2-0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 10 -11 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.03 10 -11 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code FRC2007/TP12002 (Matrix) Weight: 54 Ib FT = 0%F, 0 % E LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (Ib /size) 12= 498/0 -3 -8 (min. 0 -1 -8), 7= 498/0 -5 -8 (min. 0 -1-8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 2- 3=- 661/0, 3 -4=- 849/0, 4 -5= -661/0 BOT CHORD 11 -12= 0/458, 10 -11= 0/849, 9- 10= 0/849, 8- 9= 0/849, 7 -8 =0/458 WEBS 5 -7 =- 646/0, 2 -12 =- 646/0, 5 -8= 0/302, 2 -11= 0/302, 4-8 =- 291/0, 3 -11= -291/0 NOTES 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 -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. LOAD CASE(S) Standard (� 60 � . . No 39380 "1t" ,, r1 . C1~ w• £ '/ • r� S 1 - ATE Oh • . i FL Cert. 6634 December 1,2011 t Q W31i7Ahx; V-^rty d ripe pararnet erg and PEAL .7MM 014 MS AMD IMt'LODED Sft711F R.Fd'HRF,14CE, PAtt11 801 1473 e ea. 10 `043 HE.F ORS F5"v;.t3. Design valid for use only with MiTek connectors. This design B based only upon parameters shown, and S for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction k the responsibillity of the M{ e erector. Additional permonent bracing of the overall structure is the responsibility of the buiding designer. For general guidance regarding k. kfig."n+•, fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/'PI1 peaty Criteria, DS11-89 and 6051 Budding Component 6904 Parke East Blvd. L Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 __ Job Truss Truss Type Qty Ply Scott Residence T4230214 112237 F09 Floor Truss 1 1 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:22 2011 Page 1 I D: Vpsn23? 6kKPWGpwLHpl7yhyPPed- wZfC_ vJeO2doHfnjpK6gFeVwoSz8vWAMTilpc6yDMff 0- 8 Ole Scale = 1:32.7 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 _ _ _ _ 34 0 c o • P _ o c - z _ I. 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 3x3 = 3x3 I 19 -5 -0 19 -5 -0 — - -... — - --1 LOADING (psf) SPACING 1 -4 -0 CSI DEFL in (loc) I /deft 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 0.02 Horz(TL) 0.00 17 n/a n/a BCDL 5.0 Code FRC2007/TP12002 (Matrix) Weight: 90 Ib FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 4 X 2 SYP No.3 REACTIONS All bearings 19 -5 -0. (Ib) - Max Gray All reactions 250 Ib or less at joint(s) 32, 17, 31, 30, 29, 28, 27, 26, 25, 24, 23, 22, 21, 20, 19, 18 FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4 -0 oc. 5) "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. LOAD CASE(S) Standard , l t ,1 11 {1! t► t ll i! No 39380 s -` SPATE {St wti C7 •. ,r P • . . D i ti / ONAi .,.._,..\ � FL. Cert. 6634 December 1,2011 il W1E.mm. , Ira rid dee Ige pco' mrt ..• and F[.t,AL.t NOT /S 01' t MX, 4LNV .,.M.7,0l0F,9 5l7 pJ Rial mu', E. Pticat 111 747 ,er, 40 j5M 21/101114 (1,?F.. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Far general guidance regarding ---- --- - - .. - 0 MK fabricotion, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, OSB -89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plote Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 -4115 Job Truss Truss Type Qty Ply Scott Residence T4230215 112237 F10 Floor Truss 16 1 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:23 2011 Page I D: Vpsn232 6kKPWGpwLHpl7yhyPPed- OIDbBFJG9MIFvpMwM1 dvnr1 sYs7pesdViMUz8YyDMfc 0 -1 -8 i I — I q 1-8 4-0-0 I 1 -5-4 4-0-0 0 -8 -12I 4-0-0 - - le = 1:33.3 F 130_ 1 1-1-8 1.5x3 11 1.5x3 = 5x5 = 1.5x3 11 1.5x3 11 5x5 — 1.5x3 11 3 4 5 6 7 8 9 10 11 _ 12 1 2 - ��w a , - .• / 25 ii Ai I - / _ - -- - - 10 16 17 16 15 14 13 24 23 22 21 n ' 3x6 = 5x5 = 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 11 5x5 = 11 -10 10.9 4 _ 19 -5-0 - 9 -3 -0 - — ___.— 1 ---- 9 -3 -0 0 -8 -1010- &101 _. 8 -8-12 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 1.00 Vert(LL) -0.32 20 -21 >729 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.50 20 -21 >460 360 BCLL 0.0 Rep Stress Ina YES WB 0.45 Horz(TL) 0.07 13 n/a n/a 0%F, 0 %E BCDL 5.0 Code FRC2007/TPI2002 (Matrix) Weight: 106 Ib FT = 0 °/ 0 _ —_ - - -. LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 4 X 2 SYP SS BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS (Ib /size) 13= 1058 /Mechanical, 24= 1051/0 -3 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 1725/0, 3 -4 =- 2671/0, 4 -5 =- 2671/0, 5 -6 =- 3569/0, 6-7 =- 3680/0, 7 -8 =- 3478/0, 8- 9=- 2571/0, 9- 10=- 2571/0, 10- 11=- 1687/0 BOT CHORD 23- 24= 0/965, 22- 23= 0/2671, 21 -22= 0/2671, 20- 21= 0/3323, 19- 20= 0/3680, 18 -19= 0/3680, 17- 18= 0/3680, 16- 17= 0/3202, 15- 16= 0/2571, 14- 15= 0/2571, 13 -14 =0/938 WEBS 2 -24 =- 1360/0, 6 -20 =- 441/166, 2 -23= 0/1130, 5 -20= 0/468, 3 -23 =- 1370/0, 5 -21 =- 1013/0, 3- 22= 0/503, 4 -21= 0/361, 11- 13=- 1358/0, 7- 17=- 527/77, 11- 14= 0/1113, 8- 17= 0/499, 10 -14 =- 1281/0,8 -16 =- 977/0, 9- 16= 0/356, 10 -15 =0/459 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 11'' 11111 .lt 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0" . A ri' 5) Recommend 2x6 strongbacl s, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3-10d (0.131" X 3 ") nails. Strongbacks to be % ,t. -,(N) .,.1IN . • - t Q fi vs— attached to walls at their outer ends or restrained by other means. ... \,�•'" (, �;. - f�t� • 6) CAUTION, Do not erect truss backwards. ` r- - LOAD CASE(S) N o 39380 7.: S) Standard „ .* :: ` - •- ' SFATE Ut- "' ©" 1 1/� •. "*•. < 0 R\ C?•: c 't •.3 / Q NAI �� , I►11111►t � , t` '` FL Cert. 6634 December 1,2011 A W11RNINt Vtrvftfy de aiga pa;^arf,-sn and t?.7OAD N")17i2 ON THIS AND 11Vi,riPT'.A frr: i•E REFfiREWE PA"8 6121 7474 ors 10 08 81 E i3" . Design valid for use only with MiTek connectors This design 8 based only upon parameters shown and a for on Individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown t is for lateral support of individual web members only. Additionol temporary bracing to insure stability during construction a the responsibillity of the no y`^ e erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding y° fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/MI Quality Criteria. DSB -89 and BCSI Budding Component 6 4 Parke 3361 East d 5 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. — Job Truss Truss Type Qty Ply Scott Residence T4230216 112237 F11 Floor Truss 2 1 Job Reference (optional) _ TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:24 2011 Page I D: Vpsn23? 6kKPWGpwLHpl7yhyPPed- sxnzPbKvwgu6Wzx6w188K3a9jGXKNO0ex0EWh _y13Mfn 0-1-8 H H — 1 -3-0 i I 1 -10 -8 I 0T178 Scale = 1:19.3 1.5x3 11 1.5x3 11 1.5x3 == 3x3 = 3x3 = 1.5x3 I1 3x3 = 3x3 = 1.5x3 = 1 2 3 4 5 6 7 -- J w _ / Ill / - / III 15 / v o so ir. -- -- W! ■11■ X 12 11 10 9 3x3 = 1.5x3 II 3x3 = 3x3 = 3x6 = 3x6 I -- 2 -9-0 I 4-1 I 6-0-0 I B -7-8 I 11-4-8 j 2 -9 -0 — 1-4-8 - -__ 1 -t0 -8 P -7 -8 2 -9-0 ___ LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates lncrease 1.00 TC 0.39 Vert(LL) -0.08 9 -10 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.11 9 -10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code FRC2007/TPI2002 (Matrix) Weight: 63 Ib FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (Ib /size) 13= 606/0 -3 -8 (min. 0 -1 -8), 8= 606/0 -5 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 871/0, 3-4 =- 1204/0, 4 -5 =- 1204/0, 5- 6= -874/0 BOT CHORD 12- 13= 0/555, 11- 12= 0/1204, 10- 11= 0/1204, 9- 10= 0/1146, 8 -9 =0/564 WEBS 6.8 =- 795/0, 2 -13 =- 782/0, 6 -9= 0/461, 2 -12= 0/470, 5 -9 =- 404/0, 3 -12 =- 497/0, 5 -10 =- 55/277 NOTES 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 -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. LOAD CASE(S) Standard �� ‘NOS p , S A. , i4 ,, , i • ♦` `Z • .. \ c S C " . � � '.rr r No 39380 ' y * � `© S f A T E (J h •• Ott+ FL Cert. 6634 December 1,2011 _ r A WARtti;yr3 7ertAl ds, :ge prt 2msrts-r.f 4nd .Rt3Att P/ ON arff .A. 1.> MCI. i FDED 80ThP, REFERENCT PAGE KS 74 , or, 10 'US HF3'ORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and 8 for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Rink' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing. consult ANSI/TPI1 QuaIUy Criteria, DSB.89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 -4115 Job Truss Truss Type Qty Ply Scott Residence T4230217I Floor Truss 4 1 112237 F12 Job Reference (o.tional) --- - - - - -- TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 201111 Ml -LBLL dustde0z87WI Thu Dec 01 7Kh11:19:25 .9gz3 Page n t D: Vpsn23 ?6kKPW GpwLHpl7yhy 0 -3 -0 0 I 1 1- 1 1 1-0 -0 1 1 1 -3 -0 1 1 1 -1-4 I 2 -0-0 0 11- [8 = 1:25.8 1.5x3 II 1.5x3 II 1.5x3 11 1.5x3 = 3x5 — 9 10 1 2 3 4 5 6 .. 7 8 w w — •A P� 21 2 1 r ;� 18 17 ; t�`i 15 14 13 12 3x10 = 1.5x3 11 1.5x3 11 3x6 -- 1.5x3 11 3x6 = 1 _. . + 15-4-0 H . 1 - 2-7-4 1 4-1-4 1 - 6-6-15 1 7111 -7 i 9-11-8 2 7-8 2 9-0 2 -7 -0 (-— 1 -7-0 � 1 -0-0 1 2 -5-12 —.— - ---- - - --- Plate Offsets (X,Y): (20:0- 2- 0,0 -1- 81,[20:1- 1- 0, -1 -8 ] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (Ioc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.08 12 -13 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.55 Vert(TL) -0.12 12 -13 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.02 11 n/a n/a Weight: 88 Ib FT = 0 %F, 0 % E BCDL 5.0 Code FRC2007/TPI2002 (Matrix) LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (Ib /size) 11= 594/0 -5 -8 (min. 0 -1 -8), 19= 173/0 -3 -8 (min. 0-1-8), 16= 866/0 -3-8 (min. 0 -1 -8) Max Gray 11= 599(LC 4), 19= 244(LC 7), 16= 866(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 5- 6=- 801/0, 6- 7=- 1170/0, 7- 8=- 1170/0, 8- 9= -864/0 BOT CHORD 15 -16= 0/465, 14- 15= 0/1170, 13- 14= 0/1170, 12- 13= 0/1128, 11 -12 =0/558 WEBS 2 -19 =- 289/0, 3 -16 =- 370/0, 9 -11 =- 787/0, 5 -16 =- 752/0, 9 -12= 0/455, 5 -15= 0/513, 8- 12=- 391/0, 6- 15= -560/0 NOTES 1) Unbalanced floor live Toads have been considered for this design. 2) All plates are 3x3 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 `j :1 E ili N t s ii it attached to walls at their outer ends or restrained by other means. ♦` % { . q x� /� � ♦ 5) CAUTION, Do not erect truss backwards. \°', � , � LOAD CASE(S) Standard '\ ;. • . Nio 39380 ' • 1R 1. ''a� STATF 0t-' , A.J w r '• <K\ *.< I FL Cert. 6634 I December 1,2011 Q lkht'tN7.4'Ci i'rvfy d.•� age parameters OR READ NOME ON nits VIE INCLUDED IKt 3iSS Ft l'Ii7FF.Pi1.E PAGE Al 74 13 rev. 10 BEFORE EJ J . t Design valid for use only with MiTek connectors. This design is based only upon parameters shown and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing show S for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the n .ow.AA M„ ' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 04 4 pi . East Blvd fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1911 Quafty Criteria, DSB -B9 and SCSI Building Component 6 P rk East Blvd _ __ __ Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply Scott Residence 112237 F13 Floor Truss 1 1 T4230218 _._ Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:26 2011 Page n,�y ID :Vpsn23 ?6kKPWGpwLHpl7yhyPPed -p KujgHM9SH8gmG5V2AAcPUtbn3L6rJ9x0NdltyDMf 013 Scale = 1:16.9 1 2 3 4 5 6 7 8 r Y li r N al r 17 II , 18 i NNINIMIMII = II 0 W II Y r 16 15 14 13 12 11 10 9 3x3 = 3x3 = 3 -121 _ _ 9 -1 -0 312 - -- -- 8-9-4 I LOADING (psf) SPACING 1-4 -0 CSI DEFL in floc) I /deft 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 0.02 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code FRC2007/TPI2002 (Matrix) Weight: 45 Ib FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 4 X 2 SYP No.3 REACTIONS All bearings 9 -1 -0. (Ib) - Max Gray All reactions 250 Ib or less at joint(s) 16, 9, 15, 14, 13, 12, 11, 10 FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1 -4 -0 oc. 5) "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) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard � o 0 0 p, A j r 4 ' 1 � 1 •: �� \ c E N E C*. e / ' ''," No 39380 � h • .: • 1R • cr. .,y'� f 1. �y'• "PATE OE ; 41✓ W : rf I fl FL Cert. 6634 December 1,2011 A Sy113/03 V;vfy /gn 7rta,21sr°t 0nd 131::A.-0 NUS4 O!4 THIS eILM £NCSLIDW AVM REITITF;M;S PA2t;' 801 7472 rec., 10 '0813570115 USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stobility during construction is the responsibillity of the NIP erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery. erection and bracing, consult ANSI/TP11 Quality Criteria, DSB -89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. _ Tampa, FL 33610 -4115 Job Truss Truss Type Qty Ply Scott Residence T4230219 Floor Truss 16 1 112237 F14 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:27 2011 Page ID:Vpsn23 ?6kKPW GpwLHpl7yhyPPed - H WS51 dNnDbGhOOghbtiryhCgUTa 0-1 -8 °F H 1 - 1 3 0 1 -11 -8 I Scale = 1:16.9 3x3 = 1.5x3 U 1.5x3 11 3x3 = 3x3 11 4 3x3 = 5 6 1 2 3 /S ON 13 II MIMI MINE I ___ \ ON 12 ,, ? 1.5x3 EI 1.5x3 = '¢ -.. 1 9 8 G ■ 3x6 = 1.5x3 II 3x3 = 3x6 = 3x6 = 4 -11 -8 9 -1-0 __ —� (-- . —.. 3 �— I 1 -11 -8 I 4 -1-8 — — _ —__._ 3 LOADING (psf) SPACING 2 -0-0 CSI DEFT in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.06 8 -9 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.47 Vert(TL) -0.08 8 -9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a Weight 52 Ib FT = 0%F, 0 %E BCDL 5.0 Code FRC2007/TPI2002 (Matrix) - -- LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. BOB CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS (Ib /size) 11= 480/0 -5 -8 (min. 0 -1 -8), 7= 480/0 -5 -8 (min. 0 -1-8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 2- 3=- 747/0, 3-4=-747/0, 4- 5= -626/0 BOT CHORD 10- 11= 0/420, 9- 10= 0/747, 8- 9= 0/747, 7 -8 =0/448 WEBS 2 -11 =- 590/0, 2- 10= 0/483, 5 -7 =- 632/0, 5 -8 =0/264 • NOTES 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 -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. LOAD CASE(S) Standard t%`trItlillJ�r� //yy E N -1 - 'v "4c 39380 _ * �',` -� % - STATE (J • t • LLB I FL Cert. 6634 I December 1,2011 v O WAirNINt,r Vcrrfrf dsdA pcwarretcre. and READ NOM; ON 'H7 EIM INCLUDED MUSK 11EF MCE PAC& MU 747.3 fee 10 VS B FORE iME, Design valid for use only with MiTek connectors. This design is based only upon parameters shown and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Po. A w "aRM 6 or er Additional permanent bracing members the verall structure is the ty of the insure building designer.F or gconstruction u the one regarding of the M fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria. DS8-B9 and BCSI Budding Component 6904 Parke 3361 East 11d. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type Qty Ply Scott Residence T4230220 112237 F15 Floor Truss 1 1 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:27 2011 Page ID :Vpsn23 ?6kKPWGpwLHpl7yhyPPed -H W S51 dNnDbGhOQghbtiryhCmFThCamFSdzSAIJyDM 0)1 O 1 t--i" Scale: 3 /4 " =1' 1 2 3 4 5 6 7 8 III IN 111 r — r r __ III — lil 17 18 111 ll 0 W 11111 MI III N II IIIN_ 16 15 14 13 12 11 10 9 3x3 = 3x3 = 8 -7 -8 8 -7 -8 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) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code FRC2007/TPI2002 (Matrix) Weight: 43 Ib FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 4 X 2 SYP No.3 REACTIONS All bearings 8 -7 -8. (Ib) - Max Gray All reactions 250 Ib or less at joint(s) 16, 9, 15, 14, 13, 12, 11, 10 FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4 -0 oc. 5) "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. LOAD CASE(S) Standard s % % t I t t t tt - No 39380 .: y ,4 n +K' . ( -1 . MATE (.)+:' P./ �i� N AL \-4 .• FL Cert. 6634 December 1,2011 MUM ,A l rs ti I;XL V , .ifij 4wipu ,�:,re p , - oed Rta6t l3?33Si..`; ON MIS 47 711) Rick, e 7&tf112 R::xk F 1016 01 74 01 8122 7473 ,-e, 10 V6 7';} ?k.1 USE. Design valid tor use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component Applicability of design paromenlers and proper incorporation of component is responsibility of building designer - not truss designee Bracing shown M)Tek is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding w1R n e FORnt fabrication. quality control, storage. delivery, erection and bracing, consult ANSI/TPI1 QuaBy Criteria, DSB -89 and SCSI Building Component 6904 Parke East Blvd. Satety IMom anon avoilable from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. _ Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Scott Residence T4230221 112237 F16 Floor Truss 4 1 Job Reference (optional) — TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:28 2011 Page I D: Vpsn23? 6kKPWGPwLHPl7yhyPPed- IjOUEyNP_ u ?aEt 9 bD 4 Uvlk FtnVJ81EsdCk g l y DMf 0 -1 -8 2-0 0 07.11�8 H ( - -- 1-3-0 1 _ .� Seale = 1:19.9 1.5x3 11 1.x53 II 1.5x3 = 3x4 = 3x3 11 3x3 = 3x3 -- 1.5x3 = 4 3x6 = t 2 3 5 6 w II 15 4 • MOM - . WI _ II 12 11 10 9 K 3x6 = 3x3 11 3x3 = 3x3 — I I . -_ 3x6 3x6 1 3-0-0 1 5-0-0 I 11-9-0 -- --- - _ _ _ -- - 3 -0 -0 - -_ 2-0-0 6-9-0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.87 Vert(LL) -0.18 10 -11 >781 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.97 Vert(TL) -0.26 10 -11 >528 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a Weight: 67 Ib FT = 0 %F, 0%E BCDL 5.0 Code FRC2007/TPI2002 (Matrix) — LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc puffins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. REACTIONS (Ib /size) 13= 626/0 -5 -8 (min. 0 -1 -8), 8= 626/0 -5 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 1158/0, 3-4 =- 1158/0, 4- 5=- 1275/0, 5 -6= -916/0 BOT CHORD 12 -13= 0/573, 11- 12= 0/1158, 10- 11= 0/1158, 9- 10= 0/1249, 8 -9 =0/570 WEBS 2 -13 =- 805/0, 2 -12= 0/830, 3 -12= 416/0, 6 -8 =- 803/0, 6 -9= 0/514, 5 -9= -494/0 NOTES 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 -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. LOAD CASE(S) Standard 0 0111111./ 1 , r � l i o 39380 ,, ::"P "- 'MATE (M- • [U.. •(t„/` I • 4 ! !!! !l0 N A `,`st‘N FL Cert. 6634 December 1,2011 A W4J1NLI = 'isssly design parameters and REAL? ?IRST 4 ON THIS AN1)! MIMED D 9Ti':TsK REF F tiliVP.. PAGE MU 7474 rcc FO '98 BEFORE c3,tiE;. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and 0 for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability dung construction is the responsibillity of the x• owM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding wW fabrication, quality control, storage, delivery. erection and bracing. consult ANSI/TPI1 Qualify Criteria, DSB -e9 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 -4115_ __ Job Truss Truss Type Qty Ply Scott Residence 112237 F17 Floor Truss 3 1 T4230222 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:29 2011 Page ID: Vpsn23 ?6kKPW GpwLHpl7yhyPPed- DvasSl01 kC W Pdkp4jlkJ 16H5gH L62gO04HxHMCyDMf 1 -3 -0 I I 1 -0 -0 I 3x3 = Scale = 1:11.8 1 3x3 II 2 31.5x3 II 4 3x3 = 5 3x3 II ra w ' Ii MN 0 /1 9 • M 1.5x3 H 33 = 7 3x6 = 3x6 = 1 -7 -8 { — 2 -7 -8 I — 5-6-0 I 1-7-8 _- ---- -- -- 1 -0 -0 --- — 2 -10 -8 LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.12 Vert(LL) -0.01 6 -7 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.02 6 -7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code FRC2007/TPI2002 (Matrix) Weight: 35 Ib FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6 -0 oc puffins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (Ib /size) 9= 192/0 -3 -8 (min. 0 -1 -8), 6= 192/0 -3 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 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 -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. LOAD CASE(S) Standard `r,` t Att u. /, "vii 3938th * 1. 4 S_i'ATE u1 •, w ` C a flei / ti t j Q o` N � S � FL Cert. 6634 December 1,2011 r a W1TP1.','1i1e -'ke Atde>;gnp,7n771 . en... .REA N")1". O? . iiit .§AM. rciArt.3rDINTIOT i.1T1PAGE11ii 747.1.•rc, 10'Otfi:B F011, ?: E3,`"7. �� Design volid for use only with MiTek connectors. This design is based only upon parameters shown, and is tor on individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure sfability construction is the responsibillity of the Mire erector. Additional permanent bracing or the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quatlty Crtteda, DSB•89 and SCSI Building Component 6904 Parke East Blvd. ^. Safely Information avoilable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 -4115 Job Truss Truss Type Qty Ply Scott Residence T4230223 Truss russ 1 F20 6 — _________ 112237 Job Reference (optional) – TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:29 2011 Page ' I D: Vpsn23 ?6kKPWGpwLHpl7yhyPPed- DvasSIO1 kCW Pdkp4jlkJ16H4wHJc2fm 1 -1-4 I 0 } I 1-3-0 I I Scale = 1:17.1 3x3 = 1.5x3 H 1.5x3 3x3 = 3x3 = 1 2 3 4 3x3 = 5 6 III li MI imi 1.5x3 b Pol is MS { w 1 j k/ so 12 11 10 9 6 G 3x3 = 1.5x3 11 11 3x3 = 3x6 = 3x3 = 6 -5 -12 9 -2 -12 __ - -.—I 2 -7-8 I 1-4-8 I 5 -1-4 I 1-4-8 I- - 2 -9 -0 f -- 2-7-8 1-4-8 1 -1-4 - — -- -- - --- - -- LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0. 0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8 -9 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.02 8 -9 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.01 7 n/a n/a %E BCDL 5.0 Code FRC2007/TPI2002 (Matrix) Weight: 52 Ib FT = 0%F, 0 _ % LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (Ib /size) 12= 332 /Mechanical, 7= 327/0 -5 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 426/0, 3- 4=- 552/0, 4- 5= -432/0 BOT CHORD 11-12=0/290, 10-11=0/552, 9-10=0/552, 8-9=0/552, 7-8=0/301 WEBS 5- 7=- 424/0, 2- 12= -420/0 NOTES 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) CAUTION, Do not erect truss backwards. ♦ ♦ ♦` ��PS ` A� + � 1 ��I�� LOAD CAS ES) Standard ` t� ti AGE + �S ".• ...:•" • .. N 39380. r • ... 11 " : ", - • ;w ;. � STATE OE ' * ate••- 4 o>��a P• � ` ` �� ` ' I FL Cert. 6634 I December 1,2011 Aht1$ 2 • Venty deA s Ign parameterft and ./1Mi! 1 M2 S ON ME AND INCLUDED lamp: REFERENCE PAGE kEI 7473 r . 1 a 'tf8 BEFORE iF:J/. Design valid for use only with MiTek connectors This design is based only upon parameters shown, and is for an individual building component. APP hcabilit Y 9 not of desi n poramenters and proper incorporation of component is responsibility of building ' designer - constru ction d h agner. Bracing shown w Ph _ .. C tor tor support of a n web members only. Additional temporary racing to insure stab Y, g ,.>wx. A niso erector. . Additional permanent bracing of the overall ll shucture re is the responsibility of the budding designee For general guidance regarding f abrication. quality control, storage. delivery. erection and tracing. consult ANSI/TPI1 Quality Criteria, DSB -89 and 8C51 Buldng Component 6904 Parke 33610-15 East Bl Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandra, VA 22314. 10 — - Job Truss Truss Type Qty Ply Scott Residence T4230224 112237 F21 Floor Truss 4 1 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:30 2011 Page ID: Vpsn23 ?6kKPWGpwLHpl7yhyPPed- h58EfePfV WeGFuOGH ?FYZKgD4geKn h 6TXJxhqueyDM I 1-3-0 — 7 -11 -0 i 0E118 Scale = 1:16.4 1.5x3 II 3x3 = 1.5x3 II 3x3 = 1.5x3 II 1 2 3 4 3x3 = 5 6 1 11_1.1.1Miw IR w - III 1 es ,, 1z II 1.5 x3 = nlIlhhllLsl pi so min o 11 10 y 8 < 3x3 = 1.5x3 II 3x3 = 3x3 = 3x6 = I 2 -9 -0 i - -- -- 4 -8 -0 - -' -'- I 6 -0-8 I 8 -9-8 2 -9-0 _ 1 -11-0 1 -4-8 2 -9-0 LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.04 9 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.05 9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code FRC2007/TPI2002 (Matrix) Weight: 48 Ib FT = 0%F, 0%E LUMBER BRACING — TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (Ib /size) 11= 315 /Mechanical, 7= 311/0 -5 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3= 471/0, 3 -4= -471/0, 4 -5= -401/0 BOT CHORD 10- 11= 0/263, 9- 10= 0/471, 8- 9= 0/471, 7 -8 =0/291 WEBS 5- 7=- 411/0, 2 -11 =- 380/0, 2 -10 =0/315 NOTES 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) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard U ►► t i t t t t t t • . 39380 ' M1 .ft *: • +, * 8 SATE 0i= .'i 0 N Ay 0 � � , FL Cert. 6634 December 1,2011 A wARtamr V ^tfy dax. ige gn: , vn r . - znci REAP MISS ON THIS A mama, MIME RE7BfZf ti irk' 90 VE PA 747') rm, 10 'PA BEFORE 116.E. Design valid for use only with MiTek connectors. This design n based only upon porameters Shown. and 6 for an individual building component. A Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer, Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Mk- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For generol guidance regarding JowFdro HirowR. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1PI7 Quaky Crlterla, 081-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovoiloble from Truss Plote Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, Ft. 33610 -4115 Job Truss Truss Type Qty Ply Scott Residence T4230225 1 1 112237 F22 Floor Truss Job Reference optional I-- 7.250 s Aug of enc MiTek Industries, Inc. Thu Dec 01 11:19:31 2011 Page TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 ID V 91 ict_ QIGp m7s2zS gj mn6XMPY4 _ yWZvgYbOOR4yDMf 01�- 1 -7-8 1 -3-0 l Scale: 314' =1 1.5x3 11 3z3 = 6 1.5x3 I 1.5x3 1I 4 3x3 = 6 1 23x3 = 3 w _ -- ii MD 1.11 II 1.5x3 4 Ile 6 3x3 = 10 9 11 1 11 3x3 = 3x6 = 3x3 = 5-9-0 8 -6 -0 - -- 2-9-0 4-4-8 I { —. — 2 -9 -0 _-- _ -.—,— - _- _r - _ — 2-9-0 1-7-8 1-4-8 DEFL in (loc) I /defl Lid PLATES GRIP LOADING (0. SPACING 1 4 -0 CSI > 999 480 MT20 244/190 >999 360 TCLL 40.0 Plates r TC 0.23 Vert(LL) -0.03 8-9 Increase 1.00 TCLL 10.0 Lumber Issrease YE BC 0.28 Vert(TL) -0.04 8 -9 S WB 0.11 Horz(TL) 0.00 7 n/a n/a BCLL 5.0 Rep Stress 007 Weight: 47 Ib FT = 0 %F, 0 %E YES BCDL 5.0 Code FRC2007(fP12002 (Matrix) BRACING applied or 6 -0 -0 oc purlins, except LUMBER TOP CHORD Structural wood sheathing directly app TOP CHORD 4 X 2 SYP No.2 ve nd rticals. BOT CHORD 4 X 2 SYP No.2 BOT CHORD e a d id rt ia directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS (Ib /size) 11= 305 /Mechanical, 7= 301/0 -3 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3 =- 443/0, 3-4 =- 443/0, 4 -5= -380/0 BOT CHORD 10 -11= 0/253, 9- 10= 0/443, 8- 9= 0/443, 7 -8 =0/280 WEBS 5 -7 =- 395/0, 2- 11=- 366/0, 2 -10 =0/286 NOTES 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) CAUTION, Do not erect truss backwards. ` ```` , y � J {t A11 �, ' ,`r�, LOAD CASE(S) Standard ♦ Q ' " " No 39380 . "- r 4 " ;. S1 °ATE 0h .. © " r h • FL C 6rt 634 De cember 1,2011 Design valid ryY nl with MiTek connectors. This esign is based only upon parameters , individual PAC,B 461 1413 rev, 10 shown, and is for an uildiing component H ,¢ T F . k: � ApApplicability valid for des y row w _ "µ ,s 5, t l u port of indivi al memobeers incorporation only. Addit onal temporary bracing to insure sstabilify dudesg on tthe tyoh he i M " n e for tor A support n. 6 904 Parke East Blvd. fabrication, Additional permanent g e , bracing of delivery, overall n g . co nsult bilA ANSI/9911 the Quality designer. SI - general guidance Bu i g Component 69 4 Tampa, Parke 33610-4115 ant Blvd. tabricatia, quality control, storage, delivery, erection and bracing. consult A NSt/T►Il O CrNerla, OS6 -B9 and /CSI Building Component _ Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply Scott Residence T4230226 112237 F23 Floor Truss 1 1 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:32 2011 Page ID: Vpsn 6 kKPWGpwLHpl7yhyPPed- dUG_ 4KQw17u _UBYeOQHOflvPxUELFwcgnFAxzWyDM I 1 -3 -0 - I I 1 -7 -8 —I Ot—f Scale: 314 " =1' THA422 1.5x3 II THA422 THA422 1.5x3 I I THA422 3x3 = THA422 THA422 1.5x3 II 1 13 25x5 = 14 3 15 4 16 17 53x4 = 18 6 iiip pr . I � 3 / 1,0 1.5 = S 11 0 i ' �. i t i t . I ii i b l I I I 7 I I l 1 i 11 I l i l l l i l 11 t0 8 3x3 = -i 5x5 = 1.5x3 I I , ,i 3x4 = 3x6 = l 2 -9-0 I _. 4 -4-8 — 5-9-0 I 8-6-0 I 2 -9 -0 1 -7-8 1-4 -8 - 2 -9-0 Plate Offsets (X,Y): 110:0- 1- 8,Edoel LOADING (psf) SPACING 1-4-0 CSI DEFL in (lac) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.95 Vert(LL) -0.10 8 -9 >975 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.15 8 -9 >664 360 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FRC2007/TPI2002 (Matrix) Weight: 47 Ib FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 SYP No.2D TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 SYP SS end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 11= 1164 /Mechanical, 7= 1164/0 -3 -8 (min. 0 -1 -8) Max Gray 11= 1220(LC 2), 7= 1249(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-14=-1835/0, 3-14=-1835/0, 3- 15=- 1835/0, 4-15=-1835/0, 4-16=-1589/0, 16 -17 =- 1589/0, 5 -17 =- 1589/0 BOT CHORD 10 -11= 0/1062, 9- 10= 0/1835, 8- 9= 0/1835, 7- 8= 0/1215 WEBS 5 -7 =- 1716/0, 2 -11 =- 1538/0, 5 -8= 0/585, 2 -10= 0/1169, 4 -8 =- 442/0, 3 -10 =- 645/0, 4- 9= -268/0 NOTES 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. l� 111111 t l 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 OS t /,f attached to walls at their outer ends or restrained by other means. , ∎ . pp N.s A A. � ll l i 5) CAUTION, Do not erect truss backwards. ` �� E� C Q �j ` 6) Use Simpson Strong -Tie THA422 (Single Chord Girder) or equivalent spaced at 1-4 -0 oc max. starting at 0 -10 -12 from the left end to ti "• • 10 E. u ` •. "/� , i 7 -6 -12 to connect truss(es) F20 (1 ply 4 X 2 SYP) to back face of top chord. „ ./.... . "� r r . 7) Fill all nail holes where hanger is in contact with lumber. N i; 39380 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). - * ; • • .. 4 } LOAD CASE(S) Standard • 1) Floor Lumber Increase =1.00, Plate Increase = 1.00 " . . .' • CC Uniform Loads (plf) ::3 • Vert: 7- 11=-7, 1 -6 = -67 j STATE F 1J f ; 4/ . Concentrated Loads (Ib) �,'� . R , • ." "- Vert:13 =- 287( B) 14 =- 287( B) 15 =- 287( B )16=- 287(B)17=- 287(B)18=- 287(B) ,, •• � C' FL Cert. 6634 December 1,2011 A 1s 1 ,N7A'G &.^,^cfg dei iys pa and REAP 19 r)7 ON IVES AAV INC uv o 3111EK RE:FEROCE PAGE ma 7473 ,fee, 10 '0 3.S'7P 005 06E. -- Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 8 A (T is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the OYI �( erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication. quality control. storage, delivery, erection and bracing, consult ANSI/IPI1 Quality Criteria, DSB -89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 -4115 Job Truss Truss Type Dry Ply Scott Residence T4230227 TRUSS 8 1 FLOOR 112237 F24 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:33 2011 Page ID Vp 6kKPWGpwLHpl7yhyPPed 6ggNIgRYoROg _ Oaz ?vvUVzyDMf 0 -1 -8 0-'0 SCCAAIe = 1:34.2 1 -9 -0 f1 F _ 1 -3 -0 I 1.5x3 11 1,5x3 I 1.5x3 = 1.Sz3 = 8 9 1 0 6 7 w - • S 1 r 2�.97 . 5 __ w n �� • 22 +VIII . . _ iir � y Y Y - \ 4 .b _ Y Y - - 13 12 11 ►- 18 17 16 15 14 r 19 3x6 = 1.5x3 II 1.5x3 11 3x6 20 -0-0 — H I-- 20 -0-0 _ - - - - LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) 1 /dell Lid PLATES GRIP TCLL 40.0 Le 1.00 TC 0.29 Vert(LL) - 0.1715 -16 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.27 15 -16 >879 360 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.06 11 n/a n/a Weight: 107 Ib FT = 0 %F, 0%E BCDL 5.0 Code FRC2007/TP12002 (Matrix) LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (Ib /size) 20= 720/0 -3 -8 (min. 0 -1 -8), 11= 720/0 -3 -8 (min. 0-1-8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 1183/0, 3-4 =- 1984/0, 4 -5 =- 2444/0, 5-6 =- 2590/0, 6 -7 =- 2444/0, 7 -8 =- 1984/0, 8 -9 =- 1183/0 BOT CHORD 19- 20= 0/689,18 -19= 0/1661,17 -18= 0/2293,16 -17= 0/2590,15 -16= 0/2590,14 -15= 0/2590, 13- 14= 0/2293, 12 -13= 0/1661, 11 -12 =0/689 WEBS 9 -11 =- 972/0, 2 -20 =- 972/0, 9 -12= 0/735, 2 -19= 0/735, 8 -12 =- 710/0, 3 -19 =- 710/0, 8 -13= 0/481, 3 -18= 0/481, 7 -13 =- 459/0, 4 -18 =- 459/0, 7 -14= 0/308, 4 -17= 0/308, 6 -14 =- 387/48, 5 -17 =- 387/48 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. � �{ j t 11 t i (� j � 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. Strongbad(s to be ,,, � ti � • A q < � ' attached to walls at their outer ends or restrained by other means. ,'V ` LOAD CASE(S) Standard : i , 3938Q . °5) AT E. U r:._ .. ;*".116 ::;5 ‘.. : ;: 6 9 1 . \1 . 1 .1 ... v. f,, ,'O N Ay `' I FL Cert. 6634 I December 1,2011 Q , W ll:KIM , Venftj 4 1 ge. paramet • $ sad /lEAL' MM.'. ON This else /M'LUDE:12 4TYXEE A /l.M E, PlcirE Mii 7413 for, / 0 '0£ BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual budding component. Applicobility of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown w ro — is for lateral erector. Additional perms ent brae ng of the overall stru is t respo sibil ty of the build building des si designer. generol guidance regardin . . guidance of the " .. ....ki. fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/M1 Quality Criteria, DS11-89 and SCSI Building Component 6 9 m 4 p P P ark 33610-4115 East Blvd. __ ____ _. Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply Scott Residence 112237 F25 FLOOR TRUSS 2 1 T4230228 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:34 2011 Page ID: Vpsn 6 kKPWGpwLHpl7yhyPPed- atNIVOSAZkBhjVi1WrKUkA riluCjrN7EZf21PyDMfr 0-1-8 H 1 1- -3-° I 1 1-4- I 0 -7T8 n Scale = 1:42.2 I- - 14 -1 -8 --- 9 -1-8 1.5x3 II 1.5x3 = 5x5 = 1.5x3 II 3x5 FP = 5x5 = 1.5x3 = 1 2 3 4 _ 5 6 7 8 9 10 11 12 13 I I _ 1 ,∎.A u ••+1 VA\ /- - + +;lii�i ..� I� II 28 0 i . 6 Igrai 26 25 24 23 22 21 20 19 18 17 16 15 14 3x6 = 5x5 = 3x8 MT2OH FP = 1.5x3 H 1.5x3 H 5x5 = 3x6 = H 24 -7 -8 --_ - -- - - 24 -7 -- -I LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.41 19 -20 >718 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.83 Vert(TL) -0.64 19 -20 >460 360 MT2OH 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.10 14 n/a n/a BCDL 5.0 Code FRC2007/TPI2002 (Matrix) Weight 131 Ib FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -11 -7 oc purlins, except BOT CHORD 4 X 2 SYP SS *Except* end verticals. 22 -26: 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS (Ib /size) 26= 890/0 -3 -8 (min. 0 -1 -8), 14= 890/0 -5 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 1506/0, 3 -4 =- 2613/0, 4 -5 =- 3385/0, 5 -6 =- 3828/0, 6-7 =- 3828/0, 7 -8 =- 3928/0, 8 -9 =- 3787/0, 9 -10 =- 3383/0, 10- 11=- 2614/0, 11 -12 =- 1506/0 BOT CHORD 25 -26= 0/858, 24- 25= 0/2137, 23- 24= 0/3076, 22- 23= 0/3677, 21- 22= 0/3677, 20- 21= 0/3973, 19 -20= 0/3787, 18- 19= 0/3787, 17- 18= 0/3787, 16- 17= 0/3063, 15 -16= 0/2141, 14 -15 =0/856 WEBS 12- 14=- 1210/0, 12- 15= 0/966, 11- 15=- 944/0, 11- 16= 0/703, 10 -16 =- 668/0, 10- 17= 0/520, 9 -17 =- 697/0, 9 -18 =- 38/307, 2 -26 =- 1211/0, 2 -25= 0/964, 3 -25 =- 938/0, 3 -24= 0/708, 4 -24 =- 687/0, 4 -23= 0/460, 5 -23 =- 434/0, 8 -20 =- 177/401, 8 -19 =- 291/54 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 3x3 MT20 unless otherwise indicated. ` %v (1 <<trr! 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. NS � d ie •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 s O :•„``. Q l � attached to walls at their outer ends or restrained by other means. i∎: ". ". ti\ Li E N w " f f j «1 LOAD CASE(S) Standard w n , 1. - STATE Of' 4/ ti � FL Cert. 6634 December 1,2011 A 1*111,141Pgi Vertfy riezeigr par greet w and RE 41.0 NUM 'S 0:4 111 Z, 1; AND ny uDE,') b*MT .F8: F,E2TRE.80Th3 P808 on! 147,1 r t? ; n. 0 ' BE« ORB 100,1 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design commenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MIT is for lateral support of individual web members only. Additional temporary bracing to insure stobility during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage, delivery, erection and bracing, consult ANSI/TPIl Quality Criteria, DSB -89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2231 Tampa, FL 33610 -4115 Job Truss Truss Type Qty Ply Scott Residence T4230229 1 112237 F27 Floor Truss 8 Job Reference (optional) -- - --- -- - - -- 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:35 2011 Page TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 ID Vp 6kKPWGpwLHpl7yhyPPed 23 0-1-8 1 -2 -12 I I 1 -0-0 — 7i 1 1-3-0 I 1-8 -8 1 1 I Scale = 1:16.4 H 1 1.523 II - _ 1.5x3 II 3x3 - 3x3 II 3x3 6 3x3 — 7 1 3 3x3 = 4 5 __. 2 III 15 ,' / in 1.5x3// \ \ \ , / /E-1---- -L '1\ t \\\\ \ PI li Fig 10 9 8 4 13 12 1.Sz3 H 1.5x3 11 1.5x3 11 1.5x3 11 3x3 = 3x6 = 3x6 - 53 Ib FT = 0 %F, 0 %E 7 -3-8 8-9 -8 _ I f- - 1-7-4 2-7-4 I 1-6-0 _ --� 5 � -0 1 1 - 8-8 I 1 -6 _0 1-7-4 _ 1 - DEFL in (loc) I /deft Lid PLATES GRIP LOADING (psf) SPACING 1-4-0 TC 0.09 Vert(LL) -0.00 9 >999 480 MT20 244/190 TCLL 40.0 Plates r Increase BC 0.05 Vert(TL) -0.00 9 >999 360 1.00 TCLL 10.0 Lumber Issrease YES WB 0.04 Horz(TL) 0.00 8 n/a n/a BCLL 5.0 Rep Stress 007 YES Weight: BCDL 5.0 Code FRC2007frP12002 (Matrix) LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. BOB CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS (Ib /size) 8= 167 /Mechanical, 14= 139/0 -5-8 (min. 0 -1 -8), 11= 321/0 -3 -8 (min. 0 -1 -8) Max Gray 8= 171(LC 4), 14= 149(LC 7), 11= 329(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 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) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard ,,,110 f t i t t gI'i *,,` • 4 . No 39380 * - . - * : tyry•- • f „ 4v ' �' SPATE OF • �/ < <iurtttttli I FL Cert. 6634 I December 1,2011 A WARMWW • Vrnfij'lees:gr!. p•rrrmr;t rand "AP NOM ON This WM ENCIMPED 6!iTk!t R.E7'Y',7tF:NT;B PAGE, DffiP 147.3 r ce 10 TM B :F'OR.E T0-% Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. (�— shown sttor llaaler'alsupppo design f ndivvid al web embers Additional emporary n bracing tosinsluestabilitty truss the of the .owT. erector. Additional permanent bracing of the overall structure is the responsibildy of the building designer. For general guidance regarding Tampa, FL 33610'4115 fabrication, quality control. storage. delivery, erection and bracing. consult ANSI/1PIl Quality Creek', D56 -09 and SCSI Building Component 6904 Parke East Blvd -- — -- - Solely Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply Scott Residence T4230230 112237 F29 Floor Truss 7 1 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:36 2011 Page I D:Vpsn23 ?6kKPW GpwLHpl7yhyPPed- WFVVwiUQ5MOPzpsQdGMypb41U5kXBrIQht8961yDM 0 -1 -8 3x3 = I -1--- 1 t -3 -0 2 i i -- 1 -8 -0 3 i 3x3 = 4 9-11 Scale = 1:10.3 1.5x3 II -- --- w 1.5x3 II II .. _.-- — ■.' N 9 III 1� 10 11 53s 1523 . i 1 1 1 1 X 1.5x3 11 1.5x3 11 hd 8.1 7 6 3x6 = 3x6 = I 1-7-8 3-3-8 I 4 -11-0 - --- - -- -- 1 -7`8 - — 1 -8-0 1 -7-8 LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.09 Vert(LL) -0.00 7 >999 480 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.07 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FRC2007/TPI2002 (Matrix) Weight: 30 Ib FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -11 -0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (Ib /size) 8= 167/0 -3-8 (min. 0 -1 -8), 5= 167/0 -3 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 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 -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. LOAD CASE(S) Standard ,,,Nsx‘ .... . E. Iv: . s. ,q . ,,,,.. 4. .4. No 39380 4 * • • • f f • S � r •' ' ��t `� , � N A B Civ 0 FL Cert, 6634 December 1,2011 A Viiii.ININQ oe ifInfy 4igr pornmss, < ,11.1,3 REAP hrlr r: 0P4z 41'5 AND INCUYDED .#53I EEREFif rr,' E PIK PEI i473 FM, 10 '08 & - :7:: aiiE. -- Design valid for use only with MiTek connectors. This design 0 based only upon parameters shown, and a for on individual building component. PIN Applicability of design paramenters and proper incorporation of component 0 responsibility of building designer - not truss designer, Bracing shown 0 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MfTek erector. Additiionol permanent bracing of the overoll structure is the responsibility of the building designer. For general guidance regarding POW[P TO "..,.oRM. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and SCSI Building Component 6904 Parke East Blvd. Salety Intormalion available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 -4115 i Job russ Truss Type Qty Ply Scott Residence 112237 1 ( Jack -Open Truss 2 1 Job Reference (optional) - - - -- — TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:36 2011 T4230231 Page ID:Vpsn2376kKPW GpwLHpl7yhyPPed -W FVVwiUQSMOPzpsOdGMypb4Fm5jGBrwOht8961yDM I 1 -9-3 I 1 -9 -3 Scale = 1:20.9 8.50 12 2 2x4 I I 1 e°1/A Y N O M H 4 3 Refer to MiTek "TOE - NAIL" Detail for connection to 2x4 I supporting carrier truss (typ all applicable jacks on this job) 1-9-3 I— - - -I 1 -9 -3 -----_ LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.26 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.00 4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.04 2 n/a n/a Weight: 9 Ib FT = 0% BCDL 10.0 Code FRC2007/TPI2002 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 1 -9 -3 oc purlins, except end verticals. BOB CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP 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 Stabilizer Installation guide. -- -- REACTIONS (Ib /size) 4= 43/0 -5 -8 (min. 0 -1 -8), 3= 12/Mechanical, 2= 31/Mechanical Max Horz 4 =79(LC 7) Max Uplift4= -14(LC 5), 3= -37(LC 7), 2= -71(LC 7) Max Grav4 =71(LC 7), 3 =23(LC 5), 2 =31(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown. NOTES 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for 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 Toad nonconcurrent with any other live Toads. 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 ,```, ‘08 tr /lie between the bottom chord and any other members. 4) Refer to girder(s) for uss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 Ib uplift at joint 4, 37 Ib uplift at joint 3 and ■ ,.• c E N e 4 0 . , , , • 71 Ib u at joint 2. ,: 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design o t t russ. No 39380 1k . LOAD CASE(S) Standard * cc E SLATE (.)l -`' .4-1 ��' 1 `�b' �........ � % �� , ` FL Cert. 6634 December 1,2011 A 1>Y7111tf.':'Ai V°rs,Cjr :it,eiga, parameter:* and 1SSAL ?2T1 074 ;Yilfi AND INCLUDED MIEN E:P.1' YB'sE mu 7 rac, trx '0 83:a ORE tia ��.. Design vafd for use only with MiTek connectors. This design is based only upon parameters shown and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of budding designer not truss designer. Bracing shown Pow ro S for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing. consult ANSI/M1 Quality Cr$terla, DS8 -89 and ICSI Building Component 6904 a 33610-4115 ast Blvd. _ . _., Safety MIormation available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply Scott Residence T4230232 112237 JOIA Jack -Open Truss 2 1 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:37 2011 Page ID: Vpsn23 ?6kKPWGpwLHpl7yhyPPed- _R3t71 U2sfWGazRcB _tBMocQwV3PwIAZwXtiekyDMfa 1 1 1 -5 -11 8.50 Scale = 1:21.0 2 _ II Io 2x4 11 1 (� lh 4 3 2x4 I I 1 -5 -11 1 1 -5 -11 LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.00 4 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.04 2 n/a n/a BCDL 10.0 Code FRC2007/TPI2002 (Matrix) Weight: 8 Ib FT = 0% — LUMBER BRACING — — — TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 1 -5 -11 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP 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 Stabilizer Installation guide. REACTIONS (Ib /size) 4 =35 /Mechanical, 3 =9 /Mechanical, 2 =26 /Mechanical Max Horz 4 =75(LC 7) Max Uplift4= -27(LC 5), 3= -47(LC 7), 2= -71(LC 7) Max Gray 4 =88(LC 7), 3 =28(LC 5), 2 =26(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces 8 MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf 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. ` �� % 1 A q 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 Ib uplift at joint 4, 47 Ib uplift at joint 3 and � �� Q • ` • •E ' • • • •, 71Ib uplift at joint 2. � •• \� •� �` i 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4 3 ~ e No . • LOAD CASE(S) Standard * • •• STATE (_JI-- : • "••• tS C) R ti C t FL Cert. 6634 December 1,2011 0 ST• 1x !1isi - L v def.ige p0'' . zxcd REAT 071 t tsl AArri.i. i Ftt'X 7 mmihv, REFERENCE E pxot p 747a HE.r „s..ia o}o , Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and 4 for an individual building component. Applicability of design parameniers and proper incorporation of component 4 responsibility of building designer - not truss designer. Bracing shown A A , 4 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the IVi erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - - -- - -- fabricolion. qualify control, storage, delivery, erection and bracing, consult ANSI/TPI1 QuaIIty Crtieria, DSB -89 and BCSI Buliding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 -4115 Job Truss (Truss Type Qty Ply Scott Residence T4230233 112237 JO1B Jack -Open Truss 2 1 Job Reference (optional) — _ _____ TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:38 2011 Page I D Vp 6kKPWGpwLHpl7yhyPPed SedGLNVhdze ?olhOQu09cXvPuliPi9BdFAAyDMC 1 1 -6 -15 1 1-6 -15 Scale = 1:20.3 8.50 12 2 2x4 1I 1 i 7. k 1 l Lf' OM 4 3 2x4 H 1 1-6-15 - -- 1 -6-15 — — LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TC 0.24 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 20.0 Plates rInc ease 1.25 BC 0.14 Vert(TL) -0.00 4 Increase 1.25 >999 180 TCDL 10.0 Lumber Increase BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.03 2 n/a n/a % BCDL 10.0 Code FRC2007/TPI2002 (Matrix) Weight 8 Ib FT = 0 _ % LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 1 -6 -15 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP 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 Stabilizer Installation auide REACTIONS (lb /size) 4= 38/0 -5 -8 (min. 0 -1 -8), 3 =10 /Mechanical, 2 =28 /Mechanical Max Horz 4 =74(LC 7) Max Uplift4= -18(LC 5), 3= -39(LC 7), 2= -68(LC 7) Max Gray 4 =74(LC 7), 3 =24(LC 5), 2 =28(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for 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 ``,,`1 ... i A 1 1/ 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 18 Ib uplift at joint 4, 39 Ib uplift at joint 3 and ` ,; Q , l c E N s "-.---T r� i 68 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. ` *y ; 3 3 $ 0 - . - k . LOAD CASE(S) Standard .4 ' .-) 5 tATE Ut- • --1 P ' .i '� & , j0 N A` ;, t"N I FL Cert. 6634 ` December 1,2011 Q 'V!!+x'N?. • Y e r14d avz <.ge. gara?r,:#w'r 17f8d READ MESS ON 1' 3TS AND iT'ICi.UETP.i7 }MK 'REFERENCE PACsr' mod 747J rev. It, Ire F$l FOi .t; i ;S`. Design valid for use only with MiTek connectors. This design a based only upon parameters shown. and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabilit W1R y dudng construction is the responsibillity of the o .. f ek erector. Additional permonent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPu1 Quality Criteria, DSB -89 and SCSI Building Component 6904 Parke East Blvd. — — — — Tam FL 33610 -4115 SaleN Information avoilable from Truss Plate Institute. 781 N , . Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type Qty Ply Scott Residence 112237 J02 Jack -Open Truss 2 1 T4230234 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:38 2011 Page I D: Vpsn23? 6kKPWGpwLHpl7yhyPPed- SedGLNVhdze7C6 ?olhOQu09YKvORflPi9BdFAAyDM 2 -9-11 2 -9 -11 Scale = 1:25.8 2 8.50 r12 304 II 1 N N r N 4 3 3x4 11 k 2 - 9 - 11 - . — - -- --- - 2 - LOADING (psf) SPACING 1 -4 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.01 3-4 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.23 Vert(TL) 0.01 3-4 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.09 2 n/a n/a BCDL 10.0 Code FRC2007/TPI2002 (Matrix) Weight 13 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2 -9 -11 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP 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 Stabilizer Inst- Ilati.n . 1. -. REACTIONS (lb/size) 4 =69 /Mechanical, 2=50/Mechanical, 3 =20 /Mechanical Max Horz 4= 108(LC 7) Max Uplift4 = -2(LC 5), 2= -94(LC 7), 3= -34(LC 7) Max Gray 4 =69(LC 1), 2 =50(LC 1), 3 =34(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - Al forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit �tl y 1111 t 1 t 1 . between the bottom chord and any other members. ` 0 Oa' NS A q • j f , 4) Refer to girder(s) for truss to truss connections. \`F` C 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2 Ib uplift at joint 4, 94 Ib uplift at joint 2 and 34 �� • (} . E N 0 Ib uplift at joint 3. � � .' \ 0 C S4,• "74 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. No 39380 LOAD CASE(S) Standard * • ; . '. STATE OF : itimitio FL Cert. 6634 December 1,2011 WIR .NT°401 ■` .Tee ign parowet. end REAP NWT* ON Thai ,AirP IAC1 Fri.i∎E MBE REFERENCE Y14 181747, x•� "c, 10' €,x 1i!;, 0114. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building desi M gner. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/7PIl Quality Cdteda, DSB -89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. _ Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Scott Residence T4230235 112237 JO2A Jack -Open Truss 2 1 Job Reference (optional) _ ____ ______ .__ TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:39 2011 Page ID: Vpsn23? 6kKPWGpwLHpl7yhyPPed- wgBeYjWJOHn _qGa ?IOvfRDiIFJk_OCfsOrMpjdyDMf f I 2- 10 -15._ I 2 -10 -15 Scale = 1:25.0 2 8.50 F2 1 2x4 II 1 v r.- 11 1 1111 wil 4 3 2x4 II I 2 -10 -15 I 2 -10 -15 LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) I /deft LJd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) 0.01 3-4 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.21 Vert(TL) 0.01 3-4 >999 180 BCLL 0.0 • Rep Stress Ina YES WB 0.00 Horz(TL) -0.08 2 n/a n/a BCDL 10.0 Code FRC2007/TPI2002 (Matrix) Weight: 13 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2 -10 -15 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP 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 Stabilizer Installation guide. REACTIONS (lb /size) 4= 72/0 -5 -8 (min. 0 -1 -8), 2= 52/Mechanical, 3= 21/Mechanical Max Horz 4= 107(LC 7) Max Uplift2= -92(LC 7), 3= -30(LC 7) Max Gray 4 =72(LC 1), 2 =52(LC 1), 3 =35(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit tt/ f f f if flit j b the bottom chord and any other members. tt tt c A /1,,, 4) Refer to girder(s) for truss to truss connections. �t� .. A Q • , •5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 Ib uplift at joint 2 and 30 Ib uplift at joint 3. ti, _O . • G E N • •. -q .'• 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. +.. ` • • \ • �� ! . LOAD CASE(S) Standard • "1O 3938Q "' • * s ::":). 'STATE O••• f- • � t(! i�'��5;•(0 R \ l'' ... , � ♦ ��`11,: ° • N A ` • - t o FL Cert. 6634 December 1,2011 • • A WARtillYG • V enly dwige pr.- e,setee U0A.12 4t2 and THIS HIS R.A!'ti I CLIOOED t9TTk'3['NEE Y4:01; Mid 747:1 rev, 10 '00333SFORE 000303. - Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the M( ek erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regarding oaavka o .E•F M. fabrication. quality control, storage. delivery, erection and bracing, consult ANSI/lPil Quality Criteria, DSB -89 and BCSI Budding Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 -4115 Job Truss Truss Type Qty Ply Scott Residence T4230236 112237 JO3A Jack -Open Truss 2 1 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:40 2011 Page H I D: Vpsn23 ?6kKP W GpwLHpl7yhyPPed- O010m3Xx9avrRQ9Bs6RuzRE ufi407fv ?cV6M F3yDMf: I- - -- _ 3 -1 -3 { 3 -1 -3 Scale = 1:25.7 2 8.50 112 ,' 2x4 II / 9 1 / ■v j LI I n r _ 4 3 2x4 I 3 - 1 - 3 — 3 - 1 - 3 LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) 1 /deft lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) 0.02 3-4 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.01 3-4 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.08 2 n/a n/a BCDL 10.0 Code FRC2007/TPI2002 (Matrix) Weight: 13 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -1 -3 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP 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 Stabilizer Installation guide. REACTIONS (Ib /size) 4= 77/0 -5 -8 (min. 0 -1 -8), 2 =55 /Mechanical, 3 =22 /Mechanical Max Horz 4= 112(LC 7) Max Uplift2= -96(LC 7), 3= -29(LC 7) Max Grav4 =77(LC 1), 2 =55(LC 1), 3 =38(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit 11 S 11 1 1 between the bottom chord and any other members. , s O P A Yq F 4) Refer to girder(s) for truss to truss connections. \,` 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 Ib uplift at joint 2 and 29 Ib uplift at joint 3. , � ` V 0 • „1 c E N •` ( r r 6 ) "Semi -rig pitchbreaks including heels” Member end fixity model was used in the analysis and design of this truss. se i LOAD CASE(S) Standard • No 39380 ` * `a ( "ATE. (if' 't t: r',' 6 'i • • N A` • t'4% FL Cert. 6634 December 1,2011 1 e --, A wAnti 'tr • vor <f ,I., g a prra ^zr» .rILII REAP NF:FISS 014 THIS II NV V LW/AWED 511 BIL Rr.F YRFAT:E pAGe IMF 7473 rfdr. ;0 'f3S BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and 6 for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibillity of the Ng! erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding f abrication, quality control, storage. delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI Building Component 6904 Parke East Blvd. _ _ Safely Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 -4115 Job Truss Truss Type Qty Ply Scott Residence T4230237 112237 J04 Jack -Open Truss 2 1 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 S Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:40 2011 Page ID: Vpsn23? 6kKPWGpwLHpl7yhyPPed- 0010m3Xx9avrRQ9Bs6RuzREswi2T7fv ?cV I 4 -5 -3 I 4 -5 -3 Scale = 1:30.4 2 8.50 12 A 5 3x4 11 1 i , N N r N FoR 4 3 3x4 11 I ---- 4 -5 -3 1 4 -5 -3 LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) 0.05 3-4 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.32 Vert(TL) 0.04 3-4 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.17 2 n/a n/a BCDL 10.0 Code FRC2007/TPI2002 (Matrix) Weight: 18 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -5 -3 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP 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 Stabilizer n Itin i . REACTIONS (lb /size) 4= 113/0 -5 -8 (min. 0 -1 -8), 2 =80 /Mechanical, 3 =33 /Mechanical Max Horz 4= 146(LC 7) Max Uplift2=- 123(LC 7), 3= -25(LC 7) Max Gray 4= 113(LC 1), 2 =80(LC 1), 3 =55(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 4 -4 -7 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 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 4 , X w 111111 f ►r between the bottom chord and any other members. `s % P A , q 1,, 4) Refer to girder(s) for truss to truss connections. • 1 e 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 Ib uplift at joint 2 and 25 Ib uplift at joint 3. ', O • • c E N s ' � • Sri 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ti \ • .. \ ry •.. _ . LOAD CASE(S) Standard - * ';',i0 7360 r1 : • � J ':•-e...)-*-. "1'ATF Ur._ • `L. .0 . 4/ ` ."•:',4 om ° ° ° rr i jLi N Ay l �� `` N FL Cert. 6634 December 1,2011 A W 1RN7.Mr v; -rif ,1 s g e prinameark 4nd HEAD M)ns ON THIS EtElt. Err LOPEZ) SSTSK REFERE;M;E PiViE:11517 7473 res. 10 '08 BEFORE usic`. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and 8 for on individual building component. Applicability of design paromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 8, is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the responsibility of the M( Q__ erector. Addtionol permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Crlterta. DS8.89 and ICS! Building Component 6904 Parke East Blvd. Safety Information available from Truss Plote Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610-4115 __ I Job Truss Truss Type Qty Ply Scott Residence T4230238 112237 JO4A Jack -Open Truss 2 1 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:41 2011 Page I D: Vpsn23? 6kKPWGpwLHpl7yhyPPed- tDIOzPXZwu1 i3akNQpy7Wen ?X6Nbs699r9rwnVyDMFAt 4 -1 -11 Scale = 1:30.4 2 8.50 12 5 V i iiii 3x4 11 1 0 r 1 L -1----- '- 4 3 3x4 1 —I _ 4 -1 -11 LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) 0.04 3-4 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.33 Vert(TL) 0.04 3-4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.18 2 n/a n/a BCDL 10.0 Code FRC2007/TPI2002 (Matrix) Weight: 17 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -1 -11 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP 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 Stabilizer Installation guide. REACTIONS (Ib /size) 4= 105 /Mechanical, 2 =74 /Mechanical, 3 =30 /Mechanical Max Horz 4= 143(LC 7) Max Uplift2=- 120(LC 7), 3= -29(LC 7) Max Grav4= 105(LC 1), 2 =74(LC 1), 3 =51(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. I1; Exp B; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 4 -0 -15 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit 1t ►{ l i between the bottom chord and any other members. ♦ � 0%1 n A l l t! 4) Refer to girder(s) for truss to truss connections. r !I �� r, ..... < Q e i 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 120 Ib uplift at joint 2 and 291b uplift at joint 3. ` V L) E " 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. .. •. N ` '2 f • ,9 i., - :• LOAD CASE(S) Standard O ? g 3:°' 8°:t. • l 1 "` '., S TATE : ' L ., j f� � , � NT A ;�C N � . FL Cert. 6634 December 1,20111 4 A TTAs.1V.r'1i Vrity+irr.ge ram / 7t e; .afi4 R4 P ET3ThE ON ERIE AEI .PtLC7t. +f7 ANTRA Rttr.KP Jar: F YA trEt InT1'7473 >'w.:t3 'OE BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MR .. P for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingroWFa Fe a�luad fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Qualify Criteria, 058 49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314_ _ Tampa, FL 33610 -4115 Job Truss Truss Type Qty Ply Scott Residence T4230239 112237 J048 Jack.Open Truss 2 1 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:42 2011 Page ID: Vpsn23? 6kKPWGpwLHpl7yhyPPed- LPsmBIYBhC9ZhkJZ _XTM3sKCpWkAbZPI 4 -2 -15 Scale = 1:29.7 2 6.50 [ 12 11 5 3x4 11 cL 1 4 3 3x4 11 4 -2 -15 4 -2 -15 LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) 0.04 3-4 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.31 Vert(TL) 0.04 3-4 >999 180 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(TL) -0.15 2 n/a n/a BCDL 10.0 Code FRC2007/TPI2002 (Matrix) Weight: 17 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -2 -15 oc puffins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP 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 Stabilizer Installation guide. _ -- REACTIONS (Ib /size) 4= 108/0 -5 -8 (min. 0 -1 -8), 2 =76 /Mechanical, 3 =31 /Mechanical Max Horz 4= 141(LC 7) Max Uplift2=- 119(LC 7), 3= -26(LC 7) Max Grav4= 108(LC 1), 2 =76(LC 1), 3 =52(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown. NOTES 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 4 -2 -3 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0-0 wide will fit ,VI 0111111gs f between the bottom chord and any other members. ` `�` P • A. q ttt • 4) Refer to girder(s) for truss to truss connections. +� { j tj 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 119 Ib uplift at joint 2 and 26 Ib uplift at joint 3. `� �O •• ` E "N • , #.1# 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. • \ t p ! • LOAD CASE(S) Standard No 39380 • * • • . r1 , ' CC • '. STATE OE` . { y am - • + tt fl N At- > ∎ `' tt t 4trinl► 1 � �� FL Cert. 6634 December 1,2011 W21X0V114 * - Vcrrfrj 5 ign painismetn» and REA.d;? lkt551IS ON THIS ANT INCLMEJJ 8UT is REF PJMP:W E PAVE 9 i .749,1 r *. 50 W3 IMF ORE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenfers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown �( is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding POWER re INOWORM fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/1t11 Quaaly Criteria, DSB -89 and SCSI Building Component 6904 Parke East Blvd. Safety IMormatton available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 _ _ Job Truss Truss Type Qty Ply Scott Residence T4230240 112237 J05 Jack -Open Truss 2 1 __ Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:42 2011 Page ID: Vpsn 6 kKPWGpwLHpl7yhyPPed- LPsmBIYBhC9ZhkJZ _XTM3sK9TWiHbZPI4pbTJxyDMN 5 -9 -3 I 5 -9 -3 Scale = 1:36.4 2 Ij 8.50 6 5 2x4 d A 4 3 3x5 11 5 -9 -3 -- - -- - - - -- -- -- 5 -9 -3 LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) 0.11 3-4 >583 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.43 Vert(TL) 0.09 3-4 >772 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.28 2 n/a n/a BCDL 10.0 Code FRC2007/TPI2002 (Matrix) Weight: 22 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -9 -3 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP 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 Stabilizer Installation guide. REACTIONS (Ib /size) 4= 148/0 -5 -8 (min. 0 -1 -8), 2= 104 /Mechanical, 3 =44 /Mechanical Max Horz 4= 181(LC 7) Max Uplift2=- 150(LC 7), 3= -23(LC 7) Max Grav4= 148(LC 1), 2= 104(LC 1), 3 =72(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - AO forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 5 -8 -7 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit ;1111 1 t between the bottom chord and any other members. ` ,�1,� 5 A , ti, 4) Refer to girder(s) for truss to truss connections. ‘ ,,, pp 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 150 Ib uplift at joint 2 and 23 Ib uplift at joint 3. ti ,,, C) • • c E N . • l - q ei 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ti / ( "• • • , i ! • LOAD CASE(S) Standard " 0 3 9380 ." "STATE OE FL Cert. 6634 December 1,2011 A, w lailY:i 1 e fij dr eig €, pa,v a- s 4ad RE l h,)z St; O iii RND RI I,iT7 E MT{ T ,m: F PF YfFTi;:f: AGE NI 7473 , f,„ i+7 o8 BEFORE U6.6, r_l Design valid for use only with MiTek connectors. This design is boned only upon parameters shown, and i5 for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown t, is for lateral support of individual web members only. Additional temporary bracing to insure stobflity during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Crlteria, DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandrio, VA 22314. _ _ _ Tampa, FL 33610 -4115 Job Truss Truss Type Qty Ply Scott Residence T4230241 112237 JO5A Jack -Open Truss 2 1 Job Reference (optional) - - -- TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:43 2011 Page I D:Vpsn23 ?6kKPW GpwLHpl7yhyPPed- pbQ905ZpRVHQIuumXE _bb I — -- -5-11 1 5 -5 -11 Scale = 1:36.4 2 ri 8.50R> 6 5 Z 3x4 1 i / _ o 1 11 4 3 3x5 11 1-- 5511 I 5 -5 -11 _. -- LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LL) 0.11 3-4 >598 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.44 Vert(TL) 0.08 3-4 >761 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.31 2 n/a n/a BCDL 10.0 Code FRC2007/TPI2002 (Matrix) Weight: 21 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -5 -11 oc puffins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP 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 Stabilizer Installation guide. _ - - -- REACTIONS (Ib /size) 4= 140 /Mechanical, 2 =99 /Mechanical, 3= 42/Mechanical Max Horz 4= 177(LC 7) Max Uplift 2=- 148(LC 7), 3= -27(LC 7) Max Grav4= 140(LC 1), 2 =99(LC 1), 3 =68(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 5-4 -15 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit �ti1111 I 1 t t / � � � bet the bottom chord and any other members. ,,� *��0 P A • q Att .. , " 4) Refer to girder(s) for truss to truss connections. •'..... • , , Q e 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 148 Ib uplift at joint 2 and 27 Ib uplift at joint 3. ;� � • . • • c E N s 47 r r 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. • . ; • �' '. LOAD CASE(S) Standard . " . * , + t 39380 f -r1 tx !� STE. Ub t'1 r ''a �. {oR1s -.• `• • '• r,,,‘ �. ■ %,Sla � ,.. FL Cert. 6634 December 1,2011 4. A W1R.t4SNtx Vrrr_fy wigsga^ nmrtar xt.nadREAt:!PeT)115 4.7 1V INCLUDED B07Ts% REHM:',EPAI.B 93D7473rev, s O'08BEIOR USE. Design valid for use only with MiTek connectors This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component a responsibility of budding designer not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction n the responsibillity of the t0____._, erector. Additional permanent bracing of the overall structure is the responabikty of the building designer. For general guidance regarding "o.....e ..... MK fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DS11-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 781 tr. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Scott Residence T4230242 112237 JO5B Jack -Open Truss 2 1 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:43 2011 Page ID: Vpsn23? 6kKPWGpwLHpl7yhyPPed- pbO905ZpRVHQIuumXE _bb3sKcw2kK?fRITKOsOyDMf 5 - 6 - 15 5-6 -15 Scale = 1:35.7 2 8.50 12 6 5 3x4 II 1 arm 0 4 3 3x5 II 5 -6 -15 5-6 -15 LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.10 3-4 >623 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.41 Vert(TL) 0.08 3-4 >817 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.27 2 n/a n/a BCDL 10.0 Code FRC2007/TPI2002 (Matrix) Weight: 21 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -6 -15 oc pudins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP 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 Stabilizer Installation guide. REACTIONS (Ib /size) 4= 143/0 -5-8 (min. 0 -1 -8), 2= 101 /Mechanical, 3 =43 /Mechanical Max Horz 4= 176(LC 7) Max Uplift2=- 146(LC 7), 3= -23(LC 7) Max Gray 4= 143(LC 1), 2= 101(LC 1), 3 =70(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 5 -6 -3 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 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 1 1111181114 r between the bottom chord and any other members. N.° • A !, 4) Refer to girder(s) for truss to truss connections. ♦N'S ' , t j � 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 Ib uplift at joint 2 and 23 Ib uplift at joint 3. , Z Q • E Y 8 9 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. `` .' "• - 4 +� LOAD CASE(S) Standard * : (? 93 - 1� STATE Ur :t1/ t1 1111111'tlt FL Cert. 6634 December 1,2011 A 50A1 04711,6 Verxfrj detiyr p -,s ,. ,., an.< k e.: iir)FES ON '3F13 AND INC1,00em MIEN N RF_FEERENC PAiiE i0wa 7 .473 rec., dr7 005 BEFORE 7767 Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding "ow. ",.,,,rot,, fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/M1 Quality Criteria, DS11-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 -4115 Job Truss Truss Type Qty Ply Scott Residence 74230243 112237 J07 Jack - Partial Truss 2 1 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:44 2011 Page 1 I D: Vpsn23 ?6kKPW GpwLHpl7yhyPPed- Ho_XbRaRCpPHw1 Ty5yVg8HPf_KQT3RibX74aOgyDMf I 3 -7 -2 I 7- 2 -0 -- - - - I 3 -7 -2 3 -7 -2 Scale = 1:41.7 3 Io 8.50 171i 8 3x4 i'› 2 7 iifI r \ 't o n 2x4 II ro 1 o \ \ N e \ ..0 1,1 N 5 6 3x4 - 4 3x4 - LOADING (psf) SPACING 1 -4-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.12 Vert(LL) -0.08 5 -6 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.21 5-6 >393 180 BCLL 0.0 • Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FRC2007/TPI2002 (Matrix) Weight: 42 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP 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 Stabilizer Installation guide. REACTIONS (Ib /size) 6= 186/0 -5-8 (min. 0 -1 -8), 3 =55 /Mechanical, 4= 131 /Mechanical Max Horz 6= 209(LC 7) Max Uplift3= -51(LC 7), 4=- 131(LC 7) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2pst; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 7 -1 -8 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. � { S t f i 1 ! it t t 4) Refer to girder(s) for truss to truss connections. 11 1 j 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 Ib uplift at joint 3 and 131 Ib uplift at joint 4. `/1�P.... , i ,' � 10, 6) "Sem -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. •: ` Q • • ` c E N S , • • & 0 . LOAD CASE(S) Standard ,`, �� (' g -..• 4 _ - :'" S Ob Ett • . • DR1 •L ••cy,`..� �.,'�` S/p rATF N At �tititi• irijttt►! ° ��t'tti ti FL Cert. 6634 December 1,2011 r.NI111. 1k E te7 O; I e-, -, A, _= pa ga VITOters 4ae1d X ?LAD li?') i.; 014 T EiS AND INCLUDED 1,1171A REFERENCE; YAt AM 7471 rev. 10 '08 BEF ORE r.FER Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown M( ek is for lateral support of individual web members only. Additional temporory bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tobrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quailly Criteria, DSB -89 and SCSI Building Component 6904 Parke East Blvd. Solely Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 -4115 Job Truss Truss Type Qty Ply Scott Residence T4230244 112237 JO7A Jack -Open Truss 6 1 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:45 2011 Page I D: Vpsn23? 6kKPWGpwLHpl7yhyPPed- 1_ Yvpna4z7X7YB28ff03gUydvjiPov8kmnp7wGyDMt • 1— 7-0 -0 —1 7 -0 -0 Scale = 1:41.0 2 7 8.50 12 5 N co N r / 4 2x4 I I / `O 1 ' I N N 4 3 I 3x6 11 1 - - -_._. 7 -0-0 I 7 -0-0 _ -- LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) 0.21 3-4 >386 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.18 3-4 >461 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.42 2 n/a n/a BCDL 10.0 Code FRC2007/TPI2002 (Matrix) Weight: 26 Ib FT = 0% I LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purtins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP 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 Stabilizer In :II- -1.n • id-. i REACTIONS (Ib /size) 4= 181/0 -5 -8 (min. 0 -1.8), 2= 126 /Mechanical, 3 =55 /Mechanical Max Horz 4= 205(LC 7) Max Uplift2=- 161(LC 7), 3= -20(LC 7) Max Grav4= 181(LC 1), 2 =126(LC 1), 3 =88(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) 0-1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 6-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 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 , .0155111114 r between the bottom chord and any other members. � �s A i �� t 4) Refer to girder(s) for truss to truss connections. ■ O • • <6q r ` ',, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 161 Ib uplift at joint 2 and 20 Ib uplift at joint 3. ti` • Q •, • • G tv ' � . S • 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. •i •" N,, C' ". 1 7,. • LOAD CASE(S) Standard ~ - N o 3 `' 9380 " © -• 'STATE OF ''' S � yNAl . ` rr 'rrrllltttt ►- � FL Cert. 6634 December 1,2011 A, WARNTS ViiTifg d>?rge pa7,2,77e.tt 8,14 READ Nrr)2:;2; ON T11SS .4M? /Mr,0 00 ED IRM . REYMENU PAC& MI 741a ,8r, 0 '08 BEFORE'. &fe,E, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and a for an individual building component. Applicobility of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown N for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing or the overall structure is the responsibility of the building desi MI! gner. For general guidance regarding aow�A ro fabrication. quality control. storage. delivery. erection and bracing. consult ANSI /TPI1 Quality Criteria, 0SB -89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 -4115 • Job Truss Truss Type Qty Ply Scott Residence T4230245 112237 JO7B Jack-Open Truss 2 1 Job Reference o.tional TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:45 2011 Page ID: Vpsn23? 6kKPWGpwLHpl7yhyPPed I_ Yvpna4z7X7YB28ff03gUyiljirov8kmnp7wGyDMf • 6-10-12 6 -10 -12 Scale = 1:41.7 2 7 8.501 .50 12 6 5 3x4 I I 1 NI N 4 3 3x6 H 6 -10 -12 - - - - -- ._. _6 LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) 0.22 3-4 >367 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.17 3-4 >483 180 BCLL 0.0 • Rep Stress lncr YES WB 0.00 Horz(TL) -0.48 2 n/a n/a BCDL 10.0 Code FRC2007/TPI2002 (Matrix) Weight: 26 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 4= 178 /Mechanical, 2= 124 /Mechanical, 3 =54 /Mechanical Max Horz 4= 207(LC 7) Max Uplift2=- 163(LC 7), 3= -24(LC 7) Max Grav4= 178(LC 1), 2= 124(LC 1), 3 =86(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 6 -10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit 11611111/1, between the bottom chord and any other members. `1� !x 4) Refer to girder(s) for truss to truss connections. t�, t� p A j 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 Ib uplift at joint 2 and 24 Ib uplift at joint 3. ,' . Q ` c EN s • 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ` `� .• ( .. " • LOAD CASE(S) Standard - * N 39380 • n Cr `` '. TATS U 4r .` #, ; � ��` FL Cert. 6634 December 1,2011 NP tYAf ?.tt1R+T] s +.•r,5 de =gr gar•aFraNne and1EF ..F,.0 + Xr 1 .?T7i8 <i.N 7'HiS AM) fNCi,l7i?F.D 14177!!' REFERENCE f'At,Y "➢97i 77:3 r•.•s, dp 'tlA.Bw:f!)f'tls If! Design volid for use only with MiTek connectors. This design B based only upon parameters shown, and n for an individual budding component Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stobility during construction is the responsibillit of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery. erection and bracing, consult ANSI/1P11 Quality Criteria, DS8.89 and SCSI Bulldfng Component 6904 Parke East Blvd. Solely Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 -4115 Job Truss Truss Type Qty Ply Scott Residence T4230246 112237 J09 Jack- Closed Truss 2 1 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:46 2011 Page ' ID: Vpsn23 ?6kKPW GpwLHpl7yhyPPed- DA6H06bikQf_ 9LdLDMXIDiUp473YXJEu ?RZgSjyDMfR 4 -6 -0 I — 9 -0 -0 4 -6 -0 4 -6 -0 2x4 11 Scale = 1:51.2 3 4 8.50 12 9 3x4 2 8 2x4 I 1 -- - - -- — fig' ICA 7 6 5 3x4 = 3x5 I — 9 -0-0 -- - -- - H 9 -0-0 LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) I /deft LJd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) -0.19 6 -7 >544 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.47 6 -7 >217 180 BCLL 0.0 • Rep Stress Ina YES WB 0.20 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code FRC2007/TPI2002 (Matrix) Weight: 63 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 1 Row at midpt 3 -6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. _ REACTIONS (Ib /size) 7= 229/0 -5 -8 (min. 0 -1 -8), 6= 236 /Mechanical Max Horz 7 =288(LC 6) Max Uplift 7= -43(LC 7), 6 =- 170(LC 6) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. BOT CHORD 6 -7 =- 260/140 WEBS 2- 7=- 261/125, 2 -6 =- 141/269 NOTES 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 9 -0 -0 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 ' , ti >11;11111111 + t 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4 �1 S A Z f j 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit � rj between the bottom chord and any other members. � Q •' C E •N •' 6) fir! 4) Refer to girder(s) for truss to truss connections. •�,r "• `� •• - 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 Ib uplift at joint 7 and 170 Ib uplift at joint 6.. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. is f • `• F4 0 39380 • LOAD CASE(S) Standard •" * • • . ti- aw 'R�• STATE Uf= • 1 N A� �� o ` `� FL Cert. 6634 December 1,2011 A, W .N.I.P1p- V'^^ifty deziget per.-,amote and REAP .M)2235 ON Mir RXy7 ITRL4IWED TITIT'.B.K REFERENCE PAGE 9017473 s-w. 10'011 3EF ORE YJ E, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stobility during construction is the responsibillity of the t . erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPIJ Qualty Criteria, DSB - and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 -4115 • Job Truss Truss Type Qty Ply Scott Residence T4230247 112237 JO9A MONO TRUSS 8 1 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:47 2011 Page ' ID: Vpsn23? 6kKPWGpwLHpl7yhyPPed- hNgfEScKVknrnVBXm43Xmv1 _mXPGGmY1 D51E ?9yDMfQ 4 -4-4 8-8-8 __I 4 -0-0 4-4-4 2x4 11 Scale = 1:51.2 3 4 8.50 12 9 354 ii 2 8 2x4 I I 1 1 I // 7 6 5 3x4 - 3x5 - I 8 -8-8 8-8 -8 LOADING (psf) SPACING 1 -4-0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) -0.16 6 -7 >603 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.41 6 -7 >241 180 BCLL 0.0 • Rep Stress Ina YES WB 0.20 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code FRC2007/TPI2002 (Matrix) Weight: 62 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc puriins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 1 Row at midpt 3-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 6= 228 /Mechanical, 7= 221/0 -3-8 (min. 0 -1 -8) Max Horz 7= 288(LC 6) Max Uplift6=- 173(LC 6), 7= -38(LC 5) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. BOT CHORD 6 -7 =- 261/142 WEBS 2 -6 =- 132/273, 2-7=-267/130 NOTES 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; endosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 8 -8 -8 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 ' .0151 1 11111 t 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ‘‘ cJ A #l t d, 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 ,�� P• , , • ( � between the bottom chord and any other members. N . • . c E N • � 4) Refer to girder(s) for truss to truss connections. ••• \ S • 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 173 Ib uplift at joint 6 and 38 Ib uplift at joint 7.• • • " 'r •6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. t> 39380 LOAD CASE(S) Standard * t;t : :' CC �. 7 :•1 3 : " „. © . . SraT tid " 'C0 Rt (} • FL Cert, 6634 December 1,2011 WARMM • Y<^rriq deeige posw±naterx and R.IZAD NO-727S ON THIS AND INCLUDED Jft'TEX RE `K.RENVE PAGE 601 7413 rem. 10 'OS BEFORE tart's. �• Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Mt( '( erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing. consult ANSI/TP11 Quality Cdlerla, DSB -89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 -4115 Job Truss Truss Type Qty Ply Scott Residence T4230248 112237 J09B Half Hip Truss 1 1 Job Reference (optional)_ TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:48 2011 Page I D:Vpsn23 ?6kKPW GpwLHpl7yhyPPed- 9ZE2RodyG2viPfmjKnam17aK8xkC ?EBBSI2nXbyDMfP 4 - 14 B-6-4 1-0 -p 4 - - 14 4 -1 -6 0-5 -12 Scale = 1:51.3 2x4 I I 3 i 8.50 12 3x4 '1% 8 9 2 7 • 2x4 I I 1 T ' iah tai 6 5 3x4 = 3x10 =- 9-0-0 9 -0 -0 LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.17 Vert(LL) -0.18 5 -6 >565 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.45 5 -6 >226 180 BCLL 0.0 • Rep Stress lncr YES WB 0.18 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FRC2007/TPI2002 (Matrix) Weight: 69 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 `Except* BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. 3 -5: 2 X 6 SYP SS WEBS 1 Row at midpt 3 -5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installati n uide. REACTIONS (lb /size) 5= 231 /Mechanical, 6= 226/0 -5-8 (min. 0 -1 -8) Max Horz 6= 283(LC 6) Max Uplift5=- 162(LC 6), 6= -46(LC 7) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. BOT CHORD 5-6 =- 256/140 WEBS 2 -5 =- 138/257 NOTES 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 8 - - zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 1 { { { { { t i t t i 1 t � r 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` S A +tr 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 • k � • • , , , C between the bottom chord and any other members. ti � , (i E N • Q I % 4) Refer to girder(s) for truss to truss connections. • • L (< i 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 Ib uplift at joint 5 and 46 Ib uplift at joint 6..7 • ∎ i 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. * t40 39380 - y '~ LOAD CASE(S) Standard _ • * . f ; 0. c'N -;( 0 Ii 1v., ( 1.tr S 1�. FL Cert. 6634 December 1,2011 f / 15.1.i1.60 N4 Y ^rift'drxsge? pt, rnn ^t end READ C)Ai'tiiT:rLYL INCLUDED DT/:hA RE TERENCE f^:ttr£Itt"id 7473 zer, im 1t9 iJr.k ��. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MI! erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. or general guidance regarding fabrication. quality control, storage, delivery. erection and bracing, consult ANSI/TPIl Quality Criteria, DSB -89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ovailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa. FL 33610 -4115 Job Truss Truss Type Qty Ply Scott Residence T4230249 112237 JO9C Hall Hip Truss 1 1 Job Reference fontional) _ _ - TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 14:05:30 2011 Page 1 I D: Vpsn23? 6kKPWGpwLHpl7yhyPPed- Wz2JWTpgwBdloOOvPFeO fxLHLc ?OQavZcWNtULyDKE3 1 3 -8 -14 7 -2 -4 1 9 -0 -0 3-8-14 3 -5 -6 1 -9-12 Nailed Scale = 1:55.4 Nailed 5x5 = 2x4 II 3 11 4 , 8.50 r12 10 �° IJ 3x5 2 9 I, r 3x5 -i ri 1 li 1 ® 7 6 12 135 2x4 II 3x4 = 3.4 = 1'4 = TJC37 Nailed Nailed I 3-8 -14 I _7 -7 -4 1 9-0-0 1 3 -8-14 3 -5-6 1 -9 -12 Plate Offst X V): 13:0-3- 4.0 -2 -4j LOADING (psf) SPACING 1 -4-0 CSI DEFL in (loc) I /dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) 0.02 6 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.19 Vert(TL) -0.02 6 >999 180 BCLL 0.0 • Rep Stress Ina NO WB 0.59 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FRC2007/TPI2002 (Matrix) Weight: 82 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except end verticals, and SOT CHORD 2 X 4 SYP No.2 2 -0-0 oc puriins (6-0 -0 max.): 3-4. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. JOINTS 1 Brace at Jt(s): 4 MiTek recommends that Stabilizers and required cross bracing be installed during l truss erection, in accordance with Stabilizer Installation guide. J REACTIONS (Ib /size) 5 =744 /Mechanical, 8= 345/0 -5 -8 (min. 0 -1-8) Max Horz 8= 248(LC 4) Max Uplift 5=- 779(LC 4), 8=- 197(LC 5) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1- 9=- 285/189, 2- 10=- 247/253, 3 -10 =- 195/256, 1 - 8= 325/208 BOT CHORD 6 -7 =- 255/213 WEBS 3 -6 =- 686/606, 3 -5 =- 643/690 NOTES 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL =4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; 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 -0-0 wide will fit between the bottom chord and any other members. 5) Provide girder(s) echanical connection (by others) truss b ) capable 779 uplift at joint 5 and 197 Ib uplift at joint 8. �� .0111111114 A 6 / lit 6) of truss to bearing P able of withstanding P joint `� 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. , \V ` F A , A ` t Q ie 8) Design 4x2 (flat orientation) pudins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. %- ` ,A ' j 9) Use Simpson Strong -Tie TJC37 (6 nail, 30 -90) or equivalent at 7-2-4 from the left end to connect ti truss(es) JC10 (1 ply 2 X 4 SYP) to front face of bottom chord, �s \ � • "• " 74 skewed 45.0 deg.to the left, sloping 0.0 deg. down. , As, . \' . r 10) Fill all nail holes where hanger is in contact with lumber. '+ n , 9 n � 11) "Nailed" indicates 3 -10d or 3-12d common wire toe - nails. For more details refer to MiTek's ST- TOENAIL Detail. , O '�+ 12) In the LOAD CASE(S) section, toads applied to the face of the truss are noted as front (F) or back (B). " LOAD CASE(S) Standard * "• 1) Regular Lumber Increase =1.25, Plate Increase =1.25 * " Uniform Loads (plf) ;"„ 13 L1l Vert: 1- 3 =-40, 3 -4=-40, 5-8=-13 0 AT E U r 41 , • Concentrated Loads (Ib) �."(\ �' � ,• � Vert: 6=- 323(F) 3 = -29(F) 11= -29(F) 12 =- 122(F) 13=- 122(F) � ' 0 R \ " C `` ii iitrititit- FL Cert. 6634 December 1,2011 Q P:A.R7,001 Vwcffy detaiya pnn1metcr.f. ands /3000 1V0776$ ON 'MS AMP INT: J0I"t) )41.7.71K R8 FRE.kTJE PAGE MIT 747.1 fey. F0 '08 B/70/ /L 39-1/. 1* Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and 5 for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity of the Mk' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ,. �R ,..e..o.... fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 -4115 Job Truss Truss Type Qty Ply Scott Residence 112237 J09D Half Hip Truss 1 74230250 1 Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 11:19:49 2011 Page ID: V 6 kKPWGpwLHpl 7 yhyPPed - elnQf8ea1L1Z0pLwuV5 ?rK6V2L5wkhWKhPnL31yDMf 1 4 - 1 - 6 8 - 2 - 12 H.8 4 - - 4 - - 0- -�z Scale = 1:51.3 2x4 II 3 G 8.50 12 10 3x4 ' 9 2 7 y 2x4 II 1 N \ IT 0 6 54 3x4 = 3x10 = I --- 8 -8-8 I LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.16 Vert(LL) -0.16 5 -6 >628 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.39 5-6 >251 180 BCLL 0.0 • Rep Stress Incr YES WB 0.17 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FRC2007/TPI2002 (Matrix) _ Weight: 68 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. 3 -5: 2 X 6 SYP SS WEBS 1 Row at midpt 3 -5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 5= 223 /Mechanical, 6= 218 /Mechanical — — — Max Horz 6= 283(LC 6) Max Uplift5=- 166(LC 6), 6= -41(LC 7) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. BOT CHORD 5-6 =- 260/143 WEBS 2 -5 =- 128/262 NOTES 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) 0-5-4 to 3 -5-4, Interior(1) 3 -5-4 to 8 -7 -8 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 > 11 11 1 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OA i rl j, 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit NN,-. � �S /4„ between the bottom chord and any other members. %.% \NP • ( i° 4) Refer to girder(s) for truss to truss connections. , .,'`� �. , • �\ C N 14 ,1/t 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 Ib uplift at joint 5 and 41 lb uplift at joint 6.,"` • •+/- - 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. , ` . " 4 0 39380 , LOAD CASE(S) Standard '" STATE . -. ~' C 7f' .0 • . A. • ¢, .. ��F •40Rt ` N om` Ss FL Cert. 6634 December 1,2011 INIFM ALy1sF%::fir Vertfydewgn asrr-:rpa and l2Es"At ?MSS PlfL1 92J? 3t t7" EiEtR',' ET E; ltr.N CE PAfr' Ali`1347;3s- w.ID BEFORE 21331. Design valid for use only with MiTek connectors. The design is based only upon parameters shown, and a for on individual building component. , Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stobility during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding------ ____ -_ fabrication, quality contra storoge, delivery, erection and bracing, consult ANSI/TPit Qualify Criteria, DSB -89 and SCSI Building Component 904 Parke Est Safety Information available from Truss Plate Institute, 781 N. Inc Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. _ - - -- _ Tampa, FL 33610 -4115 Job 'Truss Truss Type Qty Ply Scott Residence T4230251 112237 JO9E Half Hip Truss 1 1 Job Reference (optional)_ TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 14:06.52 2011 Page 1 I D: Vpsn23? 6kKPWGpwLHpl7yhyPPed- 71 ?JjWpGc0y7d_ffCT6FzEk1 WgObdhsdTHECLbyDKCn 3 -7 -2 6 -10 -12 8 -8 -8 { 3-7 -2 3 -3 -10 1 -9 -12 Nailed Scale = 1:55.5 Nailed 5x5 = 2x4 II 3 11 4 7 D 8.50 r12 10 or 11' 3x5 , i 2 9 4.1. A 3x5 -"-• r- 1 r ul N 6 12 13 8 7 2x4 II 3x4 = 3x4 = 3x4 = TJC37 Nailed Nailed I 3 -7 -2 1 6 -10 -12 1 6-8-8 1 3 -7 -2 3 -3 -10 _1 -9 -12 -- _ Plate Offsets (X.Y): 13:0- 3- 4.0 -2 -41 _ ___ -- - LOADING (psf) SPACING 1 - 4 - 0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCDL 10.0 Plates Increase 1.25 TC 0.42 Vert(LL) 0.02 6 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.12 Vert(TL) -0.02 6-7 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.55 Horz(TL) -0.00 5 n/a n/a Weight: 82 Ib FT = 0 BCDL 10.0 Code FRC2007/TPI2002 (Matrix) -- - - - --- LUMBER BRACING TOP CHORD 2 X 4 SYP No2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and BOT CHORD 2 X 4 SYP No.2 2 -0-0 oc purlins (6 -0-0 max.): 3-4. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. JOINTS 1 Brace at Jt(s): 4 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 5= 687 /Mechanical, 8= 332 /Mechanical Max Horz 8 =248(LC 4) Max Uplift 5=- 786(LC 4), 8=- 202(LC 5) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -9 =- 260/189, 2 -10 =- 228/254, 3-10 = - 173/257, 1-8=.314/214 BOT CHORD 6 -7 =- 256/193 WEBS 3- 6=- 516/495, 3- 5=- 598/710 NOTES 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.Opsf; h =2511; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; 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 -0-0 wide will fit between the bottom chord and any other members. ` *' 1 { { { i11111/ , 5) Refer to girder(s) for truss connections. `,4 �\ n A . A h �� ' ' � 6) Provide mechanical connection ion on ( (by others) of truss to bearing plate capable of withstanding 7861b uplift at joint 5 and 202 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. G7 8) Design assumes 4x2 (flat orientation) pudins at oc spacing indicated, fastened to truss TC wl 2 -104 nails. � ` • •• r r�, 9) Use Simpson Strong -Tie TJC37 (6 nail 90 -150) or equivalent at 6 -10 -12 from the left end to connect truss(es) JC09 (1 ply 2 X 4 SYP) to back face of bottom chord `"y � . • s--"..• : 1� r • skewed 45.0 deg.to the right, sloping 0.0 deg. down. ♦ ". r 10) Fill all nail holes where hanger is in contact with lumber. ♦ "" N 0 39380 " 11) "Nailed" indicates 3 -10d or 3-12d common wire toe - nails. For more details refer to MiTek's ST- TOENAIL Detail. w * - 1 r 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). *' LOAD CASE(S) Standard " ' ` 1) Regular Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (pit) `V � } • ",y-` TAT 0 f .• // v "• r Vert: 1- 3 =-40, 3-4=-40, 5 -8 = -13 I n(\ ••. "A' p".•` ti Concentrated Loads (Ib) rr <C\ 6..‘ • L 0 4 • �\ %. Vert: 6 =- 2134(8) 3=-98(B) 11 = -98(B) 12 = -45(B) 13 = -45(B) • . R f FL Cert. 6634 December 1,2011 t A Wi1Y.M.:dG s�err - fy cigs ga1vxmrw.eax and X't.FA.i.'.i t):d'}`SEi I�.AM/ IN:'i.i7 }BMX f<.F:! "YJtY.dyt:1: YAGF PITS 7+f7:fi rev, 2P'tk5 H...F t7Xi.F TJ:.Js. �� Design valid for use only with MiTek connectors This design is based only upon parameters shown and is for an individual building component. Applicability of des poromenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the omµ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/1P11 QuoNfy Crleda, DSB -89 and ICSI Building Component 6904 Parke East Blvd. Tampa, FL 33610-4115 - - Safety IMormallon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type Qty Ply Scott Residence 112237 JCO9 Diagonal Hip Girder 1 1 T4230252 -- _ Job Reference (optional) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 14:06:34 2011 Page 1 ID: V 6kKPWG p w LHpl 7 yhyPPed - eHvVyMbzsshgTDHC9hoOFR _9uPm7C1bPzKUtFkeyDKD3 4-9-12 _ I _ --, 9 -7 -8 4 -9 -12 4 -9 -12 i Nailed 3 Scale = 1:45.0 Nailed 12 - 6.00 �2 Nailed 11 Nailed Nailed 3x4 % 10__________ Nailed 2 Nailed 9 in Nailed N 6 r- 3x4 1 0i oi 13 14 6 15 16 5 7 4 2x4 II Nailed 3x4 = Nailed Nailed 3x4 = Nailed Nailed Nailed Nailed Nailed 0-9-3 4-9=12_ I 9 -7 -8 - --- 0- -3 4 -9 -9 _ 4 -9 -12 LOADING (psf) SPACING 1 -4 -0 CSI DEFL in (l5 99fl 0 PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) 0.09 5-6 6 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.11 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr NO W8 0.36 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FRC2007/TPI2002 (Matrix) _ Weight: 56 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. 1 WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during J l truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 7= 624 /Mechanical, 3 =0 /Mechanical, 4= 293/Mechanical Max Horz 7=- 357(LC 3), 3= 431(LC 5) Max Uplift 7=- 796(LC 5), 4=- 428(LC 5) Max Gray 7= 624(LC 1), 4= 311(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -7 =- 609/767, 1-8 =- 655/836, 8 -9 =- 594/789, 2 -9 =- 568/728, 2 -10 =- 488/584, 10 -11 =- 391/495, 11 -12 =- 326/381, 3 -12 =- 314/384 BOT CHORD 7- 13=- 330/340, 13- 14=- 330/340, 6- 14=- 330/340, 6 -15 =- 436/241, 15- 16=- 436/241, 5 -16 =- 436/241 WEBS 1 -6 =- 782/631, 2 -5 =- 346/625 NOTES 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 796 Ib uplift at joint 7 and 428 Ib uplift at joint 4. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. , � V y I S 1 S f j g gt 8) "Nailed" indicates 3.104 or 2 -12d common wire toe - nails. For more details refer to MiTek's ST- TOENAIL Detail. ' �>r r j 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ,`` •� . ,..1 , f f'' LOAD CASE(S) Standard ♦. 0 E N • • b7 0 •0 1) Regular: lumber Increase =1.25, Plate Increase =1.25 ti • • `.- `- {; ` •• le I, Uniform Loads (plf) 3 Vert: 1 -3 = -40, 4-7=-13 � v if Concentrated Loads (Ib) .�. � • ' f Vert:8= 2(F =1, B =1) 9 =- 46(F = -23, B = -23) 10 =- 96(F = -48, B = -48) 11 =- 144(F = -72, B = -72) 13 =- 1(F = -1, B = -1) 14=- 21(F = -11, B = -11) 15 =-43(F = -22, B = -22) * * 16 =- 65(F -33, 8 = -33) .�• TAT AT E (J)- : � k/ • ss �' "•.t \O,• ,. FL Cert. 6634 December 1,2011 , , -ar A, A J , Ak i - Verify design parnetens and READ - M.STI :S Pd. O ilif5 Mb INCLUDED ANTEK REY NaCi✓»ru PAGE 7473 MN 747 , m, 30'0., $ B,5,} ORE USE:, -.. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MI" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, OSB -89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. _ _ Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Scott Residence T4230253 I, 112237 JC09A Diagonal Hip Girder 1 1 _ Job Reference (optional) - _ — _ TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7 s Aug MiTek Industries, Inc. Thu Dec 14 Page ID: Vpsn23 ?6kKPWGpwLHp17yh l7yhyPPed -i -ijN N1 t E6B JvsjslXdW UAWkm1NXdAV FOIYBbcFLy FLyIyDKCI I 4 -10 -10 I 9-9-5 I 4 -10 -10 4 -10 -10 Scale = 1:43.2 Nailed 3 Nailed 12 111 6.00 112 Nailed 11 Nailed Nailed 3x4 % 10 Nailed 2 Nailed 9 0 Nailed `O g 3x4 1 -------..----.,____. \ ' 13 14 6 15 16 5 7 4 Nailed 3x4 = Nailed Nailed 304 = 2x4 I Nailed Nailed Nailed Nailed Nailed I- -. .. 4. 0 -10 ■ 9-9 -5 4 -10 -10 __ 4 -10 -10 __ -- _ __________ LOADING (psf) SPACING 1 - - CSI DEFL in (loc) 1 /deft Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) 0.09 5-6 >999 240 MT20 2441190 TCDL 10.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.12 5-6 >984 180 BCLL 0.0 • Rep Stress !nor NO WB 0.36 Horz(TL) -0.00 4 Na n/a Weight: S61b FT = 0% BCDL 10.0 Code FRC2007/TPI2002 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc pudins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during J truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 7= 635/0 -7 -6 (min. 0 -1-8), 3 =0 /Mechanical, 4= 309 /Mechanical Max Horz 7=- 367(LC 3), 3= 441(LC 5) Max Uplift 7=- 758(LC 5), 4= -409(LC 5) Max Gray 7= 635(LC 1), 4= 323(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -7 =- 619/741, 1 -8 =- 700/850, 8-9 =- 635/807, 2 -9 =- 609/745, 2 -10 =- 501/593, 10 -11 =- 401/505, 11- 12=- 335/390, 3 -12 =- 326/393 BOT CHORD 7 -13 =- 342/352, 13 -14 =- 342 / 352, 6-14 =- 342/352, 6-15 =- 440/269, 15- 16=- 440/269, 5-16=- 440/269 WEBS 1 -6 =- 783/662, 2 -5 =- 376/614 NOTES 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.0psf; 5>255; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 758 Ib uplift at joint 7 and 409 Ib uplift at joint 4. 11j ► { k 1 l 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� A 1 4 AO ` 8) "Nailed" indicates 3-104 ,` or 2 -12d common wire toe - nails. For more details refer to MiTek's ST- TOENAIL Detail. t" 7 '1 CT 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). � j LOAD CASE(S) Standard . �� • ° G ° b N L re. 1) Regular: Lumber Increase =1.25, Plate Increase =1.25 , • "+' Uniform Loads (plf) •' No 3 9 3 $ 4 ~ Vert: 1- 3 =-40, 4 -7 = -13 '>k' Concentrated Loads (lb) ... Vert: 8=- 2(F =-1, B = -1) 9 =- 50(F = -25, B = -25) 10 =- 99(F = -49, B =-49) 11 =- 148(F = -74, B = -74) 13 =- 3(F = -1, B = -1) 14= -23(F =12, B = -12) 15 =- 45(F = -23, B = -23E • ,* 16 =- 67(F = -34. B =-34) r t•t • 7.. • . . i ~ t '�Itttttil‘• FL Cert. 6634 December 1,2011 I Q, WARNSMi - Ye:'fp de ige p vne!cels and READ M)t''Stt ON THIS Are) INC LULIFJ) atEIM REFERENCE PAGE; M71 7473 r ee, TO '09 /3P>F ME ZY32/. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and n for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not Truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the r .i« i n` tVltTe k . . M erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding o fabrication. quality control, storage. delivery, erection and tracing. consult ANSI/1P11 Quality Criteria, DSB -119 and SCSI Building Component 6904 Parke East Blvd. Safety Inlormafion available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610.4115 _ _ Job Truss Truss Type Qty Ply Scott Residence T4230254 112237 JC10 Diagonal Hip Girder 1 1 _ _ . - et =r_ ..bona!) TRUSSMART BUILDING COMPONENTS, Midway, GA, 31320 7250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 14:07:45 2011 Page 1 I D: Vpsn 6 kKPWGpwLHpl 7 yhyPPed- 3xiLrdSWBgdbU7Drp6ZgdPQHP1 _pYhUQf1 aViOyDKBy I- 5-0-4 l 10 -0-8 5 -0 -4 5-0-4 l - Nailed Nailed / / 3 IF Scale = 1:40.6 0 6.00 12 Nailed 1 i � Nailed - -- i Nailed 3x4 10 Nailed 2 / Nailed 9 0 Nailed N u r- O 3x4 � / ,a , 1 i 1 H °' _ �� - _- 1 , • x 12 13 6 14 15 5 7 4 2x4 Nailed 3x4 - Nailed Nailed 3x4 Nailed Nailed Nailed Nailed Nailed I __ 5 -0 -4 ( _.. 10 -0 -8 --- -- 5 -0 -4 d 5-0 -4 LOADING (psf) SPACING 1 -4-0 CSI DEFL in (lac) 1 /deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.10 5-6 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.52 Vert(TL) - 0.13 5-6 >893 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.39 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FRC2007/TPI2002 (Matrix) Weight 57 Ib FT = 0 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 7= 669/0 -7 -6 (min. 0 -1-8), 3 =0 /Mechanical, 4= 332 /Mechanical Max Horz 7=- 383(LC 3), 3= 457(LC 6) Max Uplift 7=- 766(LC 5), 4=- 425(LC 5) Max Gray 7= 669(LC 1), 4= 344(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -7 =- 653/756, 1 -8 =- 749/890, 8 -9 =- 676/843, 2 -9 =- 650/772, 2 -10 =- 528/618, 10- 11= -422/527, 3-11 = - 353/408 ' BOT CHORD 7- 12=- 360/368, 12- 13=- 360/368, 6 -13 =- 360/368, 6-14 =- 462/293, 14 -15 =- 462/293, 5- 15=- 462/293 WEBS 1 -6 =- 817/706, 2- 5= 407/640 NOTES 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 6.0psf; h =256; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; 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 lad 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 766 Ib uplift at joint 7 and 425 Ib uplift at joint 4. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 01511 1 j I t 8) n th"ailed" OAD CASE(S) section,loads pplied to the face of he truss are as front (F) or back (B) IL DDetail. *%*s p, tn fir, �` 9) I LOAD CASE(S) Standard , ..,..R„„ • • \ G " C . E j� `1 ,� 1'1.9 f 1) Regular: Lumber Increase =1.25, Plate Increase =1.25 ••• /,, * /j, 0. Uniform Loads (pit) •, i Vert: 1- 3 =-40, 4-7=-13 •` , - .61 ; 3 9.3 8 0 '' Concentrated Lads • (Ib) .. -I} .7 -- • 1 ,. Vert 8=- 9(F =-4, B =-4) 9=- 57(F = -28, B = -28) 10=- 106(F = -53, B = -53) 11=- 155(F = -77, 6 = -77) 12=- 6(F = -3, B = -3) 13=- 26(F = -13, B = -13) 14=- 48(F = -24, "" - * •. B = -24) 15 =- 71(F = -35, 8 = -35) a ; ' STATE (M'- . . ∎, A\' 4-0R\'•'�s • % FL Cert. 6634 December 1,2011 f J ._ a. lti SS,T7 Y; - i zfy 7t ;"g .. 0ft..7 . 701 ..t.E t n .$i`)!S'S' -`. ON Dile ,.:li'w-.t INC F VED mil ? fi:1'.a Yd {F.£Y:`I .t A(iE Mil 747a e-n, 7 ;r'i- , .SEFOR/i: USE. __ Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. I Applicability of design poramenfers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Mk erector. Additional permanent bracing of the overall structure is the responsibility of the building desi ( �` gner. For general guidance regarding � ow � q;e - r2wgw fabrication. qualily control, storage, delivery. erection and bracing, consult ANSI/TPI1 quality Criteria, DSB -89 and SCSI Building Component 6904 Parke East Blvd. _ _ Sudety Informalon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 -4115 r • r O p m M C I I _ M r 1C- ' c o ° O 00 O 0 Z = m z N 05_(0ono !^ Z mo on ~oQ c �O6a O �o�•� aN �� fl o ° - ° - �°� D S?°000 °� 0 �a0 c �c co A °p m 0 � o 00 - CT � a n � �s� w (D < 0 o, c 0 o co a a a ° o � • �° Qa> > m c° a c ° (n a o o a o m °° m o m a onn O Q��6 0 13 O QW N ��7 in � 7 ff7�a�0 it., ..,6 w (n W n N O 0 ° - P. ° (D R 7 ° _' _• 0 0 a (D O tD 0 y �� 0 003 ° ° -Q ao' CDOQ 3a' o . 1 N r, - , 0= 00 N - 0 D 0 3 (D N O • p° .< 3• c° 0 a° f [II 7 O 3 (D ,� N o 6 c _ N 5 j a Z m (0 No noS ]� o 0 -a x '^o 5- y2 c b „ (00a N 0 D- a ° • a_ 3 0o c� <m 00 �0 0a � 0 a ° �.� o 0 0'� � o 0 ° 0 x 3° -3 no-<0 ., cop' 2a c o � V D °o - 4 - c3 o o a ° N� c z N 7-a c= R TOP CHORD rii 7 co a) L'?0•1 A (7 O 30 ,- 0Z CO Z O A W J m o now o 4 z vi aD N C = C A • oD C 70 n 'c H H rn �Z 5. NP N� W ca r, m o em u, (n ND O n (1) 1q g m D M v m A V 0 (a m M 70 -4 Z 3 p a o c 3 m y r O W O N i � 3 C7 ” CI N O A D . m 2 a o. (D O V W r -t 70 O O N N ' 0 ` A P O S 0 p a 5• 5 � v / • CP r11 cn It c.4 'il XIIIIIIII 6: w N O 71 Z _ o % D te r- ° ® 4' ^ S -4 yi 7 (D V 0 ` Sr N W ,.-. 7 3 (D 0 m -. N O A O d TOP CHORD c a _ _ , O Oo v O� V, A W N 0 T p �O - v U cn - W N J 0 D O N O A U N C N 0 0 n 0 cu 0 0 a 5 C 5-_u_ 0 2.O C j S 7 S c 5-0- . 0 C = 0 p O (D 0 o a c 0 a � . zm � 7N o.<m _ ao 0 0-0 203 ao o m c y 9_,T,- m SP. g .< ^< ^-<m (oa CD ate. O a= m 'o ° ' 3 o n^ n. = 0 - 6 3 03 f., ;The, m(O .a m 3 5-9 a xm -o o Q w c (o - o. f � o °< ° ro " 3 3 ohm a -7 m ' m -j N o 0 <. g a r m m m m 3 m ---..- 2 0 0 (Q 6 te ^ ( o 7 o^ 9. _^ mo avc 8. Q , - , x o a a a� s-:$;;,' g (0 (D O 0 0 --- c ^ z� a o- - o o a s nm a• ° �o � >,`D o c `43 s 3 � 0 m . .� 2 m -0 ( o % g '" OT vii c3 ' , O 'm a o 0 o m° oc 0 0 30 0 - o f Q S m � a° 0 Fa o o o n 0-o 5 Q �0 o � O � Sx < �� .0 00 � o � o - ao - 72 c - o a n > > m m 0 < (D co mo a , a0 (o-. o �c o g c� 0-9 oa � o( 6 v. a ° -0,-, - o m o - o am ( 0 ='c N o5a o ,S f N` a m O° 3° a99 -a oa n coca =• am 2 g, ca- N ° -:2 -. O ( � 1 o a ( D N m o c m 0 00 (� o 0 o o cl� - co 5 . 3 o f. co^ m <,, �3 m°-a�. a (o j O /a E- N a= N c (0 Q Q ^ m a m a y C 3 m a a - ' o 0 m o a n o' o 0 m (D ° m z o ° O a m a o 2. 3 0 0 o 2. C_ • 0 � 0 2 . `c m m c 6 o m 9. 2. m (En 0 -.0.- S o� ° c 7 c ` - '' 2. 2 0 8 'a 0 (° ' D ` 5 0 2. a. - N " - O- o 0 7 00 a o 0 (�a 0 -2a q ma go a s l o o , 4 ( 0 o - �- 0 � . g,:<-0 o fl O O (o S' 0 N �' ^D N O p N -�' • N N N -<,-, 7 n p - 3 7 `C 0 Q 0 a C 0 N 7 O 7 a. 3 O 7 0- - m 0 0 n N - z O O 7 a m 6 m 0 C p N a (D Q N - 0 a„ (D a 1 2 . N° o — O 9 S D c w 2. m (N (O 3 6 • V D N c o f. V o o - a o g 2. o ' m o o m a ,, a 3 m m. ....4., N 3 a c ^ s '1"P %.< 0 o o° m o o m� m a n' o0 3 ` tD '5'0 '"m o 3 4, n O - O a c o Z - o 0 o 0 a O � ' S Wry N a SD O N P, N £ o o a a5 o 2 . _ o 3 m Q • c 1 3 m 33 ri- M N JANUARY 1, 2009 Standard Gable End Detail ST -GE120 -001 L_-1f — 1 (§ MiTek Industries, Chesterfield, MO Page 1 Of 2 --\// ( 1 Typical x4 L -Brace Nailed To 2x_ Verticals W /10d Nails, 6" o.c. Vertical Stud - - - � I I L -, - � Vertical Stud (4) - 16d Common ( J In \IA, Wire Nails DIAGONAL I 5 � MiTek Industries, Inc. / // �y 16d Common SECTION B -B Wire Nails DIAGONAL BRACE I*/ Spaced 6" o.c. 4' -0" O.C. MAX - _ �� i� — - -_ (2) - 10d Common •,IV� —2x6 Stud or TRUSS GEOMETRY AND CONDITIONS Wire Nails into 2x6 . 1! 2x4 No2 of better /� g SHOWN ARE FOR ILLUSTRATION ONLY. r ,� Typical Horizontal Brace i Nailed To 2x_ Verticals \ 12 SECTION A - w/(4) -10d Common Nails h A � Varies to Common Truss 2x4 stud SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST / A DRAWINGS FOR DESIGN CRITERIA TWO AS ONAKING L / i, \ TO RUSSES TRUSSES WITH N (2) T. 10d TED. NAILS TOE AT IL B LAOCCH END. * * I ATTACH DIAGONAL BRACE TO BLOCKING WITH ( 3x4 = ( 5) - 10d COMMON WIRE NAIL S. B i. _B Ay% y�� a '% � ■ \ (4) - 8d NAILS MINIMUM, PLYWOOD T \ SHEATHING TO 2x4 \D SPF BLOCK * - Diagonal Bracing ** - L- Bracing Refer Refer to Section A -A to Section B -B \ / 24"Max Roof Sheathin• NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. _ E , — 12 tt k : - - _ 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND = � \/ •WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1-3" (2) _ 1 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. Max. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / / (2) - 10d NAILS BRACING OF ROOF SYSTEM. // ,' 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. • 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4' -0" O.C. ' • /TrUS - - S @ 24" o.c. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL � / BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. y / ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. 26 DIAGONAL BRACE SPACED 48" O.C. A TTACHED TO VERTICAL WITH (REFER TO SECTION A -A) Diag. Brace / 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. / (4) -16d 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. at 1 �3 point COMMON WIRE NAILS AND ATTACHED 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed TO BLOCKING WITH (5) - tOd COMMONS. TYPE TRUSSES. ' End Wall 0 -- HORIZONTAL BRACE 2 DIAGONAL \� s (SEE SECTION A A) 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 y 2x4 SPF Std /Stud 12" O.C. 4 -3 -2 4 -7 -6 6 -6 -5 8 -6 -3 12 -9 -6 2x4 SPF Std /Stud 16" O.C. 3 -10 -7 4 -0 -0 5 -7 -13 7 -8 -14 11 -7 -5 2x4 SPF Std /Stud 24" O.C. 3 -2 -0 3 -3 -2 4 -7 -6 6 -4 -0 9 -6 -0 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 = 120 MPH MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY 11 BUILDING EXPOSURE B or C ASCE 7 -98, ASCE 7 -02, ASCE 7 -05 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE : 1.60 CONNECTION OF BRACING IS BASED ON MWFRS. JANUARY 1, 2009 Standard Gable End Detail SHEET 2 MiTek Industries, Chesterfield, MO Page 2 of 2 C- I II ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD �— Trusses @ 24" o.c. L - -- , L.__I 1 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. I i- IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR 1 THE PROJECT ENGINEER /ARCHTECT TO DESIGN THE NAIL DIAGONAL BRACE A CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE PURLIN WITH TWO 16d NAI LS TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT \ / MAY RESULT FROM THE BRACING OF THE GABLE ENDS r \ s' 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d NAILS EACH. FASTEN PURLIN •� / TO BLOCKING W/ TWO 16d NAILS (MIN) Diag. Brace -- \ i I 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 USS W (2) - 10d S EACH END. ATTACH TR ES DIAGONAL ITH BRACE TO NAIL BLOCKING WITH (5) - 10d COMMON WIRE NAILS. End Wall s fa - : : .43i: �6 CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAYBE 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. l ■ 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) MAXIM s n UM 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. 1 I, O AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST STRUCTURAL 5 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. yy �� . _ ` I , NOTE : THIS DETAIL IS TO BE USED ONLY FOR / STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED I /111 1 STUDS ARE NOT ADDRESSED HERE. / I I \ STANDARD GABLE TRUSS / I I IIIr,dI / MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST- WEBBRACE L / ] MiTek Industries, Chesterfield, MO Page 1 of 1 v MAXIMUM TRUSS WEB FORCE (Ibs.) (See note 7) C--- 1 C_�r - - � BRACE • 24 "O.C. 48 "O.C. 72" O.C. �� /I l J 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 - * Bay size shall be measured in between the centers of pairs of diagonals. TYPE BRACING MATERIALS 1 GENERAL NOTES . DIAGONAL BRACING 15 REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND /OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A OUAUFIED PROFESSIONAL. 1 X 4 IND. 45 SYP 2 THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE A -on- 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 -84 (0.131 52.5 ") FOR 1x4 BRACES, 2.10d (0.131543") FOR 2x3 and 2x4 BRACES, AND 3 -10d (0.131 "4") FOR 2x6 BRACES. .. - -- 4 CONNECT LATERAL BRACE TO EACH TRUSS WITH 2 -8d (0.131 "X2.5 ") NAILS FOR 1a4 LATERAL BRACES, 2 -104 (0.131 "a3 ") NAILS FOR 213 and 2x4 LATERAL BRACES, AND 3-10(1(0.131%31 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 PLATT CONNECTED WOOD TRUSSES AND SCSI 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 INS rITUT E www.sbcindustry.com and www.lpinsl D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SYP) 7 REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 0 TABULATED VALUES ARE BASED ON A DOL.. 1.15 FOR STABILIZERS: FOR A SPACING OF 24 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. WI-ERE 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 --"--- � \\ ,___, / r , CONTINUOUS LATERAL RESTRAINT 0 / / ! / �� :1 2 - 10d NAILS 4 \it 40 ry vi Iv \ i (SEE NOTE 4) iikl\ -.....,__,,, - -.-..-..,„ 1 4*Al............... 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 L -BRACE DETAIL ST - L -BRACE -- - - -- - - -- _ I II 1 MiTek Industries, Chesterfield, MO Page 1 of 1 I, 1 L MiTek Industries, Inc. Nailing Pattern Note: L- Bracing to be used when continuous L -Brace size Nail Size Nail Spacing lateral bracing is impractical. L -brace — must cover 90% of web length. _ 1x4 or 6 10d 8" o.c. _2x4, 6, or 8 16d 8" o.c. Note: Nail along entire length of L -Brace L -Brace Size (On Two -Ply's Nail to Both Plies) for One -Ply Truss ll Specified Continuous Rows of Lateral Bracing Web Size 1 2 Nails - - - -__ 2x3 or 2x4 1x4 "' 2x6 1x6 2x8 2x8 "' '-'\ "' DIRECT SUBSTITUTION NOT APLICABLE. SPACING k k- WEB -- _ + \ L -Brace Size for Two -Ply Truss - : L -BRACE Specified Continuous �� Rows of Lateral Bracing \ , �� Web Size 1 2 2x3 or 2x4 — 2x4 ` *t _ \,-' 2x6 2x6 4-,' 2x8 2x8 "` \ "' DIRECT SUBSTITUTION NOT APLICABLE. Nails / Section Detail --all < L -Brace i A Web L -Brace must be same species grade (or better) as web member. JANUARY 1, 2009 T -BRACE / I -BRACE DETAIL ST - T -BRACE J I (RD MiTek Industries, Chesterfield, MO Page 1 of 1 l \ �/ / l 1 Note: T- Bracing / I- Bracing to be used when continuous lateral bracing - 73 L is impractical. T -Brace / I -Brace must cover 90% of web length. _ - -- = 1 I ( n 1 Note: This detail NOT to be used to convert T -Brace / I -Brace MiTek Industries, Inc. webs to continuous lateral braced webs. Nailing Pattern Brace Size --------- - - - - -- - -- T -Brace size Nail Size Nail Spacing for One -Ply Truss 1x4or1x6 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 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 Specified Continuous Rows of Lateral Bracing k SPACING Web Size 1 2 V\--' 2x3 or 2x4 2x4 T -Brace 2x4 I -Brace _ WEB 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T -Brace k e 2x8 I Brace , \ k\--k T -BRACE ,4j'Ilt .-, 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 r, 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 /I -Brac Nails For SYP truss lumber grades up to #1 with 1X_ bracing material, use IND 55 for T- Brace /I Brac JANUARY 1, 2009 LATERAL TOE -NAIL DETAIL ST- TOENAIL_SP r- -1f--i ® MiTek Industries, Chesterfield, MO Page 1 of 1 / (- l - r7 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER ,_ __ =I -, AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND - =- r - - -) L J EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. F 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH ) AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek Industries, Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. THIS DETAIL APPLICABLE TO THE TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) THREE END DETAILS SHOWN BELOW DIAM. SYP DF HF SPF SPF -S Z .131 88.0 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY i' .162 108.8 99.6 86.4 84.5 73.8 c6 .128 74.2 67.9 58.9 57.6 50.3 .131 75.9 69.5 60.3 59.0 51.1 SIDE VIEW (2x3, 2x4) SIDE VIEW 64.6 63.2 52.5 (2x6) N 148 81.4 74.5 2 N AILS 3 NAILS rn WA NEAR SIDE NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE -NAIL. 1 NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. =1 NEAR SIDE NEAR SIDE EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5 ") WITH SPF SPECIES BOTTOM CHORD For Toad duration increase of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity ANGLE MAY ANGLE MAY A NGLE MAY VARY FROM VARY OM VARY FROM 30°T060° 30° TO 60 �30 ° TO 60° 45.00° /�, 45.00° \ r % 45.00° / \ ' 7 I ‘ , \ \ \ JANUARY 1, 2009 BEARING BLOCK DETAIL ST -BLCK1 _ _ r _ —_ I ® REFER TO INDIVIDUAL TRUSS DESIGN MiTek Industries, Chesterfield, MO Page 1 of 1 C� C n FOR PLATE SIZES AND LUMBER GRADES IMPORTANT This detail to be used only with one ply trusses 1 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 - 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"0.C. (16 TOTAL NAILS) HF 2126 1545 3671 0-6-0 SPF 2231 1508 3739 0 -5 -13 i i CASE 1 SASE 2 1 4" MINIMUM �� HEEL HEIGHT 1 6r4 A BRG BLOCK TO BE SAME 12" BLOCK SIZE, GRADE, & SPECIES , AS EXISTING BOTTOM CHORD. 12" BLOCK APPLY TO ONE FACE OF TRUSS. ■ - NOTES: 1. USE LOWER OF TOP PLATE OR TRUSS WOOD SPECIES. 2.THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE 10d (.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. JANUARY 1, 2009 BEARING BLOCK DETAIL ST -BLCK2 - MiTek Industries, Chesterfield, MO Page 1 of 1 V 7-7 ® REFER TO SIZE AND LUMBER DESIGN \ FOR PLATE SIZES AND LUMBER GRADES -_ I IMPORTANT f A This detail to be used only with one ply trusses � /i 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 -5-8 ACTUAL BEARING SIZE BOTTOM CHORD SIZE LUMBER ALLOWABLE BEA BLOCK BEARING BLOCK & WOOD BEARING ALLOWABLE LOADS AND GRADE REACTION ALLOWABLE LOADS NAILING PATTERN (lb) * ALLOWABLE LOAD (lb) TOTAL EQUIVALENT BEARING LENGTH SYP 4661 975 5636 0 -6 -10 2x4 BOTTOM CHORD DF 5156 892 6048 0 -6-7 2ROWS @3'0.C. (8 TOTAL NAILS) HF 3341 772 4113 0 -6-12 SPF 3506 754 4260 0 -6 -11 SYP 4661 1462 6123 0 -7 -3 2x6 BOTTOM CHORD DF 5156 1338 6494 0 -6 -15 3 ROWS @ 3" O.C. HF 3341 1159 4500 0 -7 -6 (12 TOTAL NAILS) SPF 3506 1131 4637 0 -7 -4 SYP 4661 1950 6611 0 - - 12 2x8 BOTTOM CHORD DF 5156 1784 6940 0 -7 -6 4 ROWS @ 3" O.C. HF 3341 1545 4886 0 -8 -0 (16 TOTAL NAILS) — — - SPF 3506 1508 5014 0-7-14 N, \ <SE1] IN LCASE 2 4" MINIMUM i , / " ` , .14%;""Air HEEL HEIGHT 1 � BRG BLOCK TO BE SAME 12" BLOCK SIZE, GRADE, & SPECIES AS EXISTING BOTTOM CHORD. 12' BLOCK APPLY TO ONE FACE OF TRUSS. NOTES: 1. USE LOWER OF TOP PLATE OR TRUSS WOOD SPECIES. 2.THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE 10d (.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 1.03 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. y JANUARY 1, 2009 TRUSSED VALLEY SET DETAIL ST- VALLEY SYP =I f MiTek Industries, Chesterfield, MO Page 1 of 1 \v/ 1 GENERAL SPECIFICATIONS 1. NAIL SIZE = 3.5" X 0.131" = 16d L__ y ) 2. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL A MiTek Industries, Inc. 3. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. GABLE END, COMMON TRUSS 4. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING OR GIRDER TRUSS EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. / 5. NAILING DONE PER NDS - 01 6. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. 7. ALL LUMBER SPECIES TO BE SYP. I I I II ' I 11 ; i II I L _ ,, II I, i ■ r — , I� - - — - - --'• „ — i t II III / ,, 1 ', BASE TRUSSES VALLEY TRUSS TYPICAL = ,I I ___-_ -- --- -- VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS P X OR GIRDER TRUSS ,,,,,,,--'--- / ''''',., \Mt ' ' ' ' ' ' / SEE DETAIL / 11111 A BELOW (TYP.) iiII N 1 -1 SECURE VALLEY TRUSS W/ ONE ROW OF 16d NAILS 6" O.C. WIND DESIGN PER ASCE 7 - 98, ASCE 7 - 02, ASCE 7 - 05 MAXIMUM WIND SPEED = 120 MPH \ ATTACH 2x4 CONTINUOUS NO.2 SYP MAX MEAN ROOF HEIGHT = 30 FEET TO THE ROOF W/ TWO 16d (0.131" X 3.5 ") NAILS ROOF PITCH = MINIMUM 3/12 MAXIMUM 10/12 INTO EACH BASE TRUSS. CATEGORY 11 BUILDING EXPOSURE C OR B WIND DURATION OF LOAD INCREASE : 1.60 MAX TOP CHORD TOTAL LOAD = 60 PSF O /y /ry // MAX SPACING = 24" O.C. (BASE AND VALLEY) ' , MI REDUCED DEAD LOAD OF 4.2 PSF � / ° bj /o ON THE TRUSSES \ ypy /iii y /yy 'Oyo / , War \ y l � DETAIL A \ (MAXIMUM 1" SHEATHING) N.T.S. TRUSSED VALLEY SET DETAIL ST- VALLEY JANUARY 1, 2009 L (HIGH WIND VELOCITY) NOTE: VALLEY STUD SPACING NOT MITek Industries, Chesterfield, MO Page 1 of 1 �—� IIj (� TO E 48" O.C. SPACING MiTek Industries, Inc. % \ \ 4 ., 4 t , st • • 'I\ FOR BEVELED BOTTOM CHORD, CLIP MAY BE V� / � \ \ �� APPLIED TO EITHER FACE / ‘ . ' / t 7 / / 4 4,1„,111 ...-- /// \ 4.1p . , \ CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH ATTACH VALLEY TRUSSES TO - , LOWER TRUSSES WITH USP RT7 OR EQUIVALENT ---- , m � SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUST BE DESIGNED NON - BEVELE BOTTOM CHORD WITH A MAXIMUM UNBRACED LENGTH OF �„ 2' -10" ON AFFECTED TOP CHORDS. — NON- BEVELED NOTES: BOTTOM CHORD - SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES \ - THIS DETAIL IS NOT APPLICABLE FOR �� SPF -S SPECIES LUMBER. MAXIMUM WIND SPEED = 146 MPH --. i MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7 -98, ASCE 7 -02, ASCE 7 -05 CLIP MUST BE APPLIED WIND DURATION OF LOAD INCREASE :1.33 TO THIS FACE WHEN \ PITCH EXCEEDS 6/12. MAX TOP CHORD TOTAL LOAD = 50 PSF (MAXIMUM 12/12 PITCH) MAX SPACING = 24" O.C. (BASE AND VALLEY) . k JANUARY 1, 2009 STANDARD PIGGYBACK TRUSS CONNECTION DETAIL ST- PIGGY -ALT C' _I 11 j ® MiTek Industries, Tampa, FL Page 1 of 1 i ----- ] 2 x x 6' -0" SIZE TO MATCH MAXIMUM WIND SPEED = 100 MPH* V TOP CHORD OF PIGGYBACK TRUSS. MAX MEAN ROOF HEIGHT = 30 FEET i a ATTACHED TO ONE FACE OF TOP CATEGORY II BUILDING I ` - - --- -- ' '--" ' CHORD WITH 2 ROWS OF 10d (0.131" X 3 ") EXPOSURE B or C - n L _ �� NAILS SPACED 6" O.C. DURATION OF LOAD INCREASE 51.60 ASCE 7-98, ASCE 7-02, ASCE MiTek Industries, Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES Al PIGGYBACK TRUSS TRANSFERI NG DRAG LOADS (SHEAR T RUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING I ENGINEER /DESIGNER ARE REQUI RED. /� * FOR WIND SPEED IN THE RANGE 100 MPH - 130 MPH ADD 9" x 9" x 1/2" PLYWOOD (or 7/16" OSB) GUSSET EACH SIDE AT 72" O.C. OR LESS. ATTACH WITH V 0 3- 6d (0.113" X 2 ") NAILS INTO EACH CHORD FROM V I EACH SIDE (TOTAL - 12 NAILS). • .410( . . se , . �' \ TR � TTACH PIGGY , PIGGYBACK TRUSS \ A \ BASE TO EACH PURLIN WITH \ , 2 - 16d (0.131" X 3.5 ") NAILS TOENAILED. 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. ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS WITH 2 - 16d (0.131" X 3.5 ") NAILS. FOR PIGGY BACK TRUSSES WITH SPANS < 12' SCAB MAY BE OMMITED PROVIDED THAT: ROOF SHEATHING TO BE CONTINUOUS OVER JOINT (SHEATHING TO OVERLAP MINIMUM 12" OVER JOINT) IF NO GAP EXISTS BETWEEN CAP TRUSS AND BASE TRUSS: REPLACE TOE NAILING OF CAP TRUSS TO PURLINS WITH GUSSETS AS SHOWN, AND APPLY PURLINS TO LOWER EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS DESIGN DRAWING. CONNECTION AS ABOVE 7" x 7" x 1/2" PLYWOOD (or 7/16" OSB) GUSSET EACH SIDE AT 24" O.C. AT EACH BASE TRUSS JOINT. �' ,e >,• ATTACH WITH 3 - 6d (0.113" X 2") NAILS 4�' : '� INTO EACH CHORD FROM 1I %P - � EACH SIDE (TOTAL - 12 NAILS) \ s FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: ra { { {411tt1 // 7 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS '0' Q' r 1 1l/ MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL. �� \� fit 1,/ 'I, VERTICAL WEB TO w� r\ . « « - - 6' • ./ '': EXTEND THROUGH 2) VERTICAL WEBS OF PIGGYBACK MUST RUN THROUGH :" Q • «• '1i fi " . , BOTTOM CHORD P BOTTOM CHORD SO THAT THERE IS FULL WOOD + TO WOOD CONTACT BETWEEN WEB OF PIGGYBACK _ • N : : OF PIGGYBACK AND THE TOP CHORD OF THE BASE TRUSS. * • • * '. 3) CONCENTRATED LOAD MUST BE APPLIED aims TO BOTH THE PIGGYBACK AND THE BASE TRUSS. 0 ` — - 4) ATTACH 2 x x 6' -0" SCAB TO EACH FACE OF RI TRUSS ASSEMBLY WITH 2 ROWS OF 10d (0.131" X 3 ") NAILS i •*. STATE C F y SPACED 6" O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH ) Of/ Z. VERTICAL (MINIMUM 2X4) ' WEBS OF PIGGYBACK AND BASE TRUSS.) %,;� C C) CJ p•��' `� 5) THIS CONNECTI IS ONLY VALID FOR A MAXIMUM r LS • • « • • • • • \ ` +, BY A QUALIFIED E GIINE IS REQUIR�ED S '�r N Al {� i GREATER THAN 4000 LBS. 6) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH FL Cert. 6634 BASE TRUSS. June 8, 2011 ' . °::t% 3 z.. ,.. .i.;.'. .;::: H.t; 3'e itf:: .,;: I f A'r:'.. F R... ;':A3 i ?.it ,i:,7 ... i -[; .'•i;. Deign valid for use only \kith MTek connectors. This design is based on upon parameters shown, ands for an individual buiding component. Mil q . Applicability of design paramenters and properincorporatbn of component responsibility of buiding designer- not truss designer. Bracing shown 1 �� is for lateral support of individual veb members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector. Additional perrranent bracing of the overall structure is the responsibility of the building designer. For general guidance regardng eww H a, isrwi fabrication, quality control, storage, deli/Pry, erection and bracing, consult ANSI/TPI1 Quality Crtieda, DSB -89 and BCSI Building Component Safely Information available from True Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 -4115 JANUARY 1, 2009 STANDARD DETAIL FOR ALLOWING A DECK ST -DECK LEDGR LEDGER CONNECTION TO A FLOOR TRUSS MiTek Industries, Chesterfield, MO Page 1 of 1 L__ —._J L_J I-. -1 MiTek Industries, Inc. LADDER TRUSS WITH 4X2 SPF NO. 2 MINIMUM CHORD LUMBER, WEBS SHALL BE 4X4 STUD HF,SPF,DF OR SYP AT 2x4 BAND 111 16" O.C. MAX. FASTENER(S) SPECIFIED BY OTHERS DOUBLE END — VERTICAL _� 4 1110 ,ili;,__ � �_�j ill :III �_ Ll FLOOR BLOCKING PER I ic in 1Imon° ° II I— BUILDING DESIGNER 1! i'�11 FASTENER(S) SPECIFIED i 1 1 LED SPECIFIED BY OTHERS. BY OTHERS O LEDGER SPECIFIED — 0 < FLOOR TRUSSES BY OTHERS o 24" O.C. MAX. TYPICAL FLOOR - .r LADDER FRAME TO BE TRUSS CONTINUOUSLY SUPPORTED BEARING AT END OF TRUSS FLOOR TRUSS PERPENDICULAR FLOOR TRUSS PARALLEL TO BEARING WALL TO BEARING WALL N.T.S. N.T.S. OTHER FRAMING ELEMENTS NOT OTHER S SHOWN FOR CLARITY FRAMING ELEMENTS NOT SHOWN FOR CLARITY S NOTES: DETAIL PERMITS A MAXIMUM OF TWO 1/2" DIA. THRU BOLTS OR LAG SCREWS TO BE INSTALLED ALONG THE VERTICAL CENTER LINE AND INTO THE DOUBLE END VERTICAL OF FLOOR TRUSSES OR INTO THE 4X4 VERTICALS OF A LADDER TRUSS. FASTENERS SHALL NOT INTERFERE WITH ANY JOINTS OR CONNECTORS WITHIN THE FLOOR OR LADDER TRUSS AND BE INSTALLED PER NDS. CAPACITY OF CONNECTION SHALL BE SPECIFIED BY THE BUILDING DESIGNER. REFER TO NATIONAL, STATE, LOCAL BUILDING CODES OR STANDARD INDUSTRY DETAILS APPROVED BY THE BUILDING OFFICAL. DETAIL HAS CONSIDERED VERTICAL LOAD CAPACITY OF THE FASTENERS ONLY. ALL OTHER FRAMING ELEMENTS REQUIRED TO SUPPORT AND OR RESIST ANY OTHER LOADS AND OR FORCES SHALL BE THE RESPONSIBILITY OF OTHERS. DESIGN OF ALL DECK OR PORCH COMPONENTS SHALL BE BY OTHERS. ATTACHING A JANUARY 1, 2009 STANDARD TO THE SI DETAIL DE OF A O FLOOR TRUSS GABLE LEDGER ST -LEDGR MiTek Industries, Chesterfield, MO Page 1 of 1 1 L - - -- 1 L 1 I r \_/L MAX. WALL LOAD = 800 PLF MiTek Industries, Inc. FLOOR GABLE TRUSS WITH SPF NO. 2 MINIMUM / TOP CHORD LUMBER. FLOOR TRU MAX LOAD ON LEDGER = 480 PLF SHEATHING J 1 DEPTH = 14 ", / 1 16 ", 18 ", OR 20" >, ' I - IC a 3 24" MAX _ \ 3 3 3 3 SHEATHING 4X4 STUDS AT 16" SPACING MAX. BRG. WALL (HF, SPF, DF, OR SYP) ATTACH LEDGER (DESIGNED BY OTHERS) WITH TWO 1/2" DIAMETER ASTM A307 BOLTS WITH WASHERS AT EACH STUD LOCATION. (MINIMUM 2X8 SPF NO. 2) FEBRUARY 8, 2008 LATERAL BRACING RECOMMENDATIONS ST- STRGBCK P iI 1 ® MiTek Industries, Chesterfield, MO Page 1 of 1 1 l J TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, _ _U l 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. MiTek Industries, Inc. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS FACE OF CHORD INTO EDGE OF STRONGBACK WEB WITH (3) 10d NAILS (0.131" x 3 ") ANCHOR TO ATTACH TO TOP CHORD (0.131 "x 3 ") (DO NOT USE DRYWALL TYPE SCREWS) ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS (0.131 "x3 ") MIN VLA I L . N_ I il BLOCKING BEHIND THE . ATTACH 2x4 VERTICAL TO FACE ATTACH TO CHORD VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND RECOMMENDED WHILE BOTTOM CHORD WITH (2) - 10d WITH TWO #12 x 3" NAILING THE STRONGBACK NAILS (0.131" x 3 ") IN EACH CHORD WOOD SCREWS (.216" DIAM.) ENE r w; _ ri w � . 4 I I l P / I ! \. /� R / USE METAL FRAMING ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS FACE OF CHORD INTO EDGE OF TO BOTTOM CHORD WEB WITH (3) - tOd NAILS (0.131" x 3 ") STRONGBACK (DO NOT USE (0.131" x 3 ") DRYWALL TYPE SCREWS) 4 -0 -0 WALL ... BLOCKING TRUSS STRONGBACK (TYPICAL SPLICE) (BY OTHERS) \ (BY OTHERS) . , . . . . , , . , , . , , , , : . II . A M e l Avr ,m Atiti , A ..,,_,..:.,„. wil . . .. . . �. ►� 1 THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' -0" LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0.131" x 3 ") EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' -0" AND FASTEN WITH (12) - 10d NAILS (0.131" x 3 ") STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) JANUARY 1, 2009 STANDARD RIBBON BLOCK DETAIL ST- RIBBON Sri ® MiTek Industries, Chesterfield, MO Page 1 of 1 r l — V r7 MiTek Industries, Inc. 4 ,- /' i % / iT ILd :7- , . FA I IM , FASTEN RIBBON BLOCK TO END VERTICAL WITH FASTEN RIBBON BLOCK TO END VERTICAL WITH TWO ROWS OF 10d NAILS (.120" DIA. X 3 ") SPACED TWO ROWS OF 10d NAILS (.120" DIA. X 3 ") SPACED 4" O.C. (USE THREE NAILS MINIMUM) 4" O.C. (USE THREE NAILS MINIMUM) INSTALLATION GUIDE FOR PLATED TRUSS CONNECTORS SIMPSON FACE MOUNT HANGERS 04, ,' i a LUS /MUS/HUS/HHUS/HGUS SERIES laSi'7 11 III PP „ 0 Carried Model Fasteners (Quantity & Size) Carrying Member Carried Member , o Member No. • oa aaa a �- LUS24 (4)-.148x3 _ (2)-.148x3 1d e evaoaaaa - LUS26 (4)- .148x3 (4)- .148x3 a o° a e° a ° °aa a II °a ai°o e LUS28 (6)- .148x3 (4)- .148x3 ( � • LUS210 (8)- .148x3 (4)- .148x3 u ri MUS26 (6)- .148x3 (6)- .148x3 �� 0/ 1 -PLY MUS28 (8)- .148x3 (8)- .148x3 LUS28 / �e Typical LUS HUS26 (14)- .162x31/2 _ (6)- .162x31/2 RI Installation HUS28 (22)- .162x3'/2 _ (8)- .162x3 it ^ HUS210 (30)- .162x31/ (10)- .162x31/ o HGUS26 (20)- .162x31/2 (8)- .162x31/2 1 ' 4 . ' • • • - HGUS28 (36)- .162x3 (12)- .162x3�/z ' q ° , • HHUS26 -2 (14)- .162x31 (6)- .162x3 , 0 q o � HHUS28 -2 (22)- .162x31/2 (8)- .162x3' ° • • b HHUS210 -2 (30)- .162x31 (10)- .162x31/2 04• JI `� d • " 2 -PLY .j HGUS26 -2 (20)- .162x3'/2 (8)- .162x31/ � HGUS28 -2 (36)- .162x3'/2 (12)- .162x31/2 HGUS28 2 HGUS210 -2 (46)- .162x31/2 (16)- .162x31/2 HGUS26 -3 (20)- 162x3 (8)- .162x3' 3 -PLY HGUS28 -3 (36)- .162x3 (12)- .162x31/2 • -- M HGUS210 -3 (46)- .162x3 (16)- .162x31/2 1 r HHUS210 -4 (30)- .162x3 (10)- .162x3 HGUS26 -4 (20)-.162x31/2 _ (8)-.162x31/2 r .. n 4-PLY HGUS28 -4 (36)- .162x3 (12)- .162x31/2 =. _ � h HGUS210 -4 (46)- .162x3 (16)- .162x31/2 r HUS210 HGUS212 4 (56) .162x3 (20) .162x31/2 (HHUS similar) I HGUS214 -4 (66)- .162x3 (22)- .162x31/2 r D•. HUS410 (8)- .162x3 (8)- .162x3 - Double Shear Nailing 4X HHUS410 (30)- .162x3 (10)- .162x31/2 HUS410 Top View Min. Nailing - Fill Round Holes HTU SERIES Max. Nailing - Fill Round and Triangle Holes Minimum and maximum nailing options. See design information � ► v for correct installation option Carry Member • • • • Carried Carried Model Fasteners (Quantity & Size) • . / Member Member No. Carrying Member Carried Member • • L HTU26 (20)- .162x3 (Min: 14) /(Max:20)- .148x1 • • • V III o o I ° ° . _ t 1 -PLY HTU28 (26)- .162x36 (Min: 14) /(Max: 26)- .148x1 /2 • 1°' 4 1 III) m $$ } HTU210 (32) .162x3 (Min: 14) /(Max: 32) .148x1 ° ° I • °` - %%I ; 1 HTU26 -2 (20)- .162x31/2 ( Min: 14) /(Max: 20)- .148x3 "`I�1 !$ g a `` HTU26 2 -PLY HTU28 -2 (26)- .162x3 (Min: 14) /(Max: 26)- .148x3 = _ y', Typical HTU26 Minimum �� HTU210 -2 (32)- .162x3 (Min: 14) /(Max: 32)- .148x3 Nailing Installation I''I k < INSTALLATION GUIDE FOR PLATED TRUSS CONNECTORS SKEWED AND FIELD SIMPSON SKEWABLE HANGERS SUR/L & HSUR/L Standard 45 degree skew. to _ Carried Model Fasteners (Quantity & Size) I. y 7 Member No. Carrying Member Carried Member ° SUR /L24 (4)- .162x3 1/2 (4)-.148x1 - '''.(/ 1 -PLY SUR /L26 (6)- .162x31/2 (6)- .148x1 �. ° a 45 SUR /L210 (10)- .162x3'/2 (10)- .148x1''/ �® 2-PLY HSUR /L26 2 (12) .162x3/2 (4) . 162x2 1 /2 Typical SUL Installation HSUR /L210 -2 (20)- .162x3 (6)- .162x21/2 with Square Cut Joist HSUR SUL (HSUL similar) THASR/L 45- degree skewed, field skewable from 46° to 84 °. 1�""' , 0 0 For 45° floor truss hanger, see THAR /L Adjustable Strap Hanger. 1 \"�� A I ° : ff Carried Model Fasteners (Quantity & Size) �� ° Member No. Carrying Member Carried Member • I 1 ' �� 8✓ j d I0 I Top: (4)- .148x3 IN N I d 2x6 Min 1 PLY THASR /L218 Face: (6)- .148x3 (6) .148x11/2 W p •' C � (THASR /L218) a _� ' " j _ 1 2x8 Min Top: (4)- .148x3 - — 1 — Carried ,�'f ��, (THASR /L218 -2) 2 -PLY THASR /L218 -2 Face: (8)- .148x3 (6)- .148x1 Member 1 THASL218 Typical THASL218 Installation (L in model name = Left, R in model name = Right) INSTALLATION SEQUENCE NElliall Min= =111111. 7 ALIGN 6ACF EUGE ��I liffnlillf 40 `\ Df GAPFIF PuTATE AIJ77E tiICE \MEMBER ? D THE RulrE PE° ��Step 4: Adjust obtuse SO ILL/ HOUR IN SFA F uasL Hamer, side of hanger flush Steo 2: Install 10d with the carrying Step 1' Install carried member nails into header Step 3: Adjust acute member. Install 10d into the seat of the hanger. on the acute angle side of hanger to the N°IAI1 10 III 51410 ANC1f t nails into header on Secure with 6 10dx1 nails. side first. desired angle. obtuse side. TJC37 Carrying '� Field skewable from 0° to 67.5 °. Bend one time only. Minimum Member and maximum nailing options (check design information). ' ] FASTENERS: Carried Typical TJC37 Carried Member: • ' 7---- Installation • Member Min: ( c,NPt°N Max: (6)- .131 x1 %2 . 5b °'°' "' *'N---- , 0 -67.5° Carrying Member: • . Min: (4) -.131 x1 Yz Top View Installation ` ' M • Max: (6) .131x1%2 TJC37 a . TRUSSMART Norman Raber 1 Dec 2011 11:34 am 170 Elan Court , Midway, GA. 31320 (912)467 - 3340 DOMA SizerTM ©1996 -2011 GP Wood Products LLC and BlueLinx Corp Version: 12.0 Project : 112237.DSZ Elite Homes /Scott Residence Mark # : BM9 Usage : Beam (Roof) Spacing (in.) : 0.0 Max Defl : LL = L /240 TL = U180 Slope : 0/12 1 3.5 ", 565 psi 3.5 ", 565 psi 3.5 ", 565 psi 12' 6" ] LOADS Project Design Loads :Roof. Live =30 psf, Dead =l0psf - - Live +Dead Ld(T) Live Ld(L) LDF Location* # Shape c Start @End (a.Start @End Span# Starts Ends Additional Info 1 Trapezoidal(plf) 0 240 0 180 133% 0 0' 0" 7' 0" 2 Uniform(plf) 240 180 133% 0 0' 0" 19' 0" Uniform(plf) 11 0 0 0 19' 0" Self Weight *Dimensions measured from left end when span# is 0, otherwise, from left end of the specified span. SUPPORTS(lbs) 1 2 3 Max R'n 1739 3746 129 Min R'n 478 1044 42 DL R'n 478 1044 42 Min Brg(in.) 1.50 3.00 1.50 [Based on bearing stress below] Brg Str(psi) __ ,___= 565 565 565 DESIGN Value Span X Group Allow LDF Ratio V(Ibs) 1939 1 11' 4" 51 10528 133% 0.18 M(ft-Ibs) 4816 1 5' 6" 51 26083 133% 0.18 LtRn(Ibs) 1739 0 0' 0" 51 6921 0.25 See Note #5 RtRn(Ibs) 129 0 19' 0" 51 6921 0.02 See Note #5 IntRn(Ibs) 3746 0 12' 6" 51 6921 0.54 See Note #5 LLDefII(in.) 0.10 1 6' 3" 101 0.62 L/1546 _TLDefI(in.) 0.13 1 6' 3" _ 51 0.83 L11122 USE: GPLAM 2.0E 1.75x11.88" 2 Plies Grade, Death, Plies selected by user GP LAM tm Georgia- Pacific Wood Products, LLC NOTES : 1. Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2. Provide full depth lateral support at all bearing locations. Allowable positive moment is calculated based on top edge laterally supported @24" o.c. 3. Allowable negative moment is calculated based on bottom edge laterally supported @24" o.c. 4. Loads have been input by the user and have not been verified by Bluelinx Engineered Lumber Technical Services. 5. This reaction is based on the combination of loads & duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required, use Max R'n from 'Supports' section above. 6. Bearing length (Min Brg(in.)) based on allowable stress of support material (Brg Str(psi)); support material capacity shall be verified (by others). 7. Roof Usage: Install with minimum 1/4:12 slope for adequate drainage. 8. When required by the building code, a registered design professional or building official should verify the input loads and product application. 9. For beams with loads applied equally to both plies, either top or side loaded, nail plies together with 2 rows of 16d nails @ 12" o/c (one row 2" from top, one row 2" from bottom). 10. For beams with loads not applied equally to all plies, refer to Fastening Recommendations for Side - Loaded, Multiple -Piece Members in the GP Engineered Lumber Residential Floor & Roof Systems Product Guide. 11. Max /Min reactions are based on the applicable load combinations outlined in the notes. Summation of max /min reactions for various DOL may not match total max /min reaction. 12. Analysis valid for dry-use only (less than 16% moisture content). 13. Company, product or brand names referenced are trademarks or registered trademarks of their respective owners. 14. For explanation of GROUP, change to expanded printout. Page 1 of 1 TRUSSMART Norman Raber 1 Dec 2011 11:34 am 170 Elan Court , Midway, GA. 31320- (912)467 -3340 Version: 12.0 DOMA SizerTM ©1996 -2011 GP Wood Products LLC and BlueLinx Corp Project : 112237.DSZ Elite Homes /Scott Residence Mark # : BM8 Usage : Beam (Roof) Slope : Spacing (in.) : 0.0 0/12 Max Defl : LL = L1240 TL = U180 J 3.5 ", 565 psi 1 3.5 ", 565 psi 9' 0" ( — — LOADS Project Design Loads : Roof: Live =30 psf, Dead =10 psf Live +Dead Ld(T) Live Ld(L) LDF Location' #Shape @Start @End Start nEnd Span# Starts Ends Additional Info 1 Trapezoidal(plf) 0 240 0 180 133% 0 0' 0" 7' 0" 2 Partial(plf) 240 180 133% 0 7' 0" 9' 0" Uniform(plf) 11 0 0 0 9' 0" Self Weight _ -- — *Dimensions measured from left end when span# is 0, otherwise, from left end of the specified span. _— SUPPORTS(Ibs) 1 2 Max R'n 508 913 Min R'n 165 266 DL R'n 165 266 Min Brg(in.) 1.50 1.50 [Based on bearing stress below] Brg Str(psi) 565 565 DESIGN Group Allow LDF Ratio Value Span X V(Ibs) 645 1 7 10" 51 10528 133% 0.06 M(ft 1688 1 5' 1" 51 26008 133% 0 S ee Note #4 LtRn(Ibs) 508 0 0' 0" 51 6921 7 See Note #4 RtRn(Ibs) 913 0 9' 0" 51 6921 0.198 LLDefl(ln.) 0.02 1 4' 6" 51 0.45 -- -- 4' 6" 51 0.60 U3699 TLDefit;ina 0.03 1 USE: GPLAM 2.0E 1.75x11.88" 2 Plies Grade. Depth. Plies selected by user GP LAM tm Georgia - Pacific Wood Products, LLC NOTES : 1. Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2. Provide full depth lateral support at all bearing locations. Allowable positive moment is calculated based on top edge laterally supported @24" o.c. 3. Loads have been input by the user and have not been verified by BlueLinx Engineered Lumber Technical Services. 4. This reaction is based on the combination of loads & duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required, use Max R'n from 'Supports' section abo material capacity shall be verified 5. Bearing length (Min Brg(in.)) based on allowable stress of support material (Brg Str(psi)); support (by others). 6. Roof Usage: Install with minimum 1/4:12 slope for adequate drainage. 7. When required by the building code, a registered design professional or building official should verify the input loads and product application. 8. For beams with loads applied equally to both plies, either top or side loaded, nail plies together with 2 rows of 16d nails @ 12" o/c (one row 2" from top, one row 2" from bottom). 9. For beams with loads not applied equally to all plies, refer to Fastening Recommendations for Side - Loaded, Multiple -Piece Members in the GP Engineered Lumber Residential Floor & Roof Systems Product Guide. 10. Max/Min reactions are based on the applicable load combinations outlined in the notes. Summation of max /min reactions for various DOL may not match total max /min reaction. 11. Analysis valid for dry-use only (less than 16% moisture content). 12. Company, product or brand names referenced are trademarks or registered trademarks of their respective owners. 13. For explanation of GROUP, change to expanded printout. Page 1 of 1 TRUSSMART Norman Raber 170 Elan Court , Midway, GA. 31320- (912)467 -3340 1 Dec 2011 11:34 am DOMA SizerT"' ©1996 -2011 GP Wood Products LLC and BlueLinx Corp Project : 112237.DSZ Version: 12.0 Mark # : BN15 Elite Homes /Scott Residence Usage : Beam (Floor) Max Defl : LL = L/360 TL = L1240 Spacing (in.) : 12.0 3.5 , 565 psi ----- L 3.5 ", 565 psi H — - - - -9 -0 LOADS Project Design Loads : Floor: Live =40 psf, Dead =10 psf, Roof Live =30 psf, Dead =10 psf Live +Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start @End Span# Starts Ends Additional Info _ Spcg Sen Uniform(psf) 50 40 100% 0 0' 0" 9' 0" 12" o.c. Base Uniform Load (Spacing Sensitive) 1 Span Carried(psf) 40 30 133% 0 0' 0" 9' 0" 14' 0" s.c. (Slope: 8.0/12) - + Wall(plf) 100 0 0 0' 0" 9 ' 0 " 2 Concentrated(Ibs) 900 675 133% 0 7' 0" Uniform(pif) 17 0 0 0 9' 0" Self Weight _ Dimensions measured from left end when span# is 0, otherwise, from left en d of the specified span. SUPPORTS(lbs) — _ 1 2 Max R'n 2095 2595 Min R'n 1000 1125 DL R'n 1000 1125 Min Brg(in.) 1.50 1.50 [Based on bearing stress below] Brg Str(psi) 565 565 DESIGN — -- _ V I Value Span X Group Allow LDF Ratio ( bs ) 1902 1 8' 10" 51 15960 133% 0.12 M(ft - Ibs) 5211 1 5' 1" 51 58215 133% 0.09 LtRn(Ibs) 2095 0 0' 0" 51 6921 0.30 See Note #4 RtRn(Ibs) 2595 0 9' 0" 51 6921 0.37 See Note #4 LLDefI(in.) 0.02 1 4' 6" 51 0.30 U6179 TLDefl(in.) 0.03 1 4' 6" 51 0.45 U3370 USE: GPLAM 2.0E1.75)(18.00" 2 Plies Grade. Depth selected by user GP LAM tm Georgia- Pacific Wood Products, LLC NOTES : 1. Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2. Provide full depth lateral support at all bearing locations. Allowable positive moment is calculated based on top edge with continuous lateral support. 3. Loads have been input by the user and have not been verified by B/uelinx Engineered Lumber Technical Services. 4. This reaction is based on the combination of loads 8 duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required, use Max R'n from 'Supports' section above. 5. Bearing length (Min Brg(in.)) based on allowable stress of support material (Brg Str(psi)); support material capacity shall be verified (by others). 6. When required by the building code, a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use. A concentrated load check, per the building code, must be performed for commercial uses. 8. For beams with loads applied equally to both plies, either top or side loaded, nail plies together with 3 rows of 16d nails @ 12" o/c (one row 2" from top, one row at mid -depth, one row 2" from bottom). 9. For beams with loads not applied equally to all plies, refer to Fastening Recommendations for Side - Loaded, Multiple -Piece Members in the GP Engineered Lumber Residential Floor 8 Roof Systems Product Guide. 10. Analysis valid for dry-use only (less than 16% moisture content). 11. Company, product or brand names referenced are trademarks or registered trademarks of their respective owners. 12. For explanation of GROUP, change to expanded printout. Page 1 of 1 1 Dec 2011 11:34 am TRUSSMART Norman Raber 170 Elan Court , Midway, GA. 31320- (912)467 -3340 Version: 12.0 DOMA SizerTM ©1996 -2011 GP Wood Products LLC and BlueLinx Co Project : 112237.DSZ Elite Homes /Scott Residence Mark # : BM4 Spacing (in.) : 16.0 Usage : Beam (Floor) Max Defl : LL = L1360 TL = L1240 3.5 ", 565 psi 3.5 ", 565 psi 20' 0" LOADS Project Design Loads :Floor: Live =40 psf, Dead =10 psf; Roof. Live =30 psf, Dead=10 psf. Live +Dead Ld(T) Live Ld(L) LDF Location` # Shape @Start g)End aStart AEnd Span # Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 1000% 0 0' 0" 20' 0" 16" o.c. Base Uniform Load (Spacing Sensitive) 1 Concentrated(Ibs) 2600 1950 133% 0 14' 0" 2 Span Carried(psf) 50 40 100% 0 0' 0" 14' 0" 14' 0" s.c. - 3 Span Carried(psf) 40 30 133% 0 0' 0" 14' 0" 14' 0" s.c. - + Wall(plf) 60 0 0 0' 0" 14' 0" Uniform(plf) 17 0 0 0 20' 0" Self Weight `Dimensions measured from left end when span# is 0, otherwise, from left end of the specified span. SUPPORTS(Ibs) 1 2 Max R'n 6502 4963 Min R'n 2319 1739 DL R'n 2319 1739 Min Brg(in.) 3.29 2.51 [Based on bearing stress below] -- Brg_Str(psi) - 565 565 __- -__ — - -- DESIGN Value Span x Group Allow LDF Ratio V(Ibs) 4505 1 0' 2" 21 11970 100% 0.38 M(ft 25816 1 10' 0" 21 43662 100% 0.94 See Note #4 LtRn(Ibs) 6502 0 0' 0" 121 6921 RtRn(Ibs) 4963 0 20' 0" 121 6921 0.72 See Note #4 10' 0" 121 0.67 U490 0 .49 1 TLDefI(in.) 10' 0" 121 1.00 U318 _ — — TLDefI(in.) — 0.76 1 USE: GPLAM 2.0E 1.75x18.00" 2 Plies Grade. Death selected by user GP LAM tm Georgia - Pacific Wood Products, LLC NOTES : 1. Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2. Provide full depth lateral support at all bearing locations. Allowable positive moment is calculated based on top edge with continuous lateral support. 3. Loads have been input by the user and have not been verified by BlueLinx Engineered Lumber Technical Services. 4. This reaction is based on the combination of loads & duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required, use Max R'n from 'Supports' section abov material capacity shall be verified 5. Bearing length (Min Brg(in.)) based on allowable stress of support material (Brg Str(psi)); suppo (by others). 6. When required by the building code, a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use. A concentrated load check, per the building code, must be performed for commercial uses. 8. For beams with loads applied equally to both plies, either top or side loaded, nail plies together with 3 rows of 16d nails @ 12" c (one row 2" from top, one row at mid - depth, one row 2" from bottom). 9. For beams with loads not applied equally to all plies, refer to Fastening Recommendations for Side - Loaded, Multiple -Piece Members in the GP Engineered Lumber Residential Floor & Roof Systems Product Guide. 10. Max/Min reactions are based on the applicable load combinations outlined in the notes. Summation of max /min reactions for various DOL may not match total max /min reaction. 11. Analysis valid for dry-use only (less than 16% moisture content). 12. Company, product or brand names referenced are trademarks or registered trademarks of their respective owners. — 13. For explanation of GROUP, change to expanded printout. Page 1 of 1 4 to TRUSSMART Norman Raber 1 Dec 2011 11:34 am 170 Elan Court , Midway, GA. 31320- (912)467 -3340 DOMA SizerT"" ©1996 -2011 GP Wood Products LLC and BlueLinx Corp Version: 12.0 Project : 112237.DSZ Elite Homes /Scott Residence Mark # : BM1 Usage : Beam (Floor) Spacing (in.) : 0.0 Max Defl : LL = L /360 TL = L/240 3.5 ", 565 psi 3.5 ", 565 psi LOADS Project Design Loads : Floor Live =40 psf Dead =10 psf Live +Dead Ld(T) Live Ld(L) LDF Location* # Shape AStart @End aOStart @End Span# Starts Ends Additional Info 1 Span Carried(psf) 50 40 100% 0 0' 0" 6' 0" 19' 0" s.c. - Uniform(plf) 17 0 0 0 6' 0" Self Weight Dimensions measured from left end when span# is 0, otherwise, from left end of the specified span SUPPORTS(Ibs) — — 1 2 Max R'n 1476 1476 Min R'n 336 336 DL R'n 336 336 Min Brg(in.) 1.50 1.50 [Based on bearing stress below] Brg Str(psi) — - -- 565 565 DESIGN V(Ibs) Value Span X Group Allow LDF Ratio 5'10" 21 11970 100% 0.06 M(ft-Ibs) 2214 1 3' 0" 21 43662 100% 0.05 LtRn(Ibs) 1476 0 0' 0" 21 6921 0.21 See Note #4 RtRn(Ibs) 1476 0 6' 0" 21 6921 0.21 See Note #4 LLDefI(in.) 0.01 1 3' 0" 21 0.20 U11278 TLDefi(in.) 0.01 1 3' 0" 21 0.30 U8710 USE: GPLAM 2.0E 1.75x18.00" 2 Plies Grade. Depth. Plies selected by user GP LAM tm Georgia- Pacific Wood Products, LLC NOTES : 1. Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2. Provide full depth lateral support at all bearing locations. Allowable positive moment is calculated based on top edge with continuous lateral support. 3. Loads have been input by the user and have not been verified by BlueLinx Engineered Lumber Technical Services. 4. This reaction is based on the combination of loads & duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required, use Max R'n from 'Supports' section above. 5. Bearing length (Min Brg(in.)) based on allowable stress of support material (Brg Str(psi)); support material capacity shall be verified (by others). 6. When required by the building code, a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use. A concentrated load check, per the building code, must be performed for commercial uses. 8. For beams with loads applied equally to both plies, either top or side loaded, nail plies together with 3 rows of 16d nails @ 12" o/c (one row 2" from top, one row at mid - depth, one row 2" from bottom). 9. For beams with loads not applied equally to all plies, refer to Fastening Recommendations for Side- Loaded, Multiple -Piece Members in the GP Engineered Lumber Residential Floor & Roof Systems Product Guide. 10. Analysis valid for dry-use only (less than 16% moisture content). 11. Company, product or brand names referenced are trademarks or registered trademarks of their respective owners. 12. For explanation of GROUP, change to expanded printout. Page 1 of 1 CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247 -5814 Application Number 11- 00003010 Date 2/01/12 Property Address 372 5TH ST Application type description SINGLE FAMILY RESIDENCE Property Zoning TO BE UPDATED Application valuation . . . 400000 Application desc new home Owner Contractor SCOTT BRIAN AND KAY ELITE HOMES INC. 2078 BEACH AVE 357 12TH ST ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (904) 349 -2803 Structure Information 000 000 Construction Type TYPE 5 -B Occupancy Type RESIDENTIAL Flood Zone ZONE X Permit PLUMBING PERMIT Additional desc . 26 FIXTURES Sub Contractor . NELSON PLUMBING CO. INC. Permit Fee . . . 237.00 Plan Check Fee . . .00 Issue Date . . . Valuation . . . . 0 Expiration Date . 7/30/12 Special Notes and Comments *2007 FLORIDA BUILDING CODE W/2009 REVISIONS NATIONA1 ELECTRIC CODE *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 *Preparer of energy calcs need to sign off on all of the calculation sheets before issuing permit.* Full right -of -way restoration, including sod, is required. Contact Public Works (247 -5834) for Erosion and Sediment Control Inspection prior to start of construction. Other Fees STATE PLBG DCA SURCHARGE 3.56 STATE PLBG DBPR SURCHARGE 3.56 Fee summary Charged Paid Credited Due PERMIT IS APPROVEIT ONM ACCORDANCE WTIlI'AH.'L - CITY OF ATLANTIC BEACH - BUILDING CODES. C C � t ` o, CITY OF ATLANTIC BEACH "' ' s 800 SEMINOLE ROAD J , . 1 ATLANTIC BEACH, FL 32233 + •INSPECTION PHONE LINE 247 -5814 � t =, Page 2 Application Number . . . . . 11- 00003010 Date 2/01/12 Permit Fee Total 237.00 237.00 .00 .00 Plan Check Total .00 .00 .00 .00 Other Fee Total 7.12 7.12 .00 .00 Grand Total 244.12 244.12 .00 .00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. PLUMBING PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Rd Atlantic Beach, FL 32233 --�{,, „ Ph (904) 247 -5826 Fax (904) 247 -5845 JOB ADDRESS: �3 / n s a c PERMIT ## l 1- 3 °1' 0 NEW OR REPLACEMENT INSTALLATION: Project Value $ TYPE OF FIXTURE QTY TYPE OF FIXTURE QTY Bathtub A. Septic Tank & Pit — Clothes Washer i Shower -- Dishwasher I Shower Pan Drinking Fountain -- Slop Sink `~ Floor Drain Three Compartment Sink –+ Floor Sink , Toilet _6 Hose Bibs 3 Urinal Kitchen Sink Vacuum Breakers Laundry Tray --/-- Water Connected Appliances 1 Lavatory (E' Water Heater ,.. Other Fixtures Water Treating System RE -PIPE: TYPE OF FIXTURE QTY TYPE OF FIXTURE QTY Bathtub Septic Tank & Pit Clothes Washer Shower Dishwasher Slibwer Pan Drinking Fountain Slop Sink Floor Drain Three Compartment Sink Floor Sink Toilet Hose Bibs Urinal Kitchen Sink Vacuum Breakers Laundry Tray Water Connected Appliances Lavatory Water Heater Other Fixtures Water Treating System MISCELLANEOUS: ❑ Sewer Replacement ❑ Back Flow Preventer ❑ Grease Interceptor (Trap) gallons (Requires 3 sets of plans) ❑ Lawn Sprinkler System - Number of Heads ❑ Well ** ** SJRWD Well Completion Form. Completed form to be submitted to the Building Department for final inspection. ** ❑ Other Permit becomes void if work does not commence within a six month period or work is suspended or abandoned for six months. I hereby certify that I have read this application and know the same to be true and correct. All provisions of laws and ordinances governing this work will be complied with whether specified or not. The permit does not give authority to violate the provisions of any other state or Local law regulation construction or the performance of construction. Property Owners Name , Phone Number Plumbing Company Nil i () I Lt.Yh b • l nn .0 11'lC O. i�l Phone D y '6)6 d Y �1 a I ` 3-ai(o Co. Address: {l - 1 � I_% �'9 /le State Zip 3 12.57 I � i�, License Holder (Print): • jl� r d • • ( rtification/Registration # CIC v J Z 7 N urge a - re - oft er , lit 1 T r, Not y Public - Stabs al HOMO orn and su • c . ed before me a 's )s `day 20 Z x Nyr COMM. Expires Net ii, 2011 IOW , c , ` s-.. C)( mission # EE /)i n - v •• ' ature of Not Public U �� Nad ed lhrotgb National tats. ' q''w''J`l F ATLANTIC BEACH CITY O � �; 800 SEMINOLE ROAD L sl ATLANTIC BEACH, FL 32233 J INSPECTION PHONE LINE 247 -5814 Application Number 11- 00003010 Date 2/01/12 372 5TH ST Property Address Application type description SINGLE FAMILY RESIDENCE Property Zoning TO BE UPDATED Application valuation . . . • 400000 Application desc new home Owner Contractor SCOTT BRIAN AND KAY ELITE HOMES INC. 2078 BEACH AVE 357 12TH ST ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (904) 349 -2803 Structure Information 000 000 Construction Type TYPE 5 -B Occupancy Type RESIDENTIAL Flood Zone ZONE X Permit PLUMBING PERMIT Additional desc . 26 FIXTURES Sub Contractor . NELSON PLUMBING CO. INC. .00 Permit Fee . . . 237.00 Plan Check Fee . . Issue Date Valuation . . . . 0 Expiration Date . . 7/30/12 Special Notes and Comments *2007 FLORIDA BUILDING CODE W/2009 REVISIONS NATIONA1 ELECTRIC CODE *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 *Preparer of energy calcs need to sign off on all of the calculation sheets before issuing permit.* Full right -of -way restoration, including sod, is required. Contact Public Works (247 -5834) for Erosion and Sediment Control Inspection prior to start of construction. Other Fees STATE PLBG DCA SURCHARGE 3.56 STATE PLBG DBPR SURCHARGE 3.56 Fee summary Charged Paid Credited Due PERMIT IS APPROVED ONErINACCORDANCE WTI OF ATLANTIC BEACI -TQKDTN-ANCES- AND- THE- FLORIDA - BUILDING CODES. a „. CITY OF ATLANTIC BEACH rw s.. 800 SEMINOLE ROAD -, ATLANTIC BEACH, FL 32233 ' ' INSPECTION PHONE LINE 247 -5814 s Page 2 11- 00003010 Date 2/01/12 Application Number 237.00 237.00 .00 .00 Permit Fee Total Plan Check Total .00 .00 .00 7 0 00 7.12 .00 .00 Other Fee Total 7.12 .00 .00 Grand Total 244.12 244.12 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES.