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840 PARADISE LN NEW SFR CITY OF ATLANTIC BEACH J N) 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 r lilt SINGLE FAMILY DWELLING NEW MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814 JOB INFORMATION: Job ID: 14-SFR-399 Job Type: SINGLE FAMILY RESIDENCE Description: NEW SFR Estimated Value: $250,000.00 Issue Date: 12/2/2014 Expiration Date: 5/31/2015 PROPERTY ADDRESS: Address: 840 PARADISE LN RE Number: 172376-0145 PROPERTY OWNER: Name: SPRINGFIELD BUILDING LLC Address: 1881 BEACH AVE GENERAL CONTRACTOR INFORMATION: Name: SPRINGFIELD BUILDERS LLC Address: 1881 BEACH AVE RALPH BUCK DAVIS Phone: - - PERMIT INFORMATION: FEES: BUILDING PERMIT FEE $930.00 STATE DCA SURCHARGE $13.95 ENG REV RESIDENTIAL BLD $100.00 PLAN CHECK FEES $465.00 STATE DBPR SURCHARGE $13.95 UTIL REV RESIDENTIAL BLDG $50.00 SEWER SDC-SYSTEM DEV CHG $4,050.00 NVATiEB(30NWGTffA 11 AMEiTt1ff)RNCE$418iiLG,(I I, CITY OF ATLANTIC REACH ORDINANCES AND THE FLORIDA BUILDING CODES. CITY OF ATLANTIC BEACH J N 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 WATER CROSS CONNECTION $50.00 WATER SDC-SYSTEM DEV CHG $1,140.00 Total Payments: $6,997.90 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. r b� w � a� � w b� N O �l �o C)� SCALE: 1"= 20' r O 1 ;v N00'07'50"E 102.00' 611 I 20 m x I ag I W � trN3 Zc, I I co a �C': I o �No an o? a a cU,i, 'z Ctt' ....... 1 N cx 0% cli N00'07'50"E 102.00' a Iti of�� I �� 08 rnp Y I 'HIS PLAN MUST tsL!ONN6,JOra,l AINSPvEC-j-`j m _ �000 � m m 1U p �* a mem ro N C4 T mS add C X053 _ �__' m e 0 y m 1 m" m co m �m �o y O r m m a + 70 m (7 g g �eas «:° soy x ISO € n ML11 2a alien p o' fit € 3 s sr $ o .v flit tio. 11 �� K At SCALE: 1"= 20' ..........,. : =' ____ NO 07'50"E 102.00' (oil 20 o� co y ocs OHO L 5 an 00 � r? o oV n, V, t� O I w J I y ----_j_s P-4� _�1'`-3's=ms's= - �I• j +' N00 07 50 E 102.00 x o y I _' y � r O �\ ro A O O O T a' m n c m y0 .� 2 QO .. m@D j � a v ' O � ,�b, c a r- n7/�I� < C m r •N m WO' CD O CD :3 � � z � c) xL goLj rn n SCALE: 1"= 20' r- o I v N00 07'50"E 102.00' _. y p �woa 13 } co { I; yI o0 o a r,'� �` a O a p p \ O ►s��Lo� E act QA N li ----- M _._ ..._ l i W �. 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'.3 O CD0 o o ° uoc � d o 0 QQ cn O �• o R • A C F pj b 0 c. 1' A A 'O O R A'+ O R O A A� A CD Cc tr t r 0 fDv �, o o o r* n o 0 o m r* '-- H, N ¢. p' (� N n O vii O N ; o p CD p chi p• ��i' n A� LS Q y o o CD CD s ° CD � AD p 8 0 zCD �n � 0 y eD ID o C CD � n 0 r C O f � b O a 0 d y n 0 �r. A7 O C3 O M f� T cn w r 0 a� .r x CD Ell ia, (�D N Z \ in. -� v' cam* rr CL T O cr r C UQ O trJ ; P O :� TQ l�D �. -t oa CD n CD 0 CD o C (:r co f CD 11 En CD �c p o, r ono - nr CD V V cu C v o o In p, (P CD 0ITI CD 0 Ln r 0 o. d !/ O CD m CD CD Ln CD On tT C CD o CDa con O °, AD � o 0 'CD � CD � O CD CD (D CITY OF ATLANTIC BEACH s) 800 SEMINOLE ROAD J �r ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 PLUMBING PERMIT MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814 JOB INFORMATION: Job ID: 14-PLBG-705 Job Type: PLUMBING ONLY Description: 24 fixtures Estimated Value: Issue Date: 12/29/2014 Expiration Date: 6/27/2015 PROPERTY ADDRESS: Address: 840 PARADISE LN RE Number: 172376-0145 PROPERTY OWNER: Name: SPRINGFIELD BUILDING LLC Address: 1881 BEACH AVE GENERAL CONTRACTOR INFORMATION: Name: B & G PLUMBING CO., INC. Address: 2232 CORPORATE SQUARE BLVD QA GENE CHRISTIAN ROVER Phone: - - FEES: State PLMG DBPR Surcharge $2.00 State PLMG DCA Surcharge $2.00 Plumbing Fixtures $168.00 Trade Permit Base Fee $55.00 Total Payments: $227.00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. PLUMBING PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Rd Atlantic Beach, FL 32233 QPh (904) 247-5826 Fax (904) 247-5845 JOB ADDRESS: C U U )Ct.V-a ��wU L ,4-0 2 PERMIT# /V (NER REPLACEMENT INSTALLATION: Project Value$ TYPE OF FIXTURE QTY TYPE OF FIXTURE QTY Bathtub :3 Septic Tank&Pit Clothes Washer i Shower Dishwasher i Shower Pan Drinking Fountain Slop Sink Floor Drain Three Compartment Sink Floor Sink Toilet ! Hose Bibs a Urinal Kitchen Sink 1 Vacuum Breakers L Laundry Tray t Water Connected Appliances Lavatory Water Heater Other Fixtures \ Water Treating System RE-PIPE: \ TYPE OF FIXTURE QTY TYPE OF FIXTURE QTY Bathtub ))) Septic Tank&Pit Clothes Washer Shower Dishwasher Shower Pan Drinking Fountain Slop Sink Floor Drain Three Compartment Sink Floor Sink Toilet Hose Bibs Urinal Kitchen Sink Vacuum Breakers Laundry Tray Water Connected Appliances Lavatory Water Heater Other Fixtures Water Treating System MISCELLANEOUS: ❑ Sewer Replacement ❑ 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 fmal 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 3 4- l.� �� Office Phone OR 3-3 �e Fax-22- Co. Address: State 6::i Zip 3 Zz U License Holder (Print): C`-�r Ct- � tat Certification/Registration# 53 Notarized Signature of License Holder Sworn and subscribed before me this day of 20 Signature of Notary Public i O MAP OF BOUNDARY SURVEY DESCPI P T ION. LOT 20, PARADISE PRESERVE ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 57, PAGES 31, AND 31A THROUGH 31C OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA. .................................................................... ............................................................I........ .................................................................... ......................... C/L PARADISE LANE 50' R/M ....... .....I....,--...�"-.. .... .'.'.20' ASPHALT PAVElE'NI.'.'. ........................ . ...NIANI CLM........................................ . LP N89'51'24-W 55.07' (M) ° N89'49'10"W 55.00' (P) ica cLEAAour — — — — F.I.P. 1/2' 7.5' „EA EAIEa T F.1. 1/2' LB 1704 — — — — — LB 1704 20.3 o PORCH 20.3 5.8' 12.2 6.5 0 2 STORY o RESIDENCE n o UNDER CONSTRUCTION LOT 19 �j LOT 20 $ LOT 21 p o g 19.0 p•O 10.3' $ ni 5. e PORCH ti 19.2 F.I.P. 1/2' S69'53'13'E 55.06' (M) S.I.R.C. 5/8' LB 1704S89'49'10"E 55.00' (P) FIRST7 CCOOAST SCALE: 1 " = 30 ' SURVEY NOTES: 01 BEARINGS ARE BASED ON PLAT WITH THE WEST LINE OF LOT 20, BEING NOO'07'50"E. SCALE: 1 = 30 02 UNDERGROUND UTILITIES, FOUNDATIONS OR OTHER IMPROVEMENTS WERE NOT LOCATED BY THIS SURVEY. 03 ACCORDING TO THE FEDERAL EMERGENCY MANAGEMENT AGENCY FIRM MAP PANEL N0. 12031C 0406 H, EFFECTIVE 06/03/2013, CERTIFIED TO AND FOA THE THE PROPERTY DESCRIBED HEREON APPEARS TO LIE IN ZONE 'X'. EXCLUSIVE BENEFIT OF: P4 THIS SURVEY PERFORMED WITHOUT BENEFIT OF AN ABSTRACT, SPAINGFILED BUILDERS TITLE SEARCH, TITLE OPINION OR TITLE INSURANCE. 05 DIMENSIONS ARE SHOWN IN FEET AND DECIMALS THEREOF STREET ADDRESS: o AND ARE PLAT AND MEASURED UNLESS SHOWN OTHERWISE. a 06 ALL EASEMENTS ARE PER PLAT UNLESS SHOWN OTHERWISE. LOT 20 (VACANT) PARADSIE LANE o JACKSONVILLE, FLORIDA 'D 07 THERE MAY BE ADDITIONAL RESTRICTIONS THAT APPLY WHICH ARE NOT SHOWN ul ON THIS SURVEY WHICH CAN BE FOUND IN PUBLIC RECORDS OF SAID COUNTY. N m 08 THIS SURVEY DOES NOT GUARANTEE OWNERSHIP. rn Lo 09 TEMPORARY, NON-PERMANENT IMPROVEMENTS AND/OR MAN-MADE ITEMS N SUCH AS. BUT NOT LIMITED TO THE FOLLOWING; BUILDING MATERIAL, I STORAGE PODS, PAVER BLOCKS, RUBBERMAID OR PLASTIC UTILITY O BUILDINGS NOT ON FOUNDATIONS, VEHICLES ON BLOCKS MAY BE ON N THIS PROPERTY BUT NOT LOCATED OR SHOWN. V m 010 LEGAL DESCRIPTION PROVIDED BY CLIENT, ' 04 CITY OF ATLANTIC BEACH j 800 SEMINOLE ROAD j ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 f SINGLE FAMILY DWELLING NEW MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814 JOB INFORMATION: Job ID: 14-SFR-399 Job Type: SINGLE FAMILY RESIDENCE Description: NEW SFR Estimated Value: $250,000.00 Issue Date: 12/2/2014 Expiration Date: 5/31/2015 PROPERTY ADDRESS: Address: 840 PARADISE LN RE Number: 172376-0145 PROPERTY OWNER: Name: SPRINGFIELD BUILDING LLC Address: 1881 BEACH AVE GENERAL CONTRACTOR INFORMATION: Name: SPRINGFIELD BUILDERS LLC Address: 1881 BEACH AVE RALPH BUCK DAVIS Phone: - - PERMIT INFORMATION: FEES: BUILDING PERMIT FEE $930.00 STATE DCA SURCHARGE $13.95 ENG REV RESIDENTIAL BLD $100.00 PLAN CHECK FEES $465.00 STATE DBPR SURCHARGE $13.95 UTIL REV RESIDENTIAL BLDG $50.00 SEWER SDC-SYSTEM DEV CHG $4,050.00 AAkA-CiEP,i(3ONbaGT3TAR 1$NEffI CE$IftG&L CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BI ILDING CODES. i CITY OF ATLANTIC BEACH S s 800 SEMINOLE ROAD j ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 WATER CROSS CONNECTION $50.00 WATER SDC-SYSTEM DEV CHG $1,140.00 Total Payments: $6,997.90 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. a'O LP CD w m P� io w ro;o � o b � �o n� G. SCALE: 1"= 20' 0 G N00107'507E 102.00' 20 I I i Yg 00 to to mow_ �. IU a m p::,aLn 0 n m 00 I Iy~ I oo �� I �! `"o � y } A N 0% N N00'07'50"E 102.00' m• I I THIS PLAt1" MUST BE ON JOB SlTk ?;u EACH INSPJEC-r#U = a w N. � FFu y0m m w r 'gym Mayr z • �m v.. a w m o Z fD N O m IV //te� S}S �� 'M -U n M N -A j \V d II O of o Z r S oa A NA O cn O sS ate= z,2 $ 3 sig 9-.� S s•'.. firm s r E s o 3 g<Y Q Ell F, al gad:s i; sg I... ;U-1-x g8� R axss. „g 4 x £$yNn e�s''" It 9A u y T�y .......... j a SCALE. 1" 20' 03 CA MEW— �. _ 4 ' 0 MAN cr _ 1'- '07'50"E 102.00' 14�� s�f�= n, I 20 o � \ o to �CSO c00o - caw I OHO ap p z a Na z�N 2 ""_� e a a Ul(.11 m O O fil-< cn lit O 1 �00� N00'07'50"E 102.00' <— V O ;u000 m a FF LFi m e n7 O co m.. z `D O s�� n uo R7 � � m Z CD (� CD M Q m m IAV O. r«r X" A n SCALE: 1"= 20' 0 N00 07'50"E 102.00' �ff f-= f=. -j 1 O I w r �00cofoo oZo o O a O �O I an oi; a n co r*l m ` 0 y �N I cncG'„ m O m-< D , c cU'„�V'„ w Z 00 1:0 \ ^5' 0 w — a Ffl is- n�n N0007'50"E 102.00' . O � t KoX 0 0 0 m NO 15 FFw �@ O fn O3 Z �II 8 o Oi rQz Z 9 -n =r rF y o o �� m —1 w Oo ul SCALE: 1"= 20' W w b � oCID b G7 o N00'07'50"E 10200' C H n 00 A ` OD Z` O �N I a IctCw �l I r Rt�� w b ' 2 O rrl SOD I " e o N'JO 07'5C"E 102 OC' a 00 a I I C) a z c I ❑❑ ;� I FF-�=� co D-udm r M , c WmM0 m O CJl s mmM� no q� �� m 17 � Li Li CD � p � CD n SCALE: ]"= 20' \ � » & G( N 20/§07 102 00' / � � ! - � 1>1 � 22 ? % / to ? 4 R � 2 Guj ¥ '� ■ $ $� � � - � , -� ' ■ gn � e ©_ % � ® \ / �k \ 1 / . A I &: : : \ N20/50% 10200' En-4 o 2 S « @ f C § 2 CD |& & ( � m ƒ)(( n \ { @ a 2 %� :3 \ r- kƒi2 Fz G = :� | F » \ E�§LLJ 7�j Ln ® °® w ) � e n O O w K ^t r L3 2. Cn n O ` p 0o J 01 to P W lv r- VA P W N fD 9 t7 b b y d n x � O a 7� v� cn zn y o , o V - �» CD CD h oCD va CDoID I'D o co o. 0 o .� "� .o . o � d CD 0 P FD' CD CL CD oCD G rn a- � G b d a - 1 P0 CD CD C CD � P b r � CD[t?A C rA r b ° a, c � CD O s% CD m a O C M C7 .t °° Q. CD -� h+ o CD CEJ CD r o � x t� 0 CD o CD 171 v' ItH CD CD CL CL ` �' ° �'► t" vCDa •`° t l 1 SE W CD 0 a• Y �o 00 J Ql l./1 � o ¢O o up5 p- ' ' OO N C�/ ¢ N CD v CL Zs cr 0 co �o 0 O � O trq ora o. Q' � °q �' QOQ N Nz CD CD C) 0 It CD aq o O � � • v C G n 1 O b � A ° C. f d A 'O. O R A� O R O rA V N ri r 0 v, w tv m �o nC/) w b oCD o o ff co p; iu o Q O y Ts o � -1 m -� CD 43,CD a. zCD w o ¢- CD cv HfD N IQcrN 0 0 o 0 i fD b 0 a 0 d 0 a r 0 o ' o w � w H C' 0 CD CD CDQ- 'Cf aD O O t! Z \ ¢P.. v r CD N El n ^ ¢ 'C5TQ r a � O ti CD 'JCD n y p ° CD CD o r coLn Rs r Ste' a c CD �'- ' ' C CD V� CDCDA V _ O CD QQ ,nr CD A CD o co � 0 c. d oCD CD Ul o cu ^ ao a C o u CD CD tcT' �• n n o C r ^ A C ►► N � w a A C 0 C CD cn A CD C i a cn o0 rA CD CD p'• °' � � 0 0 rA w CD02.a �' 0 CD CD 0 Ln cn U M C � 0 L'J BUCKY DAVIS PLAN: SPEC HOUSE NOV 2 5 2014 LOT#: 840 SUBDIVISION: PARADISE LANE By CARRIER 1.5 TON HEAT PUMP SYSTEM SEER: _14 HSPF: _8.0 CARRIER 2.0 TON HEAT PUMP SYSTEM SEER: _14 HSPF: _7.8 DESIGN COOL BTUH: 42000 AVAILABLE STATIC PRESSURE: -1:1- TOTAL :1TOTAL CFM: 1610 TOTAL EFFECTIVE LENGTH: 281 PERFORMANCE METHOD: DUCT MATERIAL: R6 VINYL FLEX SUPPLY BRANCH DETAIL TABLE ROOM NAME COOLING CFM BRANCH SIZE LINEAR FT DUCT MATERIAL LIVING 165 CFM 7" 10' VINYL FLEX DINING 165 CFM 7" 10' VINYL FLEX FAMILY ROOM (2) 100 CFM (2) 6" 30' VINYL FLEX NOOK 100 CFM 6" 15' VINYL FLEX KITCHEN 100 CFM 6" 10' VINYL FLEX BATH 3 35 CFM 4" 19' VINYL FLEX LAUNDRY 35 CFM 4" 22' VINYL FLEX BR 4 150 CFM 7" 16' VINYL FLEX POWDER 35 CFM 4" 12' VINYL FLEX BR3 150 CFM 7" 20' VINYL FLEX BATH 2 35 CFM 4" 15' VINYL FLEX BR2 150 CFM 7" 15' VINYL FLEX FOYER 35 CFM 4" 15' VINYL FLEX MBR (2) 100 CFM (6) 6" 32' VINYL FLEX MBA 35 CFM 4" 20' VINYL FLEX MBR WIC 35 CFM 4" 25' VINYL FLEX MBA TOILET 35 CFM 4" 21' VINYL FLEX TOTALS 1610 CFM 281 LN (FT) SUPPLY TRUNK DETAIL TABLE JOB p LOCATION DESIGN BTUH TRUNK SIZE DUCT MATERIAL FROM UNITTO 1ST DISTR BOX 12202 10" VINYL FLEX .J+ , BUCKY DAVIS PLAN: SPEC HOUSE FROM UNIT TO 1ST DISTR BOX 21054 14" VINYL FLEX JOB COPY N JO silrDuh EACH iNSPEC-o-lU 2 FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: 840 PARADISE LANE Builder Name: Marco Heating&Air Inc Street: 840 PARADISE LN Permit Office: DUVAL CNTY City,State,Zip: ATLANTIC BEACH , FL,32233 Permit Number: Owner: SPRINGFIELD BIULDERS Jurisdiction: 261300 Design Location: FL,Jacksonville 1. New construction or existing New(From Plans) 9. Wall Types(3002.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame-Wood, Exterior R=15.0 2842.00 ft2 b. Frame-Wood,Adjacent R=15.0 160.00 ft2 3. Number of units,if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10.Ceiling Types (1410.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic(Vented) R=38.0 1410.00 ft2 6. Conditioned floor area above grade(ft2) 2602 b. N/A R= ft2 c. N/A R= ft2 Conditioned floor area below grade(ft2) 0 11. Ducts R ft2 7. Windows(478.7 sqft.) Description Area a. Sup:Attic, Ret:Attic,AH:Attic 6 282 a. U-Factor: Dbl,U=0.34 478.67 ft2 b.Sup: Attic, Ret:Attic,AH:Attic 6 238 SHGC: SHGC=0.23 b. U-Factor: N/A ft2 12.Cooling systems kBtu/hr Efficiency a.Central Unit 22.2 SEER:14.00 SHGC: b.Central Unit 17.8 SEER:14.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 22.2 HSPF:7.80 SHGC: b. Electric Heat Pump 17.8 HSPF:8.00 Area Weighted Average Overhang Depth: 4.206 ft. Area Weighted Average SHGC: 0.230 14. Hot water systems a. Electric Cap:40 gallons 8. Floor Types (2602.0 sqft.) Insulation Area EF:0.900 a.Slab-On-Grade Edge Insulation R=0.0 1192.00 ft2 b. Conservation features b.Floor Over Other Space R=0.0 1188.00 ft2 None c.other(see details) R= 222.00 ft2 15.Credits Pstat Total Proposed Modified Loads: 42.31 Glass/Floor Area: 0.184 PASS Total Standard Reference Loads: 57.97 I hereby certify that the plans and specifications covered by Review of the plans and �1TI16 ST43 this calculation are in compliance with the Florida Energy specifications covered by this Code. Digitally signed by Dorothy Deane calculation indicates compliance a}, DN.cn=Dorothy Deane,o=Marco with the Florida Energy Code. +r « PREPARED BY: Heatin &Air,Inc.,ou, Do DeaneHeating before construction is completed email=ddeangmamo@gmaitcom, U pG DATE: _ _ -_ Date,zoian.osie:asss WOO' this building will be inspected for �* 1 compliance with Section 553.908 I hereby certify th t this ui i g, a desig ed, is in mpliance Florida Statutes. with the Florida nergy COp OWNER/AG T: _ BUILDING OFFICIAL: DATE: _-_q__zDrx DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory-sealed in accordance with 403.2.2.1.1. Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist 11/5/2014 4:40 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 6 PROJECT Title: 840 PARADISE LANE Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2602 Lot# Owner: SPRINGFIELD BIULDERS Total Stories: 2 Block/SubDivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: Marco Heating&Air Inc Rotate Angle: 180 Street: 840 PARADISE LN Permit Office: DUVAL CNTY Cross Ventilation: No County: Duval Jurisdiction: 261300 Whole House Fan: No City,State,Zip: ATLANTIC BEACH, Family Type: Single-family FL, 32233 New/Existing: New(From Plans) Comment: CLIMATE V/ IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Jacksonville FL—JACKSONVILLE—INT 2 32 93 70 75 1281 49 Medium BLOCKS Number Name Area Volume 1 DOWN STAIRS 1192 11920 2 UP STAIRS 1410 12690 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1ST FLOOR 1192 11920 Yes 0 1 Yes Yes Yes 2 2ND FLOOR 1410 12690 No 5 4 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab-On-Grade Edge Insulatio 1ST FLOOR 142 ft 0 1192 ft2 ____ 0 0 1 2 Floor over Garage 2ND FLOOR _-__ ____ 150 ft2 19 0 0 1 3 Raised Floor 2ND FLOOR ____ ____ 72 ft2 19 0 0 1 4 Floor Over Other Space 2ND FLOOR ___ _—_ 1188 ft2 0 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Gable or Shed Composition shingles 1638 ft2 414 ft2 Medium 0.9 No 0.9 No 0 30.3 ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 300 1414 ft2 N N 11/5/2014 4:40 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 6 CEILING # C_eiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic(Vented) 2ND FLOOR 38 1410 ft2 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below __Drnt__ _To -- Wall Type - -- - - Spa ---R-Value Ft In -- Ft _In_ Area R-Value Fraction Absor. Grade% _ 1 N=>S Exterior Frame-Wood 1ST FLOOR 15 37 0 10 0 370.0 ft' 0 0.25 0.8 0 2 E=>W Exterior Frame-Wood 1ST FLOOR 15 42 0 10 0 420.0 ft2 0 0.25 0.8 0 3 S=>N Exterior Frame-Wood 1ST FLOOR 15 21 0 10 0 210.0 ft2 0 0.25 0.8 0 _ 4 W=>E Exterior Frame-Wood 1ST FLOOR 15 42 0 10 0 420.0 ft2 0 0.25 0.8 0 5 S=>N Garage Frame-Wood 1ST FLOOR 15 16 0 10 0 160.0 ft2 0 0.25 0.8 0 _ 6 N=>S Exterior Frame-Wood 2ND FLOOR 15 37 0 9 0 333.0 ft2 0 0.25 0.8 0 _ 7 E=>W Exterior Frame-Wood 2ND FLOOR 15 42 0 9 0 378.0 ft2 0 0.25 0.8 0 _ 8 S=>N Exterior Frame-Wood 2ND FLOOR 15 37 0 9 0 333.0 ft2 0 0.25 0.8 0 9 W=>E Exterior Frame-Wood 2ND FLOOR 15 42 0 9 0 378.0 ft2 0 0.25 0.8 0 DOORS # Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 S=>N Insulated 1ST FLOOR None .39 2 8 8 21.3 ft2 WINDOWS Orientation shown is the entered orientation => changed to As Built rotated 180 de rees . / Wall Overhang y # Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N=>S 1 Vinyl Low-E Double Yes 0.34 0.23 48.0 ft2 12 ft 0 in 2 It 0 in None Exterior 5 2 N=>S 1 Vinyl Low-E Double Yes 0.34 0.23 12.0 ft2 12 ft 0 in 2 ft 0 in None Exterior 5 3 N=>S 1 Vinyl Low-E Double Yes 0.34 0.23 72.0 ft2 2 ft 0 in 12 ft 0 in None Exterior 5 4 E=>W 2 Vinyl Low-E Double Yes 0.34 0.23 72.0 ft2 2 ft 0 in 12 ft 0 in None Exterior 5 5 S=>N 3 Vinyl Low-E Double Yes 0.34 0.23 36.0 ft2 8 ft 0 in 2 ft 0 in None Exterior 5 6 W=>E 4 Vinyl Low-E Double Yes 0.34 0.23 6.0 ft2 2 ft 0 in 12 ft 0 in None Exterior 5 7 N=>S 6 Vinyl Low-E Double Yes 0.34 0.23 16.0 ft2 2 ft 0 in 2 ft 0 in None Exterior 5 8 N=>S 6 Vinyl Low-E Double Yes 0.34 0.23 45.0 ft2 2 ft 0 in 2 ft 0 in None Exterior 5 9 E=>W 7 Vinyl Low-E Double Yes 0.34 0.23 30.0 ft2 2 ft 0 in 2 ft 0 in None Exterior 5 10 E=>W 7 Vinyl Low-E Double Yes 0.34 0.23 11.7 ft2 2 ft 0 in 2 ft 0 in None Exterior 5 11 S=>N 8 Vinyl Low-E Double Yes 0.34 0.23 16.0 ft2 2 ft 0 in 2 ft 0 in None Exterior 5 12 S=>N 8 Vinyl Low-E Double Yes 0.34 0.23 60.0 ft2 2 ft 0 in 2 ft 0 in None Exterior 5 13 W=>E 9 Vinyl Low-E Double Yes 0.34 0.23 30.0 ft2 2 ft 0 in 2 ft 0 in None Exterior 5 14 W=>E 9 Vinyl Low-E Double Yes 0.34 0.23 24.0 ft2 12 ft 0 in 2 ft 0 in Drapes/blinds None 11/5/2014 4:40 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 6 J GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation 1 408.04 ft' 258 ft2 46 ft loft 1 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess .0005 3412.5 187.34 352.33 .474 8.3199 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump None HSPF:7.8 22.2 kBtu/hr 2 sys#1 2 Electric Heat Pump None HSPF:8 17.8 kBtu/hr 1 sys#2 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER:14 22.2 kBtu/hr cfm 0.7 2 sys#1 2 Central Unit Split SEER: 14 17.8 kBtu/hr cfm 0.7 1 sys#2 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.9 40 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF None None ft2 DUCTS / --Supply--- ---Return---- Air CFM 25 CFM25 HVAC# v # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 282 ft' Attic 71 ft' Default Leakage Attic (Default) (Default) 1 1 2 Attic 6 238 ft2 Attic 60 ft' Default Leakage Attic (Default) (Default) 2 2 11/5/2014 4:40 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 6 TEMPERATURES Programable Thermostat:Y Ceiling Fans: CoolingJan Feb [[ ]Mar Apr Ma X Jun [X]Jul rj Au ri Se [ ]Oct Nov [ ]Dec HeatinJan Feb [X]Mar r f May f Jun E ]Jul AuSep []Oct Nov [X]Dec Ventin Jan Feb [[XX]]Mar [X] r [ Ma [ Jun ]Jul Aug Se [X]Oct Nov [ ]Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling(WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling(WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating(WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating(WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 11/5/2014 4:40 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 6 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 840 PARADISE LN PERMIT#: ATLANTIC BEACH, FL, 32233 MANDATORY REQUIREMENTS SUMMARY -See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK - ----- -------- Air leakage 402.4 To be caulked, gasketed,weatherstripped or otherwise sealed. Recessed lighting IC-rated as meeting ASTM E 283. Windows and doors = 0.30 cfm/sq.ft. Testing or visual inspection required. Fireplaces: gasketed doors &outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.4.2. Thermostat& 403.1 At least one thermostat shall be provided for each separate heating and controls cooling system. Where forced-air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the Load. Ducts 403.2.2 All ducts, air handlers, filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section 503.2.7.2 of this code. A. 403.3.3 Building framing cavities shall not be used as supply ducts. - Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly marked circuit breaker (electric)or shutoff(gas). Circulating system pipes insulated to= R-2 VJ + accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation ventilation systems shall not exceed the minimum ASHRAE 62 level. No make-up air from attics, crawlspaces, garages or outdoors adjacent to pools or spas. Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepower(HP)of= 1 &Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor-retardant covers or a liquid cover or other means proven to reduce heat loss except if 70% of heat from site-recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency=78% (82% after 4/16/13). Heat pump pool heaters minimum COP= 4.0. Cooling/heating 403.6 Sizing calculation performed & attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special equipment occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat>10kW must be divided into two or more stages. ICeilings/knee walls 405.2.1 R-19 space permitting. 11/5/2014 4:40 PM EnergyGauge®USA-F1aRes2010 Section 405.4.1 Compliant Software Page 6 of 6 i ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 73 The lower the EnergyPerformance Index, the more efficient the home. 840 PARADISE LN, ATLANTIC BEACH, FL, 32233 1. New construction or existing New(From Plans) 9. Wall Types Insulation Area a. Frame-Wood,Exterior R=15.0 2842.00 ft2 2. Single family or multiple family Single-family b. Frame-Wood,Adjacent R=15.0 160.00 ft2 3. Number of units,if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10.Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic(Vented) R=38.0 1410.00 ft2 6. Conditioned floor area(ft2) 2602 b. N/A R= ft2 c. N/A R= ft2 7. Windows" Description Area R ft2 11.Ducts a. U-Factor: Dbl,U=0.34 478.67 ft2 a. Sup:Attic,Ret:Attic,AH:Attic 6 282 SHGC: SHGC=0.23 b.Sup: Attic, Ret:Attic,AH:Attic 6 238 b. U-Factor: N/A ft2 SHGC: 12.Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a.Central Unit 22.2 SEER:14.00 b.Central Unit 17.8 SEER:14.00 SHGC: d. U-Factor: N/A ft2 13. Heating systems kBtu/hr Efficiency SHGC: a. Electric Heat Pump 22.2 HSPF:7.80 Area Weighted Average Overhang Depth: 4.206 ft. b. Electric Heat Pump 17.8 HSPF:8.00 Area Weighted Average SHGC: 0.230 8. Floor Types Insulation Area 14.Hot water systems Cap:40 gallons a.Slab-On-Grade Edge Insulation R=0.0 1192.00 ft2 a. Electric EF:0.9 b.Floor Over Other Space R=0.0 1188.00 ft2 b. Conservation features c.other(see details) R= 222.00 ft2 None 15.Credits Pstat I certify that this home has mplied with the Florida Energy Efficiency Code for Building pF,VKE 57,4.E Construction through t a ove energy savin tures which will be installed (or exceeded) p in this home before f al i pection. OthIse, a new EPL Display Card will be completed based on installed ode o I' nt f at r s. Builder Signature. Date: Z,/ /-1:5/-c7t 4 a ---- Yb a� City/FL Zip: (•.� .� �' Address of New Home: oma * MoD WE 72277 `Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage(EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at(321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. "Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software TABLE 402.4.2 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: 840 PARADISE LANE Builder Name: Marco Heating&Air Inc Street: 840 PARADISE LN Permit Office: DUVAL CNTY City,State,Zip: ATLANTIC BEACH, FL,32233 Permit Number: Owner: SPRINGFIELD BIULDERS Jurisdiction: 261300 Design Location: FL,Jacksonville COMPONENT CRITERIA CHECK Air barrier and thermal barrier Exterior thermal envelope insulation for framed walls is installed in substantial contact and continuous alignment with building envelope air barrier. Breaks or joints in the air barrier are filled or repaired. Air-permeable insulation is not used as a sealing material. Air-permeable insulation is inside of an air barrier. Ceiling/attic Air barrier in any dropped ceiling/soffit is substantially aligned with insulation and any gaps are sealed. Attic access (except unvented attic), knee wall door, or drop down stair is sealed. Walls Corners and headers are insulated. Junction of foundation and sill plate is sealed. Windows and doors Space between window/door jambs and framing is sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including Insulation is installed to maintain permanent contact with underside above-garage and cantilevered of subfloor decking. floors) Air barrier is installed at any exposed edge of insulation. Crawl space walls Insulation is permanently attached to walls. Exposed earth in unvented crawl spaces is covered with Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, knee walls and flue shafts opening to exterior or unconditioned space are sealed. Narrow cavities Batts in narrow cavities are cut to fit, or narrow cavities are filled by sprayed/blown insulation. Garage separation Air sealing is provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures are air tight, IC rated, and sealed to drywall. Exception—fixtures in conditioned space. Plumbing and wiring Insulation is placed between outside and pipes. Batt insulation is cut to fit around wiring and plumbing, or sprayed/blown insulation extends behind piping and wiring. Shower/tub on exterior wall Showers and tubs on exterior walls have insulation and an air barrier se aratin them from the exterior wall. Electrical/phone box on Air barrier extends behind boxes or air sealed-type boxes are installed. Common wall Air barrier is installed in common wall between dwelling units. HVAC register boots HVAC register boots that penetrate building envelope are sealed to subfloor or drvwall. Fireplace Fireplace walls include an air barrier. EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Job: LOT , PARADISE PRESE Building Analysis ... Byte: FEB72014 Wrightsoft Entire House Plan: 2589 SQ FT Marco Heating & Air Inc 720 Mill Creek Rd,Jacksonville,FL 32211 Phone:904-743-3350 Fax:904-743-4427 • • • For: LOT 20 PARADISE PRESERVE, SPRINGFIELD BUILDERS. LLC 840 PARADISE LN,ATLANTIC BEACH, FL 32233 Design Conditions Location: Indoor: Heating Cooling Jacksonville Intl AP, FL, US Indoor temperature (°F) 70 75 Elevation: 33 ft Design TD (°F) 38 18 Latitude: 30°N Relative humidity(%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/Ib) 11.0 51.2 Dry bulb(°F) 33 93 Infiltration: Dallyrange(°F) - 18 ( M ) Method Simplified Wet bulb(°F) - 77 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 • Component Btuh/ft2 Btuh % of load Walls 3.2 8085 23.3 Glazing 12.8 5819 16.8 Doors 14.6 682 2.0 Ceilings 1.0 1379 4.0 Floors 4.8 6736 19.5 Infiltration 1.9 5408 15.6 Ducts 6521 18.8 Piping 0 0 Humidification 0 0 Ventilation Adjustments 0 Total 34630 100.0 Component Btuh/ft2 Btuh %of load Walls 2.0 4903 16.4 WaI4 Interna Gains Glazing 13.7 6244 20.9 \ Doors 11.8 550 1.8 Ceilings 1.4 1974 6.6 Floors 0.0 45 0.2 Infiltration 0.4 1276 4.3 Ga "° Ducts 8875 29.8 Ventilation 0 0 Internal gains 59500 20.00 Ducts Blower o,he; Adjustments 2981 100.0 5 Total Latent Cooling Load = 5378 Btuh Overall U-value=0.105 Btuh/ft?°F Data entries checked. 2014-Nov-05 15:43:45 Wrlghtso t` Right-Suite®Universal 2013 13.0.08 RSU17889 Page 1 ACC-1k _BUCKY DAVIS\840 PARADISE\SPEC HOUSE 2602 SF.rup Calc=MJ8 Front Door faces: N Pt SJob: LOT 12 PARADISE PRESE Project Summary - Wrightsoft ry Date: FEB7,2014 Entire House By: Marco Heating & Air Inc Plan: 2589 SQ FT 720 Mill Creek Rd,Jacksonville,FL 32211 Phone:904-743-3350 Fax:904-743-4427 Project Information For: LOT 20 PARADISE PRESERVE, SPRINGFIELD BUILDERS. LLC 840 PARADISE LN, ATLANTIC BEACH, FL 32233 Notes: ORIENTATION-NORTH-FRONT DOOR Design Information Weather: Jacksonville Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 33 °F Outside db 93 °F Inside db 70 °F Inside db 75 °F Design TD 38 °F Design TD 18 °F Daily range M Relative humidity 50 % Moisture difference 51 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 28109 Btuh Structure 20942 Btuh Ducts 6521 Btuh Ducts 8875 Btuh Central vent(0 cfm) 0 Btuh Central vent(0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 34630 Btuh Use manufacturer's data n Rate/swing multiplier 0.98 Infiltration Equipment sensible load 29131 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 3280 Btuh Ducts 2098 Btuh Heating Cooling Central vent(0 cfm) 0 Btuh Area(ft') 2602 2602 Equipment latent load 5378 Btuh Volume (ft') 24610 24610 Air changes/hour 0.32 0.16 Equipment total load 34509 Btuh Equiv.AVF(cfm) 131 66 Req. total capacity at 0.70 SHR 3.5 ton Heating Equipment Summary Cooling Equipment Summary Make n/a Make n/a Trade n/a Trade n/a Model n/a Cond n/a AHRI ref n/a Coil n/a AHRI ref n/a Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 °F Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat n/a Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2014-Nov-05 15:44:16 �•.� Wriight50fC' Right-SuiteOUniversal201313.0.08RSU17889 Page ...BUCKY DAVIS\840 PARADISE\SPEC HOUSE 2602 SF.rup Calc=MJ8 Front Door faces: N ec Prot Summa Job: LOT 12 PARADISE PRESE... Wrightsoft Summary Date: FEB7,2014 DOWN STAIRS By: Marco Heating & Air Inc Plan: 2589 SQ FT 720 Mill Creek Rd,Jacksonville,FL 32211 Phone:904-743-3350 Fax:904-743-4427 Project Information For: LOT 20 PARADISE PRESERVE, SPRINGFIELD BUILDERS. LLC 840 PARADISE LN, ATLANTIC BEACH, FL 32233 Notes: ORIENTATION-NORTH-FRONT DOOR Design Information Weather: Jacksonville Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 33 °F Outside db 93 °F Inside db 70 °F Inside db 75 °F Design TD 38 °F Design TD 18 °F Daily range M Relative humidity 50 % Moisture difference 51 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 16991 Btuh Structure 9375 Btuh Ducts 2885 Btuh Ducts 3928 Btuh Central vent(0 cfm) 0 Btuh Central vent(0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 19876 Btuh Use manufacturer's data n Rate/swing multiplier 0.98 Infiltration Equipment sensible load 12997 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 1139 Btuh Ducts 911 Btuh Heating Cooling Central vent(0 cfm) 0 Btuh Area(ft') 1192 1192 Equipment latent load 2051 Btuh Volume (ft') 11920 11920 Air changes/hour 0.33 0.17 Equipment total load 15048 Btuh Equiv.AVF (cfm) 66 33 Req. total capacity at 0.70 SHR 1.5 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade CARRIER Trade CARRIER Model CH14NA018****A Cond CH14NA018""A AHRI ref 6803521 Coil FB4CNP018 AHRI ref 6803521 Efficiency 8 HSPF Efficiency 11.5 EER, 14 SEER Heating Input Sensible cooling 12460 Btuh Heating output 17600 Btuh @47°F Latent cooling 5340 Btuh Temperature rise 27 °F Total cooling 17800 Btuh Actual air flow 593 cfm Actual air flow 593 cfm Air flow factor 0.030 cfm/Btuh Air flow factor 0.045 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Load sensible heat ratio 0.87 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2014-Nov-05 15:44:16 WrightsOf't' Right-Suite®Universal 2013 13.0.08 RSU17889 Page ...BUCKY DAVIS\840 PARADISE\SPEC HOUSE 2602 SF.rup Calc=MJ8 Front Door faces: N J Summary Pro ect Summa Job: LOT 12 PARADISE PRESE... - - wrightsoft# Date: FEB7,2014 UP STAIRS By: Marco Heating & Air Inc Plan: 2589 SQ FT 720 Mill Creek Rd,Jacksonville,FL 32211 Phone:904-743-3350 Fax:904-743-4427 Project Information For: LOT 20 PARADISE PRESERVE, SPRINGFIELD BUILDERS. LLC 840 PARADISE LN, ATLANTIC BEACH, FL 32233 Notes: ORIENTATION-NORTH-FRONT DOOR Design Information Weather: Jacksonville Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 33 °F Outside db 93 °F Inside db 70 °F Inside db 75 °F Design TD 38 °F Design TD 18 °F Daily range M Relative humidity 50 % Moisture difference 51 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 11118 Btuh Structure 11793 Btuh Ducts 3636 Btuh Ducts 5042 Btuh Central vent(0 cfm) 0 Btuh Central vent(0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 14754 Btuh Use manufacturer's data n Rate/swing multiplier 0.98 Infiltration Equipment sensible load 16448 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 2141 Btuh Ducts 1187 Btuh Heating Cooling Central vent(0 cfm) 0 Btuh Area(ft2) 1410 1410 Equipment latent load 3328 Btuh Volume (ft3) 12690 12690 Air changes/hour 0.31 0.16 Equipment total load 19776 Btuh Equiv.AVF(cfm) 66 33 Req. total capacity at 0.70 SHR 2.0 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade CARRIER Trade CARRIER Model CH14NA024*"`A Cond CH14NA024"`*A AHRI ref 6803735 Coil FB4CNP024 AHRI ref 6803735 Efficiency 7.8 HSPF Efficiency 11.7 EER, 14 SEER Heating input Sensible cooling 15540 Btuh Heating output 21800 Btuh @ 47°F Latent cooling 6660 Btuh Temperature rise 27 °F Total cooling 22200 Btuh Actual air flow 740 cfm Actual air flow 740 cfm Air flow factor 0.050 cfm/Btuh Air flow factor 0.044 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Load sensible heat ratio 0.83 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2014-Nov-05 15:44:16 �a Wrights0 Right-Suite®Universal 2013 13.0.08 RSU1 7889 Page3 ' ...BUCKY DAVIS\840 PARADISE\SPEC HOUSE 2602 SF.rup Calc=MJ8 Front Door faces: N +}� wrightsoft Right-J® Worksheet Job: LOT 12 PARADISE PRESERVE Entire House Date: FEB7,2014 By: Marco Heating & Air Inc Plan: 2589 SQ FT 720 Mill Creek Rd,Jacksonville,FL 32211 Phone:904-743-3350 Fax:904-743-4427 1 Room name Entire House UP STAIRS 2 Exposed wall 300.0 ft 158.0 ft 3 Room height 9.5 ft 9.0 ft 4 Room dimensions 5 Room area 2602.0 ft= 1410.0 fN T Construction U-value Or HTM Area ftp Load Area If t' Load Y number (Btuh/f t'-°F ( (Btuh/f(') I or perimeter (ft) I (Btuh) I or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12D-0sw 0.086 n 3.23 2.00 543 407 1313 812 333 257 829 513 4A5-2ov 0.340 n 12.75 9.71 16 0 204 155 16 0 204 155 4A5-2ov 0.340 n 12.75 9.71 60 0 765 583 60 0 765 583 4A5-2ov 0.340 n 12.75 9.71 36 0 459 350 0 0 0 0 1 1 11 DO 0.390 n 14.62 11.78 24 24 351 283 0 0 0 0 12D-Osw 0.086 e 3.23 2.00 798 762 2457 1520 378 348 1122 694 4A5-2ov 0.340 e12.75 25.27 6 0 77 152 0 0 0 0 4A5-2ov 0.340 e 12.75 25.27 30 0 383 758 30 0 383 758 12D-Osw 0.086 s 3.23 2.00 703 509 1642 1016 333 272 877 543 10D-v 0.340 s 12.75 6.80 48 48 612 326 0 0 0 0 4A5-2ov 0.340 s 12.75 9.71 16 16 204 155 16 16 204 155 4A5-2ov 0.340 s 12.75 9.71 12 12 153 117 0 0 0 0 4A5-2ov 0.340 s 12.75 9.71 45 45 574 437 45 45 574 437 4A5-2ov 0.340 s 12.75 11.32 73 0 931 827 0 0 0 0 12D-Osw 0.086 w 3.23 2.00 798 684 2205 1364 378 335 1081 669 4A5-2ov 0.340 w 12.75 25.27 43 0 547 1084 43 0 547 1084 4A5-2ov 0.340 w 12.75 25.27 18 0 223 442 0 0 0 0 4A5-2ov 0.340 w 12.75 9.71 54 54 689 524 0 0 0 0 f� 12C-Osw 0.091 - 3.41 1.39 160 137 469 191 0 0 0 0 11DO 0.390 n 14.62 11.78 23 23 331 267 0 0 0 0 C 166-38ad 0.026 0.98 1.40 1414 1414 1379 1974 1410 1410 1375 1969 F 19C-19cscp 0.049 0.64 0.30 150 150 96 45 150 150 96 45 F 22A-cpm 1.180 - 44.25 0.00 1264 150 6641 0 72 8 357 0 6 c)AED excursion 3341 1 0 Envelope loss/gain 1 22701 13716 1 8413 7605 12 a) Infiltration 5408 1276 2706 639 b) Room ventilation 0 0 0 0- 13 Internal gains: Occupants @ 230 5 1150 5 1150 Appliances/other 4800 2400 Subtotal(lines 6 to 13) 28109 20942 111111 11793 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 28109 20942 1111 11793 15 Duct loads 23% 43% 6521 8875 33% 43% 3636 5042 1 I Total room load 1 34630 298171 147541 16836 Air required(cfm) 1333 1333 740 740 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. y� � �� 2014-Nov-0515:44:43 .At& '1- wrygft Right-Suite®Universal 2013 13.0.08 RSU17889 Page 1 ..BUCKY DAVIS\840 PARADISE\SPEC HOUSE 2602 SF.rup Calc=MJ8 Front Door faces: N + wrightsoft, Right-J® Worksheet Job: LOT 12 PARADISE PRESERVE Entire House Date: FEB7,2014 By: Marco Heating & Air Inc Plan: 2589 SQ FT 720 Mill Creek Rd,Jacksonville,FL 32211 Phone:904-743-3350 Fax:904-743-4427 1 Room name DOWN STAIRS 2 Exposed wall 142.0 ft 3 Room height 10.0 ft 4 Room dimensions 5 Room area 1192.0 ft' Ty Construction U-value Or I HTM Area (f t') I Load I Area I Load number (Btuh/R'-'F (Btuh/f P) or perimeter (K) (Btuh) or perimeter Heal Cool Gross N/P/S Heal Cool Gross N/P/S Heat Cool 6 V1 12D-Osw 0.086 n 3.23 2.00 210 150 484 299 4A5-2ov 0.340 n 12.75 9.71 0 0 0 0 4A5-2ov 0.340 n 12.75 9.71 0 0 0 0 4A5-2ov 0.340 n 12.75 9.71 36 0 459 350 11 11D0 0.390 n 14.62 11.78 24 24 351 283 12D-Osw 0.086 e 3.23 2.00 420 414 1335 826 4A5-2ov 0.340 e 12.75 25.27 6 0 77 152 lll. 2 4A5-2ov 0.340 e 12.75 25.27 0 0 0 0 12D-Osw 0.086 s 3.23 2.00 370 237 764 473 10D-v 0.340 s 12.75 6.80 48 48 612 326 4A5-2ov 0.340 s 12.75 9.71 0 0 0 0 4A5-2ov 0.340 s 12.75 9.71 12 12 153 117 4A5-2ov 0.340 s 12.75 9.71 0 0 0 0 4A5-2ov 0.340 s 12.75 11.32 73 0 931 827 vl� 125-Osw 0.086 w 3.23 2.00 420 349 1124 695 4A5-2ov 0.340 w 12.75 25.27 0 0 0 0 4A5-2ov 0.340 w 12.75 25.27 18 0 223 442 4A5-2ov 0.340 w 12.75 9.71 54 54 689 524 f� 12C-Osw 0.091 - 3.41 1.39 160 137 469 191 11D0 0.390 n 14.62 11.78 23 23 331 267 C 1613-38ad 0.026 0.98 1.40 4 4 4 6 F 19C-19cscp 0.049 0.64 0.30 0 0 0 0 F 22A-cpm 1.180 - 44.25 0.00 1192 142 6283 0 6 c)AED excursion 560 Envelope loss/gain 14289 6337 12 a) Infiltration 2702 638 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 2400 Subtotal(lines filo 13) 16991 9375 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 16991 9375 14 Subtotal 15 Duct loads 17% 42% 2885 3928 Total room load I I 198761 133031 Air required(cfm) 593 593 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2014-Nov-05 15:44:43 wri htsc)f - Right-Suite®Universa1201313.0.08RSU17889 Page 2 ...BUCKY DAVIS\840 PARADISE\SPEC HOUSE 2602 SF.rup Calc=MJ8 Front Door faces: N s• t i � 6 aVw til- "1 i� ---- --- pp oo „„ s ..aa s-ss s 4 W �_ ' •'wIM ; fit 20 UA uj cc W Q as 1 I I 1 { n W j g ='g'asgoo o � lE � �a iim lflii JOB CO _ � MUSS THIS. P. . . j 1 w� 1 Y 1.• z f jv� h` /r �� s •roM 3 IE �. N �--� V E N r d d•.�o � �'j�Qcy�'�ijo+ s�� Q I 3I i , • Specification Sheet Certai nTeed SAINT-GOBAIN , , Duct Board ,,.'" �� bra C��ct Black t PRODUCT N:' )AE Sizes: Standard available sizes as noted CertainTeed Ultra'Duct' Black Duct Board in the table below. Contact CertainTeed for availability and minimum order quantities. L.MA`UTACTt RER 4. 'r>rc�H�acAL DATA CertainTeed Corporation Applicable Standards: P.O.Box 860 PP valley Forge, PA 19482-0105 • Model Building Codes Phone. 610-341-7000 ICC 800-233-8990 . Material Standards:Ul 181 Fax: 610-341-7571 -Class 1 Rigid Air Duct Website:www.certainteed.comlinsutation . Fire Safety Standards: i.PR( DU(,T DES(-R1PTION -1FPA 90A,NIFPA 906 Basic use:Ultra•Duct Black Duct Board Fire Resistance: is a rigid board designed for fabrication • Surface Burning Characteristics: into supply and return air HVAC duct work. UL 723 and ASTM E84 • Air Leakage Class: The product can be used in heating and -Max. Flame Spread Index: 25 -SMACNA -Max Smoke Developed index: 50 Class 6 cooling systems which operate at velocities d Combustible: • Corrosiveness: up to 5,000 fpm • 1 invite (25.4 m/s), temperatures _mated 259 -ASTM Cbbs up to 250'F i121'C and maximum interna( NFPA pressures of±2"(51 mm)water gauge. Ph ,500 Btu/lb Pass ieal Properties Benefits:This product is strong, resistant Ys bem • Bacteria Resistance.: Performance: ASTM C22 - to mold, bacteria and microbial growth, • Thermal and easy to clean. In addition, Ultra`Duct _See table on other side No Growth •Acoustical Performance: • Fungi Resistance: Blackprounwaes excellent crttstalk, equipment -See table on other side -ASTM C138&AST_INt G21 absorbs unwanted crosstalk, equipment • Operating limits: Pass; No Growth and air rush noise and exhibits low air _pem ng Li i ASTM Cot 1 ua s; Assurance: CertainTeed's flow resistance.It also meets all applicable Max.250°F(121`Cl commitment to quality and environmental fire resistance standards and building code -Air Velocity: UL 181 management has ensured the registration requirements.The product can be precision 000 f 4 Max. 5, m(25. m1s) p of the Athens, Chowchilta and Kansas cut using both manual and automatic . Pressure City plants to 150 9001:2000 and ISO cutting equipment. ±2"we(498 Pa) 14001:2004 standards. Composition and Materials: Composed _Ambient Temperature of resin bonded glass fibers with a 150°F(66°C 5.INSTALLATION foil laminate air barrier.' •Water Vapor Sorption: Ultra"Duct Black shall be fabricated and vapor retarder facing applied to the p p -ASTM C7104 installed in accordance with the'VAI&i.A or outside surface and a fiber glass textile <2%by weight SMACNA Fibrous Glass Duct Construction mat bonded to the air stream surface. The air stream surface contains Water Vapor Transmission(facing}' Standards and all closure systems shall meet registered anti-microbial agent in order to EPA _ASTM E96, Desicant Method the requirements of UL. 181 A.The installed Max.0.02 perms duct system should be purged prior to reduce the potential of microbial growth 1.15 x 101glPa•s•m occupancy to remove any loose material., that may affect this product. The anti- microbial properties are intended to onh' protect this product. Limitations: Ultra•Duct Black is not to AVAILABLE SIZES be used under poured concrete slabs or to Product Type thickness W idth Length No.Boards Per convey exhaust fumes, solids or corrosiveEI Ede in. mm in. mm in. mm Carton Pallet gases, Ducts exposed to the weather must ` t a4 3048 6 .41,be weather protected and reinforced per lShiplapor ' P 4-s t 46 11438 1 tt industry standards.Ducts must not be used Butt Edge j as vertical users more than two stories in ,ry t?o toss height. Thev must not be used adjacent to Shiplap« t, 3a ' , io 1 high-temperature heating coils. Insulation 800 Bu:r E* _96 2438 6� should be kept clean and dry during ; too 3o4s z shipping.storage and system operation. Butt Edge 2 st ACOUSTICAL PERFORMANCE 6. AVAHARILITY AND COST Product Type Absorption Coefficients @ Octave sand Frequencies(HLi Manufactured and sold throughout the Thickness NRC United States and Canada. For availability ti 125 250 srNi t000 i 20(10 4000 In. mm and cost, contact your local distributor or '1.G4 o.zo 0.70 0.98 1.05 t.Gt G 75 call CertainTeed Saes Support Group in 1 2' Valley Forge, PA,at 800-233-8990. 0.07 0.22 0?' t.t30 1.03 1.05 O.7y 860 171 38 0.14 11 1.02 1.10 i 1.0? tA5 0.90 - I'4ARRANTY 2 51 0,7 0.76 1.0> 1.02 0.95 0.96 0'95 Refer to -ertainTeed's Limited One-year pound abWtrut+nn tc>ic^d to as,CI,r ,ince with ASTM C'311 wing Type A innunlinA per ASTM Ely Warranty for Ultfa`DuCt Black IjUtt Board (30-29-047,. THERMAL PERFORMANCE Product K-Value C-Value R•v'alue 8.MAINTENA�iCE An ins ection and maintenance program EI Thickness Btu-in W Btu W St. w p Herr h•tir•°F m+•C h•ff++F m'••C h•tF•°f mt+°C 1Ur the HVAC system is recommended to in. ensure Optimum performance.Use NAIMA 475 1 25 0.23 1,31 4.3 U- guidelines for duct cleaning methods and 1`<r 38 0.23 7 0.033 0,15 0.87 65 1.15 procedures. Will.• 0.12 0.6i 8.7 1.53.. �� i) 9.TECtf;til(�;�It. 5Eit1�i('E`i [Te.,,=din yi eanductacte'C)aruf resistance iW value,are derived ircr,»the material then nal conductivity Ikf value. Technical assistance Can be obtained accordance with ASTM 0518 and'or ASTM Cl 77 at 75°F 24°C:mean temperature. either from the lUCal CeYtainTeed Sales MG representative, or by calling (_ertamTeed Lac .. Sales Support Group in Valley Forge, PA. at 800-233-8990. f to, FlUN(;SYSTEMS • Sweet's Catalog Files, 230700/CES ,A •�� Jew ,a • CertainTeed Pub, No.30-36-081 • Additional product information available upon request. at" aoc q,. e sf i t 0.01 0.W ' L000 +y000 to.ow mow imm 30x°9° SOa000 50 t00 i00 500 7,00° Air t]u+rttitY(Crm N 10751Wn•) This than is to be used in place of the standard friction inns Chan published in the ASHRAE Handbook of Fundamerltats.For conversion of round equivalents 10 rectangular sizes,use Table 2'Equivalent Rectangular Duct Dimensions"from the seme reference.Test Conducted in accordance with':IMA AHS-152T. Se:an' /Ins � � N UARTwaZ ENTAR NiAIMA ASK ABOUT OUR OTHER CERTAINTEED PRODUCTS AND SYSTEMS: ROOFING SIDING • TRIM • DECKING • RAILING • FENCE • FOUNDATIONS GYPSUM CEILINGS • INSULATION • PIPE CertainTeed Corporation Professionai:800-233-8990 CertainTeed P 0. Box 860 Consumer: 800-782-8777 WNT•GOeAiN Valley Forge, PA 19482 www.certafnteed.com/insulation (`ode No.30-34-029,"`*10(11 Ce"Rk"reed CorPorat"I Flexible Dint Systems 25' Insulated ® `adc UL 181SOI Workmg together. 7z Class 1 Air Duct I UPC U I - rUPC #031 C #030r r + • i • -Value 4.2 All thermal performance(R-Values)are classified by Underwriters Laboratories in accordance with ADC Flexible Duct Performance and Installation Standard(1991)using ASTM C-518(1991),at installed wall thickness,on flat insulation only. Description ATCO#030,036, and 031 are UL 181,Class 1 Air Ducts and are manufactured with a tri-directional fiberglass scrim reinforced. met- allized polyester outer jacket.The inner core of all three products is air-tight and designed for low-to-medium operating pressures in HVAC systems. ATCO#036 and 031 have increased insulation for superior thermal performance. Construction A double lamination of tough polyester which encapsulates a steel wire helix forms the air-tight inner core of the ATCO 4, 030 036, and 031.The double-layer core of each product is wrapped in multiple thicknesses of fiberglass insulation. All three products are sheathed in a rugged and durable tri-directionally reinforced, metallized polyester jacket. Air-tight Inner Core-Energy efficient l No fiberglass erosion into air stream. Encapsulated Wire Helix-No unraveling when cut to length r'Quick installation Smooth Inner Core-Low friction loss/Low operating cost. Thick Blanket of Fiberglass Insulation-Energy efficient/Excellent thermal characteristics Tough Reinforced Metallized Polyester Jacket-Tear and puncture resistant J Low maintenance. Lightweight Compact Carton-Reduces warehouse and Jobsite handling cost. . OVRTIFIM : • f 10 0 #o3o,036,and 031 are designed for indoor use as a supply and return air duct in residential and commercial low-to-medium ATCO pressure heating and air conditioning systems.All three models can be used as a complete air duct system and/or a branch duct connecting to mixing boxes,diffusers.light troffers, room inlets,or other terminal devices. UL 181. NFPA 90A&906 IMC, IRC UMC 10-1,HUD 515-2.1 (b).Cities of Chicago, New York,San Francisco,County of Dade(Florida), California State Fire Marshal A?CO recommends that you cheek with the local code body having jurisdiction in your area to determine applicable codes PRODUCT & PERFi ' DATA Air Friction Chart AIR FLOW"SCFM"* PRODUCT DATA 4 Length:25',50'(Other lengths available as special order) • Diametoc 3",4",5-,6'.7",8",9".10", 12 14",16".18 20 22" Vapor Barrier:Tri-directional,scrim reinforced metallized polyester End Treatment 25',50'-plain ends {{LL�w"..° r. • Packaging:1 piece per carton R. + fiy - i i INSTALLATION Air duct connections and joints shall be made per installation instructions I kpp i outlined by ATCO Rubber Products,Inc.and as requiree:by the UL 181 listing procedure. afi (Installation instructions are included inside each carton.) � - I STRAIGHT RUN FD 72-R1 Test Code of the Air Diffusion Council Fnction loss is cOm- 1 puted in inches of water gauge per 100 ft,of duct. By using CFM or FPM A_ values for a given duct dimension,the friction loss can be determined f t Conversion of CFM to FPM also can be made. Pressure Chop(In.w.g,per 100 ft-} PERFORMANCE UPC #030 UPC 7#036 UPC #039 R-Value 4.2 R-Value 6.0 R-Value 8.0 Rated Positive Pressure:10"w.g.per UL-181 (UL Listed pressure)rat- • Vapor Transmissiom.-05 perms ings are determined in straight lengths�§ambient termperatures.) • Maximum Operating Temperatures: • Recommended Operating Pressures:(Determined in a 90'bend at el- -20`F to 140"F Continuous(@ maximum pressure) evated temperatures in accordance with ADC FO 72-R1 Test Code.) -20'F to 180'F Continuous(@ 2"pos w g max.; Maximum Positive' -20'F to 250'F Intermittent(Ca 1,12"pos,w g,max) 6"w.g.-4"thru 12"Dia • Flame Spread:25 max 4"w.g.-14"thru 20"Dia, Smoke Developed:50 max (With factory installed metal collars,2"w.g.-all diameters) U` Maximum Negative:3i4"w.g.-all diameters Maximum Velocity.5,000 FPM Warranty-AT CO warrants that all flexible ducts will be free from defects in material and workmanship for a period of five years from the date of pur- chase only if the ducts are installed in accordance with ATCO's installation instructions and under conditions specified in ATCO's performance data The buyer's exclusive remedies for any defect in the flexible ducts shall be replacement or refund of the purchase price,at ATCO's option.ATCO MAKES NO OTHER WARRANTIES.EXPRESS,IMPLIED,STATUTORY OR OTHERWISE.IN PARTICULAR,ATCO MAKES NO WARRANTY OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE,ATCO SHALL HAVE NO LIABILITY TO THE BUYER OR ANY THIRD PARTY FOR INCIDENTAL OR CONSEQUENTIAL DAMAGES OF ANY KIND WHATSOEVER,INCLUDING,BUT NOT LIMITED TO,PERSONAL INJURY, PROPERTY DAMAGE,LOST PROFITS OR OTHER ECONOMIC INJURY DUE TO ANY DEFECT IN THE FLEXIBLE DUCTS MATERIALS AND SPECIFICATIONS FOR THE FLEXIBLE DUCTS ARE SUBJECT TO CHANGE WITHOUT NOTICE Manufacturing&Shipping Locations ATCO RUBBER PRODUCTS, INC. r CORPORATE HEADQUARTERS 7101 ATCO DRIVE WI , FORT WORTH,TEXAS 76118-7098 r L '7 _ PHONE:(817)595-2894 1-800-USS-DUCT(1-800-877-3828) Albuquerque,NM•Baltimore,MD•Cartersville,GA•Fort Worth,TX FAX: 1-800-366-3539 TELEX: 758-510 Greensboro,NC•Houston..TX•Indianapolis.IN•Phoenix,AZ Plainville,GA•Plant City,FL•Riverside,CA-Wiggins,%1S www.atcoflex.com Sacramento,CA-Springdale,AR•Vineland,NJ . D • • Coil Sizes 1 • thru 1 . turn to the experts Product Data AIR HANDLER TECHNOLOGY AT ITS FINEST The FX4I)fan coils combine the proven technology of Carrier fan coil units with Puron®, the environmentally sound refrigerant. These fan coils are loaded with popular features.Factory-installed, refrigerant-specific thermostatic expansion valves (TXV) are standard with these fan coil designs.The designs feature contoured condensate pans with rugged,drain connections,ensuring that little �'"• water is left in the unit at the end of the cooling duty cycle.The ._: lack of standing condensate and corrosion free pans improves IAQ and product life,features homeowners appreciate. Standard features include grooved copper tubing and louvered aluminum fins.The large face areas of the refrigerant coils provide superior efficiency for high SEER and HSPF performance. Coil circuiting has also been updated to make the most of all Carrier heat pumps and air conditioners. Also units come with solid state fan controls, 1-in (25mm) thick insulation with R-value of 4.2, multi-speed motors, and fully-wettable coils. Units can accommodate factory- and/or field-installed heaters from 3 to 30 M It also should be noted that the unique cabinet design of these fan coils meet new stringent regulations for cabinet air leakage - a requirement of 2%cabinet leakage rate when tested at 1.0 inches of static pressure. The FX41)fan coil is the Puron®refrigeration design loaded with popular features. It comes in a pre-painted (taupe metallic) galvanized steel casing and is shipped with a cleanable,permanent framed filter, and a factory-supplied power plug. ArmorCoat- provides a tin plating of the indoor coil's copper hairpins. This creates a barrier between the corrosion-causing elements and the coil. These fan coils utilize the latest in electronic commutation motor(ECM)technology through the use of high efficiency,X13, blower motors. A10009 _ PERFORMANCE DATA AIRFLOW PERFORMANCE (CFM) MODEL& BLOWER 0.10 0.20 0.30 0.40 0.50 0.60 SIZE SPEED Tap 5 T, 745 696 660 609 572 Tap 4 683 544 589 548 494 461 FX4D 019 Tap 3 683 644 589 548 494 461 Tap 2 631 563 500 443 409 361 Tap 1 625 524 457 417 367 319 Tap 5s =+3201 891 851 816 780 Tap 4 825 795 757 722 674 634 FX413 025 Tap 3 825 795 757 722 674 634 Tap 2 726 695 635 598 543 509 Tap 1 631 563 500 443 409 361 Tap 5 1„89 f 1 1104 1050 1003 959 Tap 4 1041 998 944 886 837 772 FX4D 031 Tap 3 1041 998 944 886 837 772 Tap 2 924 876 817 752 704 660 Tap 779 693 628 571 526 476 Tap 5 ="1 :, 1332 1294 1253 1207 rE Tap 4 1237 1206 1160 1121 1070 FX4D 037 Tap 3 1237 1206 1160 1121 1070 Tap 2 1095 1058 1007 951 888 Tap 1 1014 885 773 673 609 Tap 5 1519 1490 1454 1419 1379 1332 Tap 4 1437 1403 1366 1333 1294 1245 FX4D 043 Tap 3 1437 1403 1366 1333 1294 1245 Tap 2 1257 1226 1191 1141 1090 1033 Tap 1 1237 1206 1160 1121 1070 1013 Tap 5 1757 1725 1693 1653 1614 1576 Tap 4 1664 1626 1593 1552 1517 1477 FX4D 049 Tap 3 1664 1626 1593 1552 1517E Tap 2 1459 1420 1379 1336 1298Tap 1 1301 1241 1195 1150 1102Tap 5 2030 1995 1961 1927 1888Tap 4 1811 1775 1740 1703 1664 FX4D 061 Tap 3 1811 1775 1740 1703 1664 1613 Tap 2 1665 1632 1593 1556 1507 1453 --Tap_1 1462 1418 1371 1327 1278 1228 -Airflow outside 450 cfmtto-. NOTES: 1. Airflow based upon dry coil at 230v with factory-approved filter and electric heater(2 element heater sizes 018 through 037,3 element heater sizes 043 through 061). 2. Airflow at 208 volts is approximately the same as 230 volts because the X-13 motor is a constant torque motor.The torque doesn't drop off at the speeds the motor operates. 3. To avoid potential for condensate blowing out of drain pan prior to making drain trap: Return static pressure must be less than 0.40 in wc. Horizontal applications of 043-061 sizes must have supply static greater than 0.20 in wc. 4. Airflow above 400 cfm/ton on 049-061 size could result in condensate blowing off coil or splashing out of drain pan. 9 PERFORMANCE DATA (cont) FACTORY-INSTALLED FILTER STATIC PRESSURE DROP(in wc) UNIT SIZE CFM FX4D 400 600 800 1000 1200 1400 1600 1800 2000 019,025 0.012 0.022 0.048 0.072 - - - - - 031,037,043 - - 0.036 0.051 0.07 0.092 0.12 - - 049,061 - - - - - 0.073 0.086 0.105 0.13 ELECTRIC HEATER STATIC PRESSURE DROP(in wc) 019-037 043-061 HEATER EXTERNAL STATIC HEATER EXTERNAL STATIC ELEMENTS kW PRESSURE ELEMENTS KW PRESSURE CORRECTION CORRECTION 0 0 +.02 0 0 +.04 1 3,5 +.01 2 8,10 +.02 2 8,10 0 1 3 9, 15 0 3 9, 15 -.02 4 20 -.02 4 1 20 -.04 6 1 18,24,30 1 -.10 The airflow performance data was developed using fan coils with 10-kW electric heaters(2 elements)in the 019 through 037 size units and 15-kW heaters(3 elements)in the 043through 061 size units.For fan coils with heaters of a different number of elements,the external available static at a given CFM from the curve may be corrected by adding or subtracting available external static pressure as indicated above. ACCESSORY ELECTRIC HEATERS HEATER kW @ VOLTS/ STAGES(kW INTERNAL FAN COIL SIZE HEATING CAP.** PART NO. 240V PH OPERATING) CIRCUIT PROTECTION USED WITH @ 230V KFCEHO401 NO3 3 230/1 3 None 018-024 9,400 KFCEH 5501 N05 5 230/1 5 None 018 060 15,700 KFCEH0801N08 8 230/1 8 None 018-060 25,100 KFCEH0901N10 10 230/1 10 None 018-060 31,400 KFCEH3201 F20 20 230/1 5,20 Fuse$ 030-060 62,800 KFC=_H1601315 15 230/3 5,15 None 036-060 47,100 KFCEH2O01318 18 230/3 6,12,18 None 042-060 56,500 KFCEH3401 F24 24 230/3* 8,16,24 Fuse 048,060 78,300 KFCEH3501F30 30 230/3* 10,20,30 Fuse 048,060 94,100 KFCEH2401C05 5 230/1 5 Circuit Breaker 018-060 15,700 KFC EH2501C08 8 230/1 8 Circuit Breaker 018-060 25,100 KFCEH2601C10 10 230/1 10 Circuit Breaker 018-060 31,400 KFCEH3301 C20 20 230/1 5,20 Circuit Breaker 030-060 62,800 KFCEH2901 N09 9 230/1 t 3,9 None 036-060 28,200 KFCEH3001F15 15 230/1 5,15 Fuse$ 024-060 47,100 10=CEH3101C15 15 230/1 5,15 Circuit Breaker 024-060 47,100 * Field convertible to 1 phase. t Field convertible to 3 phase. $ Single point wiring kit required for these heaters in Canada. ** Blower Motor heat not included. ESTIMATED SOUND POWER LEVEL (dBA) CONDITIONS OCTAVE BAND CENTER FREQUENCY* UNIT SIZE Ext Static FX CFM pressureF64.7 125 250 500 1000 2000 4000 019 600 0.25 60.7 56.7 53.7 51.7 49.7 45.7 025 800 0.25 62.0 58.0 55.0 53.0 51.0 47.0 031 1000 0.25 63.0 59.0 56.0 54.0 52.0 48.0 037 1200 0.25 67.8 63.8 59.8 56.8 54.8 52.8 48.8 043 1400 0.25 68.4 64.4 60.4 57.4 55.4 53.4 49.4 049 1600 0.2569.0 65.0 61.0 58.0 56.0 54.0 50.0 061 2000 0.25 1 70.0 66.0 62.0 59.0 57.0 55.0 51.0 * Estimated sound power levels have been derived using the method described in the 1987 ASH RAE HVAC Systems&Applications Handbook,Chapter 52, p.52.7. 12 Base 13 Heat Pump , with • o Refrigerant • 5 Nominal • turn to the experts Product Data INDUSTRY LEADING FEATURES/BENEFITS Efficiency • 13 SEER/10.5- 12.5 EER/7.7-8.2 HSPF • Microtube Technology— refrigeration system • Indoor air quality accessories available Sound • Sound level as low as 72 dBA • Sound levels as low as 72 dBA with accessory sound blanket Comfort • System supports Edge®Thermidistat- or standard thermostat controls Reliability i • Puron@ refrigerant-environmentally sound,won't deplete the ozone layer and low lifetime service cost. • Scroll compressor • Internal pressure relief valve ® • Internal thermal overload - High pressure switch Peron- • Loss of charge switch •� ;,,,., �,a„re.�„ • Filter drier • Balanced refrigeration system for maximum reliability Durability WeatherArmor— protection package: Carrier heat pumps with Peron®refrigerant provide a collection of • Solid,durable sheet metal construction features unmatched by any other family of equipment.The 25HBC • Dense wire coil guard available has been designed utilizing Carrier's Puron refrigerant. The (3-phase units come standard with dense wire coil guard) environmentally sound refrigerant allows consumers to make a . Baked-on powder paint responsible decision in the protection of the earth's ozone layer. Applications As an Energy Star® Partner, Carrier Corporation has determined • Lon line-u to 250 feet 76.20 m total equivalent length,u that this product meets the Energy Star© guidelines for energy g- p ( ) q g p efficiency. Refer to the combination ratings in the Product Data for to 200 feet(60.96 m)condenser above evaporator,or up to 80 ft. system combinations that meet Energy Star®guidelines. (24.38 m)evaporator above condenser(See Longline Guide for NOTE: Ratings contained in this document are subject to more information.) change at any time. Always refer to the AHRI directory . Low,ambient(down to-20°F/-28.9°C)with accessory kit (www.ahridirectory.org) for the most up-to-date ratings information. TESTED AHRI COMBINATION RATINGS NOTE: Ratings contained in this document are subject to change at any time. For AHRI ratings certificates,please refer to the AHRI directory www.ahridirectory.org Additional ratings and system combinations can be accessed via the Carrier database at:www.MyCarrierRatings.com For performance data at specific application&/or design conditions with various indoor unit combinations,the equipment performance calculator can be accessed at: http•//rpmob wrightsoft.conV Furnace High Temp tH ow Temp Model Coil Model Model Cooling EER SEER E HSPFNumberNumber Number Capacity Capacity E COP ity H COP CH14NA018****A FB4CNP018 17,800 11.5 14.0 17,600 3.72 8.0 10,400 2.40 CH14NA024-**A FB4CNP030 22,600 11.5 14.0 21,800 3.60 7.8 13,400 2.42 CH14NA030****A FB4CNP030 30,000 11.5 14.0 29,600 3.58 8.0 18,300 2.44 CH14NA036****A FB4CNP036 33,600 11.7 14.0 34,000 3.74 8.0 20,400 2.42 CH14NA042****A FB4CNP048 2.� t�11 41,000 11.5 14.0 38,500 3.74 8.0 23,600 2.60 CH14NA048****A F64CNF060 45,500 11.5 14.0 45,000 3.70 8.0 26,600 2.48 CH14NA060****A FX4DN(B,F)061 58,500 11.5 14.0 55,500 3.68 8.0 35,000 2.62 * AHRI=Air Conditioning,Heating 8 Refrigeration Institute *Ratings are net values reflecting the effects of circulating fan heat.Supplemental electric heat is not included.Ratings are based on: Cooling Standard:80°F(27°C)db 67°F(19°C)wb indoor entering air temperature and 95°F(35°C)db air entering outdoor unit. High-Temp Heating Standard:70°F(21°C)db indoor entering air temperature and 47°F(8°C)db 43°F(6°C)wb air entering outdoor unit. Low-Temp Heating Standard:70°F(21°C)db indoor entering air temperature and 17°F(-8°C)db 15°F(-9°C)wb air entering outdoor unit. COP-Coefficient of Performance EER-Energy Efficiency Ratio HSPF-Heating Seasonal Performance Factor SEER-Seasonal Energy Efficiency Ratio 13 N O O O til N N N yff'j , i NOOOOd . NWNAmmmN N N N N N N[V fV N N N (V Ni N (V N f y Y N N N cv tV N N cV cV N N N cJ N N m m m O m m N m A m N m W A M cA�J N N m n N tmO m n � IR Iq m N N v L m O m m m m y N In W m .m... C b m h m 0 0 Cl t7 m 0 t7 N W N t7 t'1 m m y .- st Cl fA f� N I(1 V h f� (V f0 N m m N N � u ■ N O N O O r N W N N O CmJ Om1 W W ■ N N N m A ul N N W N d N N U S UlOJ t7 t'1 �(I VfU 1� A N m !� r n m r m m p m m O m y W d N W W A p m M O N O m W m m m y t7 v ? C m M O W N Ol t7 m y N h 0 W W d C 4! m li t7 m N N W m N N d m N N • O Q t'1 Qj d d w N N a a m m y ul O m m N m N m m t'1 h f0 W m � y f u m m o o m N a a N o w W A n o m m o o d m W m m m o m N O W .- N g m m N A m m m ■ ■ m m f+l t7 N .- m m W d M m y N U F ID Yl v a l7 1- If) O Q O f� �fI 'Q 0 0 U F N 1-17 W m m m N N m m m N N m m W A — N N N N N N N f y Y F y Y N N N N N N N N N N N N N (V N U O L L o :L O x m m m m d N d m m y :� O m d A A d A d W O A m y O m N m d Q N .- m W W V C d n O N cl 7 m O � O m m O n m QO m y W l t'J V Qj N y 1I1 O H) N off N R G m N N ul y m Oi t7 m m N N N ^ ^ N N m > r a a s g ° a m a a m a m N Wa w 0 a N on n o o o m N on w U r m `c ui a o m fri ui ui ui m �c vi ui vi U o vi o0 of ai cv o 0 0 0 o 0 0 F N N N N N N N N N N N N F a a Z • a y m m N 1p N y m m y N N N N N N N S C i O? W W W W W W W m Ol W O1 W N W F y F ~y Y z 2 W W 2 Hv L w m W O m m N A A d m pp W O m y l■ » N n O A N O m d m N m m Z 7 C m Of �f1 N y m N N N m f0 W m A 2 C O N t�OO fel t7 A Ci m Ci f. m A W m ■ m •- d y O N N 6 w o to N w m W y m ■ Cl m y m N t7 A m N N d m A N N O m m y y 2 m Z O O U U � � s • A A m m m N 0 Ol n d m l0 d O m 6 W O d N O W N N N O m O m N d .- m y m m N N m A m n ■ w • m m m m t7 t7 m t7 .- m N 10 m h U FO W n m m m W A m m m m m m m m U F N N N N N N N N N N N N N N N m m m w m m A m m m W m m m %q i m N N N N w m m m m m A 1z 1: r a m m o g q � Ci q q m n m n 3 r n n n n n n n n f 1 1 F y y Y O m m O d O m N A n W O O N m N N N O m N m A A d O m Ol m y y N m A 0 0 0 0 m m N L C m A W N N m t7 O m W m aD .A Y O m o m N y A .- O 6 1� n � ■ of m m m N d A n N N d m m N N om y b r2 N � m u pm ■ N C •- A t7 A m d N O O � A f0 Ip ■ .■.. N m � 1� N A y y N 0 0 fD m 0 GO r U N m n m m N m A A n N W A A A U F N N N N N N N N N N N N N N N VJ W +• O m m m W O O O O N N p • Uo m d d d m m O m m m m m m m GT N N N N N N N N N N N G�,3 N N m m m Lfl m N N m m 1(I Yl N m U Fy FmY �1pp 1mp ttpp pp 6 ^ at L A N O N f0 O � n d 0 OD 9 L ■ O N o � O fz C m N N tq Q oo m A U w ■ o N N 1 m 0 M U 6 6 O Q n m N N d m N N m O m N N A m y n y .- pp � � � .- � oo � .- � .- pipp m A a N W ■ N O N r 0 .�- �yfl tWD tm'l W y W O m n ad n fA m W m m A fV O m m m U n N N N N m UI f7 ti N m N R t7 of N N N w N N N N N N N N N N N N N N N O U N O } W N a^ $ W N v^ $ m N Q } W N O } fz: m N a $ W ¢ m U N m N m lel N Ol N m t7 N W N m til m m N W N N W m l9 N W m W Q 2 L N 1 r N Q L N Z Ol ¢ W Q Q O 1..1 ¢ 6 y O> p O> o o U E W V N o O W 14 t7 n a7 N O W Iq m r m b m m n O m FAY N d d 0 N N b N CTr m !� W OI aD N N O r b]C Q L W N d N �nd L 4 N O M A N W d C d V 0 M < d Ci N l7 v � C A m vi n m N n m N � b v a e ai 6 6 ni vi of � r vi n vi � vi U (" aN� Npo N N N Npp N N N U F' N N N N N N N N N G T d d Ol N V O ImA N IA a0�. m A h W m m m W L p O d N N N 01 L p m W Iq m N O C) in m m ay N N m N O A O 4 Nd m m " ui e e N 6 e 6 e d a>• I, O 'i b m m N N IIq m 6 ,R m r O N m b N + o ui d e N d 6 e 6 d Hm� F"N V • m m C N N N N N N N N N r r r r 6 a A ^ N d 0 m n O an d tOl N 0 A aD O i m m r ri IR + O N N N N N N lV N N U F N N N N N N N N N U �w 3 h N N a'l Cl f4 t'l N L Dy� m m r r A O h A IL ]YC LL F ]L m _ b W d0 L p W d N N m W A N ¢ IR L p O N r O O O N pp r m a ni ri v ai of of vi of ei a n m a n n I� n � � n n n — a n � n m ao m m d m m � ■ i n umi n o m v Imo m m U voi uNi udi a s vi a < vm cc O F m m o m a W ao m of a O (7 Z >3 r N p W N O O R f N N N N IN'j Cl Q Q QT Y • N N N m b m n n A W W f N YY = W W pp J L p 'Q N d m O n 0 IdD a0 m ° nl j OI . tn�l N mm W t0�1 O am0 O N C°i I s o 0 0 o U m c 6 6 6 a 6 a vi 6 6 rj N n m N Q Illm ° U f ■ N N N N N N N N 0 f ■ m m m N m m lt! N Ill � d m m N m m ry N ry ��,3 n voi, oN, unl, Ilmi, Imq m Ido, u fpm FN m L O d m O N W N W O N 14 amY m 0 0 � ■ W O N m r W W d m � N N N N ' m C a[i W 0 m aD m aCi m O m � r u a 9 m a R v do n o a 9 $ vi m m o a rn ry �j F m of o a a of o m V F ' C7 N Ol N Cl N Cl N U o 0 o d d d W W W 9„ < o n N uun n In F W F N O W W s ado W O Intl m A N lm'Id G7 L 0 0 0 O d � � O N m Ing O N O N O Y m O N d b m N N dN Q rT, 6 ■ < Iz tm�l amD m O 6 Y W ■ O � O O O C O O � r r n a 000000 �, � d a e IA L Io n n N of W L IT vi m m 0 uml Am A N lm'J, d E. ✓✓ C r A A n � � A n n e < 6 d v a d < m m 0 0 ■ m m � m m m N d d ° � o $ � o � m n °� O F N a7 W o m n m n N vi vi vi v vi ui a a aN � m f N o In N o N N o N w o 0 0 0 0 0 0 0 o LL N O r N O n N O A LL 0 0 0 0 0 0 0 0 0 CL ¢ U N m m b m m N m m ¢ U n m W n m W r O W C cc Ixa _ _ g _ G m;� Ibpm .' Nm 2 mL Ia aai �� nn C Ci x cn 18 TESTED AHRI COMBINATION RATINGS NOTE: Ratings contained in this document are subject to change at any time. For AHRI ratings certificates,please refer to the AHRI directory www.ahridirectory.org Additional ratings and system combinations can be accessed via the Carrier database at:www.MyCarrierRatings.com For performance data at specific application&/or design conditions with various indoor unit combinations,the equipment performance calculator can be accessed at: http://rpmob.wrightsoft.com/ Model Coil Model Furnace Cooling High Temp Low Temp Number Number Model Capacity EER SEER E E COP HSPF H H COP Number Capacity Capacity CH14NA018****A FB4CNP018 17,800 11.5 14.0 17,600 3,72 8.0 10,400 2.40 CH14NA024****A F134CNP030 1 22,600 11.5 14.0 21,800 3.60 7.8 13,400 2.42 CH14NA030****A FB4CNP030 30,000 11.5 14.0 29,600 3.58 8.0 18,300 2.44 CH14NA036****A FB4CNP036 1.5 ton 33,600 11.7 14.0 34,000 3.74 8.0 20,400 2.42 CH14NA042****A FB4CNP048 41,000 11.5 14.0 38,500 3.74 8.0 1 23,600 2.60 CH14NA048****A FB4CNF060 45,500 11.5 14.0 45,000 3.70 8.0 26,600 2.48 CH14NA060****A FX4DN(B,F)061 58,500 11.5 14.0 55,500 3.68 8.0 1 35,000 12.62 * AHRI=Air Conditioning,Heating 8 Refrigeration Institute *Ratings are net values reflecting the effects of circulating fan heat.Supplemental electric heat is not included.Ratings are based on: Cooling Standard:80°F(27°C)db 67°F(19°C)wb indoor entering air temperature and 95°F(35°C)db air entering outdoor unit. High-Temp Heating Standard:70°F(21°C)db indoor entering air temperature and 47°F(8°C)db 43°F(6°C)wb air entering outdoor unit. Low-Temp Heating Standard:70°F(21°C)db indoor entering air temperature and 17°F(-8°C)db 15°F(-9°C)wb air entering outdoor unit. COP-Coefficient of Performance EER-Energy Efficiency Ratio HSPF-Heating Seasonal Performance Factor SEER-Seasonal Energy Efficiency Ratio 13 N N NN N N N N N N N N N N N O * N O O O O d t7 N N N A N N N N i f m y N N N N N NN N N N N N N N N f m y cV cV N N N N N N N N N (V N N N W W O m m N W A N W W A A W N W n t7 m W W m m m O N m N O m d W N m N N m W W.6 N L t7 N W O N m A A N N m N N W m N O O til N O N N N N N Ol W m N < t'1 h � N fN t h - N N N - m N � N O N N mO m A A W W A N d N W A 6 A N m W n O N Ol N m W N N N O W O n N N N W t7 W W y N �'1 W � N N N n A N A d N N (,1 f N 7 N c7 t�) N V t'1 N CI UI O N N Cl V f� N m A IA fA N N n Q! m f W W W W m W W W m W O W N ]LN F tl! N cV N N N N N N CV N N N N N (V O rN N N O m N N W d N 0 W W n p q m m O N O m W N m m Yf t7 C m N O W m W N 10 N m f� O W W O L C Ol m Cl Cl 10 N N W W N N d N m m m d N m m N N N m m N A N W W m N O O m N d d N O t7 W A 6 O N m N O O d N W N N m 0 ■ m N M N m t7 n N W W • W m N t7 N N �- N W W d t7 m N N V N N V d t+f n m N W m m m N N m m m FIII N N m W W �- .- lel . . N m d d d A N m N m i n m 1II N m W m m m m N C O O A f� 1� h P� P� f� 1� A A f� f� 1� A 1� T .- � N N N N N f O y f f0 N N N N N N N N N N N N N N N U V NN O A O N N N NNOAn N N N NO7 N O -q qw w V m ¢ omN ¢ co NN > In F- � N pp oo ( yy t0 m 0.¢ u a : O d N N m V W0 O 'd Oi W A N o d d W o N o A m m A O m Q N A f'1 n m 0 0 0 OR N A N FLU U F m N ui v o m N ui N N m N ui ui N U o in of of ai ni o 0 0 6 0 0 0 f F H N N N N N N N N N N N N Q Q 1 � d t7 M t7 N N d d d A N m N N Z j0 d t'1 t% t'1 N N N N N W m A A A N N N W OI W W N 0 O) W W W W O! W W 2 W W AN ^ O N O W $ m W bW N N A N A N� dN .- mN r Ui 10 m N N N m N W A C O N N t1 Z N N O ' N N ON 7 N MV ddmN^ NW YNCZ z 2 DOmAN V U WW v Q N fN0 pp od N N m O A m N m N r W O d N O W N N N O m 0 m µw m N W f0 m t'J W M m N N CD A -i (V O O O N (V I(I Cf N N N N N N N N N N N N N N N N N N m A m N N W m m m m A A A A - A - - A Y-my Amy O N W O d O m N A A M O a' �' N m N N N O N N W A A N d O N W N g N N N A O O O O N m N L C N A W N N W . O m W m m b m N O N O m 0 til N N n C) N N N N d 1z n N N d m m N N O O O AN N n m O N O O N INS,' o t0 O iY� N m N n N n M. N N (0 O Am NO. eq m V F N6 A m N N m A A A N W A A n V F N N N N N N N N N N N N N N N W FSI O W W W W O O O O NN F N j N N N N N N N N -N N N G T Y ul N NN N - N N NLQ- m N NLQ - pU ]]IiiLCCL ~y d c yy nn n t7 A N L O N f00 Q O f� d f0 N m N O b m n L • d ^ N O W W (O O A O Y m N U .N.. p O rzVO•`' n �(Y� NF tON� Ny7 NW Nd NA OmN N pp}} Nm hl7 -N QW N}} m mN• mA mS6 IA OmN 1NOr.: NN WA NN NN AWN}- t9 N- - - p W N W O fN N m m U NWW Nm WNNW aONOD Nm7 NAAJ ONfMN N N WN ON NN NN NN7 N} N N O } F� W J\ N O W (V 7 } A ¢ m V N N N N ¢ m V N d N N 6 N 6 N N t7 N ... � W N N t'1 m N W m V V1 N O ... � Q 3 N � � � .- N, .- v � � r N A N A "' N A ¢ W LL N A "' N A N A V N A N A N A m W O A N O m N n N O N N A N O N N O n N O N N n N N N A N O N N C a Q G O ¢ ¢ m OO FW fLLl $ $ C b O p p N 14 fm fy N N o, � �• .- o 0 0 o a m a � �• v m a o i" n c v v 6 of v v of of :. m c n m vi r� a vi � io ui m � m • � a < v vi e 6 m of ai C j3 O O tn'J h Q O N N IA jT m A r W m m W W W F�p F m W L O O m d ryry m N W L m W O d m n � r• O N m 10 W N N m m n � � n � mo n cy m m N m � m 1 O m d m N 1l1 N 11 O t7 h O d m N . ill m •6 O In O O Yi a a d d O U f N N N N N N N m N N U 1- N N N N N N N N N f fp n m - t- V O Q w Y n m n n W m m � � .- � (gyF p .- _p' j • m O lW'l h m O N d 0 v • {my d c4 d Nci {dy N O N N N N N N n 9 m g N O O N O 0 6 A 1" a OCi N O U F n m m A n m r A n U N N N N N N N N N >3 A a l7 o W n m > m d N N o W m m m m I LL LL m N _ ¢ •{ L p W d m Cl m W n N R .N.. � • n aD O d I" n � N N � � �1 m O O� C! N f� O t� d ci vi a of ei co ri of o � � c n n n n n A r n n a a " 6 ' AO N m m a W W m d m N m v1 W Cl �l o N V m W a a zz _ Z n o m d N o 0 S 'T3 N W O N N N IliM R T " m N h m m R m - - n r fm YY W FN Z W W J L p . d N m g 0 A m d 0 J N L . I n m . Wd p O N h • d W O m m m U Q U I m o 0 0 o U m c v e 6 e 6 a ri e 6 ¢ n ¢ n O N Op N 6 udi n m N v "mi, m f° eoi, rj 6 8 W n N m � ry .dn m m O • F N [V N c4 N N lV N U () f m 0 U 33 d t7 l7 N W m N N N .�j, N H N IAf) N vml, 0 b R �ySL co) t p • W O N Im" A O1 q ,6 O m m � • N cl m m ..I.. m C N N N N N N a ! o a v ro It a a 9 $ vmi m m n c m coy �j f of ao o m m a6 of of m �j H o vi vi of ri ri N �'i o U W W W d d a W W W ya m m o o N A n m ]C fq m • rL p d m d n m m A W m N L p d b n N < N • m W O m m n N of d � r• O N O m 'u a LQ m n N m m N 'a n n r m W1� 3 0 0 0 0 0 0 W o d n � 1C ]L z a v L L N t7 n W N N n cy cn � o m c n A r n r r r r n W + x 6 N O O O b n O 6 M d Q N O d m n Ym0 V F m m N d m Y) d d 0 U f m m m A m m n n N Cs. N m o m mm m o f o 0 0 0 0 0 0 0 o a LL N O n N O A N 0 A LL 0 0 0 0 0 0 0 0 0 n m m n m W A m W C (Z+ a a o ¢ o a m? o m o mU o W O �o �' n� Z C wLL �— �— — m cn x 18 -ET ------ ------ ............. Ir m ZO U3 �lk- L. .......... ............. --- ------------ 3 3 f i ul 1 - O l rd F db Ir i t n t� , i r--•—� �� \• dpi 4,+�'• ul - ru z, tI1 V ; W 4r' c i , ! i f / T Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek" ' "� ' RE: 141427 - MiTek USA, Inc. Site Information: 6904 Parke �East DBlvd. Customer Info: Springfield Bldrs. Project Name: Paradise preserve Lot-21 Model:Tpr8p6`15-0126115 Lot/Block: 21 Subdivision: Paradise Preserve Address: 840 Paradise In. 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: FBC2010/TP12007 Design Program: MiTek 20/20 7.5 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 50 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# _ TSs Name Date No. Seat# Truss Name Date I1 IT6567580 A-1 I 10!11014 118 IT6567597 I C-3 10/7/014 -' mE v 12 176567581 IA-2 110/7/014119 176567598 1D-1 110/7/0141 '- co = d� � o o < 13 I T6567582 I A-3 8^10/7/014 120 176567599 D-2 10/7/014 I 2 2 " _ ^ 14 76567583 1 A-4 110/7/014 121 I T6567600 I D-3 110/7/014a o v E m u. ' c UJ 15 176567584 1 A-5 1 10/7/014 122 I T6567601 I D-4 110/7/014 I = _= W z r"'l 16 176567585 1 A-6 110/7/014 123 I T6567602 I E-1 110/7/014 o y _ 2 < w 17 I T6567586 I A-7 110/7/014 124 I T6567603 I E-2 1 10/7/014 1 y atZ tZ in o 18 I T6567587 I A-8 1 10/7/014 125 I T6567604 1 E-3 110/7/014 I o f E 19 I T6567588 I A-9 11017/014 126 T6567605 I E-4 110!11014 1 ? v o 110 I T6567589 IA-10 110/7/014 127 I T6567606 I F1 11017/014 1 E , d m 111 I T6567590 I B-1 110/7/014 128 I T6567607 I F2 1 10!1/014 112 I T6567591 I B-2 110/7/014 129 I T6567608 1 F3 1 10/7/014 1 > 113 I T6567592 I B-3 110/7/014 130 I T6567609 I F4 10/7/014 1 ' z2 f o z _z z LL 114 176567593 184 110/7/014 131 I T6567610 I F5 110/7/014 � Zc�-+ 115 I T6567594 1 B-5 10/7/014 132 I T6567611 I F6 1 10/7/014 1 °` = cu' W a z �U t; > D c�a> 116 I T6567595 1 C-1 110/7/014 133 I T6567612 I F7 110/7/014 I C::, is_ cco a W►= 17 IT6567596 IC-2 1 10/7/014 134 I T6567613 1 F8 110/7/014 I .3 a a z do H Q�o v The truss drawing(s)referenced above have been prepared by MiTek �t1j,1111111#111 Industries, Inc. under my direct supervision based on the parameters ,,,`��PS. A:.•q< �''i, provided by TrussMart Bldg Compts, LLC. ��`,Z•O••'� E N 3 eq '', Truss Design Engineer's Name: Albani, Thomas 0 •' My license renewal date for the state of Florida is February 28,2015. = * * = IMPORTANT NOTE:Truss Engineer's responsibility is solely for '� OF pTE . � design of individual trusses based upon design parameters shown % '.• STA441 on referenced truss drawings. Parameters have not been verified ';�:•:A,< O R 1p?.•'��'$� as appropriate for any use. Any location identification specified is �'•,SS '•'• . ` for file reference only and has not been used in preparing design. 'tit.,0NA� ,\\` Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, FL Cert. 6634 per ANSI/TPI-1, Chapter 2. October 7,2014 Albani,Thomas 1 of 2 f � RE: 141427 - Site Information: Customer Info: Springfield Bldrs. Project Name: Paradise preserve Lot-21 Model: Proj-S15-026 Lot/Block: 21 Subdivision: Paradise Preserve Address: 840 Paradise In. City: Atlantic Beach State: FL. No. Seal# JTruss Name I Date 35 IT6567614 I F9 110!7/014 136 IT6567615 I F10 1 10!7/014 1 137 IT6567616 I F11 110/7/014 1 138 IT6567617 I F12 110/7/014 1 139 IT6567618 I F13 1 10/7/014 1 140 IT6567619 I F14 110/7/014 1 141 IT6567620 I F15 1 10!7/014 1 142 IT6567621 I F16 1 10!7/014 1 143 IT6567622 I F17 110/7/014 1 144 IT6567623 I V1 110/7/014 1 145 IT6567624 I V2 110/7/014 146 IT6567625 I V3 110/7/014 1 147 IT6567626 I V4 110/7/014 1 148 IT6567627 I V5 110/7/014 1 149 IT6567628 I V6 110/7/014 1 150 IT6567629 I V7 110!7/014 1 2 of 2 ( t Job iruss Truss Type Qty Ply Lot-20 Paradise preserve 76587580 141427 A-1 COMMON SUPPORTED GAB 1 1 Job Reference(optional) TRUSSMART BUILDIN 5NENTS, Midway,GA,31320 7.530 s Jul 112014 MiTek Industries,Inc.Tue Oct 07 13:35:19 2014 Page 1 I D:8mtfidYrJ52OGveXz9muPAyjbuw-MRwANIasFTX WRy4BgSn_YMrSnzHDgbJy_WHGUyVooc -2-4018-6-0 37-0-0 2-0-0 18.6-0 18-6-0 5x8= Scale=1:74.3 13 12 14 11 15 10 16 3x6 i 9 17 3x6 J 78 18 6 19 20 7 00 F12 5 21 4 22 3 23 n 2 kv 1 d 5x8 I 41 40 39 38 37 34 33 32 31 30 29 28 27 26 25 24 3x6 36 3x6= 3x6= 5x8 = 37-0 0 � 37-0-0 Plate Offsets(X Y)-- ]2:0-3-8 Edge] [2:0-0-7 Edge] [7:0-2-8 Edgel.[19:0-2-8 Edge],[29:0-4-0.0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.29 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 10.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.02 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 23 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:257 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 WEBS 1 Row at midpt 13-32,12-33,11-34,14-31,15-30 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 37-0-0. (lb)- Max Horz 2=322(LC 11) Max Uplift All uplift 100 Ib or less at joint(s)33,34,35,37,38,39,40,31,30,29,28,27,26,25,24,23 except2=-124(LC 12) Max Grav All reactions 250 Ib or less at joint(s)32,33,34,35,37,38,39,40,41,31,30,29,28,27,26, 25,24,23 except 2=267(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 11-12=-253/293,12-13=-303/353,13-14=-303/353,14-15=-253/293 WEBS 13-32=-263/168 NOTES- "'1111111fit, 1)Unbalanced roof live loads have been considered for this design. >>� �!! S 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft,B=45ft;L=24ft;eave=2ft;Cat.ll; Ex C;Encl.,GC i=O.18;MWFRS directional and C-C Comer(3) 2-0-0 to 1-0-0,Exterior 2 1-0-0 to 18-6-0,Comer(3)18-6-0 to ��, �.•'•• '•. B !♦i P P` (directional) O- O O � O CEN ♦ 21-6-0 zone;cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions : �`•••�\ S�'•,� shown,Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry 1 3938 _- Gable End Details as applicable,or consult qualified building designer as per ANSIfTPI 1. " * � 4)All plates are 1.5x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. -• ' ''° _ r 6)Gable studs spaced at 2-0-0 oc. �F' - 7)This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. r �� ATA 8)'This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will SOT•,•A, `, •, \�; fit between the bottom chord and any other members. ♦ R Q• \`,� 9)Provide mechanical Connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)33,34,35,37,38,39, ♦I♦!SS '••....• `�O, 40,31,30,29,28,27,26,25,24,23 except Qt=1b)2=124. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. !!��j l N Ay FL Cert. 6634 October 7,2014 Atx+n,;urly,-v<viry r e.;,yr,ba:carr a,x.+aa xeA1 W rew a;u 17.41SAAS rvcl.vl;rr rtrlrx r%errn.=.rxx yAQ[rsr:-:ar3 re w zix�%aac4 aera.Rrtne 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 parameters 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 resporuibillity 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/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East BIW. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 2314, Tampa,FL 33610-4115 H mthern Piine ISP)amber is spec ified,the dr.sign values are those effective 06 0112013 by ALSO Job Truss Type Qty Ply 76567581 141427 A-2 COMMON 6 1 Reference(optional TRUSSMART BUILDING C011111111fAIM.Midway,GA,31320 Run:7.510 s Jan 20 2014 Print:7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 07 13:52:27 2014 Page 1 ID:8mtfidYrJ52OGveXz9muPAyjbuwlV ie6CggA7 FFBzteL1 n6AvQOCMyOhOhGNSJOquyVoYY -2-0.0 6-9-0 13-6-0 1 B-0-0 23-0-0 30-3-0 37-0-0 2-0.0 6.9-0 69-0 5-0.0 5-0-069-0 5x8 = Scale=179.5 7.00 12 B 23 24 3x5 i / 1 \ 16 15 3x6 1 3x6 i 4 5x6 1.5x4 11 8 3x5 3 3xB = 5x8 9 3x8 r 25 22 10 2 vy� d 1 Id 4x8= 21 20 19 17 14 13 12 11 4x8 = 3x8 = 3x8= 3x8=3x8 = 4x12 II 3x6 1.5x4 11 6x6 = 1.5x4 11 4x12 II 3x4 = 3x8= 5x8 = 69-0 1 =0 22-0-0 2 -6 3,0_,_o 03-0 37-0-0 6s-o 69-0 4 0 0 40-0 0 6s o 69-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.81 Vert(LL) -0.49 11-14 >894 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.15 BC 0.85 Vert(TL) -0.67 11-14 >661 180 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.12 10 n/a n/a BCDL 10.0 Code FBC2010(TPI2007 (Matrix) Weight:223 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied. 8-10:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. Except: BOT CHORD 2x4 SP No.1'Except' 3-9-0 oc bracing:7-16 2-19,10-13:2x4 SP SS 3-11-0 oc bracing:5-16 WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s):16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1708/0-3-8,10=1572/Mechanical Max Horz 2=331(LC 11) Max Uplift 2=-361(LC 12),10=-246(LC 12) Max Grav 2=1894(LC 17),10=1769(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-22=-3045/393,322=-2966/430,3-4=-2669/373,4-5=-2520/409,5-23=-857/117, 6-23=-800/145,6-24=-798/148,7-24=-855/120,7-8=-2522/426,8-9=-2670/390, 9-25=-3023/466,10-25=-3082/442 BOTCHORD 2-21=-272/2750,20-21=-272/2750,19-20=-268/2744,17-19=-272/2750,14-17=-91/2312, 1314=-298/2584,12-13=-294/2577,11-12=-298/2584,10-11=-298/2584,5-18=-1512/378, 16-18=-1545/377,15-16=-1545/377,7-15=-1512/377 11� !JJ WEBS 3-17=-592/209,9-14=-654/240,5-17=0/631,7-14=-18/639,9-11=-41/261,6-16=0/518 �� A� A. O ENS*-. I NOTES- 1) OTES-1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vul1=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=5ft;Cat. 3938 Q---* II;Exp C;End.,GCpi=0.18;MWF RS(directional)and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 18-6-0,Exterior(2)18-6-0 to " * - o+ 21-6-0 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 •rte 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OATE 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,with BCDL=10.0psf. . A' ' •.0 OP'•��.` 5)Refer to girder(s)for truss to truss connections. � Q (� } � 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 361 Ib uplift at joint 2 and 246 Ib uplift atjJ l�s ........ O&& 7)1int 10. Semi-- rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. JJJ Jl111 N Al % LOAD CASE(S) Standard FL Cert. 6634 October 7,2014 ®rTkkN'TR7-Yacifp'xskjr.Ra:a.na n:rr>sa REAf.!9'i TFS,,^.N 7475 AD.S 7ACZ UCFr.NITEX REFf..'tEM'I khif Y,Tr-i4T3 me SJ2.•„„%IQt4(YFa4fa1,SE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicabifty,of design parameters and proper incorporat" russ wn of component is responsibility of building designer-not tdesigner.Bracing shown 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 MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality criteria,DSB-89 and BCSI BuBding Component 6904 Parke East Blvd. Safely Information g oloble from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria,VA 2314. Tampa,FL 33610-4115 If Sav,rlhern Pin (SD�tumher isspec ifiee4,the siesign valves we those effective 0601/2013 tipALSC ( Job Truss Type Qty Ply . Reference(oplionall 76567582 141427 A-3 ROOF SPECIAL 1 1 TRUSSMART BUILDING CqW,Midway,GA,31320 Run:7.510 s Jan 20 2014 Print:7.530 s Jul 112014 MiTek Industries,Inc.Tue Oct 07 13:53:09 2014 Page 1 ID:BmtfidYrJ52OGveXz9muPAyjbuw-UaEXwZBAH1 XHDQ4jorXytm9C?IJXXNkS 1?UEISyVoXu 2610-e 11 1-114 1 3 2-0-0 69-0 69-0 5-0-0 2.11-11 2-9-15 1 2-0-0 5-0-12 411-0 264 Scale=1:77.9 5x8 = 7.00 12 6 5x8= 2x4 II 8x8 = 1.5x4 II 8x8= 6x8 30 7 1.5 =9 12 13 14 5 6 10 1.5x4 II 33 3x6 i 27 1 ,� 2 3x6 4 3x4= 0 x8 I 4 3 48 k 50 5 70 19 x12 = q 29 6x12 = g n 2 1 3x10 = 26 25 24 3x4= 3x4=23 22 41 18 17 32 16 15 1.5x4 II 34 4x12= 4x12 = 1.5x4 II 2x4 II 3x8 = 8x8= 2x8 II 2610-9 69-0 136-0 19-8-0 243-9 21 31-11J 3610-4 394-8 69-0 69-0 5-0-0 59-9 1 2-0-0 5-0-12 4-11-0 264 Plate Offsets(X.Y)-- [2:0-10-4.0-1-2).[7:0-0-8.Edae).[14:0-3-0.0-2-0].j17:0-3$.0-1-81.[19:0-6-8.0-3-01.[23:0-5-4.0-1-121.[28:0-2-12.0-2-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.22 22-23 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.15 BC 0.71 Vert(TL) -0.51 22-23 >926 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(TL) 0.30 15 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:343 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-1 oc puriins, BOT CHORD 2x4 SP No.2'Except' except end verticals,and 240-0 oc purlins(3-2-8 max.):7-11,7-14. 9-18:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3'Except* 6-9-12 oc bracing:2-26 5-8:20 SP No.1,20-23,12-19:2x4 SP No.2 6-9-10 oc bracing:24-26 6-10-2 oc bracing:19-20. WEBS 1 Row at micipt 14-15,23-28,5-28,12-17,13-16,12-16 JOINTS 1 Brace at Jt(s):14,10,28 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 15=1563/0-2-0,2=1698/0-3-8 Max Hoa 2=444(LC 12) Max Uplift 15=-377(LC 9),2=-398(LC 12) Max Grav 15=1651(LC 17),2=1791(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-29=-2856/496,3-29=-2777/532,3-4=-2347/479,4-5=-2260/515,5-30=-1098/148, `��`III{11111)j1 , 6-30=-1024/176,6-7=1088/183,7-8=124/474,8-10=-278/39,10-11=-516/101, �! 1415=-1625/465,7-9=-2810/761,9-12=-2797/758,12-33=-415/114,13-33=-415/114, �� t��'S.. '•. 13-14=-415/114 ,`%% Q ••\GENS+'• BOT CHORD 2-26=-749/2495,25-26=749/2495,2425=749/2495,23-24=573/2024,19 20=758/2813, �XN �� . ,.F•'•„� T v 11-19---806/283,9-11=270/160,17-32=29911119,16-32=299/1119 WEBS 23-28=-1026/452,10-20-117/482,5-24=31/434,3-26=0/293,3-24=-683/206, 3938 5-27=-1291/448,27-28=1319/458,8-28=750/189,20-23=-697/2435,20-28=-301/1402, 12-17=-712/305,17-19=-382/1421,6-28=51/897,12-16=1486/390,14-16=-448/1638, 7-28=-1878/618,12-19=-665/2429,11-20=1 14/542 wN Noyes- ATE 1)Unbalanced roof live loads have been considered for this design. �� A, 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=5ft;Cat. ��••. p R O P \�� II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)-2-0-0 to 1-",Interior(1)1-0-0 to 18-6-0,Exterior(2)18-6-0 to �j�lss•'••.•••'`•�� 21-7-6 zone; =r le plate grip DOL6O se end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load noncencunent 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 FL Cert. 6634 will fit between the bottom chord and any other members,with BCDL=1 O.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)15. October 7,2014 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 377 Ib uplift at joint 15 and 398 Ib uplift Conti P2gt;RF-.yrpI.-aYaandREAD WIUONTNUAALTTQ4LErMTEKREFM PYXEWEX73—V2511014WOW.W— Design valid far use only with MiTek connectors.This design is based only upon parameters shown,and is far an individual bolding sigcomponent.' Applicability of den parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overall blt structure is the responsty of the buld'irg dguidance designer.For general regarding fabrication,quality control,storage,delivery,erecrwn and bracing,consult ANSI/TPIi QuaMy Criteria.DSI-89 and KSI Iulldng Component 6904 Parke East Blvd. Safety if Whesrs P�e�3lr�bllmTber is spec ttfi Ie4 t 76 �ofare-thoseAlexandria. 061011/2Of 3 byA€SC Tampa,FL 33610-4115 1 � Job Truss Truss Type Qty Ply FJob 76567582 141427 A-3 ROOF SPECIAL 1 1 Reference TRUSSMART BUILDING COMPONENTS,Midway,GA,31320 Run:7.510 s Jan 20 2014 Print:7.530 s Jul 112014 MiTek Industries,Inc. Tue Oct 07 13:53:09 2014 Page 2 ID:8mtf dYrJ52OGveXz9muPAyjbuw-UaEXwZBAH 1 XHDQ4jorXytm9C?IJXXNkS1?UE ISYVoXu NOTES- 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Graphical pudin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. LOAD CASE(S) Standard �WAR f IC,-YVIty'�A P,Fcra:nen:rs sail READ PKi TES 0A MS ASG MU.L0 Er MT TFK R EFEA-IFX r AMEMIF.T4 TS m L.V2511a14 W4RF1l.SF Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component.` Applicabiffy of design paramrs m eteand proper incorporation of component is responsblity 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 buildingdesigner.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and III BuBding Component 6904 Parke East Blvd. t# th n�Pine�SP�Ibunbef is s4} c fied,Itthe design vatues are thaw-elffe t we DS1{}1/r2D13 by ALSL" Tampa,FL 33810-4115 ( t Job ffnl§L Tndss Typefly Ply �C IJ��Reference(optional) 76567583 141427 A-4 ROOF SPECIAL 1 1 TRUSSMART BUILDING C111ppoillITS,Midway,GA,31320 Run:7.510 a Jan 20 2014 Print:7.530 a Jul 112014 MiTek Industries,Inc.Tue Oct 07 13:55:25 2014 Page 1 ID:8mtfidYrJ52OGveXz9muPAyj buw-VkSxT3gU Fgg_YKTrrn PzrORoTii7kLPrGT19OR4ayVoVm 26-10-8 6 1 1 1 -11-4 1 3 2-0-0 a-" 6-9-0 5-0.0 5-9-9 1 2-0-0 5-0-12 411-0 26-4 = Scale=-77.9 5x6 7.00 12 e 4x8 = 6x8 i 27 28 6x12 05x8 #x8 f 7.6 5 7 8 9 10 11 3x6 '5�- 25 24 3x6 i 4 3x4= 8 3 40 76x1) 12 = g 28 J ro 2 �1 3x10 = 23 22 21 3x4= 3x4=20 19 4% 15 14 31 13 12 1.5x4 11 3x6 4x12= 4x12 = 1.5x4 II 2x4 II 5x8 = 7x8 = 2x8 II 21-106 8-9-0i 136-0 186-0 2439 X9102-" 1 31-11� 3610-4 391-8 &9-0 59-0 59-9 1 2-0-0 5-0-12 411-0 26-4 Plate Offsets(X.Y�- 12:0-10-4 0-1-21.17:0-5-4 0-3-0].[9:0-3-8.0-2-81,110:038.0.2-0).[16:0-8-8.Edgel.117:0-5-0 0-3-01 f20:0-5-4 0-1-121,[24:0-4-0 0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.65 Vert(LL) -0.31 19-20 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.15 BC 0.71 Vert(TL) -0.74 19-20 >633 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.43 12 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:315 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-4 oc puriins, BOT CHORD 2x4 SP No.2*Except* except end verticals,and 2-0-0 oc purlins(2-8-5 max.):7-11. 16-17,18-22:2x4 SP No.1,8-15:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3*Except* 7-0-12 oc bracing:2-23,21-23 20-21,17-20,17-24,9-16:2x4 SP No.2,5-7:2x4 SP No.t 6-3-0 oc bracing:16-17. WEBS 1 Row at midpt 11-12,20-24,7-24,9-14,10-13 JOINTS 1 Brace at Jt(s):24,11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 12=1563/0-2-0,2=1698/0-3-8 Max Horz 2=376(LC 12) Max Uplift 12=-355(LC 12),2=-412(LC 12) Max Grav 12=1630(LC 17),2=1769(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-26=2813/516,3-26=-2734/552,3-4=-2303/498,4-5=-2217/534,5-27=-1154/189, 6-27=-1038/217,6-28=-1088/193,7-28=1159/174,7-8=-4457/1138,8-9=-4019/1036, ` ,111111111/1, , 9-29=-1325/345,10-29=-1325/345,10-11=504/133,11-12=-1615/447 BOT CHORD 2-23=-698/2475,035/4034?8-16 692!255,1431=/2475, 133/504513 31'133!0504 1 ,,Q�AS' WEBS 20-24=-1019/414,7-17=742/214,5-21=32/434,3-23=0/293,3-21=-683/207, �.••��C E N S��•��j 5-25=-1247/429,2425=1271/437,7-24=3666/1066,17-20=-630/2399,17-24=716/2894, J 9-14=2181/666,8-17=179/739,14-16=-439/1676,9-16=847/3299,10-13=-1442/469, b 3938 110-14=-384111494,1111-113=-436/1651,6-24=19/828 NOTES- 1)Unbalanced roof live loads have been considered for this design. • _ ATE 2)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opf;BCDL=6.Opf;h=25ft;B=45ft;L=24ft;eave=5ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-24)-0 to 1-0-0,Interior(1)1-0-0 to 18-6-0,Exterior(2)186-0 to �,�••A, P•, ��; 21-6-0,Interior(1)24-3-9 to 39-2-12 zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces& i� O R MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �jJ ts�i ••••••'••�� 4)This Provide truss has adequate been designed for a 10.0 psfvent water bottom chord live load nonconcurrent with any other live loads. JJIr,,O N A` 0%� 5)•This truss has been designed for a live load of 20.0pf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opf. 6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. FL Gert. 6634 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 355 Ib uplift at joint 12 and 412 Ib uplift at joint 2. October 7,2014 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Contiiad•erepagsitr;W.4 s:r-u+nes:rx.:s:r.Q64Dxrrs0srrtrsAMUla,ececPrrlFxRFFCRr :vxFtsrr7a73re.1ru/aaumrsza[rKF Design valid for use only with MiTek connectors.This design's based ontV upon parameters shown,and is for an ndividual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is far lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the respomibilliy of the erector.Additional permanent bracing of the overall stricture is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TNI QualNy Criteria,DSB-89 and 6051 Building Component 6904 Parke East Blvd. salety Inlamalbn v0- bile from Tnns Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 2314. Tampa,FL 33610-4115 #Sauthern Pin*t lwnher is specflied,the design values me*those effective 06101f2013 tory At.SG r � Job Truss Truss Type Qty Ply 141427 A-4 ROOF SPECIAL 1 76567583 1 TRUSSMART BUILDING COMPONENTS,Midway,GA,31320 Run:7.510 s Jan 20 2014 Print:7.530 s Jul 11 2014tefelienre MiTek Industries,Inc.Tue Oct 07 13:55:25 2014 Page 2 ID:8mtfidYrJ52OGveXz9muPAyjbuw-VkSxT3gUFgg_YKTrm PzrORoTi7kLPrGT19QR4ayVoVm LOAD CASE(S) Standard AWARI.-+!:-V.1ty x rrr,ran:nsa:nx sad READ I,IES ON N4UAAt MKI.ItDED NITFX REfEAJKE PIVE afi7-7473 re c Sy2^%IQ£4 at'TORFO..W. Design valid for use only s+'ith MiTek connectors.This design B based only upon porameters shown,and is for an individual building cacomponent., Applicability of design parameters 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/TPII Quality Criteria,DSB-89 and BCSI Bullding Component 6904 Parke East BIW. Safely Informa8on qva'able from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 2314. Tampa,FL 33610-4115 9f 3outf,••ern Pure 9.SP €umtte7 is spetiT£ed,the aiEsigrs valaees we 13Sa•ssr_effective 06/01/2013 lay ALSC 1 ' Job IaZss Truss Type Oty Ply 76567584 141427 A-5 COMMON 7 1 TRUSSMART BUILDING C TS,Midway,GA,31320 Run:7.510 s Jan 20 2014 Print:7.530 s Jul 112014 MiTek Industries,Inc.Tue Oct 07 13:56:06 2014 Page 1 ID:BmtfidYrJ52OGveXz9muPAyjbuwodRR44KBbQgAyd6kgXDTY4?TLegYVQtVk1 s61 iyVoV7 39-0 108-0 15.6.0 20-" 27-3-0 34-0-0 3-9-0 5-0-0 6-9-0 4x4= Scale=1 78 7.00 12 8 25 20 3x4 17 50a b 3x4 3x8 �- 8 3x8� 4 �\ 1.5x4 II 3x4 � 3 3x4= 9 4X4% N 24 n' TT 2 �1 11 27 10 23 22 11I� 21 2018 3x8 = 3x8 = 3x8= 3x8 = 15 14 3x43= 12 4x8= 2x4 II 3x8= 3,6= 4x12 II 1.54 II 4x12 11 3x4 = 3x8 — 3x6 = 5x12 MT20HS= 3-9-0108-0 11-0 15b-0 19-0-0 2 -6- 27-3-0 34-0-0 3'o 6-9-00 Plate Offsets(X.Y)- [2:0-1-4.0-1-81,122:0-3-8.0-1-8) LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.65 Vert(LL) -0.51 12-15 >791 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.15 BC 0.92 Vert(TL) -0.91 12-15 >444 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.08 10 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:225 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP SS*Except* TOP CHORD Structural wood sheathing directly applied or 2-11-1 oc purlins, 1-4,8-11:2x4 SP No.2 except end verticals. BOT CHORD 20 SP SS*Except- BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 10-14,5-7:2x4 SP No.1 4-2-0 oc bracing:7-17 WEBS 2x4 SP No.3*Except* 5-2-0 oc bracing:5-17 2-23:2x4 SP No.2 JOINTS 1 Brace at Jt(s):17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 23=159010-3-8,10=1572/0-3-8 Max Hoa 23=380(1_C 10) Max Uplift 23=-322(LC 12),10=-340(LC 12) Max Grav 23=1791(LC 17),10=1750(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-24=-1635/249,3-24=-1553/269,3-4=-2233/310,4-5=-2101/341,5-25=-802/104, 6-25=716/132,6-26=-729/129,7-26=-771/101,7-8=2147/355,8-9=2272/319, 9-27=2725/384,10-27=-2803/347,2-23=1721/388 `111111111111 BOT CHORD 22-23=-273/333,21-22=34/1590,20-21=33/1594,18-20=-34/1590,15-18=0/1 974, ��_�A rw� A 14-15=-195/2308,13-14=-190/2294,12-13=195/2308,10-12=195/2308,5-19=1246/336, �� `rs• '••'1� ��jl 17-19=-1283/336,16-17=-1 283/336,7-16=1256/336 `�� O ,•'CEN WEBS 5-18=0/361,7-15=0/489,3-22=-879/150,2-22=-152/1498,9-12=0/323,3-18=0/805, � • \ `�••••9 ,� 9-15=-724/234,6-17=0/473 3938 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directlonal)and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 15-6-0,Exterior(2)15-6-0 to • ATE 18-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces R MWFRS for + reactions shown;Lumber DOL=1.60 plate grip DOL=1.60A, .w 3)All plates are MT20 plates unless otherwise indicated. i��• R p'• �� 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��j S•••'••••••'• �� 5) will fit between the bottom chord r a live other members the bottom =hard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wload of 20.Opsf 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 322 Ib uplift at joint 23 and 340 Ib uplift at joint 10. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 LOADCASE(S) Standard October 7,2014 AWARMW,-Ywity M r4r.ya:aare a:n aaJ READ KTEf ON 110.5 AAC iRlZttDEl:M21fX RFFLRFJ'KE YA-3r r,1r-34 T3—f,J29f M4&VOW UM 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 parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the 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/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlorma8on va able from Truss Plate Institute.781 N.Lee Sfreet.Suite 312.Alexandria,VA 2314. Tampa,FL 33810-4115 HSouthernPine SP lumber is specified,the design valuesare'those effeztisreOfi�O00i3byALSC r ' Job Truss Type Qty Ply rsss756s 141427 A-6 COMMON 1 1 O 1 TRUSSMART BUILDING C ON Midway,GA,31320 Run:7.510 s Jan 20 2014 Print:7.530 s Jul 112014 MiTek Industries,Inc. Tue Oct 07 13:57:31 2014 Page 1 I D:8mtfidYrJ52OGveXz9muPAyj buw-p_3av8M WaXY6f I1638tE 00004ovuxw?tOH Iy6VGyVoTo -- 0 15-6-0 34-" 36-" 2-0-0 15-0-0 18-64) 4x4= Scale=1.74.5 12 11 13 10 14 9 1s 3x4 i 8 16 3x4 87 17 12 1x4 18 5 19 4x8 11 4 3 - 20 2 21 1 22 Vin 4 23 241 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 28 25 4x8 11 3x4= 3x4 = i 34-0-0 Plate Offsets(XY)-- 123.0-3-8 Edael [23.0-1-9 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.34 Vert(LL) -0.02 24 n/r 120 MT20 244/190 TCDL 10.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.04 24 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.02 23 n/a n/a BCDL 10.0 Code FBC2010rTP12007 (Matrix) Weight:255 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.2 WEBS 1 Row at midpt 12-34,11-35,10-36,13-33,14-31 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide, REACTIONS. All bearings 34-0-0. (Ib)- Max Horz 42=-371(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)34,35,36,37,38,39,40,41,33, 31,30,29,28,27,26 except 42=181(1-13 12),23=184(LC 12) Max Grav All reactions 250 Ib or less at joint(s)35,36,37,38,39,40,41,33, 31,30,29,28,27,26,25 except 42=268(LC 1),34=393(LC 12),23=261(LC 22) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-42=-257/265,7-8=199/251,8-9=255/318,9-10=-309/383,10-11=-368/454, 11-12=-416/510,112-113=411615110,13-114=368/454,14-15=-309/383,15-16=-255/318, 16-17=-219/251,19-20=255/249,20-21=-279/274,21-22=265/269,22-23=273/255 ii1 11{1111!! BOT CHORD 41-42=-258/276,40-41=258/276,39-40=-258/276,38-39=-258/276,37-38=258/276, ♦� 7lit 36-37=-258/276,35-36=-258/276,34-35=258/276,33-34=258/276,32-33=258/276, ♦"%% A�'S ' A/ 31-32=-258/276,30-31=-258/276,29-30=258/276,28-29=258/276,27-28=258/276, �� Q •••G• AE N S'•,•• 26-27=-258/276,25-26=-258/276,23-25=258/276 \ WEBS 12-34=-414/275 '` ••' •'��'• 3938 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=2ft;Cat. 11;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)-2-0-0 to 1-0-0,Exterior(2)1-0-0 to 15-6-0,Comer(3)15-6-0 to 18-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces 8 MWFRS for O �SAT E reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 C 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 �� O R \O" •\ ♦�� Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1.4)All plates are 1.5x4 l� •••••• _\ 5)Gable requires continuous^ bottom chord unless lbea bearse ing. ,��I/S�Q N A`�``♦♦♦ 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide FL Cert. 6634will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)34,35,36,37,38, October 7,2014 39,40,41,33,31,30,29,28,27,26 except Qt=1b)42=181,23=184. Contijop"wpagiw2rrx.igr.re:a:n¢e:rr.:nJREA0.Wl-X ONraS.Z M UW73-V21/laidrL Q-11'4AXS Design valid far use only with M7ek connectors.This design's based only upon parameters shown,and is far an individual building component. �I Applicability of design parameters and proper incorporation of component B 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 resporsibillity of the ��LA T erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPiI Quality Criteria,DSB-89 and IICSI Building Component 6904 Parke East Blvd. Safely Information qva able hom Truss Rate Institute,781 N.Lee Sheet,Suite 312.Alexandria.VA 2314. Tampa,FL 336104115 ff 5outhem Pine{SP lumber is specified,the desilM values ase thci a effective 06.101/2013 tsy ALSO ! t Job Truss Truss Type Qty Ply 76567585 141427 A-6 COMMON 1 1 Reference(optMiTek Ind 7RUSSMART BUILDING COMPONENTS,Midway,GA,3132(1 Run:7.510 s Jan 20 2014 Print:7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 07 13:57:32-2014 Page 2 ID:BmtfdYrJ52OGveXz9muPAyjbuw-HAdy7UN8LrgzHrhGibldl DZFYJEAfS7AVPhfljyVoTn NOTES- 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ,&WAR N5,-re,tryae signpa:ameanaadREAC,'A,TFS 0NTULSAMWO.UVEDraxrxxerrx-terrnrturrartruCFjr/iauWOW.'n,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 parameters and proper inn corporation of component is responsblity, ra of building designer- t truss designer.Bracing shown //�� is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction a the responsibillity of the Mire R' 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/TPII Quality Criteda,DSB-89 and BCSI Building Component 6904 Parke East BIW, Surety Information va able from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandra,VA 2314. Tampa,FL 33610-4115 if Sauthern Putelso lumber is stsecified,the design values are those effective 06/01/2013 byALSC l ' Job toss Truss Type Oty Ply Lot-20 Paradise preserve T656758] 141427 A-7 ROOF SPECIAL 1 ob Reference o lional 7RUSSMART BUILDING C Midway,GA,31320 7.530 s Jul 112014 MiTek Industries,Inc.Tue Oct 07 13:35:29 2014 Page 1 I D:8mtfidYrJ52OGveXz9mu PAyjbuw-3MXyTAi7uYo5dVr6GZyKyTG7s?UNAzuRH4i86uyVooS t-2-0.0 830 10-6-0 156-0 i 20-Bx0 26-32 31-515 36-4-8 2-0.0 "0 530 r 50-0 5-0-0 632 48-13 4-10.9 Scale=1.79.8 5x8 = 6 7.00[11-2 6x6 26 27 6x6 1 5 7 5x8 =1.5x4 II 3x6 23 22 24 8 10 11 12 3x6 G 1.5x4 I sa 4 28 3 4x8 i 25 M 2 e 1 IT 0 21 20 19 t8 17 16 15 14 13 2x4 II 3x8= 4x12 II 3x6_ 3x8=4x8= 1.5x4 II 3x8 = 1.5x4 II 830 10.6-0 156-0 20.6-0 2632 31-515 36-46 S3-0 830 50.0 50.0 632 4613 410.9 _ Plate Offsets(X,Y}- 62:0-2-14.0-2-0J [9:0-3-12.0-3-Ot 617:0-2-4.0-1-81,620:0-30 0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.50 Vert(LL) -0.51 15-17 >853 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.15 BC 0.91 Vert(TL) -0.94 15-17 >460 180 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.03 13 n/a n/a BCDL 10.0 Code FBC2010rTP12007 (Matrix) Weight:557 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2'Except' end verticals,and 2-0-0 oc purlins(6-0-0 max.):8-9,8-12. 16-18:2x4 SP No.t BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 SP No.3*Except* JOINTS 1 Brace at Jt(s):22,12,9 2-21:2x4 SP No.2 REACTIONS. (Ib/size) 21=1576/0-3-8,13=1440/0-2-0 Max Horz 21=305(LC 12) Max Uplift2l=-394(LC 12),13=-326(LC 12) Max Grav21=1627(LC 17),13=1440(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-25=-1656/362,3-25=-1586/375,3-4=-1572/390,4-5=-1952/496,5-26=-622/222, 6-26=-557/250,6-27=-526/244,7-27=-561/226,7-8=-2003/525,8-9=-2120/606, 2-21=-1557/479,8-10=-118/318,10-11=-108/269,11-28=-1018/277,12-28=-1018/277 BOTCHORD 20-21=-267/286,19-20=-444/1508,18-19=-419/1724,17-18=-421/1725,16-17=-671/2461, 15-16=-671/2461,14-15=-667/2460 WEBS 5-19=0/511,7-17=-53/694,4-20=-772/188,2-20=-214/1360,5-23=-1226/354, 1111 1j 22-23=-1246/360,22-24=-1246/360,7-24=-1226/354,6-22=-76/263,9-17=-1204/316, 9-15=0/302,9-10=-282/176,4-19=-46/622,12-13=-1394/426,9-11=-1258/378, ,�� A�j• Q, q �� 9-14=-1972/523,12-14=-445/1637E N,3 NOTES- :��•' F•'.� �i 1)2-ply truss to be connected togetherwith 10d(0.131"0")nails as follows: + 3938 Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. ✓ Webs connected as follows:2x4-1 row at 0.9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply toply: (I +- ,✓,,, ri connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. " r�/�7 E L!a 3)Unbalanced roof live loads have been considered for this design. C Q�• \�1! 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft,eave=5ft;Cat.II; �i �(• . ( O R P••�\�; Exp C,Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-0-0 to 1-0-0,1nterior(1)1-0-0 to 15-6-0,Exterior(2)15-6-0 to �i�\` �•• ` 18-6-0,Interior(1)23-10-6 to 36-2-12 zone,cantilever left and right exposed;end vertical left and right exposed;C-C for members and �I Ss/• �� forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �.,�,�N A�111�� 5)Provide adequate drainage to prevent water ponding. 6)All plates are 3x4 MT20 unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will FL Cert. 6634 fit between the bottom chord and any other members,with BCDL=IO.Opsf. � October 7,21 Q 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. ®WA.AN:ri Y.e:ifg qq yiq-,ka.-.K#try«s1 READ..W,TM4.AN MLSAFrti L'KT.VD!T NTTEX AFFETLL.ME Ph1-Y,Tr3FTdniCiJ2•,ia14WOW,fM— Design valid for use only with Wek connectors.This design is based only upon parameters shown.and is far an individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the 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/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BIW. Safety Information vat able from Truss Plate Institute,781 N.Lee Street Suite 312,Alexandria,VA 2314. Tampa,FL 336104115 1f acrulthern Pine�Sp,�ia»nher is specified,the design vahresase those effecti-116 01./2013 byALSC ! r Flob -__.Lss Type --7T- puss Lot-20 Paradise preserve OF SPECIAL 78567588 b Reference(optional) TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.530 5 Jul 112014 MITek Industries,Inc.Tue Oct 07 13:35:29 2014 Page 2 NOTES- I D:8mtfidYrJ520GveXz9muPAyjbuw-3MXyTAi7uYo5dVr6GZyKyTG7s?UNAzuRH4i86uyVooS 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb)21=394,13=326. 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 puffin along the top and/or bottom chord. w:+trrrr.;..r�rry-;.,vr,fa:a;n.n;r..as nrnr,x�s;.rr r.:zs ora r.�n.ucrr,vrrrxxfrrss-�n�r rxr xrr-Jets„�c.t7z��rae4 remeruse Design valid for use only with Wok connectors.This design is based only upon parameters shown,and is for an individual building component. �- Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.&acing shown 4 far lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the respom billity of the erector.AddPermanent Additional bracing of the overall stricture is the responsibility of the building designer.For general guidance regarding MiTek" fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quailly Criteria,DSB-89 and 6CSI Building Component 6904 Parke East Blvd. Solely Inlormaflon c}a'able from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 2314. K fsa•••uthern.Pinel P haistrer is specified,the design valy are thaxe effective 06101/201.3 by ALSC Tampa,FL 33610-4115 r Job5 Truss Type Qty Ply Lot-20 Paradise preserve 141427 A-8 ROOF SPECIAL 1 2 76567587 Job Reference o tional TRUSSMART BUILDING PONENT Midway,GA,31320 7.530 s Jul i i 2014 MiTek Industries,Inc.Tue Oct 07 13:35:30 2014 Page 1 I D:8mtfidYrJ52OGveXz9muPAyjbuw-XZSKhNIfrwy FfQJgGTZVhoHMPgQvP t a WkSheLyVooR -2- 53-0 10$0 15-6-0 20.6-0 26-9-2 31-515 364-8 2-0.0 53-0 53-0 ~ 50.0 50-0 63-2 4-&13 4-10.9 Scale=1:79.8 5x8 = 6 7.00 12 6.6 25 26 6x6 5 7 3x6 22 21 23 i 3x6 i 1.5x4 11 6x12 - 1.5x4 II 4 3 8 10 11 48 i 27 24 rr 2 9 � 1 6x8 Is�n 20 19 18 17 16 15 14 13 12 2x4 II 3x8= 412 II 3.6_ 3x8=4x8= 1.5x4 53-0 10-6-0 1560 21}6-0 26-9-2 31-515 36-4-8 53-0 S3-0 50.0 63-2 4-8-13 4-10.9 Plate Offsets(X,Y)- 12:0-2-140-2-01.18:0-9-8.Edae1,f9:0-3-4.0-2-41,[16:0-2-4 0-1-8]f 19:0-3-0 0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.52 Vert(LL) -0.52 14-16 >838 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.15 BC 0.92 Vert(TL) -0.95 14-16 >456 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(TL) 0.03 12 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:538 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2*Except* end verticals,and 2-0-0 oc purtins(6-0-0 max.):8-9,8-11. 15-17:2x4 SP No.t BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3`Except` 2-2-0 oc bracing:14-16. 2-20:2x4 SP No.2 JOINTS 1 Brace at Jt(s):21,11 REACTIONS. (Ib/size) 20=1576/0-3-8,12=1440/0-2-0 Max Horz 20=-297(LC 10) Max Uplift20=-405(LC 12),12=-315(LC 12) Max Grav 20=1614(LC 17),12=1440(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-24=-1643/369,3-24=-1573/382,3-4=-1559/396,4-5=-1986/514,5-25=-612/219, 6-25=-550/247,6-26=-527/242,7-26=-556/224,7-8=-2052/529,8-9=-1064/249, 2-20=-1547/485,8-10=-1575/400,10-27=-1592/408,11-27=-15921408 BOT CHORD 19-20=-203/285,18-19=-375/1514,17-18=-361/1715,16-17=-363/1716,15-16=-617/2476, 14-15=-617/2476,13-14=-357/1347,12-13=-350/1350 WEBS 5-18=0/521,7-16=-19/671,4-19=-796/200,2-19=-217/1353,5-22=-1247/374, j,1111111111 18=-518/651,-22=-1267/380,21-23=-1267380,2=950/292`91351/239,79312=-61420/368,9-14='275/ 1214/314, >>1�-�A��S A, 9-11=-460/1797C•�•N• Cnj Ji. NOTES- A� •�•� - ••q�r'� 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: NYO 3938 - Top Chords connected as follows:2x4-1 row at 0-9-0 oc Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. .. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply„ :AAT connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 11! 3)Unbalanced roof live loads have been considered for this design. • \LC/ C 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf; O R h=25ft;B=45ft;L=24ft;eave=5ft;Cat.11 ; ; �i '� ( P••�� Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 15-6-0,Exterior(2)15-6-0 to �,J�• ,••• •_�\l 18-6-0,Interior(1)26-9-2 to 36-2-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and J!SSJ• " % forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 J�,j1�N A`0"I 5)Provide adequate drainage to prevent water ponding. 6)All plates are 3x4 MT20 unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. G 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will FL Cert. 6634 fit between the bottom chord and any other members,with BCDL=10.Opsf. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. October 7,2014 Awm'WN'l Y.ffr r.r o.jr. 1 RrAr M?TF5 ON T:iLSAM T:14;.tti is MTTEfC F,£I£:i:.H7 DA7FY.r1-7473 me UPL120.W MY.WtM. Design valid for use only with MiTek connectors.This design B based only upon parameters shown,and B for an individual building ers component.' Applicability of design parametand 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 i1AiTe k' 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/TFII Quality Criteria.DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety IntormoNon vo able from Truss%ate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 2314. Tampa,FL 33610-4115 H Snuthern.Pine�SP1 t.ber is spet ifitr+d,the de ugn values axeffiase effective 0,6101/2.013 byA LSC ! t Job Truss Truss Type Qty Ply Lot-20 Paradise preserve 76587587 141427 A-8 ROOF SPECIAL 1 LrS Job Reference optional) TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.530 s Jul 112014 MiTek Industries,Inc.Tue Oct 07 13 35:30 2014 Page 2 NOTES- I D:8mtfidYrJ52OGveXz9muPAyjbuw-XZ5KhNIfrwyFfQJgGTZVhoH MPgQvP1 aWkSheLyVooR 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb)20=405,12=315. 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 pudin along the top and/or bottom chord. ®VYARiRPX;-Yarttr:xrAyr,faro:nr arr>a:f RfAC!Kr7F3 CN T'iL5 AAL tM3.uCxT.HtTkK R£7f.H.`.ficZ D.G[KILT4T.s ree JJ2.:jidi4 N.4a.4fdISE. � Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. �- Applicability of design parameters and proper incorporation of component is responsibility of building design--not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the resporuibillity of the Mirek' erecta.Additional permanent bracing of the overall structurebil is the responsity of the building designer.For general guidance regarding fabrication.quality control,storage,derwery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. i■ Solely Informa8on available from Truss Plate Institute,781 N.Lee Sheet.Suite 312,Alexandria.VA 2314. Tampa,FL 33610-4115 1g Southern Pine{SP)lumber is spec ifietl,the design values sea those effective 06101.12013 by ALSC f � Job ss Truss Type Qty Ply 141427 a-9 ROOF SPECIAL 1 76567588 TRUSSMART BUILDING PONE fdwa,GA,31320 2 Reference ional y Run:7.510 5 Jan 20 2014 Print:7.530 s Jul 11 2014 MiTek Indus7nes.Inc.Tue Oct 07 13:59:16 2014 Page 1 ID:BmtfidYrJ52OGveXz9muPAyjbuw-EAvGy2dNromDlgeFoQdOF9s_tEWR1 RITQbt9ihyVoS9 -2-0-0 5-30 10-6-0 15-" 20-6-0 26-9-2 30-3-11 32-8-11 36-4-8 2-0.0 5_3-0 830 50.0 5_0-0 nr3-2 3-6-9 2-5- 37-13 5x8 = Scale=1:75.7 6 Too 12 6x6 i 27 28 6.8 5 7 3x6 24 23 25 3x6 i 1.5x4 II 4 1.5x4 11 B 4x8 i 3 5x8 1,5x4 II 2 26 0 9 12 13 8 — 29 ES N N ro IA 22 21 ZO 19 18 17 16 15 14 d 2x4 I 3x8 = 4x12 II 3x6— 3x6— 3x8=4x8 = 3xg= 48 = 1.5x4 II 5-30 1 10-" 15-" 20-" 26-9-2 32-8-11 36-4-8 5_30 5-30 5-0. 50.0 6- 5-11-10 37-13 Plate Offsets X Y 2:0-2-140-2-0 10:0-5-8 0-2-8 [1870-2-8.0-1-81,[21:0-3-0.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.50 Vert(LL) -0.51 16-18 >846 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.15 BC 0.96 Vert(TL) -0.95 16-18 >456 180 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.04 14 n/a n/a BCDL 10.0 Code FBC2010TTP12007 (Matrix) Weight:533 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.1'Except' except end verticals,and 2-0-0 oc purlins(6-0-0 max.):10-13. 14-17:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, Except: WEBS 2x4 SP No.3*Except* 2-2-0 oc bracing:16-18. 2-22,5-7:2x4 SP No.2 JOINTS 1 Brace at Jt(s):23,13 REACTIONS. (Ib/size) 22=1576/0-3-8,14=1440/0-2-0 Max Horz 22=-322(LC 10) Max Uplift 22=-411(LC 12),14=-309(LC 12) Max Grav 22=1605(LC 17),14=1440(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-26=-1632/372,3-26=-1563/385,3-4=-1548/399,4-5=-2017/524,5-27=-607/220, 6-27=-542/248,6-28=-530/242,7-28=-559/223,7-8=-2099/586,8-9=-1886/400, 2-22=-1538/487,9-10=-1505/421,9-11=-3142/742,11-29=-1301/310,12-29=-1301/310, 12-13=-1301/310 BOT CHORD 21-22=-228/308,20-21=-310/1524,19-20=-302/1718,18-19=-305/1719,17-18=-738/3145, 16-17=-738/3145,15-16=-723/2955 WEBS 0/1319 389 23-25 51319/3 9,7 259 1302/84,6 23=-80/271'8298/383, 180 $519/260, ,%%� 's,A.f 111 23-24 4-20=-68/679,13-14=-1422/361,13-15=-447/1881,11-16=-36/265,11-15=-2029/505, % . . �I 1018=-1674/469 CEN NOTES- b 3938 11 2-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: *•: F Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. >_ Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply toATE ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 0 % 3) Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10,Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf,h=25ft;B=45ft;L=24ft,eave=5ft;Cat. II;Exp C,End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-0-Oto 1-0-0,Interior(1)1-0-Oto 15-6-0,Exterior(2)15-6-Oto �I tS� �\ �� 18-6-0,Interior(l)29-9-15 to 36-2-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members -.1',1 N Ati��to and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 If 1 5)Provide adequate drainage to prevent water ponding. 6)All plates are 3x4 MT20 unless otherwise indicated. Fi_Cert. 6634 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. October 7,2014 Conti�[lnrpag�2 �;rya,a.:.ure.,>s.etrrs.-rs"vr.�zs.cs�ct,+K;ccrnvttrxr.rrrxF.rrrrx:resrr..:etlmFuza;<af4s:fogrusF �� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and B for an individual building component. �I Applicability of design parameters 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 brocing of the overall structure is the responsibility of the building designer.Fa general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI building Component 6904 Parke East Btvd. $atety Informa8on available from Truss Plate Institute.781 N.Lee Street Suite 312,Alexandra,VA 2314. Tampa,FL 33810-4115 i4 u4hern Pine SP�Eva»3.rer is s1:et'iTied,t:he atesignvaluesare-chaseeffective G6jG1/2013InVALSC Job Truss Truss Type Qty %y 76567588 141 a27 a-9 ROOF SPECIAL 1 Jab Reference(optional) TRUSSMART BUILDING COMPONENTS,Midway,GA,31320 Run:7.510 s Jan 20 2014 Print:7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 07 13:59:16 2014 Page 2 ID:8mtfidYrJ52OGveXz9muPAyjbuw-EAvGy2dNromDlgeFoQdOF9s_tEWR1 RITQbt9ihyVoS9 NOTES- 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except 0=1b)22=411,14=309. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12) Graphical pudin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. LOAD CASE(S) Standard ®NARMW, Vs-ttyrrslgr, .aa READ KTFS ON T7iJ,4Ahb U*a LOEM MTrf2CREFFAJX7 PACE llrr-7473 rae 4122112a14 wow aK.F � Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component.' Applicability of deiparameters design pameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown B for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the NliTek° 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/11I1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Intormalbn 10 able from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 2314. Tampa,FL 33610-4115 ff uthernPirre�SPrl—berisspecdied,thedesignvatuesarethoseeffectiveM/OA/)023 by ALSO t ' Job Truss Truss TypeTo Ply 141427 a-10 ROOF SPECIAL �s 76567589 Job Reference(oplio[MI) TRUSSMART BUILDING MPONENTS,Midway,GA,31320 Run:7.510 s Jan 20 2014 Print 7.530 s Jul 112014 MiTak Industries,Inc.Tue Oct 07 14:00:45 2014 Page 1 1'` ID:8mtfidYrJ52OGveXz9muPAyjbuw-7lovdUiCu8_axVxLWdjuMw2Bh6wONg6auxxNJ1 yVoom 2- 5-3-0 106 0 156-0 206-0 26-9-2 32-0-11 364-8 2-0"0 53-0 5-3-0 5-0-0 8-0-0 6-3-2 5-11-10 3-7-13 5x8= Scale=1:75.7 6 7.00 12 6x6 i 27 28 6x8 � 5 7 24 23 25 3x4= 1.5x4 11 3x4 4 8 3 4x8 i 28 9 300 = 2 5x8= 2x4 II 1 10 11 12 I- d 22 21 20 19 18 t7 18 15 14 13 —3x4 = 3x4= __ , 2x4 II 3x8— 4x12 II 3x8 4x4= 3x4 = 3x4 = 3x4= 1.5x4 II 53-0 10 156 6-0-0 20 L 26-9-2 32.8-11 36.4-8 `rte 6-0 5-3-0 5-0-0 O-0 6- 5-1110 3-713 Plate Offsets(X.Y� 12:0-2-14.0-2-01.118:0-2-4.0-1-81.121:0-3-0.0.1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.48 Vert(LL) -0.52 16-18 >832 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.15 BC 0.85 Vert(TL) -1.00 16-18 >435 180 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.05 13 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix) Weight:491 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals,and 2-0-0 oc purlins(5-4-13 max.):10-12. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-22,57:2x4 SP No.2 JOINTS 1 Brace at Jt(s):12,23 REACTIONS. (lb/size) 13=1440/0-2-0,22=1576/0-3-8 Max Horz 22=-354(LC 10) Max Uplift 13=306(LC 12),22=-414(LC 12) Max Grav 13=1451(LC 18),22=1600(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-26=1628/373,326=-1559/386,3-4=1554/401,4-5=2019/524,527=614/224, 6-27=557/252,6-28=-543/245,7-28=561/227,7-8=2020/545,8-9=2895/694, 9-10=3015/673,10-29=5200/1172,11-29=5200/1172,2-22=1534/489 BOT CHORD 21-22=-281/338,20-21=261/1544,19-20=-251/1724,18-19=-254/1725,17-18=-542/2541, 16-17=-542/2541,1516=-1261/5432,14-15=880/3670,1314=-880/3670 WEBS 10-15=-1414/396,520=0/543,7-18=-38/655,4-21=-826/207,2-21=-220/1355, 524=1304/378,2324=1325/385,2325=1325/385,7-25=1304/378,6-23=-81/279, 11-13=-3642/857,11-15=-401/1958, 3 6 2/857,11-15=-401/1958,8-18=1204/360,8-16=781737.10-16=-2917/725, ,,SPS 1 A!1 11 420 NOTES- ��`�•••�r'ENS+�•.t.7-� ,ice 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. 3938 Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. ". , Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. • ( "�'"" ;rCZ 3)Unbalanced roof live loads have been considered for this design. ''S AT E 4)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=5ft;Cat. -,0'-. 11/: Il;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-Oto 156-0,Exterior(2)15-6-Oto i�'�(� •( O R Q P;��,� 18-6-0,Interior(1)32-8-11 to 36-2-12 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 �j ss�•• >�\ `�l 5)Provide adequate drainage to prevent water ponding. N A 6)All plates are 3x6 MT20 unless otherwise indicated. '1111111110%%1� 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=IO.Opsf. FL Cert. 6634 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. October 7,2014 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) 11)�p7y(�pt �g;j�,lY&1jpg,��g".,(� ;g�,0 � )� AtI�SISr�ra1zf4981gF�[�tllfirtruss. Continued on p geF Deign valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. IN Applicability of design parameters and proper incorporation of component is responsibility us ity of buidling designer-not truss designer.Bracing shown B far lateral support of individual web members only.Additional temporary bracing to insure stability during construction B the responsibillity of the MiTek' erector.Additional permanent bracingdesigner.For of the overall structure is the responsibility of the building designFor genguidance general regarding fabrication,ciudity control,storage,derwery,erection and bracing,consult ANSI/rPil Quality Cdlerla,DSB-89 and 9CSI su9dng Component 6904 Parke East Blvd. Salety Informallon va' ble from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 2314. Tampa,FL 33870-4115 if Sauthem Pine�SP fs.N»her is sf>rerified,L}le r#rsigrt values ue these effect 1=06/01/2013 toy ALSO Job Truss Truss Type Ory Ply 78567589 141427 a-10 ROOF SPECIAL 1 TRUSSMART BUILDING COMPONENTS,Midway,GA,31320 Run:7.510 s Jan 20 2014 Print:7.530 s Jul 112014 MiTek Industries,Inc.Tue Oct 07 14:00:45 2014 Page 2 ID:8mtfidYrJ52OGveXz9muPAyjbuw-71ovdUiCu8_axvxLWdjuMw2Bh6wONgSaulo(NJ1 yVoQm NOTES- 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom Mord. LOAD CASE(S) Standard ®3YA/P?&N-i-Ye±itgrvtsk'r,ya^a:neaux nm}READ W U ON ra';AM,r3KZ W.F.G MZTfKREFIA�ACE PK±F lS2FT<T.i n![.{12.;j IIIIS6lLL'7aFf±lSF. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is far an inclividual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the 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/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information vp able from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 2314. Tampa,FL 33610-4115 NSauthernPine$SP htuaberisspecified,tlfedesignvaluesaret4neseeffective06r.O1/2Df3byALSC Job Titus Truss Type Qty ply 141427 &1 i Monopitch Girder 1 T6567590 2 Job Refergmge(optional) TRUSSMART BUILDING COMPONENTS,Midway,GA,31320 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 07 14:16:53 2014 Page 1 ID:8mtfidYrJ52OGveXz9muPAyjbuw-oXHsoTQOW ZxE3GxODw4ub28XfJOHBQ_2UXQbHwyVoBe 4-1-13 B-0-3 12-2-0 4-1-13 3-10-5 4-1-13 2.4 11 Scale=1:68.0 6 10.00 12 6x8 �i 3.4�i 5 0 4 Ow d 4x8 3 3x8 2 1 (++) (++) 4x8 II 9 8 7 3x10 11 8x8 - 6x8 MT20HS= 4-1-13 8-0-3 12-2-0 4-1-1 3-10-5 4-1-13 Plate Offsets(X Y�- [1704-8,0-0-121 [8:0-3-8,0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.85 Vert(LL) -0.05 8-9 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.15 BC 0.47 Vert(TL) -0.13 8-9 >999 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC2010lTPI2007 (Matrix) Weight:212 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-9 or purlins, BOT CHORD 2x6 SP SS except end verticals. WEBS 2x4 SP No.3`Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-8:2x4 SP No.2 WEBS 1 Row at midpt 6-7,5-7 SLIDER Left 2x4 SP No.3 2-7-7 REACTIONS. (Ib/size) 7=5800/0-3-8 (req.0-4-0),1=5800/0-3-8 (req.0-3-15) Max Horz 1=519(LC 7) Max Uplift 7=-1272(LC 8),1=-1193(LC 8) Max Grav 7=6755(LC 15),1=6629(LC 15) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-6599/1168,2-3=-6541/1202,3-4=-3455/703,4-5=-3393/719,5-6=-269/151 BOT CHORD 1-9=-886/4979,8-9=-886/4979,7-8=-497/2796 WEBS 3-9=-710/4293,3-8=-3102/678,5-8=-1305/6739,5-7=-5534/1183 NOTES- 1)2-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: ,', Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-6-0 or. `O�Ns A. •q�n//,,, Webs connected as follows:2x4-1 row at 0-9-0 oc. V 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to `� r•.•�\C•E•N 5�.. 9 i� ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. •• 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. b 3938Q 11;Exp C;End.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber 5OL=1.60 plate grip DOL=1.60 4)All plates are MT20 plates unless otherwise indicated. • .' 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i •'� 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide "AT E will fit between the bottom chord and any other members. 7)(++)WARNING:Required bearing size t joint(s)7,1 greater than input bearing size. iO�,� A, 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) ,��S 0 R k !• `% 7=1272,1=1193. /j S1�••• `\ �` 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10) Special hanger(s)or other connection device(s)shall be provided starting at 0-0-2 from the left end to 12-0-4 sufficient to connect truss(es)to front face of bottom chord. The design/selection of such special connection device(s)is the responsibility of others. LOAD CASE(S) Standard FL Cert. 6634 1 1) Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 October 7,2014 Contjjjpd•nrspag&Py Pal:,, Ir daaarAc,WT 5 ;NTHISAra uczuc r,ar rxnrrc rk.rrrr:4r=, z.;>ae<rr ru M. 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 parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support or individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M i l'r'' ek` 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[TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information cable from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22311, Tampa,FL 33610-4115 Ir 9nuthem pine�SP�Iutnber is specified,the design values are those effective tltJOI/2083 by ALSC Jab Truss Truss Type Qty ply 141427 B-1 76567690 Monopkch Girder 1 TKUSSMAKT BUILDING COMPONENTS,Midway,GA,37320 7.530 s Jul 112014 MTek Industries,Inc.Tue Oct 07 14:16:53 2014 Page 2 I D:8mtfidYrJ52OGveXzgmuPAyjbuw-OXHsoTQOwZ K E3GxODw4ub28XfJ OH B Q_2UXQ bHwyVoB e LOAD CASES) Standard Uniform Loads(pin Vert:1-6=-60,1-7=-905(F=-885) AWM..W.W-Ytxit[:RrYr,y:!:'ltnRntrx.sX RFAD RCi7E;ONiyyS AFL I.1C3.ta:�NITEX A.EIfRE FAXFISI[-747.;me tj2!;30.Sdtk'FQ4FIISf. � Design valid for use or*with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 'a far 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 MiTek` fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BIW. Safety Inforrnallon va'able from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 2311. (tSouthern.Pine�SP Itunher is specified,the designvaluesarethose effecti"(Mi/fl3../l02-3 byALSC Tampa,R 33810-4115 Job Truss Type Qty Ply Lw-20 Paradise preserve 78587591 141427 &2 MONOPfrCH i 1 Job Refereno tional TRUSSMART BUILDING PONE Midway,GA,31320 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 07 13:35:32 2014 Page 1 ID SmMdYrJ520GveXz9muPAyjbuw-UxD55BkOBTAgUyahxhWla6ud?DfZNKLtz2xojDyVooP r 6-1-0 12-2-0 6 1-0 6-1-0 1.5x4 11 Scale=1:65.9 10.00 12 5 3x4// 8 3.5// 4 3 3x4 3x4/i 2 1 3xB II 7 6 1.5x4 II 3x4= &1-0 12-2-0 Plate Offsets(X.Y)-- [170-5-4.0-0-151 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.57 Vert(LL) -0.03 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.15 BC 0.36 Vert(TL) -0.08 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Horz(rL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:86 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x6 SP No.2 311-13 WEBS 1 Row at midpt 5-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=481/0-3-8,1=481/0-3-8 Max Horz 1=432(LC 12) Max Uplift6=292(LC 12) Max Grav 6=551(LC 17),1=481(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=501/0,2-0=341/0 BOT CHORD 1-7=229/460,6-7=-229/460 WEBS 3-7=0/281,3-6=622/310 NOTES- ` j"%11IIIIlf/7 ' 1)Wind:ASCE 7-10;Vull30mph(3-second gust)Vasd=101mph;TCDL=6.Opsf;BCDL=6.Opsf-,h=25ft;B=4511t;L=24ft;eave=oft;Cat.ll; Exp C;End.,GCpi=O.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Intedor(1)3-0-0 to 1240-4 zone;cantilever left and �� p s A• q �i right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip -'�Q •'....... • DOL=1.60 ;. .r••.��G E N SF•. 9 '. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` ' - •_,";�"w 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 + No 3938Q,,; fit 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)except Qt=lb)6=292. E 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. :r¢ FL Cert. 6634 October 7,2014 AWAA.?VZ Yetitr a0.9.pa:u,n.sn aeSAEADt r_5ON 17125AAV I5117.tprEt.NF7Fx RFFFR'.'RCE DK,F XIi-3<73 n!c t12t11F4tdeE7Q.Q0AE Design valid for use only with MOek connectors.This design is based only upon parameters shown,and Is for on individual building component. �- Applicability of design parameters 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 MiTek' erector.Additional permanent bracing of the overall sm-ture is the responsibility of the building designer.For general guidance regarding I fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building component 6904 Parke East Blvd. Safely Information vo able from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 2314. Tampa,FL 33610-4115 N uthean Pirve�SP fannbea isspecified,Used"gn.valuesare those effective O6./DS/2013 by ALSC 1 Job Truss Type Qty Ply Lot-20 Paradise preserve 858 77592 141427 ' 63 COMMON STRUCTURAL GA 1 1 Job Referenceo tional TRUSSMART BUILDING Cy MPO S, Midway,GA,31320 7.530 5 Jul 112014 MiTek Industries,Inc.Tue Oct 0713:35:33 2014 Page t ID:8mtfidYrJ52OGveXz9muPAyjbuw-y8mTJXleymIX668tVP1G7JQo7czF6xNOCigMFgyV000 fi=2-0-0 .1-0 0--0 2-0-0 2-0-0 2-0-0 2-0-0 2-0-0 2-40 2-0.0 2-2-8 2-0-0 1-11-8 Scab=157.9 8 41= (+) op chord must be braced by end jacks, roof diaphragm,or property connected tg purlins as shown. 4x12 = 8 29 30 11 4 3 12 10.00 12 5 13 3x4 14 7 15 3x4'� 28 18 2 9 17 n 24110 18 c 01 27 28 25 3x6\� 3x8 11 3.10 II 3x4 = 23 22 21 20 19 ', 61-0 14-2-8 - 1 18-2-8 22-2-8 , 24-5-0 r 61-0 8.1-8 2-0-0 2-0-0 4.0.0 2-2-8 Plate Offsets(X Y>— f3.0-3-0 0-2-01 f17•Edae 0-2-121 f2T0-5.9 0-1-8) LOADING(psf) SPACING- 2-0-0 CSI. DEFL, In (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.55 Vert(LL) -0.03 24-26 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.10 24-26 >999 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.16 Horz(TL) 0.02 17 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:181 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing:26-27,24-26. WEBS 1 Row at midpt 8-9,10-23 JOINTS 1 Brace at Jt(s):5,7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-6-8 except(jt=length)27=0-3-8. (lb)- Max Horz 27=-363(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)22,21,19 except 27=254(LC 12), 23=-132(LC 21),20=-106(LC 12),17=117(LC 9) Max Grav All reactions 250 Ib or less at joint(s)23,22,21,20,19 except 27=642(LC 1),24=709(LC 1),17=294(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-28=-626/169,3-28=-587/211,8-10=396/339,10-29=-322/279,11-29=-336/272, %%J111111fIlli 16-17=-256/206,2-27=-619/316,3-4=-299/194,4-30=321/233,6-30=311/240, �� 6-8=-368/319,3-5=-472/170,5-7=-522/204,7-9=-594/266,9-24=532/102 �P� A BOT CHORD 26-27=-136/510,25-26=-141/504,24-25=141/504 ��, �}•••�Ci•E N,3 ••��l�j♦ WEBS 8-9=-295/283,3-26=0/266 ��,• �, •••e'��+ NOTES- 43938 6 1)Unbalanced roof live loads have been considered for this design. *�, 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.ll; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 12-2-8,Extedor(2)12-2-8 to -• _ �r� 15-2-8 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 =O�• ATE 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 ♦♦T •A, Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ♦ O R 10. 4)Provide adequate drainage to prevent water ponding. ♦♦j is••••••••• f`a'�% 5)All plates are 1.5x4 MT20 unless otherwise indicated. ��1 S�Q N A1-y 1%% 6)Gable studs spaced at 2-0-0 oc. � 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. FL Cert. 6634 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)22,21,19 except Qt=lb)27=254,23=132,20=106,17=117. October 7,2014 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WRF.m1#,,i-yerlfir:e rlar.Fa;arn•w,r s.d RFA..7FS:N Pf2.5 ANG 1NO..I.CEG'It TFx REFFaEP&T FA?E ltlr-34 T.I me U2,./FdU a.ORF4Xf. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component.' Applicability of design parameters and proper incorporation of component B er.responsibility of building designer-not truss designBrocing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the respomibillity,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 ANSIAPI1 Quality Criteria,DSS-89 and SCSI Building Component 6904 Parke East Blvd. SfSatPSFbIrst ,itA 781 ct1Tampa,FL 33610-4115auhe'n Pine umber issluerfiedtadewaueae hose effese 0 /0AO13 byALSf Job Truss Truss Type Qty Ply Lot-20Parad1se preserve 78587592 141427 0-3 COMAAOI4 STRUCTURAL GA 1 1 Job Reference o tional TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 0713:35:342014 Page 2 I D:8mtfidYrJ52OGveXz9muPAyjbuw-QKKrVNmGj4QOkGj436YVfXzytOJUrOdARMQvn6yVooN NOTES- 11)Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �WARWIRG-Yolty t49r.$a:a.atn:rs:ad RXArW TEX CN TMTS AMC UIO.UDfr NTTXX AfFEi-ht7 PRIX Mir-ss 7.1 nt a:12VIO 14 WOW nf Design valid for use only with MiTek connectors.This deign is based only upon parameters shown,and is for an individual building component. �a Applicability of design parameters 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 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 ANS17TPII Quality We",DSS-89 and SCSI SuShcng Component 6904 Parke East Blvd. Safely Intonnation gvaifable from Truss Plate Institute.781 N.Lee Sheet.Suite 312,Alexandria,VA 2314. Tampa,FL 33610-4115 N Southern Pine SP t1Tnitief is slTecified,the design.valtsesate those effective QFQI/2f)i3 by ALSC Job Truss Truss Type Qty Ply Lot-20 Paradise preserve T6567593 141427 B-4 COMMON 1 1 Job Reference o tional TRUSSMART BUILDING COMPONENTS, Mklway,GA,31320 7.530 s Jul 112014 MiTek Industries,Inc.Tue Oct 07 13:35:34 2014 Page 1 I D:8mtfidYrJ52OGveXz9mu PAyjbuw-0KKr W hnGj4QOkGj436YVfXzxiOL5rPQARMQvn6yVooN -2-0-0 6-1-0 2-0-0 6.1-0 4x4= Scale=1:37.3 4 10.00 12 4x4 41 N4.4 3 4x4 ii 9 0 8 2 i� d 7 � 1 8 axe 11 1.5x4 11 axe II 8-1-0 12-2-0 Plate Offsets(X Y)— f2:0--l-4.0-0-151,[670-5-4.0-0-151 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) Vdefi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.03 6-8 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.15 BC 0.36 Vert(TL) -0.07 6-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:77 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 SP No.2 3-11-13,Right 2x6 SP No.2 3-11-13 be installed during truss erection,in accordance with Stabilizer Installation i REACTIONS. (Ib/size) 2=607/0-3-8,6=607/0-3-8 Max Horz 2=203(LC 10) Max Uplift2=203(LC 12),6=203(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-9=508/109,3-9=-443/128,3-4=-435/152,4-5=-435/152,5-10=-443/128, 6-10=508/109 BOT CHORD 2-8=0/327,6-8=0/327 WEBS 4-8=0/279 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.11; j%II1�11��1, '0% � Exp C;End.,GCpt=0.18;MWFRS(directional)and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 6-1-0,Exterior(2)6-1-0 to 9-1- '0% A I� zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; ', �, , P q�A Lumber DOL=1.60 plate grip DOL=1.60 ,%� OE 0 G ••N••• �7 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. S�'••'�A'i� 4)'This truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 24)-0 wide will fit between the bottom chord and any other members. .• 3938 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)2=203, _ 6=203. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �rQ ATE � 1 r �`'•.;A, OR s f0 N Ati FL Cert. 6634 October 7,2014 AW:iRhSlsti-Yxvitp:xralr.ta:a.n¢n sad ArAl—WYE30N TW,SAAG ItK1.t�xT.MI7rK RLFFR`.tKi 7R;Flrrr-7<73 n!c£129i:dt4l6'TaRFu.Sf. Design valid for use only with Wei,connectors.This deign is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not friss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the 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/71`11 Qualify Creech,DSB-89 and 6CSI 6u0ding component 6904 Parke East Blvd. Safely Intormalon gvoable from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 2314. Tampa,FL 33610-4115 If Southern.Pirie 9951` lumber is specified,the d"Fn values are tihase effettrve 06 01/21)i3 by ALSO 1 � Job 7B- ss Truss Type Qty Ply Lot-20 Paradise xese ve 76567594 141427 COMMON SUPPORTED GAB 1 1 Jot, Ret nce o tional TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 07 13:35:35 2014 Page 1 ID:8mtfidYrJ52OGveXz9muPAyjbuw-u WuDkDmuUOYEMQIGcg3kCkWBYQksatQJfogSJYyVooM -2-0-0 6.1-0 12-2-0 14-2-0 2-0-0 6.1-0 6-1-0 2-0.0 4x4= Scale=1:36.9 6 5 7 e 3x4 4 3x4�� 10.00 12 3 9 10 zn 91 Ics 300 II 18 15 14 13 12 300 II 12-2-0 I 12-2-0 Plate Offsets(X Y)- 110:Edae 0-2 12) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.30 Vert(LL) -0.02 11 n/r 120 MT20 244/190 TCDL 10.0 Lumber Increase 1.15 BC 0.07 Vert(TL) -0.04 11 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:75 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 �be Tek recommends that Stabilizers and required cross bracing installed during truss erection,in accordance with Stabilizer tallation guide REACTIONS. All bearings 12-2-0. (lb)- Max Horz 2=191(11C 10) Max Uplift All uplift 100 Ib or less at joint(s)16,12 except 2=140(LC 12),10=140(LC 12),15=11 O(LC 12), 13=11O(LC 12) Max Grav All reactions 250 Ib or less at joint(s)14,15,16,13,12 except 2=265(LC 1),10=265(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=2ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)-2-0-0 to 1-0-0,Exterior(2)1-0-0 to 6-1-0,Comer(3)6-1-0 to 9-1-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; ,,,11 t►11!f7 f f, Lumber DOL=1.60 plate grip DOL=1.60 %% S A 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 ♦♦ P �L �� Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ♦ ''' PP q 9 9 P ♦♦ C E N,3'-. 4)All plates are 1.5x4 MT20 unless otherwise indicated. `��.' �'.�... i 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. 3938 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ;rQ 9)Solid blocking is required on both sides of the truss at joint(s),2. # • T 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)16,12 except(jt=lb) =O ATE 2=140,10=140,15=110,13=110. ��.� P.• 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ice,�'•. O R \ �\♦♦♦ •��`�S i INA`��,�♦♦ FL Cert. 6634 October 7,2014 A WM,W.tki-Yaftr':x rlgr.Pa:sr,nrv:re:a:3 R7.4D PKKTESCFI THLS AAL M0.VDr.r WTFK RFFT.W"1Q.PACF MIt-:473 n!c 1/2y,0ai4 affO-WI,/.SF. 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 parameters and proper incorporation of component is responsbility of building designer-not truss designer.Bracing shown is far lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilliy 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/TPII Quailly Criteria,DSB-89 and BCSI Building Component 6904 Parke East BIW. Safely InformaBon c]ailable from Truss Plate Institute,781 N.Lee Sheef.Suite 312.Alexandria,VA 2314. Tampa,FL 33610-4115 1t SoUtheyn Pine SP lumber is spec died,the design values me those,effective a D0 13by AlSC Job Truss Truss Type Qty Ply Lot-20 Paradise preserve T6567595 141427 C-1 MONOPITCH SUPPORTED 1 1 Job Reference(optional) TRUSSMART BUILDING COMPONENTS, Mday,GA,31320 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 07 13:35:36 2014 Page 1 to 8mtfidYrJ52OGveXz9muPAyjbuw-MjScxZnWFhh5zatSAXazky2L2g4aJK?SugvosyVooL 12-0-0 2-0-0 12-o-0 Scale=1:23.0 8 7 15 6 5 4 3.50 12 3x4 % 3 14 2 F1 F1 3x4= 4x8 II 13 12 11 10 9 12-0-0 Plate Offsets(X Y)- f2:0-3-8 Edael f2 0-5 10 Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.38 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 10.0 Lumber Increase 1.15 BC 0.10 Vert(TL) -0.01 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 9 n/a n/a BCDL 10.0 Code FBC201 OITP12007 (Matrix) Weight:54 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 Fbe k recommends that Stabilizers and required cross bracing —� stalled du ng truss erection,in accordance with Stabilizellationguide REACTIONS. All bearings 12-0-0. (lb)- Max Horz 2=170(LC 9) Max Uplift All uplift 100 Ib or less at joint(s)9,10,11,12,13 except 2=-150(LC 12) Max Grav All reactions 250 Ib or less at joint(s)9,10,11,12 except 2=291(LC 1),13=260(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-14=-265/126,3-14=-263/130,3-4=-256/141 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf,h=25ft;B=45ft;L=24ft;eave=2ft;Cat.II; Exp C.Encl.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)-2-0-0 to 1-0-0,Exterior(2)1-0-0 to 11-10-4 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 ♦♦,y�{111111) j,', grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry `♦♦ �P - •qL� Gable End Details as applicable,or consult qualified building designer as per ANSVTPI 1. ♦, �}.•�.Ci•E•N S'�•�• Oji 3)All plates are 1.5x4 MT20 unless otherwise indicated. ��.' �, C••.•e1 4)Gable requires continuous bottom chord bearing. 3 8.. ,r 5)Gable studs spaced at 2-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * -� 7)'This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical Connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)9,10,11,12,13 r ' •¢; except Qt=1b)2=150. E 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �,�• A O R ,O P•:\`J;o �� • C? �FL Cert. 6634 October 7,2014 ®1:YAP.,W.ttx-Yosttg'.Y.•'��Y:y:t:amaII:rx>a.RE.tf.!K•'7F.`.,.N1'35 AAti EYC:.Vt?7:MT3'FK A,FIftF.M7 Ch:[Mlri47II - .V7.`j:did�FaRf iISE 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 parameters 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/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BIW. Safely Information qvalable from Truss Plate Institute,781 N.Lee Street Suite 312.Alexandria,VA 22314. Tampa,FL 33610-4115 tf Scxuthesn Pine 1.5P)tumber is sperifrexl,the design values are tlsose effective(ki-/01/7.D13 Ery ALSO Job Truss Truss Type city, Ply Lot-20 Paradise preserve 78587598 1141427 C-2 MONOPITCH 8 1 Job Reference o tional TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.530 5 Jul 112014 MI eK Industries,Inc. I ue Oct 07 13:35:36 2014 Paye I ID:BmMdYrJ52OGveXz9muPAyjbuw-MIScxZnWFhhSzatSAXazky2KOq?XJC Sugv0s_yVooL 2_ap 6-313 5-6-11 0-- Scale=1:23.7 1.5x4 II 4 5 9 3.50 12 3x4 % 3 r ClI a e7 8 2 x4= 7 6 1.5x4 1 3x4= 12-0-0 5-313 11-10-8 11-1F71 6-313 5817 0-17-7 Qt-5 Plate Offsets(X Y)— 12:0 3-5 Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def! L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.42 Vert(LL) -0.04 2-7 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.15 BC 0.43 Vert(TL) -0.12 2-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2010lTPI2007 (Matrix) Weight:55 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing Fbe installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 2=604/0-3-8,6=457/Mechanical Max Horz 2=178(LC 12) Max Uplift2=-194(LC 12),6=-115(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-8=-908/121,3-8=-857/140 BOT CHORD 2-7=-254/820,6-7=-254/820 WEBS 3-7=0/276,3-6=-868/269 NOTES- 1)Wind:ASCE 7-10;Vul1=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf,h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 12-0-0 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 „ ,�� 11 I I i f#Il j, grip DOL=1.60 �� A. ”, 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 �� 0 •�C E N fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)2=1941 +*•: -N b 3938 — 6=115. 6)"Semi-rigid pilchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. a r 3 _ .`CZ 1`ATE � A, • • ORS•• •�Q ` jO N AI FL Cert. 6634 October 7,2014 AWA.R,'RN.i-y.ity xfXr,ya:ar.1¢n!rx>oJRFADPJ MX ON T.4MAAT.R1CZ.t?AEC MITEX P.Fr.R M7 CA:iF Ktr;,73 n'c f,12c,,,.aw&T;lftf?Kf_ Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building er component.' Applicability of design parameters 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 T'}' ek' 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/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informo8on —j)rble from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 2314. Tampa,FL 3 361 0-411 5 HSautheln Pine jSpJ Lumber is sps fied.,the deslgnvaluesare those effective i}{,�O0013 by A LSC 7 � Job Truss Truss Type Qty Ply Lot-�Pamadisereserve76587597 141427 C-3 MONOPITCH SUPPORTED 1 1ob o tionalTRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.530 s Jul 11 2014MiTek Industries,Inc.Tue Oct 07 13:35:37 2014 Page 1 ID:8mtfidYrJ52OGveXz9muPAyjbuw-qv0_gvo8??pybjSfkE5CH9bVNEQp2mEc7KeZORyVooK _2_0.0 10-0-0 - z-o-o 10-0-0 Scale=122.4 7 6 13 5 4 3x4 3.50 12 3 12 2 1 2x4 = 4x8 II 11 10 9 8 in- 10-0-0 Plate Offsets(XM- 2:0-3-8 Ede 2:0-6-10 Ed e LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.41 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 10.0 Lumber Increase 1.15 BC 0.10 Vert(TL) -0.01 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix) Weight:44 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. All bearings 10-0-0. (Ib)- Max Horz 2=141(LC 11) Max Uplift All uplift 100 Ib or less at joint(s)8,9,10,11 except 2=-153(LC 12) Max Grav All reactions 250 Ib or less at joint(s)8,9,10 except 2=291(LC 1),11=260(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=2ft,Cat.11, Exp C,End.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)-2-0-0 to 1-0-0,Exterior(2)1-0-0 to 9-10-4 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 ,`i►i{1111#1111 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry >> Gable End Details as applicable,or consult qualified building designer as per ANSIfrPI 1. e , 3)All plates are 1.5x4 MT20 unless otherwise indicated. % O,•'��•E•N S•• c, �i 4)Gable requires continuous bottom chord bearing. ' 5)Gable studs spaced at 2-0-0 oc. '• ' '� 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,, P40 3938 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)8,9,10,11 except k _ •t'�y jt=1b)2=153. j"•/�TE � J r :• 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ;O•, ` ., �5' • ORS • �? �FL Cert. 6634 October 7,2014 ®WAP..W.N.z-YExity M•iryr.(:a--sr'rx.a.!READWTEX tiN T.IVADK LYC tiCrT.!Q73'7Xr Ff7i..MT FA-4-P.lf 74T iJl^j�[A[6 fLFf;7Rf115C Design valid for use only with MiTek connectors.This designis based only upon parameters shown.and is for on individual building component. Applicability of design parameters 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 construction is the responsibillity of the MiTek'ek' 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/TFII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. tt t$ot Inforthe.'"e SA�lulm rtxar kNs{.tet ecl,ilEhe slesrgn values are ttr3Qsr eltfecUve OG U�./7033 by ALSC Tempa,F133810-4115 J r 'Job Truss Truss Type Qty Ply Lot-20 Paradise preserve 76587596 141427 D-1 MONOPITCH SUPPORTED 1 1 ob Reference o tional TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.530 s Jul 11 2014 MiTek ind'us'tries,Inc.Tue Oct 07 13:35:312014 Page 1 I D:8mtfidYrJ52OGveXz9m u PAyj buw-gvO_9vo8??pybj SfkE5C H9bVrEQR2m Fc7KeZORy Voo K -2-0-0 B-0-0 2-0-0 B-0-0 Scale=1:19.0 1.5x4 II 6 T 1.5x4 II 5 1.5x4 11 4 3x4 % 3.50 F12 3 10 2 1 9 8 7 2x4= 4x8 I 1.5x4 II 1.5x4 II 1.5x4 I 6-G-0 Plate Offsets(X Y)— f2.0-3-8 Edael f270-6-10 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.44 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 10.0 Lumber Increase 1.15 BC 0.13 Vert(TL) -0.01 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:34 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 [b�einstalled k recommends that Stabilizers and required cross bracing during truss erection,in accordance with Stabilizer llationguide REACTIONS. All bearings 8-0-0. (Ib)- Max Horz 2=112(LC 9) Max Uplift All uplift 100 Ib or less at joint(s)7,8,9 except 2=-155(LC 12) Max Grav All reactions 250 Ib or less at joint(s)7,8 except 2=291(LC 1),9=259(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=2ft;Cat.ll; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)-2-0-0 to 1-0-0,Exterior(2)1-0-0 to 7-10-4 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 �tllfilllil�j� 2)Truss designed forwind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry ,%%% Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Gable requires continuous bottom chord bearing. %, 0� E N+S' 4)Gable studs spaced at 2-0-0 oc. �` ••�C •• ,'�� 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)7,8,9 except Qt=lb) 2=155. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. • AT E :• 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ;O••• ''.F.� . . C' , 0 N A 11111111111101 �FL Cert. 6634 October 7,2014 ®WAl•.mmn, Vestry ler4,,Aar—,rn:rx&a:r READ.W,TE'.ON rlLS AAL r,11.VDrrMI TEK A.ff£ltZ.WrPAiEY-tS--i4r;me l/l.'.,-i a.i6 eTfckwusr 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 parameters 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 responsiblllity,of the Welk' erector.Additional permanent bracing of the overall stricture is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage,delivery.erection and bracing,consult ANSI/TPII Quality Criteria,DSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informationoilable from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 2314, Tampa,FL 33610-4115 If Southern Pine 5P lwmber is spetifiPd,the design values Are[hnse effective pC,/t}1/2013by A1.5C 7 � Job Truss Truss Type Qty Ply Lot-20 Paradise preserve 76567599 Job D-2 MONOPITruss 7 1 job Reference o tional TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 07 13:35:38 2014 Page 1 ID:BmtfidYrJ52OGveXz9muPAyjbuw-15aMMFpmmlxpDt1 rlydRgNBhodeHnBsIM_07wtyVooJ -2-0.0 40-0 9-0.0 2-0.0 4-0-0 4-0-0 Scale=1:19.0 1.5x4 I 4 3.50 12 3x4% 7 3 6 2 1 20= 5 2x4 = 3x4= 840 Plate Offsets(X,Y)- 2:0-0.9 Ed e LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.32 Vert(LL) -0.19 2-5 >499 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.15 BC 0.60 Vert(TL) -0.46 2-5 >200 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:36 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 SP No.1 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recomends that Stabilizers and required cross bracing be installed�during truss erection,in accordance with Stabilizer Installation e. REACTIONS. (Ib/size) 5=290/Mechanical,2=455/0-3-8 Max Horz 2=127(LC 9) Max Uplifts=-52(LC 12),2=-186(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-6=-430/179,3-6=-414/191 BOT CHORD 2-5=-350/372 WEBS 3-5=-389/327 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf,h=25ft,B=45ft,L=24ft,eave=4ft;Cat.ll; Exp C,End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 7-10-4 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 % PS A. grip DOL=1.60 • • 2)This W ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `�** Q C ENS•. y^ 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 ; �,••�� C••,•• r fit between the bottom chord and any other members. 3938 • 4)Refer to girder(s)for truss to truss connections. ,L 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5 except(jt=lb) " * ._- •~ 2=186. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •7Q 1 r 5` ATE7� " '� FS'••0 R\10 .• C?�� rO N A` 01, FL Cert. 6634 October 7,2014 ®WAP.MW, Y. Yyer's'ir,kit-e-,aid RL.it XrFf,9N T!?IS AD.9:,73fC:.VG' kfZ1rX P.EFFR:MZ'➢hiE Mrr-74. 'w 3J1. itl[4 F4'KaAr dRSF. '.. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. t Applicability of design parameters 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 iTek' 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/TPII Quality Criteria,DSIII-89 and BCSI Bundling Component 6904 Parke East Blvd. sc;t lnformanon q of ible from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria.VA 2314. Tampa,FL 33610-4115 1#Sow1M.pine gSP�hwnber i;specifieat.,the resign values are those effective Db 43i f 2t7i 3 iTy AL-SC Job Truss Type Dry Ply �1.-76- Truss 141427 Q3 MONOPITCH GIRDER 1 2 Refer12014 MiTek Industries,Inc.Tue Oct ti I 14:22:07 TRUSSMART BUILDING COMPONENTS,Midway,GA,31320 7.530 5 Jul 1 11 2Pagel ID:8mtfidYrJ520GveXz9muPAyjbuw-bxFZhrDMz1 VhkWykcsjWJGBLJudldIIbOGhOUCJjCJjyVo6k -2-0.0 4-7-4 8-0-0 2-0- 4-7-4 3-4-12 Scale=1:18.5 1.5x4 11 4 3.50 12 3x4 % 3 0 r= N 2Lj 1 x4 = 3x4 = g 7 5 2x4 I Special 4x4= 4-7-4 8-0-0 4-7-4 3-4-12 Plate Offsets(X.Y2:0-3-5 Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.15 Vert(TL) -0.01 6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:86 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5=478/Mechanical,2=478/0-3-8 Max Horz 2=124(LC 7) Max Uplift 5=-92(LC 8),2=-191(LC 8) Max Grav 5=485(LC 15),2=478(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-608/79 BOT CHORD 2-6=-73/544,6-7=-73/544,5-7=-73/544 WEBS 3-5=-585/99 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. ,,x,11111111111111 Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ,�� P CJ •q� tj ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. �� Q� •'••ENS'-.•••• 8 tai 3)Wind:ASCE 7-10;Vult=130m h 3-second ust Vasd=101 m h;TCDL=6.0 sf;BCDL=6.0 sf;h=25ft;B=45ft;L=24ft,eave=4ft,Cal. �� .••�G ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional) cantilever left and right exposed;end vertical left and right exposed;Lumber �� •�'.�' DOL=1.60 plate grip DOL=1.60 3938 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * ; 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. w 6)Refer to girder(s)for truss to truss connections. •�� 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5 except Qt=1b) i: 1�AT E .� 2=191. iON 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �� •, O R `�• \ `� 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)249 Ib down and 45 Ib up at S ........ \C?` 7-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. S/O N A� �� `\ 111111111111It� LOAD CASE(S) Standard 1) Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) FL Cert. 6634 Vert:1-4=-60,2-5=-20 Concentrated Loads(lb) October 7,2014 Vert:7=-211(F) AWRF.N;Ni-9,ni7p:.Y r!<I'r.(:a:ame n:rr.n.r RFAf.SC IFS QN 774T5 ARG L'K:.VGFT.MT 7EK A._FfRF3KT FhiF Y-TT413 1-i-/l�;`i O.i4 AFIL7.FF 3JSE 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 deign parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is far lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility 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/TPII Quality Criteria.DSB-89 and BCSI Building Component 8904 Parke East BWd. Safety Inlorma0on vat able hom Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Tempa,FL 33610.4115 Slate ei n P ne ISP)lumiler is Wex ifi ext,th a design values ar a thxrse_effective IIfi„r{}A/2D13 fry A LSf : r Job Truss ��T Type l]ty Ply Lot-20 Paradise preserve78587801 141427 D-4 OPITCM 2 1 job Reference o tional TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.530 s Jul 112014 MiTek Industries,Inc.Tue Oct 07 13:35:38 2014 Page 1 ID:BmthdYrJ52OGveXz9muPAyjbuw-15aMMFpmmlxpDtl rlydRgNBhidiLnD31M_07wtyVooJ -2-0-0 5-6-0 2-0-0 5-6-0 Scale=1:14.5 1.5x4 II 3 3.50 12 6 5 2 1 2x4= 4 2x4= 1.5x4 5.6.0 Plate Offsets 2:0-0-9.Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.37 Vert(LL) -0.04 2-4 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.11 2-4 >566 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:22 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. [MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=182/Mechanical,2=364/0-3-8 Max Horz 2=91(LC 9) Max Uplift4=-23(LC 8),2=-173(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.ll; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-0.0 to 1-0-0,Interior(1)1-0-0 to 5-4-4 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. 1111111 i ill!! 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 >>>1 A !!!! fit between the bottom chord and any other members. ��0\r'1`,••••••.A�e !j 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)4 except(jt=1b) : �`,•"�,�C'E N S�•' 9�f j�.Ii 2=173. = 3938 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 1 Nr ATE 0 R it i�!lSS�O N AC�--,,% !l�17111Ii1111 �FL Cert. 6634 October 7,2014 Aw,a>mm:-vevy xiiln�a:a:nesys asx aF.1c x 1F.•.os rtxs ons nrcl.c�er.:rxrrxleerrxrmr v.�1r a'rrrt«.;rer,t1z.:jtuts arrs.>Reuse 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 parameters 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• erecta.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection aril bracing,consult ANSI/71`11 Quality CrIterta.DSB-89 and SCSI Bul ing Component 6904 Parke East BNd. Solely Inlorma8on va ble from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria.VA 2314. Tampa,FL 33810.4115 NSauthesnPase�S� fslrnlse;isspecified,Ubedesign valuesareOtOseeffective06;�00013bVALSC a r Job Truss Truss Type Qty Ply Lot-20 Paradise preserve T8587802 141427 E-1 MONOPITCH STRUCTURAL 1 1 job Reference o tional TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.530 s Jul 112014 MiTek Industries,Inc.Tue Oct 07 13:35:39 2014 Page 1 ID:8mtfidYrJ52OGveXz9muPAyjbuw-nl8kZbgPXc3gg1 cl rf8gMagtgl3iWgrvae7gSJyVool 3-6-0 5-6-0 7-6-0 9-6-0 1180 2-0.0 3-6-0 2-0.0 2-0-0 2-0.0 2-0.0 SSB fl 1:22.4 8 7 15 6 5 3.50 12 3x4 4 3 14 2 it 10 9 3x4= 4x8 II 2x4 II 13 12 ';-6-0 1180 380 2-0.0 2-0-0 2-0.0 2-0.0 Plate Offsets(X Yl-- 12:0-3-8 Edgel [270-5-10 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.28 Vert(LL) -0.03 10-11 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.15 BC 0.27 Vert(TL) -0.08 10-11 >902 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:52 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. F ek recommends that Stabilizers and required cross bracing nstalled during truss erection,in accordance with Stabilizer allation guide. REACTIONS. All bearings 6-3-8 except Qt=length)9=Mechanical. (Ib)- Max Horz 2=162(LC 11) Max Uplift All uplift 100 Ib or less at joint(s)9 except 2=-156(LC 12),12=-127(LC 12) Max Grav All reactions 250 Ib or less at joint(s)9,13 except 2=297(LC 1),12=450(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 5-12=-261/126 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf,BCDL=6.Opsf,h=25ft;B=45ft,L=24ft;eave=4ft,Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(l)1-0-0 to 11-4-4 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 J 1111111 grip DOL=1.60 t4'S Q. lI,�,I 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry � .A Q, • Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1' `�� Q,,•�!✓E N S•, 9A!�� 3)All plates are 1.5x4 MT20 unless otherwise indicated. A,�,• N, �•'. -Jf 4)Gable studs spaced at 2-0-0 oc. •'�ri, 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6 3938 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will f fit between the bottom chord and any other members. ., Mr 7)Refer to girder(s)for truss to truss connections. :,fir 8) 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 to uplift at joint(s)9 except Qt=lb)2=156+ ' T 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ��'. A� P•. ��; O R 0 N A' �FL Cert. 6634 October 7,2014 ®rb4A.mmu aaJ RFAG.?iVM5WVF{TSAMVK7.t0FrN1TFK RFFfRFM7FACE Put-;113 nor.iJ2.;iQi4 AFr;'7RF rt.SE Design vola for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �e Applicability of design parameters and proper incorporation of component is responsibility,of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the 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/TPII Quality Crlfeda,DSB-89 and BCSI Building Component 6904 Parke East BIW, Sall Inlormaiton va able from Truss Plate Institute.781 N.Lee Street,Suite 312.Aie ondria,VA 2314. Tampa,FL 33610-4115 if Southern Prate isp)htmber is sperifi etl,the design valtuesare 191ase effectrwe tf O1/01311 VALSC Job Truss Truss Type Oly Ply T6567603 141427 E-2 Monopitch 3 1 Lb Reference TRUSSMART BUILDING COMPONENTS,Midway,GA,31320 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 07 14:22:35 2014 Page 1 ID:8mtfidYrJ52OGveXz9muPAyjbuw-nKxBaOZwNe1 i5g57FID5SA15gB7cJ9pO71Ghl5yVo61 -2-0-0 fa0-13 11-641 2-0-0 rr0-13 5-5-3 SAJe fl 1:21.9 4 8 3.50 12 3x4 3 7 2 rl 1 x4 = 6 5 1.5x4 II 3x4 = r 6-0-13 11-6411 r 6-0-13 5-5-3 1 Plate Offsets(X Y)— 12:0 3-5 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.37 Vert(LL) -0.04 2-6 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.15 BC 0.39 Vert(TL) -0.11 2-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:53 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installatio uide. REACTIONS. (Ib/size) 5=436/Mechanical,2=589/0-3-8 Max Horz 2=178(LC 11) Max Uplift 5=-88(LC 12),2=-209(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-7=-871/138,3-7=-821/156 BOT CHORD 2-6=-303/786,5-6=-303/786 WEBS 3-6=0/258,3-5=-808/255 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. 11;Exp C.Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 11-4-4 zone;cantilever left `�,�{1►111/�l�l and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber N0 DOL=1.60 plate grip DOL=1.600 ,ry� 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. ,� C EN 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 ��•••L� S�•'.�/Jj will fit between the bottom chord and any other members. - J 4)Refer to girder(s)for truss to truss connections. jf 3938 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5 except Ot=1b) * 1 W .r • 2=209. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. :c:fJ a _,.,. ¢► LOAD CASE(S) Standard 1"ATE : !u �'i�s ••......• ' C?�� FL Cert. 6634 October 7,2014 ®WAF.,W.Hi-Y<ciryc�es'fir.Aa:a.neA:Y%eod PXArWTES C,N 7/4JS.iftL IPK_ fr WTLKA,EALAErXY FACrMir;4J?nm VP!,.20wR.+.ogr,nE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is far an individual building component. Applicability,of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the 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 Al Quality Criteria.DSB-a9 and Il Building Component 6904 Parke East Blvd. Safely Information vaiable from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 2314. Tampa,FL 33610-4115 11 Sauthern PineISPI tumtrer is 4wc ified,the design values are Chase e#festive(16/01./2013 try ALSC r + Job Truss Truss Type Qty Ply Lot-20 Paradise preserve T8587604 141427 E-3 MonopilG1 8 1 Job Reference o tional TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 1.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 07 13:35:40 2014 Page 1 I D:Bmtf dYrJ52OGveXz9mu PAyj buw-FUi6nxq 1 IwBXSBBEPNfvvoDl wRPxF4H2pHtD?myVooH -2-0-0 4-313 30-0 i 2-0.0 4-313 4-2-3 Scale=1:20.5 1.5x4 4 3.50 12 3x4% 8 3 7 2 1 2x4 = 6 1.5x4 II 2x4 = 5 3x4= 4-31 + 8-10.8 9,OA 4-3133 4-0.11 Plate Offsets(X Yl-- [2:0-0-9 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.32 Vert(LL) -0.02 2-6 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.15 BC 0.27 Vert(TL) -0.05 2-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:41 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puliins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 2=488/0-3-8,5=327/Mechanical Max Horz 2=140(LC 12) Max Upliff2=-179(LC 12),5=-74(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-7=-617/106,3-7=-573/121 BOT CHORD 2-6=-213/547,5-6=-213/547 WEBS 3-5=-583/226 NOTES- 1)Wind:ASCE 7-10,Vu11=130mph(3-second gust)Vasd=101mph;TCDL=6.Opsf;BCDL=6.Opsf,h=25ft;B=45ft;L=24ft,eave=4ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 8-8-12 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 11111 i/� grip DOL=1.60 �1S A. 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 ,`% Q .\C�N S• V,9 � fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. r a 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5 except Qt=1b) 3938 . 2=179. *' 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. AT E ,. I��l/llllliill, FL Cert. 6634 October 7,2014 AWF.P„WMi-Ystiity�:ttkr,yn:>inr nirrt sa:f REAC!SC+7E5:3U 13.1L5 Af.�i.`K:.C'Fri;?471FX REFf..'LTKE Phi[Ydri4i:me iJ2.•„„%Zdi4 fL'7e^�4f V.S! � 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 parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the 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/TFII Quality Criteria,DSB-89 and SCSI Bundling Component 6904 Parke East Blvd. Safety Information q pPi ble from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610-4115 H Sauthern Pineg5P)Iuimber isspecified,the dex,gn valuesare those effective 06 0112.013 6YALK Job Truss Truss Type =PlyParadise preserve76567605 141427 E-4 Monopitch Supported Gable erence o tional TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.530 s Ju111 2014 MiTek Industries,Inc.Tue Oct 07 13:35:40 2014 Page 1 ID:BmtfidyrJ52OGveXz9muPAyjbuw-FUi6nxg11wBXSBBEPNfvvoDOKRQvF7s2pHtD?myVooH -2-0.0B-10-8 2-0-0 8-10-6 Scale=120.5 1.5x4 II 1.5x4 II 8 5 1.5x4 11 4 3x4% 3.50 12 3 10 2 F1 F1 1 9 8 7 2x4= 4x8 1.5x4 II 1.5x4 1.5x4 11 8-10-8 Plate Offsets(X Y�- f2 03-8 Edge] [2 0-6-10 Edget LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.42 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 10.0 Lumber Increase 1.15 BC 0.21 Vert(TL) 0.00 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC201 OrTP12007 (Matrix) Weight:38 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 Fb�etinstalled k recommends that Stabilizers and required Cross bracing during truss erection,in accordance with Stabilizer llation guide REACTIONS. All bearings 8-10-8. (lb)- Max Horz 2=124(LC 9) Max Uplift All uplift 100 Ib or less at joint(s)7,8,9 except 2=-155(LC 12) Max Grav All reactions 250 Ib or less at joint(s)7,8 except 2=315(LC 1),9=358(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 4-9=-252/258 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;8=45ft,L=24ft;eave=2ft;Cat.ll; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)-2-0-0 to 1-0-0,Exterior(2)1-0-0 to 8-8-12 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 %.%% S A. 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry � 0� . Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. � Q•••\C E N S•. �j, 3)Gable requires continuous bottom chord bearing. :��.' 4)Gable studs spaced at 2-0-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' YO .793$ 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)7,8,9 except Qt=1b) �• r��r� 2==155. ':�lU� 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ATE=O � 44/` T •,d'19/1 *NX**A FL Cert. 6634 October 7,2014 AWAF.H3MiYesity J[sigr.E remrx aa8 RE4f.X7F..`,ON r.*=rS AAK L'+CS.UCLT.NZ R'X P,£If.?L'MT Yikzf M.Ir iCt rtFfJl";"iA.£k Ff:TSJ.4f 15£ � 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 parameters and proper incorporation of component is responsibBity of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the 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/71`11 Quality Cdtedo,DSB-89 and BCSI Bonding Component 6904 Parke East Blvd Safety Inform anon val able from Truss Plate Institute,781 N.Lee Street,Suite 312,Ale andrio,VA 2314. Tampa,FL 33610-4115 jf"Cuthern PirreISP)to ntx ,is specified,the design valuesare those ffe"Ime Of,.of _013 LryALSC Job Truss Truss Type Qty Ply Lox-20 Paradise preserve T858711(IB 141427 F1 GABLE 1 1 Jobferen 'o al TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.530 s Jul 112014 MiTek Industries,Inc.Tue Oct 07 13:35:41 2014 Page 1 V_ID:8mtfidYrJ52OGveXz9muPAyjbuw-jgFGrf3DJ04LmQz4ABR?IGSroC aKC2xcnXCyVooG 0-'FI,•B 0.1H8 Scale=1:37.0 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 qq 40 Y 11 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 3x4= 3x6 FP= 3x4= 10-10-4 14-0 2-9-0 4-0-0 5+0 6-8-0 9-4-0 10$-0 1 1219 13-8-8 15-0-8 1648 17-9-9 19-0-8 20-4-8 21-9-9 110 110 110 110 110 14-0 14-0 110 0-4 1-1-0 110 1-4-0 1-4-0 110 1-4-0 1-4-0 110 0-24 Plate Offsets(X.Y)-- f 19:0-1-8.Edgel.139.0-1-8 0-1-01.[4070.1-8 0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl I PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 HOrz(TL) 0.00 20 n/a n/a BCDL 5.0 Code FBC2010rrP12007 (Matrix) Weight:96 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 21-8-8. (lb)- Max Grav All reactions 250 Ib or less at joint(s)38,20,21,22,23,24,25,26,27,28,37,36,35,34,32, 31,30,29 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 2x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to !!!! �j be attached to walls at their outer ends or restrained by other means. �! l� 110 .... E N s�eq 3938 •r ir ATE •u/ oil FL Cert. 6634 October 7,2014 f9ARMAEi-Yertry tirrilr,sa:a,r:revs aa1 RF.40,1C%rF5 ON T*tLSAAL RKr.6P.F.T.:Mr1kX REff.RE.TKP FX:F MI[-S<73 dec.r�2.;fiei4 8f7A¢E!/,SE � Design valid for use only with MTek connectors.This design's based only upon parameters shown,and is for an individual btAding mcomponent. Applicability of design parameters and proper Incorporation of component's responsibility of building designer-not truss designer.Bracing shown is for literal support of individual web members only.Additional temporary bracing to insure stability during construction is the respo-ibiM'ity of the erector.Additional permanent bracing of the overall structure is the responsibi ity of the building designer.For general guidance regarding M iTek' fabrication,quality control,storage,deWery,erection and brocing,consult ANSI/TPII WroMy Criteria,DSB-89 and SCSI Bulking Compared 6904 Parke East Blvd. Solelyf€f#SS them Pme(SPIfbiunsh"iss;1ecified,Institute, the 781_NALee ya$t�sta$o8 los Alexandria,�300f3 by'A#.SC Tampa,FL 338104115 Job Truss Truss Type Oty Ply 76567607 141427 F2 Floor 6 1 J�Referenc.(..t,.r,.I1__ TRUSSMART BUILDING COMPONENTS,Midway,GA,31320 Run:7.510 s Jan 20 2014 Print:7.530 5 Jul 11 2014 MiTek Industries,Inc.Tue Oct 07 14.23.17 2014 Page 1 ID:BmffidYrJ52OGveXz9muPAyjbuw-YPUOOn3GUYK17H IBjZzx9126r6JD93TanHSwmgyVo5e 2-6-0 0.r 10-01 0-48 Scale=1:36.3 2x4 2x4 2.4 11 48= 2x4 3x4= 2x4 II 20 II 3x4 = 3x6 FP= 48 = 2x4= 1 2 3 4 5 6 7 8 9 10 11 19 0 1 17 16 15 14 13 3x6 = 48= 48 VM= 3x4 = 3x4= 48 = 3x8= 21-8-8 21-" Plate Offsets(X Y)-- f5:0-1 8 Edoe1 f6-0-1-8 0-0-01 [11.0.1-8 Edael 113.0-2 12 Edael [14.0-1-8 Edael 115.0-1-8 Edge) [16.0.0 0 0-0-12) 177:0312 Edoel 119:0-1-8.0-1-01 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.97 Vert(LL) -0.53 14 >489 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.98 Vert(TL) -0.83 13-14 >312 240 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.13 12 n/a n/a BCDL 5.0 Code FBC2010(TPI2007 (Matrix) Weight:108 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.1(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (Ib/size) 12=1177/0-3-8,18=1184/0-3-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3872/0,3-4=3872/0,4-5=-5279/0,5-6=-5279/0,6-7=-5279/0,7-8=-3904/0,8-9=3904/0,9-10=3904/0 BOT CHORD 17-18=0/2245,16-17=0/4864,15-16=0/4864,14-15=0/5279,13-14=0/4881,12-13=0/2291 WEBS 10-12=-2516/0,2-18=-2482/0,10-13=0/1784,2-17=0/1798,7-13=1080/0,4-17=-1097/0,7-14=113/782, 4-15=-100(795 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)The Fabrication Tolerance at joint 16=11% 4) Following joints to be plated by qualified designer:Joint(s)16,not plated. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. , !11111111 f1j 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. III Strongbacks to be attached to walls at their outer ends or restrained by other means. � PS• pl• . .. 7i 7)CAUTION,Do not erect truss backwards. ��0 • •`� \OEN LOADCASE(S) Standard ��•••�,�+'3938 .•e'��M� --10 ATE •�[/ •�. •. 10 N A�E�C��, FL Cert. 6634 October 7,2014 t9ARMW, YxIfyAOgg tara:naa:rx:•e READ PC,TTS-N THIS AM&NO.uDED 1V?TKAEFE?_VV'1•PAG JRf-5473 n!x Sf2!1id1[4 Wow.fKF. Design valid fa use only with Mffek connectors.This design is based only upon parameters shown,and is for an individual building component.' Applicability of design parametersm and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown B for lateral support of individual web members only.Additional temporary bracing to insure stability during construct-ion 6 the respomiullity of the Welk'm .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 Bhd. ffff s Information he n Pine tfiP)ibumber TrsNsipecifted,�tLbe des+gLee values aSuite e Lhos elffectiv�e 0001/2023 try ALSO Tampa,FL 33810-4115 r14 b Truss Truss Type Qty Ply Lot-20 Paradise preserve 78587808 1427 F3 Floor 2 1 Job Reference(optional) TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 07 13:35:49 2014 Page 1 ID:8mtfidYrJ52OGveXz9muPAyjbuw-UDkWgOxgBhJF1ZNyRmJ1mh5Vz3LBs6tNtBYCpkyVoo8 2S0 1-2-8 0x8 Scale=1:24.6 2x4 II 2x4 II 3x6= 2x4 II 2x4 II 3x6 = 2x4= 1 2 3 43x4= 5 6 7 13 q 7 1 11 10 9 3x4= 3x4= 2x4 II 3x8= 3x6= 14-5-8 14-5.8 Plate Offsets(X.Y)_- [3:0-1-8.Edgel.14:0-1-8 Edael.[7:0-1-8.Edge) [10:0-1-8.0-0-0).[11:0-1-8.Edpj.f13:0-1-8.0-1-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 Vert(LL) -0.18 9-10 >959 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.77 Vert(TL) -0.26 9-10 >670 240 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.04 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:72 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 8=779/0-3-8,12=785/0-3-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2235/0,3-4=2235/0,4-5=-2219/0,5-6=-2219/0 BOT CHORD 11-12=0/1408,10-11=0/2235,9-10=0/2235,8-9=0/1425 WEBS 6-8=1563/0,2-12=-1556/0,6-9=0/878,2-11=0/929,5-9=307/0,3-11=-264/0,4-9=-347/228 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. 4)CAUTION,Do not erect truss backwards. A. 3938 - ATE N A�� 0'. FL Cert. 6634 October 7,2014 A7YAk?JfA:i Yerlty'Xi1gr,f:�-a:nr ewx aaJ RfAC T,P.-.7E5 9N 7425 AAL[M7.t+CFC NT i7K REffftEtXF RAGF KI[Td73,ac 3JZ�jYdrd aTFa7RFa1.5f. Design valid for use only with MiTek connectors.This design B based only upon parameters shown,and is far an individual building component. Applicability of design parometeproper incorporation and proincorporation of component B ons respbBity of building desgner-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/TPII Quality Criteria,DSB-89 and BCSI Building component 6904 Parke East BIW. Solely Informallon vo able from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 2314. Tampa,FL 33610-4115 N Sox.rthern Pin4va"r.lvanher is specified,the design values axe those effective 01/2D13 by A L5C Job Truss Truss Type Qty Ply Lot 20 Paradise preserve T8587809 141427 F4 Floor 2 1 Job Refers ce o i I TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.530 s Jul 112014 MiTek Industries,Inc.Tue Oct 0713:35:50 2014 Page 1 I D:BmtfidYrJ52OGveXz9muPAyjbuw-yPlutLyly_R6fjy9?TgGJvdgkTfAbZR VJGrII LByVoo7 1 2-6-0 i 0-11-0 D" h Scale:1/2"=1' 2x4 11 2x4 I I 3x6 = 2x4 II 2x4 11 3x4= 2x4= 1 2 3 43x4 = 5 6 7 13 q T 12 11 10 9 3x4= 3x4 = 2x4 II 3x6= 34— - 142-0 Plate Offsets(X Y)— 13:0-1-8 Edge],f4.0-1-8 Edael [TD-1-8 Edgel [10:0-1-8 0-0-01 111:0-1-8 Edgel 113:0-1-8.0-1 01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.15 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.22 9-10 >763 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 HOrz(rL) 0.04 8 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:72 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing:9-10. REACTIONS. (Ib/size) 8=763/0-3-8,12=769/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2152/0,3-4=2152/0,4-5=-2147/0,5-6=2147/0 BOT CHORD 11-12=0/1372,10-11=0/2152,9-10=0/2152.8-9=0/1390 WEBS 6-8=1524/0,2-12=-1517/0,6-9=0/838,2-11=0/872,5-9=300/0,4-9=-314/234 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 1040-0 oc and fastened to each truss with 3-1 Od(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. ,, % Oji •,......,, 6-3938 rQ _..ATE O�. A, P '.��'�• •COR,�. jill FL Cert. 6634 October 7,2014 AWARNtM-V.ityr*Agnpa:imen adREAD XT:'.DN VM AM IteMLOEr.14rTFK RE.rfAIINCE 7XeFl MR,747.3 V2ill a14 at7ORF7/... Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. �w Applicobility of design parameters and proper incorporation of component is responsBbility of building designer-not truss designer.Bracing shown is far lateral support of individual web members only.Additional temporary bracing to insure stability during cc rnstrucfion is the responsibillity of the erecta.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M iTe k fabrication,quality control,storage,delivery.erection and bracing.consult ANSI/TPII Quality Cdteda,DS111-89 and BCSI Building Component 6904 Parke East BIW. safely Inf—UPH va ble from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 2314. Tampa,FL 33610-4115 IM Pase1S't�ltxytbee is speraieit,the design vakms we those effecltre 06/02/2013 byAt.SC Job Truss Truss Type Qty Ply Lot-20 Paradise preserve T8567610 141427 F5 Floor 3 1 Job Referenceo tional TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 07 13:35:50 2014 Page 1 ID 8mtfidYrJ52OGveXz9muPAyjbuw-yPlutLy ly_R6fjy9?TgGJvdhyTfCbWzVV6rl ILByVoo7 2-6-0 � 2-3-8 f 0-9-0 0.H8 Style=1.29.3 Special 3x6 = 2x4 II 2x4 3x6= 2x4 I I 3x4= 3x4= 2x4 3x6 FP= 4x8= 2x4= 1 2 3 4 5 6 7 8 9 10 19 18 17 16 15 14 13 11 3x4= 3x6 FP= 4x8= 2x4 II 2x4 II 4x8= 3x6 = 4x8 = 16-0-8 0.-8 1-40 Plate Offsets(X.Y)— [4:0-1-8.Edae1.f5:0-1-8 Edgel (10:0-1-8 Edgy f11:Edge.0-1-81,[14:0-1-8.0-0-01 [15:0-1-8 Edgel,(19:0-1-8.0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.19 15 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.91 Vert(TL) -0.28 15 >690 240 BCLL 0.0 Rep Stress Incr NO WB 0.58 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:91 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 12=1976/0-3-8,18=821/Mechanical Max Grav 12=1976(LC 1),18=863(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 11-19=-962/0,10-19=-961/0,2-3=-2522/0,3-4=-2522/0,4-5=-2815/0,5-6=-2452/0, 6-7=-2452/0,7-8=0/727,8-9=0/727 BOT CHORD 17-18=0/1564,16-17=0/1564,15-16=0/2815,14-15=0/2815,13-14=012815, 12-13=-207/1452,11-12=-727/0 WEBS 9-12=-1136/0,2-18=-1729/0,7-12=-1850/0,2-16=0/1059,7-13=0/1202,3-16=-282/0, 6-13=-272/0,4-16=-507/199,5-13=-703/3,9-11=0/1219 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. {{{11111) 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 ,��`P� A. •q ''I�� be attached to walls at their outer ends or restrained by other means. ,� O 5)CAUTION,Do not erect truss backwards. �� r \GKE•N,3 gif�i 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)935 Ib down at 16-11-12 on top \ e _ �• ••• i chord. The design/selection of such connection device(s)is the responsibility of others. V 393$ 7)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)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 4AT Uniform Loads(plf) Vert:11-18=-10,1-10=-100 i 4 Concentrated Loads(lb) •�•�( P'••�� Vert:10=-935(F) 0 R 1• C? �� 0 N A'11y��• FL Cert. 6634 October 7,2014 Aw.,"Wros-YaAfy o.q.ye:A.nKkirY aa8 RFA(.KTr303J V11SAff-VICI.UOE^YTTEX P.EFEAWT PXxE M,Ir 7413 mu iJ2.•.,%ia[4 R'T.7RE USE Design valid for use only with Ivi connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters 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 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/TPII 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 2314. Tampa,FL 33610-4115 if Sg•'•uth er n Pine ISP)lumber is Wef ifi ed,the dasign values are those effe=Live 136:1 0I.N13 by A L SC Job Truss Truss Type 7QtY141427 FB Floor 1 Ply Lot-20 Paradise preserve 76567611 Job Reference o tional TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.530 s Jul 112014 MiTek Industries,Inc.Tue Oct 07 13:35:51 2014 Page 1 I D:8mtfidYrJ520GveXzgmu PAyjbuw-QbsH5hzwi IaZGtXLYBLVr5Af5t?BKz 1 gLV 1 JudyVoo6 280 0.7-0{ 0.�9-�0.H8 Scale=1:29.8 Special 2x4 I I 2x4 3x6= 2x4 II 3x4= 3x4= 2x4 Il 3x6= 4x8= 2x4= 1 2 3 4 5 6 7 8 9 17 0 1 15 14 13 12 10 3x4= 4x8 = 2x4 11 2x4 11 4x8= 3x6= 4x8= 17-5-e 1-40 Plate Offsets(X,YI-- 14:0-1-8.Edge].[5:0-1-8,Edge] 19:0-1-8,Edge] [10:Edne 0-1-81.[13:0-1-8.0-0-01,[14:0-1-8 Edge],117:0-1-8.0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def! Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.58 Vert(LL) -0.20 14 >987 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.93 Vert(TL) -0.30 14 >661 240 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code FBC2010/71`12007 (Matrix) Weight:92 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 Dc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 11=1991/0-3-8,16=838/0-3-8 Max Grav 11=1991(LC 1),16=879(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 10.17=-962/0,9-17=-961/0,2-3=-2590/0,3-4=-2590/0,4-5=-2924/0,5-6=-2525/0, 6-7=-2525/0,7-8=0/727 BOTCHORD 15-16=0/1598,14-15=0/2924,13-14=0/2924,12-13=0/2924,11-12=-200/1485, 10-11=-727/0 WEBS 8-11=-1138/0,2-16=-1767/0,7-11=-1884/0,2-15=0/1096,7-12=0/1244,3-15=-285/0, 6-12=-286/0,4-15=-555/180,5-12=-751/0,8-10=0/1218 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. 1�,, %1111111 J l/ '! 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. �� p S A• q !!! 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)935 Ib down at 17-3-4 on top chord. X \Ci•E•N S*'•• q �� The design/selection of such connection devices Is the responsibility of others. :• \ '. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). J40 3938 - LOAD CASE(S) Standard µ r 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 , Uniform Loads(plf) Vert:10-16=-10,1-9=-100 54' ATE Ur Concentrated Loads(lb) Q <C/ Vert:9=-935(F) •;C( O R•��4'Cj�=>,� S,0 N A` FL Cert. 6634 October 7,2014 ®WRP,N{N:x-yeity'Aoa.Rtr:awn n:rt&a:S RFADWTTS ON 771TSAHG L1C;.VC 7FfZ7FK R17fR M"I Fvr Par 7473 rt!c fJ2.^.,%iaid f}.'yaRfU.S£ 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 parameters 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/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlorma8on vol able from Truss Plate Institute,781 N.Lee Street Suite 312,Alexandria,VA 2314, Tampa,FL 33610-4115 H S%thern Pine gSP�lumber is spe=rfied,the design values are these effective G6/01/201 3 by ALSO J Job Truss Fruss.T—,pe Qty Ply La-20 Paradise preserve76567612 F7 1 1 Job Reference(optional) TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 07 13:35:51 2014 Page 1 ID:8mtfidYrJ52OGveXz9muPAyjbuw-QbsH5hzwilazGtXLYBLVr6AxStAcK6cgLVIJudyVoo6 0-1-8 H 15-11-4 1-0-4 0-H8 scale=1.29.7 Truss is not designed to support concentrated loads at its cantilevered end(s). 3x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 30 28 27 26 25 24 23 22 21 20 19 18 17 16 15 3x4 = 3x4= 3x4= 5- 1-4.01-4-0 1-4-0 0-8-12 0.8-12 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-2- 1-1-8 Plate Offsets(X Y]f [14 0 1 8 Edge] f16:0-1-8 Edgy [29'0-1-8 0.1-0],[30'0-1-8 0-1-01 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 16 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:79 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 16-5-8. (lb)- Max Uplift All uplift 100 Ib or less at joint(s)17 Max Grav All reactions 250 Ib or less at joint(s)28,17,18,19,20,21,27,26,25,24,23,22 except 16=256(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 2x4 MT20 unless otherwise indicated. 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)17. X11111 I i f)�� 6)Non Standard bearing condition. Review required. %% 7)"Semi-rigid pilchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ♦♦1♦-*P S •A• . 8 gp Recommend 2x6 strop backs,on ed e,s aced at 10-0.0 oc and fastened to each truss with 3-tOd(0.131"X 3")nails. Strongbacks to ♦ 0 e be attached to walls at their outer ends or restrained by other means. ♦♦ •\G EIN 9)CAUTION,Do not erect truss backwards. '` -" •,�:�' Yb 3938 ATE OR i0NA1 �,`,`♦ FL Cert. 6634 October 7,2014 ®VrARNi ri.3 YesiJy.x:kr.y a.rx.:n�r REAT.!,CTE5 ON TNTSAIX rYCZ.tiCET YF1FXRiFfi{..N:7 PAV Mrr;473 n?a W2^/20 14 MT REIMS 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 parameters 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 responsibilllity,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/TPI7 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Bled, Safely Informa8on of able from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 2314. Tampa,FL 33610-4115 if 5authwn Pine7SPr lrranber is sprecifies#.,tha resign values are idose effective 06.09./2023 tvyALSC —_ r Job Truss Truss Type Qty Ply Lot-20 Paradise preserve 78587813 141427 F8 GABLE 1 1 Job Reference o tional TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 07 13:35:52 2014 Page 1 ID BmtfldYrJ52OGveXZ9mu PAyjbuw-uoQfl 1_ZTciqu 15X6utkON8ZHZm3ZOpa9nsQ3yVoo5 o" 0" Scale=120.5 1 2 3 4 5 6 7 8 9 10 El 1 21 22 qq � Y 20 19 18 17 16 15 14 13 12 11 3x4 = 3x4 = 14 0 2-&o a o 0 S a o 10`141 1 0 s 1ao 8 2-D s 6 0 1010 0 12-z-o 1-4-0 1-4-0 1-4-0 1-4-0 0-9-0 0-9-0 1-4-0 1-4-0 1-4-0 1-4-0 Plate Offsets(X Y)-- f10:0-1-8 Edgel 1210-1-8 0-1-01.[22:0-1-8.0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 11 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:55 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(fiat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flal) REACTIONS. All bearings 12-2-0. (lb)- Max Grav All reactions 250 Ib or less at joint(s)20,11,12,13,14,15,19,18,17,16 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 2x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �%`% AS A. GENS••..q ',. �b 3938 ATE ��FS•. O R 1• C?``� FL Cert. 6634 October 7,2014 ®W".p"nu,-V,.Ity".m rkgn sataarea:re«a3 REA1,W,,7x.S 4N TWS AP&ZNO4 LOM MIT7K Arrr.ArKTDK:E ME i4?.{me U2!iiD 14 M-FaREVJS, Design valid for use only with MiTek connectors.This design k based only upon parameters shown,and is for an individual building component. Applicability of design parameters 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 T ®k' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 8904 Parke East BIW. Solely Information va able from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria,VA 2314. Tampa,FL 33610J115 IT 5xauth-n.Pine SP lumber is specified,the design valuesare'those effective 0'6.01./7013#ryALSL Job Truss Truss Type Oty Ply Lot-20 Paradise preserve 78587814 14427 F9 Floor 1 1 Job Reference o tional TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.530 s Jul 112014 MiTek Industries,Inc.Tue Oct 07 13:35:52 2014 Page 1 ID:8mtfidYrJ52OGveXzgmuPAyjbuw-uoOfl 1_ZTaqul5X6utkOr43yHOU3U5pa9ns03yVoo5 0-1-8 p,�.g H 2-6-0 1-5-0� 1 I`1 Scale=1:20.5 2x4 2x4 2x4 = 3x4 = 2x4 2.4 I 3x4= 2x4 = 1 2 3 4 5 6 11 12 9 8 3x4= 3x6= 3x4= 3x6= 12-2-0 12-2-0 Plate Offsets(X Y)-- (3'0-1-8 Edgel f4'0-1-8 0-0-01 16.0-1-8 Edgy 18.0-1-8 Edael f9'0-1-8 Edgel [11'0-1-8 0-1-01,112.0-1-8 0-1-0) LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.12 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.24 9-10 >599 240 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.03 7 n/a n/a BCDL 5.0 Code FBC2010lTP12007 (Matrix) Weight:61 b FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=649/0-3-8,7=649/038 FORCES. (lb)-Max.Comp./Max.Ten.-Ali forces 250(lb)or less except when shown. TOP CHORD 23=1628/0,34=1628/0,4-5=-1628/0 BOT CHORD 9-10=0/1148,8-9=0/1628,7-8=0/1148 WEBS 5-7=1258/0,2-10=-1258/0,5-8=0/611,2-9=0/611 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. `jtittl[fflll, 0 C'E'N - yt 6- 3938 AT %,�Ssi o 4 O•R,� �``,� ONAl e-.�0 FL Cert. 6634 October 7,2014 ®WAP.TRMi YeriJy'.kY�a ya:v;ne4ie:e.f REAT.!Xi TFS CT!T.'iL5 Ahti rM4t�£7'YTTFKkFFL'REMFYAuf JrfETCT.1!ei 372 jfaEk HFT44f'U.SF. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component k responsibility of building de,sger n -not truss der.esignBracing shown is fa lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Mire k' 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. Safety Information c}voI'Joble from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 2314. Tampa,FL 3 361 0-411 5 1f Southern Pine{S J rierher iz spetifieai,the design values are khas.e etfettive 66 Ui/`2D23 by ALSG a Job Truss Truss Type Qty Ply Lot-20 Paradise preserve 78567615 141427 F10 Floor 1 1 Job R n i nor TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.530 s Jul 112014 MiTek Indushies,Inc.Tue Oct 07 13:35:43 2014 Page 1 ID:BmtfidYrJ52OGveXz9muPAyjbuw-f3NFPytvbrZ6Jevo4VCcXQrX6eMpSQdUVF5ub5yVooE 0-1-8 1�2�8 t��12 t�12 HI—�� r'�-"—� r"_"_� �"'� Scala 81:41.7 2.4 11 2.4 I 2x4 = 2.4 11 2x4 11 2x4 I I 3x6 FP= 2.4 11 2x4 I I 2x4 = 1 2 3 4 5 6 7 8 9 10 11 1213 14 15 16 17 18 2 33 I� 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6= 2x4 11 3x6 = 3x6 FP= 3x6= 3x6= 5-7-0 6-9-8 2-7-8 6-7-12 Plate Offsets(X,Y)— [3:0-1-8,Edge],[4:0-1-8,Edge],[7:0-1-8,Edge],[8:0-1-8,0-0-0],[14:0-1-8,Edge],[15:0-1-8,0-0-0],[18:0-1-8,Edge],[21:0-1-8,Edge],[22:0-1-8,Edge],[26:0-1-8 Edgel [27:0-1-8,Edge],129:0-1-8 Edgel [30'0-1 8 Edgel [32:G-1-8.0-1-01.[33:0-1-8.0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.39 Vert(LL) -0.0620-21 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.51 Vert(TL) -0.1020-21 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(rL) 0.02 19 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:131 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 0-3-8 except(jt=length)31=Mechanical. (lb)- Max Grav All reactions 250 Ib or less at joinl(s)except 31=284(LC 3),28=653(LC 3),19=599(LC 13),24=1175(LC 11) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-287/35,34=-287/35,6-7=-381/146,7-8=-381/146,8-9=381/146,9-10=0/625, 10-11=0/625,11-12=697/0,12-13=-697/0,13-14=1348/0,14-15=1348/0, 15-16=-1348/0,16-17=-977/0 BOT CHORD 30-31=0/251,29-30=35/287,28-29=35/287,27-28=-67/264,26-27=146/381, 2526=-328/159,24-25=-328/159,23-24=35/259,22-23=0/1116,21-22=0/1348, 20-21=0/1282,19-20=0/633 WEBS 2-31=-331/0,4-28=-48610,9-24=571/0,6-28=-41317,9-26=01428,17-19=-840/0, 11-24=-990/0,17-20=0/479,11-23=0/630,16-20=-424/0,13-2309/0,13-22=0/441 NOTES- S 1)Unbalanced floor live loads have been considered for this design. ��` 0, 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss truss connections. s 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ' 6)CAUTION,Do not erect truss backwards. ATE 1111111111%0% O N A` �' FL Cert. 6634 October 7,2014 A9rARMlVr-YMlT.rrfyn Sa:u:mn'rx a°3 RF.iC FG 7F5 431 F.iLS A!C IAC7.(.�FT.MITFX RFFIR!hCf DXeF xrr-7473 mi.112!,/3a1F a?ARE,ASE 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 parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the WOW erector.Addtkmi permanent bracing of the overall structure is the responsibility of the bulding designer.For general guidance regarding fabrication.quality control,storage.delivery.erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and IICSI Building Cornpanent 6904 Parke East Blvd. Safely IntomatIon gya�able from Truss Plate Institute.781 N.lee Sheet.Suite 31 Z Alexmdda.VA 2314. Tampa,FL 33610-4115 N Southern Pine g lurcher ss specified,th a design vah,es ue chase e#fee lure O6 tri ZUi3 by Job Truss Truss Type Qty Ply Lal- 20 Paradise preserve 76567616 141427 F11 Floor 5 1 beference o tional TRUSSMART BUILDING COMPONENTS, Midrwy,QA,31320 7.530 s Jul 112014 MiTek Industries,Inc.Tue Oct 07 13:35:44 2014 Page 1 to 0-1-8 of" I1=3 e I 11 � ak6 Scale=1:66.9 4x4= 2x4 I I 4x4= 2x4 I I 3x6 FP= 2x4 2x4= 2x4 11 3x6 FP= 08= 3x6 = 2x4 11 2x4 11 2.4 11 2x4 = 1 2 3 4 5 6 7 8 910 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 I 47 I¢ 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 l 3x6= 44 = 3x6 FP= 2x4 11 40 = 4x8= 4x8= 3.6 FP=3x6= 3x6 = 2x4 SP= 2-9-0 5-3-0 7-9-0 12-&12 i 15-0.12 i 17-&12 20.2-4 26.11-12 29.7-4 363-0 39-0-0 2-9-0 2$0 2-6-0 4-412 2$0 2-0-0 2-7.8 6-9-8 2-7-8 6-7-12 2-9-0 Plate Offsets()FY)- [6:0-1-8,Edgel,[7:0-1-8,Edgel,[14:0-1-8,Edge),[15:0-1-8,0-0-0],[21:0-1-8,Edge],[22:0-1-8,0-0-01,[25:0-1-8,Edge],[28:41-8,Edge],[29:0-1-8,Edge],[33:0-1-8 .Edge],[34:0.1-8 Edael [39:0-1-8,0-0-01.[40:41-8,Edgel.[46:41-8,41-01.[47:41-8,41-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.81 Vert(LL) -0.28 40-42 >858 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.44 40-42 >547 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.06 35 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:204 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat)*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 9-20:2x4 SP No.1(flat) end verticals. BOT CHORD 2x4 SP No.1(flat)*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 26-32:2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. All bearings 43-8. (lb)- Max Grav All reactions 250 Ib or less at joint(s)except 45=946(LC 3),35=1905(LC 3),26=562(LC 4),31=1103(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1728/0,3-4=-2813/0,4-5=-3339/0,5-6=-3223/0,6-7=-3223/0,7-8=-2726/0, 8-9=-1591/0,9-10=-1591/0,1411=0/411,11-12=0/2633,12-13=0/2633,13-14=0/1752, 14-15=0/1752,15-16=0/1752,16-17=0/1357,17-18=0/1357,18-19=-414/456, 19-20=-1170/40,2421=-1170/40,21-22=1170/40,22-23=1170/40,23-24=901/0 BOT CHORD 44-45=0/1022,43-44=0/2403,42-43=0/3204,41-42=0/3422,4441=0/3422,39-40=0/3223, 38-39=0/3223,37-38=0/2281,36-07=0/871,35-36=1283/0,3435=2184/0, 33-34=-1752/0,32-33=-1421/0,31-32=1421/0,3431=-654/0,29-30=-254/875, ,'11111111 t f t t'i 26-29=-40/1170,27-28=0/1165,2427=0/592 ��` 5 A• 11 q i WEBS 2-45=-1358/0, -35=1797/0,2-44=0/982,11-36=0/1435,3-44=939/0,10-36=1394/0, �` Le �� 3-43=01569,10-37=0/1015,4-43=-545/0,8-37=972/0,8-38=0/655,7-38=-778/0, ��.r�••• C•E•N S •••. 9 ��i 5-40=503/165,7-39=53/263,16-31=419/245,13-35=853/0,16-33=-451/20 1, •• � y�s� 13-34=0/858,14-34=-426/0,24-26=-785/0,18-31=1 101/0,24-27=0/431,18-30=0/713, 3938 23-27=-367/31,19-30=-730/0,19-29=0/618,21-29=-291/0 *; NOTES- 1)Unbalanced floor live loads have been considered for this design. Q 2)All plates are 3x4 MT20 unless otherwise indicated. i TATE 3)The Fabrication Tolerance at joint 41=11% i •'. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0.0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to O R�i�C� • •••, be attached to walls at their outer ends or restrained by other means. �I SSS• �� 1�� 6)CAUTION,Do not erect truss backwards. 17t0 N A"1111`, FL Cert. 6634 October 7,2014 ®LrAF.,W<➢K: Vnify.k Ugr.ra:x:xaraen.at RfAT..•K7E5 C3Y 7?tCSANI:IMZ.LVEFf.NtTFK RF.If.R' FX,Fr'szr-3473+ee t/2!%iffFb e£IAFfdt.SF. Design valid for use only with MiTek connectors.This design is based only upon lova-eters shown,and is for an individual building component. �- Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the 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/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BIW. Safety Information qva'able from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria.VA 2314. Tampa,FL 33610-4115 11 Southern Pir a(SP lumber is specified,the d"gn values are tho a effective 06/011i023 by ALS[ Job Truss Truss Type Qty Ply Lot-2o Paradise preserve 76567617 141427 F12 Floor Girder 1 1 job Reference o tional TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 07 13:35:48 2014 Page 1 ID:8mtfidYrJ52OGveXz9muPAyjbuw-3e301_voumxhA6eNmdmJ83TyhslXfeJxBDKYCPyVooB 0-1-8 Hi 2-6-0 1-9-12{ 1�� 1-121 0-k8 scale=1:66.7 Special 3x6 = 4x8= 3x4= 30= 4x8= 3x6 FP= 4x8 11 4x8 13x6 3x4= 3x4= 1 2 3 4 5 6 7 8 9 10 34 11 12 13 14 15 16 17 18 2 33 l� 31 30 29 28 27 26 25 24 23 22 21 20 19 1 3x6 = 4x8 = 30= 4x8 = 3x6 FP= 4x8= 3x4= 3x4= 3x6= 4x8 = 20.24 F 26-11-12 39-0-0 I 20-24 6-9-8 12-0-4 Plate Offsets(X,Y)- [5:0-1-8,Edge],[6:0-1-8,Edge],[11:0-3-0,Edge],[12:0-0-0,Edge],[15:0-1-8,Edge],[16:0-1-8,0-0-0],[18:0-1-8,Edge],[20:0-1-8,Edge],[21:0-1-8,Edge],[23:0-1-8 0.0-01 [24:0-1-8,Edael [25:0-3-0Edge],127:0-2-12,Edael,f28:0-1-8,0-0-01,[29:0-1-B Edael.[32:0-1-8,0-1-01 [33:0-1-8.0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.92 Vert(LL) -0.46 29-30 >526 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.90 Vert(TL) -0.74 29-30 >326 240 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.07 19 n/a n/a BCDL 5.0 Code FBC2010rrP12007 (Matrix) Weight:2031b FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP SS(flat)`Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 10.13:2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP SS(flat)*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 19-26:2x4 SP No.2(flat) WEBS 20 SP No.3(flat) REACTIONS. All bearings 0-3-8. (lb)- Max Grav All reactions 250 Ib or less at joint(s)except 31=972(LC 16),25=2107(LC 16),19=583(LC 4),22=1119(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3036/0,3-4=-3036/0,4-5=-3336/0,5-6=-3336/0,6-7=-1969/0,7-8=-1969/0, 9-9=0/2161,9-10=0/2134,10-34=0/2122,11-34=0/2122,11-12=-215/1097,12-13=0/983, 13-14=0/984,14-15=-1304/0,15-16=-1304/0,16-17=-1304/0 BOT CHORD 30.31=0/1856,29-30=0/3568,28-29=0/3336,27-28=0/3336,26-27=-209/312, 25-26=-209/312,24-25=-1097/215,23-24=-1097/215,22-23=-1097/215,21-22=-122/636, 20-21=0/1304,19-20=0/1005 WEBS 10.25=-393/0,13-22=-314/0,2-31=-2037/0,8-25=-2603/0,2-30=0/1304,8-27=0/1848, 11 f t 111�� 4-30=-588/0,6-27=-1566/0,4-29=-511/248,12-22=-630/370,11-25=-1560/0, t' 8 17-19=-1101/0,14-22=-1426/0,17-20=0/330,14-21=0/825,15-21=-294/0 %% 0 0 ,�/✓'E N S �• � NOTES- ��' �' _ ..�.• � 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 20 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 ; r be attached to walls at their outer ends or restrained by other means. i' „........ 5)CAUTION,Do not erect truss backwards. ' ATE 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)369 Ib down at 21-10-4 on top 0111 chord. The design/selection of such connection device(s)is the responsibility of others. i •• C( 0�':•�� 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). .0 R `• �?`�� NN LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:19-31=(lb) 1-18=-100 FL Cert. 6634 Concentrated Loads(Ib) Vert:34=-289(B) October 7,2014 AWRPNIH.i Paron v-d RZADWTEXON TYLSAFK lhf."S.CCE&MZrZ)CA.EZZ.AEntT P�ZYdZi<7?niK i12.^„%tQ£4 R:Y,l.4F 415E Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on individual building component. �o Applicability of design parameters 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/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information q arable From Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314, Tampa,FL 33610-4115 I€*itthein Pine95P turntler isstmcified,the design valuPsare iho+ eeffective 06/01/2013 byALSC Job Truss Truss Type Qty Ply Lot-20 Paradise preserve 78567818 141427 F13 Fkror 2 1 Job Ree 'on I TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.530 s Jul 112014 MiTek Industries,Inc.Tue Oct 07 13:35:47 2014 Page 1 I D:8mtfidYrJ52OGveXz9muPAyjbuw-YgdmFKwQf33XoGDaJLHYhG?CSGjaODZ4Qt351syVooA 1-5-12 1-3-01-3-0 2-60 1 12i 0x8 Scale=1:29.0 2x4 I 2x4 II 2x4 I 2x4 II 2x4 II 2x4= 1 2 3 4 5 6 7 8 9 10 18 10 T 17 16 15 13 12 2x4 4x8= 3x6— 4:11-12 i 4-11-12 12-0-4 Plate Offsets(X,Y)- [3:0-1-8,Edge],[4:0-1-8,Edge],[7:0-1-8,Edge],[8:0-1-8,04)-0],[10:0-1-8,Edge],[12:0-1-8,Edge],[13:0-1-8,Edge],[15:0-1-8,0-0-OJ,[16:0-1-8,Edge],[18:0-1-8 .0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.50 Vert(LL) -0.12 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.25 11-12 >576 240 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:88 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6440 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-40 oc bracing. REACTIONS. (lb/size) 11=591/43-8,14=1112/0-3-8,17=140/Mechanical Max Uplift 17=55(LC 4) Max Grav 11=594(LC 7),14=1112(LC 1),17=255(LC 10) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=216/269,3-4=-216/269,4-5=0/627,5-6=0/632,6-7=1358/0,7-8=1358/0, 8-9=1358/0 BOT CHORD 15-16=-269/216,14-15=269/216,13-14=0/732,12-13=0/1358,11-12=0/1029 WEBS 2-17=292/130,4-14=585/0,2-16=-291/0,9-11=-1127/0,6-14=1328/0,9-12=0/389, 6-13=0(710,7-13=251/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. `j'11 111 X111 2 All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. ��, 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 55 Ib uplift at joint 17. ��Q�`",•CEN 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ; .� .'�\ S�'•,9A i� 6)Recommend 2x6 strongbacks,on edge,spaced at 10-40 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to •;lr be attached to walls at their outer ends or restrained by other means. 3938 • 7)CAUTION,Do not erect truss backwards. .�� ' O•• ...ATE .� . u lit FL Cert. 6634 October 7,2014 AM'.il¢haatl-Ysiry.^•ri7n`ara:rxr�n:cif RF.iO:WTFS 4H T!tIS AL&t{YL}.IlC£C YTTFXREF£R'.TITYK[lrrr-SST?n!c ffZ�fIQ£s Ai'FaREU.SE. �� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual bu8d'e!g component. t, Applicability of design parameters 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's the responsibility 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 ANSUM1 Quality Criteria,DSl-89 and I{CSI luldng Component 6904 Parke East Blvd. Safety P ay_gllab n _e,.lrttfitute�781.N.Leek u�f-thoL2e=412311013 bVAiSC Tampa,FL 33610-4115 J � r14 b Truss Truss Type Qty Ply Lot-20 Paradise preserve 78587819 1427 F14 Floor 2 1 Reference(optional) TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.530 s Jul 112014 MiTek Industries,Inc.Tue Oct 07 13:35:47 2014 Page 1 I D:8mtfidYrJ52OGveXz9mu PAyjbuw-Ygdm F KwQf33XoGDaJLHYhG?C HGjeODe4Qt351syVooA 216-0 r 1-2-4 £ 1-4-12 0-IH8 Scale:3/8"=1' 2.4 11 2x4 I I 2x4 I 2x4 13x6 FP= 2x4 = 1 2 3 4 5 6 7 6 9 10 19 0 16 17 16 15 13 12 2x4 16 FP= 4x8= 3x6= 2x4 11 s-6-4 18-8-6 Plate Offsets(X,Y)- [2:0-1-8,Edge],[3:0-1-8,Edge],[6:0-1-8,Edge],[7:0-1-8,D-0-0],[10:0-1-8,Edge],(12:0-1-8,Edge],[13:0-1-8,Edge],[16:0-1-8,Edge],[17:0-1-8,Edge],[19:0-1-8 0-1-01 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.51 Vert(LL) -0.12 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.25 11-12 >580 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.03 11 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:94 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 14=1135/0-3-8,18=290/Mechanical,11=606/0-3-8 Max Grav 14=1135(LC 8),18=346(LC 10),11=624(LC 7) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-0=470/43,3-4=0/486,45=0/486,5-6=1505/0,6-7=-1505/0,7-8=1505/0, 8-9=1505/0 BOT CHORD 17-18=-43/470,16.17=-43/470,1516=-43/470,14-15=-43/470,1314=0/962, 12-13=0/1505,11-12=0/1094 WEBS 4-14=279/0,2-18=-517/47,3-14=-772/0,9-11=1199/0,5-14=113110/0,9-112=0/455, 5-13=0/708,6-13=252/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. ,%�� 3)Refer to girder(s)for truss to truss connections. % PS A. q 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. `%�O� .•"'• Z& 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 310d(0.131"X 3")nails. Strongbacks to :� .r ,•�\C E N$�•,�� be attached to walls at their outer ends or restrained by other means. , - �" ✓ 6)CAUTION,Do not erect truss backwards. ' > Vilz AT E •GU" FL Cert. 6634 October 7,2014 saaaas whkMYXs-Yertry dratgrs ta::rmnis�nJ RFAf..X:yF:4 CN 1?tLSARC NK7.l�£D 4t?FXfiEIfR-`TCF P.GI kSr-TCT.3 rec 717?jfa£J 8,?QRFU.SE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component." Applicability of design parameters and proper incorporation of component is respm obllity 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 resporuibillity of the '7ek^ erector.Additional permanent bracing of the overall structure is the responsibility of the buldiirg designer.For general guidance regarding i fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TMI Qua91y Cdteda,DSB-89 and eCSI 8u8dng Component 6904 Parke East Blvd. Soley Inferma8on So iota from Trus Plate Institute,781 N.lee Street.Suite 312.Alexandra,VA 2314. Tampa,FL 33610-4115 ffsauthernP.Sdo#armbes;sspec -earl,tlsedesignvB:kJesueUsaseelfeciire 82/2DS3tsV LSC Job Truss Truss Type Qty Ply Lot-20 Paradise preserve 76587820 141427 F15 Floor Girder 1 1 job Reference o tional TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 07 13:35:48 2014 Page 1 ID 8mtfidYrJ520GveXz9muPAyj buw-OOA8Sgx2QN BOPQomt2onEUYHdfOP7ixEfXpeHlyVoo9 2-6-0 r 1-4-0 i r i Scale=1:13.1 Special 3x4= 1 2x4 II 9 2 3 3x4 = 42x4 Y 2.4 11 2x4 I 8 7 6 3x4= 3x4= s-10-o r 6-10-0 Plate Offsets(X Y)-- f2.0-1-8 Edge],[3:13-1-8Edgel f4.0-1-8 Edgel [6:0-1-8.0-0-01,f7.0-1-8 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.85 Vert(LL) -0.08 7-8 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.11 7-8 >763 240 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:35 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP SS(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5=437/0-3-8,8=606/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-755/0 BOT CHORD 7-8=0/755,6-7=0/755,5-6=0/755 WEBS 3-5=-831/0,2-8=-831/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Concentrated loads from layout are not present in Load Case(s):#2 Dead,#5 3rd chase Dead,#6 4th chase Dead. 3)Refer to girder(s)for truss to truss connections. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,y 111111, 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)386 Ib down at 1-6-12 on top chord. 0o, !/,JI The design/selection of such connection device(s)is the responsibility of others. � ��CJ A• 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). %�� 0 ,•Ci E•N B o- LOADCASE(S) Standard L �• 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 393$ - Uniform Loads(plf) *�• .: Vert:5-8=-10,1-4=-100 Concentrated Loads(lb) Vert:9=-306(F) ATE r � r •�� FL Cert. 6634 October 7,2014 AwAR--mmi Ye frq':.k r;rr.tara:nrn-:R dn;3 RFAf"X IE.CN r14JS AFK I:YLS.VD£C rSF1FX R£FIRE.fKE DAciF Klr i473 nac 3J2..j1e[4 Sff-ISJSF. 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 parameters 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.Additionot 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/TPI,Quality Criteria,DSK-89 and BCSI Building Component 6904 Parke East Blvd, Safely Informa8on of able from Truss Plate Institute,781 N.lee Street,Suite 312.Alexandria.VA 2314. Tampa,FL 33610-4115 1'F 1os3thern pineisp)lualther issµezified,the design valuesa'ethoze effezLve OG{?3/7I1i.3 byALSL I � Job Truss Truss Type Qty Ply Lot-20 Paradise preserve 76587821 141427 F18 Floor Girder 1 1 Job Reference o tional TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 07 13:35:48 2014 Page 1 I D:8mtfidYrJ52OGveXz9muPAyjbuw-OOA8Sgx2QN BOPQomt2onE UYH6f?07jpEfXpeH IyVoo9 0.7_ 1 i 1-1-10 2-6-0 1 2x4 II 2 9 3 3x4 = 10 4 2x4 11 Special Scale=1:9.5 Y 2x4 11 2x4 11 8 7 6 5 3x4= 3x4 = i _ 2-1-12 ao.a 2-1-12 2-7-8 Plate Offsets(X Y)- [2.0-1-5 Edgel 13:0-1-8 Edge] [4 0-1-8 Edgy [6:0-1-8,0-0-01,[7:0-1-8 Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.89 Vert(LL) -0.06 5-6 >895 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.83 Vert(TL) -0.09 5-6 >607 240 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:27 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 4-9-4 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5=432/Mechanical,8=389/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-9=-403/0,3-9=-403/0 BOT CHORD 7-8=0/403,6-7=0/403,5-6=0/403 WEBS 3-5=-443/0,2-8=-756/0,2-7=0/288 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Concentrated loads from layout are not present in Load Case(s):#2 Dead,#5 3rd chase Dead;#6 4th chase Dead. 3)Refer to girder(s)for truss to truss connections. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)155 Ib down at 1-8-8,and 235 Ib ,`�11 f f f f Jl/�� down at 3-8-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 7)Special hanger(s)or other connection device(s)shall be provided at 2-8-8 from the left end sufficient to connect truss(es)to front face of `��O\t` ,•••" �e �I� top chord.The design/selection of such special connection device(s)is the responsibility of others. �� .Z. •' \G E N S�'•, 9 �� 8)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 * �� a 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-8=-10,1-4=-100 - Q ��./1 •• Concentrated Loads(Ib) � �ATE Vert:9=-155(F)10=-155(F) fill FL Cert. 6634 October 7,2014 A IlAhNZMi Ytsity-4.Aa:aala a:tr a.d READ 1Xr TF.`ON P4r.SAM V&MtOrr,NF7TX AEr-F+rVA T PVr XI+ -3 n?c Ul.^,%z Aza WOREW, Design valid for use only with Welk connectors.This design is based only upon parameters shown,and is for an individual building component. �- Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Welk' 6 for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Mi l 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/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vai able from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 2314. Tampa,FL 33610-4115 if.M thein Pine ISP)tumbrr isspecified,the design values ate thosa effertme 06/01/2013 iWALSC Job Truss Truss Type Qty Ply Lot-20 Paratlise preserve 76567622 141427 F17 Floor Girder 1 1 Job Reference(optional) TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 07 13.35:48 2014 Page 1 to lyVoo9 1-3-0 3x4= 0.7-8 1 2x4 9 2 3 3x4 = 10 4 2x4 II Special Scale=1:9.6 4 2x4 I 2x4 8 7 6 5 3x4 = 3x4= r 3-7-8 3-7-8 Plate Offsets(X Y)-- 12:0 1 8 Edgel 13 0-1-8 Edgel [470-1-8 Edgy 1670-1-8 Edgel f7:0-1-8 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.01 7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2010/71`12007 (Matrix) Weight:22 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-8 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5=456/Mechanical,8=421/0-3-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-324/0 BOT CHORD 7-8=0/324,6-7=0/324,5-6=0/324 WEBS 3-5=-431/0,2-8=-431/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Concentrated loads from layout are not present in Load Case(s):#2 Dead;#5 3rd chase Dead,#6 4th chase Dead. 3)Refer to girder(s)for truss to truss connections. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ` t t►111111 j7 I� , 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)326 Ib down at 0-11-4,and 326 Ito down at 2-11-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. A• 7)Special hanger(s)or other connection device(s)shall be provided at 1-11-4 from the left end sufficient to connect truss(es)to front face `�, * e of top chord.The design/selection of such special connection device(s)is the responsibility of others. G•E•N S q 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). •��' !' LOADCASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-8=-10,1-4=-100 ' h • Concentrated Loads(Ib) "ATE Vert:9=-246(F)10=-246(F) A, i i OR1 FL Cert. 6634 October 7,2014 ®i1RA.,WN.'r-Y ifq.cs;3r.b. 'ncn:rr&a3 RF ifh('7FS GN 1'.LS AtR lAtit.VG 7.MFIFK kLFIR.�.MF YK:[XI[747.§ .c.712^;sdtk Af',}.W 1nE � Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is far an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the 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/TPII Qualify Cdteda,DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information vol able from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria.VA 2314. Tampa,FL 33610-4115 IfSorathernPmAS,piw,mberisspecified,§:hedesignvaluesalethoseeffectiveGG IJ2013byALSC.. _._ / r � Job Nss Truss Type Qty Ply Lot-20 Paradise preserve 141427 7 vi GABLE 1 1 78587823 Job Reference(optional) TRUSSMART BUI _ COMPONENTS, Midway,GA,31320 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 0713:35:53 2014 Page 1 c ID:DG6Ekml61VRetLIU7cBJQa NB4-M_1WN BEv hWB bOzxXFEN seo Xzo WP V Voo4 Yl _ q 919 9 Y P Y Y 11-5-15 11-5-15 Scale=1:58.8 1 6 II 1.5x4 11 10.00 L12 2 8 1.5x4 3 4 v 0 7 6 9 5 3x4 2x8 I 1.5x4 11 1.5x4 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.40 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.15 BC 0.23 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code F BC201 01TP12007 (Matrix) Weight:71 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-11-2 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 1-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 11-5-15. (Ib)- Max Horz 7=-449(LC 8) Max Uplift All uplift 100 Ib or less at joint(s)4 except 7=-121(LC 8),6=-194(LC 12),5=-176(LC 12) Max Grav All reactions 250 Ib or less at joint(s)7 except 4=266(LC 8),6=504(LC 18),5=372(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-265/266,2-8=-475/486,3-8=-502/480,3-4=-670/654 BOT CHORD 6-7=-528/555,6-9=-528/555,5-9=-528/555,4-5=-528/555 WEBS 2-6=-4121323,3-5=-359/271 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft,eave=4ft;Cat.Il; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-2-12 to 4-5-11,Intedor(1)4-5-11 to 11-1-2 zone;cantilever left and ` S A. right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate `� A P grip DOL=1.60 ,�� tv} •' 4P 2)Gable requires continuous bottom chord bearing. ` ,••�,� S �•.9/1jy 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � ,r 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 /M 3938 fit between the bottom chord and any other members,with BCDL=10.0psf. * f ✓ 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4 except Qt=1b)7-121E ( pr�,�• 6=194,5=176. tin �rQ.: 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �{ TE FL Cert. 6634 October 7,2014 ®IYAJMM, >a,fkEADW, TIU:N TUTSAM L'K1.M5 T,HITTKFrFF.R...TK-EAV.-E MIF TC73 ret i.f201-0.14 affORFI)SE � Design valid for use only with MiTek connectors.This design B based only upon parameters shown,and is for an individual building component. Applicabifty of design parameters 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 responsibility of the erector.Additional permanent bracing of the overall str ucture is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/71`11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BIW, Safety Informa8on q olable from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 2314. Tampa,FL 33610-4115 i£ uthr_m pine ySP}lumber is sfsecifiecl,the de:>ign valuesare those eiiective 04610112013lsy ALSC --_ __ .","V*k rob Truss Truss Type Qty Ply Lot-20 Paradise preserve 76567624 V2 GABLE 1 1 Job Reference(optional) TRUSSMART BUILDING COM Midway,GA,31320 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 07 13:35:54 2014 Page 1 I D:DG6Ekm 161VRetLIU7r-BJQayjNB4-gAYPjj?p?DyY7LFwEJvCTIoRC4CmXRG61 TGzUyyVo03 10-1-2 10-1-2 Scale=1:51.9 1 1.x4 II 10.00 L72- 1.5x4 I 2 8 9 1.5x4 II 3 4 v g 7 6 5 2.4 1.5x4 11.5x4 1.5x4 I I I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.27 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.15 BC 0.17 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix) Weight:541b FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 1-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. All bearings 10-1-2. (lb)- Max Horz 7=-326(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)7,4 except 6=-200(LC 12),5=-148(LC 12) Max Grav All reactions 250 Ib or less at joint(s)7 except 4=257(LC 12),6=474(LC 18),5=279(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-8=-313/302,8-9=-316/297,3-9=-344/268,3-4=-484/443 BOT CHORD 6-7=-337/383,5-6=-337/383,4-5=-337/383 WEBS 2-6=-411/323,3-5=-301/240 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph,TCDL=6.Opsf;BCDL=6.Opsf;h=25ft,B=45ft,L=24ft,eave=4ft;Cat.II; Exp C,Encl.,GCpi=0.18;MWFRS(directional)and C-C Extenor(2)0-1-12 to 4-4-11,Interior(1)4-4-11 to 9-8-5 zone;cantilever left and �� S A. !!! right exposed;end vertical right exposed;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 `� Off•\C E�N,3'-. 9 2)Gable requires continuous bottom chord bearing. �,•�\,� 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �•,/ ye 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 1* C,AT 3938 -«; fit between the bottom chord and any other members,with BCDL=10.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)7,4 except Qt=1b)6=200,5=148. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. E (u ~��441� OR 0.,!lIS,0 N A, FL Cert. 6634 October 7,2014 ®w.rrv:n.:-rr vy:xriyr:r:i:e,n«:rr vaa Re,�r.4CTF5 CN ret-sAr�c u+czucer,azrrxn:rcic:.rRr m;r rxr-:a;s m,w vr_;=as4 axraaern,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 parameters 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/TPII OualBy Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sorely Info—.Mo. gvat able from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria,VA 2314. Tampa,FL 336101115 N Southern PinetSP�lumber ijspecified,the demgnvaluesa••re those effective OIs DA/2rJ13Isy A.LSC 1 r Job Truss Truss Type Qty Ply Lot-20 Paradise preserve 76567625 141427 V3 GABLE 1 1 Job Reference(optional) TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.530 s Jul 112014 MiTek Industries,Inc.Tue Oct 07 13:35:54 2014 Page 1 I D:DG6Ekm 161VRetLIU7cBJQayjN B4-gAYPjj?p?DyY7LFwEJvCTloQm4CIXS661 TGzUyyVoo3 8-8-6 8-8-6 Scale=1:46.5 1 4 II 10.00 IlL 1.5x4 II 2 6 7 3 4 0 5 8 4 2x4 2x4 11.5x4 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.36 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.15 BC 0.17 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010frPf2007 (Matrix) Weight:49 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-2-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer [Inatallation uide. REACTIONS. (Ib/size) 5=107/8-8-6,3=134/8-8-6,4=404/8-8-6 Max Horz 5=-334(LC 8) Max Uplift5=-92(LC 8),3=-7(LC 11),4=-229(LC 12) Max Grav 5=193(LC 18),3=215(LC 17),4=518(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-6=478/489,6-7=-478/483,3-7=-505/456 BOT CHORD 5-8=-411/443,4-8=-411/443,3-4=-411/443 WEBS 2-4=-472/371 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph,TCDL=6.Opsf,BCDL=6.Opsf,h=25ft;B=45ft,L=24ft;eave=4ft;Cat.II; Exp C,End.,GCpi=0.18,MWFRS(directional)and C-C Exlerior(2)0-2-12 to 4-5-11,Interior(1)4-5-11 to 8-3-8 zone;Cantilever left and ` itil,111111111111 right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate `>>� p S A q I/.*, grip DOL=1.60 ......... • �I 2)Gable requires Continuous bottom chord bearing. ,�� 00•'!✓ 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �1` EN ,••y� `3I 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,with BCDL=IO.Opsf. N-6--393 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,3 except(jt=1b) 4=229. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �r ' O • •<CI. .< O R SS;O N FL Cert. 6634 October 7,2014 Am.p..mmi Y.Itr A,4.R:ira:nen:rx asci PXACM'rTT1X,,^,N17{LSADK f."/G:.t>CFr:M7TTXRLrI:L`.TK"I DA;iF MR4473 n?[U2.^;2a14 tL7614i VSF.. 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 parameters 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 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/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East BIW, Safely Informa8on �vailoble from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 2314. Tampa,FL 33610-4115 — OtScluthernPine SPJJhrmbeT isspectfied,the dgslgn values arethase effective LlG 1}iIjO13 by ALSO r' Job Truss Truss Type Qty Ply Lot-20Paradise preserve 141427 V4 GABLE 1 1 76567626 Job Reference(optional) TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.530 s Jul 112014 MiTek Industries,Inc.Tue Oct 07 13:35:55 2014 Page 1 I D:DG6Ekm 161VRetLIU 7cBJQayjN B4-JN6nw3ORmX4PIUg6nOQROyLc7UZmGukFG7?W10yVoo2 7-3-9 7-3-9 1.5x4 I Scale=1:40.0 1 10.00 12 1.5x4 2 6 3 v .4 0 5 4 2x4 1.5x4 II 1.5x4 II I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.26 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.15 BC 0.12 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix) Weight:36 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 5=123/7-3-9,3=74/7-3-9,4=343/7-3-9 Max Horz 5=-231(LC 12) Max Uplifts=-70(LC 12),3=-14(LC 11),4=-194(LC 12) Max Grav 5=140(LC 18),3=150(LC 12),4=388(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-6=-326/303,3-6=-344/298 BOT CHORD 4-5=-248/295,3-4=-248/295 WEBS 2-4=-405/332 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf,BCDL=6.Opsf,h=25ft;B=45ft,L=24ft,eave=4ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-4-11,Interior(l)4-4-11 to 6-10-11 zone;cantilever left ♦11%111111111,, and right exposed;end vertical right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip �� A DOL=1.60 . 2)Gable requires continuous bottom chord bearing. %� CEN 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��,••y� S ••:9,�!� 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. 3938 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,3 except Qt=lb) : * - • 4=194. = 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ATE •�. 510 N A1 FL Cert. 6634 October 7,2014 ®WARNMI, Ve frl.sr,riga:.i.nea'rxea,.RFAD..Soll30N VILS ASK M0.lca_4TTFK REFF:f..MT DACE M,i r iSr? Y 3J2.^,'1d.i.d a.-TORF dt.f Design valid far use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �• Applicability of design parameters 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/TPII Quality Criteria,DSB-69 and BCSI Building Component 6904 Parke East Blvd. Sate Information al able from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 2314. Tama FL 33610-4115 1f19tthern Pine�Sp{[usrh.er is spet'ified,the design values are Lhxtse elTpttrve UFs 01,/2013 byALSL P I • Job Truss Truss Type Qty Ply Lot-20 Paradise preserve 78587827 141427 VS GABLE 1 1 ob Reference o floral TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 07 13:35:55 2014 Page 1 ID:DG6Ekm161VRelLIU7cBJQayjNB4-J N6nw3ORmX4PIUg6nOQROyLZwUZpGukFG7?W1OyVoo2 5.10-12 5-10-12 1.5x4 I Scale=1:32.5 1 10.00 112 6 1.5x4 II 2 7 3 Y .g 5 4 2x4 1.5x4 II 1.5x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.46 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.15 BC 0.12 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:27 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 5-10-12 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing [be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 5=125/5-10-12,3=-16/5-10-12,4=319/5-10-12 Max Horz 5=-221(LC 8) Max Uplift5=-77(LC 8),3=-93(LC 11),4=-180(LC 12) Max Grav 5=156(LC 18),3=150(LC 8),4=361(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-7=-424/400,3-7=-433/395 BOT CHORD 4-5=-284/321,3-4=-284/321 WEBS 2-4=-381/330 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph,TCDL=6.Opsf,BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft,Cat.11, Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-4-11,Intedor(1)4-4-11 to 5-5-15 zone,cantilever left and jj J 1111111 Jl right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate ,,,P,S A ,•,�' grip DOL=1.60 2)Gable requires continuous bottom chord bearing. �� 3)This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. �,••�� _F•'..!Ii�i 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 / 3 S �•�'i► fit 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 joints)5,3 except Qt=1b) 4=180. 6)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. <r ;rte y ATE FL Cert. 6634 October 7,2014 ®y/AF,!t.'K. Yrcity'.Y?'filT.fa:A.nett-rx aa�r RFAD f.Cs IFS ON NTS AAZ L^KT.E!CEC NF77K A.EFC?L.MZ CRiF YIT-:47§mc.V2^.,%Ztli6 Alflei at.5f 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 parameters 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/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BIW. $afeH Information gvoilable From Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria.VA 2314. Tampa,FL 33810.4115 1t southem Pirie Sp hrmbpr is specked,Lhe 6esiV. val§Fesase't;fra.a eflertiwe Oix l}ip2T3i33xy AL_SC t � Job Truss Truss Type Qty Ply Lot-20 Paradise preserve 78567628 141427 VB GABLE 1 1 job Reference(—ti— TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.530 5 Jul 11 2014 MiTek Industries,Inc.Tue Oct 07 13:35:58 2014 Page 1 I D'.DG6Ekm 161VRetLIU7cBJQayjN B4-nZf98P 13XgCGNePILkxgYAtm?uuz?MWPUnl4ZgyVoo t 4-5-15 4-5-15 Scale=1:22.0 1 1.5x4 I 4 1000 L12 2 d 3 1.5x4 II 2x4 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.38 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.15 BC 0.19 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:19 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-55-15 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer all I de REACTIONS. (Ib/size) 3=158/4-5-15,2=158/4-5-15 Max Horz 3=-163(LC 8) Max Uplift3=-77(LC 8),2=-22(LC 12) Max Grav 3=190(LC 18),2=169(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph,TCDL=6.Opsf,BCDL=6.Opsf;h=25ft;B=45ft;L=24ft,eave=4ft;Cat.11; Exp C,Encl.,GCpi=0.18;MWFRS(directional)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)Gable requires continuous bottom chord bearing. 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 A ��•,♦,♦ fit 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)3,2. ,�� O5-i ENS*-.�9 ♦♦� 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ;��,••�� , qbq 3938 •Y AT �♦♦Fs•., O R 1 , ��,�. ♦♦'rsl0 N A`'I-- SON" F[_Cert. 6634 October 7,2014 ®WAR.W.N.-x-YaVY 1051,0-1-a aaa RFAr)WTES ON TNISAM vKT.UCr.DMTTFK Arrrt.TK'EYA:if M,Tf i413"m fY2.,`Gw a-?14I W_ Design valid for use only with MiTek connectors.This design is based only upon parameters shown,andis for an individual building component. Applicability of design parameters 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/TPII Quality Criteria,DSB-89 and BCSI Bullding Component 6904 Parke East BIW. Safely Informa8on arable from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 2314. Tampa,FL 336104115 ff Southern Pin SP isvetified,the de:;tgnvarcresarethaseettective Ori 1./2DS31ay ALSO r141427 Truss Truss Type Qty Ply Lm-20 Paradise preserve T8587829 V7 GABLE 1 1 JobReference o tional TRUSSMART BUILDING COMPONENTS, Midway,GA,31320 7.530 S Jul 11 2014 MiTek Industries,Inc.Tue Oct 07 13:35:58 2014 Page 1 I D:DG6Ekm 161V R etLI U 7cBJQayj N B4-nZf98P 13XgC GNePI LkxgYAtpWuvl?M WPU n14ZgyVool 3-1-2 3-1-2 1 Scale:314'=1' 1.5x4 II 10.00 LIZ 2 >00001 3 1.5x4 II 2x4'Z I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.15 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.15 BC 0.07 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010lTPI2007 (Matrix) Weight:13 Ib FT=20°k LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installatign guide. REACTIONS. (lb/size) 3=102/3-1-2,2=102/3-1-2 Max Horz 3=-105(LC 10) Max Upl'1ft3=50(LC 8),2=14(LC 12) Max Grav 3=122(LC 18),2=109(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. Installation NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf,BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft,Cat.11; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Extedor(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)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t111111111111111, 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 *1N fit between the bottom chord and any other members. �� 0P q �i 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,2. 0 •• C•�•N 5••e9 Oji 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. t5 3938 SATE 11111111111 FL Cert. 6634 October 7,2014 AI%ARMAG Ye:1ty.tsblr,ra:a.nrrs:rx:a:r FEACNr17FSON T'UAML'Kk.UCT NT7fK£tEFTJiFTCi P.Y,xF lt7[-SCT?me.£J29(Fa£4eTT4RrW- Design valid for use only with Wet,connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsbdify 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 Welk' 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/71`11 Quality Criteria,DSB-89 and 8CS1 Building Component 8904 Parke East Blvd. Safety Information gvaifoble from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,vA 2314. 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CITY OF ATLANTIC BEACH ssl 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 MECHANICAL GAS PIPE PERMIT MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814 ]OB INFORMATION: Job ID: 15-MCHG-240 Job Type: MECHANICAL GAS PIPING Description: gas Estimated Value: Issue Date: 1/30/2015 Expiration Date: 7/29/2015 PROPERTY ADDRESS: Address: 840 PARADISE LN RE Number: 172376-0145 PROPERTY OWNER: Name: SPRINGFIELD BUILDING LLC Address: 1881 BEACH AVE GENERAL CONTRACTOR INFORMATION: Name: AEI INTERNATIONAL CORP. Address: 7709 ALTON AVE QA LEWIS SPRADLIN Phone: - - FEES: Gas Piping Units $0.00 Gas Piping Vented Units $5.00 State Mech DBPR Surcharge $2.00 State Mech DCA Surcharge $2.00 Trade Permit Base Fee $55.00 Total Payments: $64.00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. ` MECHANICAL PERMIT APPLICATION HOME C JOB ADDRESS: q 1� PERMIT# 14 to F.S. 553.721 & F.S. 468.631, a surcharge fee will be collected on any permit regulated under the FBC* VALUE OF WORK $ AIR CONDITIONING, HEATING & DUCTWORK INSTALLATION Air Handling Equipment Only ❑ Air Handling Unit & Condenser ❑ Condenser Only * SLIng calculations shall be submitted in accordance with FBC-Energy Conservation 101.4.7.1.2 * Signed Duct Sealing Certification to be attached to AHU for final inspection in accordance with FBC-Energy Conservation 101.4.7.1 Air Conditioning: Unit Quantity Tons Per Unit Heat: Unit Quantity BTU's Per Unit SEER/EER RatingREQUIRED Duct Systems: Total CFM t;IRE PREVENTION (Plan Review Required) UFIE lplans)Sprinkler System #of Heads (Submit 3 sets of �E Q1VLY Quantity (Submit 3 sets of plans) Fire Standpipe Q ty 'FIS SSR $ �n n Underground Fire Main Value $ (Submit 3 sets of plans) CROS h��FEE Fire Hose Cabinets Quantity (Submit 3 sets of plans) �� y Commercial Hoods Quantity (Submit 3 sets of plans) [j$35 We' or less}s�` Fire Suppression Systems Value $ (Submit 3 sets of plans) r � # r `�,�Z�a'�cties or;mare FIRE PLACES MISCELLANEOUS Prefabricated Fireplace Qty Automobile Lifts Gas Piping Outlets Qty ( Boilers (BTU's) Elevators/Escalators ,ALL OTHER GAS PIPING Heat Exchanger Gas Piping Outlets Qty Pumps Vented Wall Furnace Qty Refrigerator Condenser(BTU's) Water Heater Qty Solar Collection Systems LP or Gas Tank(gallons) /ZJ l(v►� WELL (Boundary Survey or Drawing detailing the following information is equired) Purpose GPS Coordinates Latitude: Lonpitude• _— Size Diameter/Depth in x ft Well Casing Depth ft Well Casing Material k***SJR WD Well Completion Form to be submitted to the Building Department prior to final inspection**** ****Separate permit(s)required from Duval County**** O'T'HER nod 1,r Permit becomes void if work is not done during six month period. 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 301 Oah if L4 (S Phone Number qoq G,2 ty_ u-qS Mechanical Co. Name t 1 s,,„;&,Office Phone ��`1-%731Fax I`_3.3 U E-Mail Address c)&Aa Co. Address 1& / r7 �� City �e” State Zip License Holder(Print): State CeCertification/Registration# g/ ,2-- 'Votarized Signature of License Holder. (Affix Notary Seal Below) NOTARY PUBLIC, STATE OF FLORIDA,COUNTY OF DC.tVQ /� ,a�• Notary Public State of Florida om to (or affirmed) and subscribed before me this ay of IMil 20/J �r Stephanie Renee McGuire c'J My commission FF 033716 tary Public Signature „�o Expires 08/0112017 tary Name: R �'1c6u g E'Personally Known/Identification- .- OF 1 NORTH 3RD STREET PHONE '904)247-623 FAX(904)247-6107 FBC 2010 REviSED 3/15/12 y r CITY OF ATLANTIC BEACH s� 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 _ jJ 1' MECHANICAL HVAC PERMIT MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814 JOB INFORMATION: Job ID: 15-MECH-218 Job Type: MECHANICAL HVAC ONLY Description: 2 cu 2 ahu 3.5 tons Estimated Value: Issue Date: 1/28/2015 Expiration Date: 7/27/2015 PROPERTY ADDRESS: Address: 840 PARADISE LN RE Number: 172376-0145 PROPERTY OWNER: Name: SPRINGFIELD BUILDING LLC Address: 1881 BEACH AVE GENERAL CONTRACTOR INFORMATION: Name: MARCO HEATING AND AIR Address: 720 MILL CREEK RD BARRY CAMPBELL Phone: - - PERMIT INFORMATION: Sticker for overcurrent protection must be on A/C equipment prior to inspection. Failure to comply will result in a failed inspection and reinspect fees. No exceptions. FEES: Furnaces and Heating $28.00 AC and Refrigeration $28.00 State Mech DBPR Surcharge $2.00 State Mech DCA Surcharge $2.00 Trade Permit Base Fee $55.00 Total Payments: $115.00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. MECHANICAL PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Rd Atlantic Beach, FL 32233 Ph (904)247-5826 Fax (904) 247-5845 .TOB ADDRESS: 840 PARADISE LANE PERMIT# 14-SFR-399 PROJECT VALUE $ X, on -- ARI# 6803521 & 6803735 REQUIRED Air Handling Equipment Only X Air Handling Unit & Condenser Condenser Only NEW AIR CONDITIONING & HEATING SYSTEM INSTALLATION Air Conditioning: Unit Quantity 2 Tons Per Unit 1.5 & 2.0 14 SEER Heat: Unit Quantity 2 BTU's Per Unit Seer Rating Duct Systems: Total CFM 1400 jt a(0 REQUIRED REPLACEMENT AIR CONDITIONING & HEATING SYSTEM INSTALLATION Air Conditioning: Unit Quantity Tons Per Unit Heat: Unit Quantity BTU's Per Unit Seer Rating Duct Systems: Total CFM REQUIRED FIRE PREVENTION Fire Sprinkler System Quantity (Requires 3 sets of plans) Fire Standpipe Quantity (Requires 3 sets of plans) Underground Fire Main Value (Requires 3 sets of plans) Fire Hose Cabinets Quantity (Requires 3 sets of plans) Commercial Hoods Quantity (Requires 3 sets of plans) Fire Suppression Systems Quantity (Requires 3 sets of plans) FIRE PLACES MISCELLANEOUS: Prefabricated Fireplace Qty Automobile Lifts Gas Piping Outlets Boilers BTU's Elevators/Escalators ALL OTHER GAS PIPING Heat Exchanger Quantity of Outlets Pumps #Vented Wall Furnaces Refrigerator Condenser BTU's # Water Heaters Solar Collection Systems Tanks (gallons) Wells OTHER: Permit becomes void if work does not commence within a six month period or work is suspended or abandoned for six months.I hereby certify that I have read 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 SPRINGFIELD BUILDING LLC Phone Number 404-626-0245 Mechanical Company MARCO HEATING&AIR, INC Office Phone 743-3350 Fax 743-4427 Co. Address: 720 MILL CREEK ROAD City SAX State FL Zip 32211 License Holder(Print): BARRY CAMPBELL State Certification/Registration# CAC1815711 Notarized Signature of License Holder TINA DAWN HEYIMEN Before me this 27� day JANUARY 2015 NOTARYPtism Signature of Notary Public vim' STATE OF FLORIDA g y . CM"FF17M Expires 10121/2018 Sf s CERTIFICATE OF OCCUPANCY s� \\� PERMANENT Issue Date: 5/15/2015 RE Number: 172376-0145 Address: 840 PARADISE LN Zoning: PUD Owner: SPRINGFIELD BUILDING LLC Contractor: SPRINGFIELD BUILDERS LLC Application Number: 14-SFR-399 Description of Work: NEW SFR Construction Type: VB Occupancy Type: R3 Flood Zone: x Approved: T�q Building Official VOID UNLESS SIGNED BY BUILDING OFFICIAL Walker, Jennifer From: Clemons, Malcolm Sent: Friday, May 15, 2015 10:16 AM To: Walker, Jennifer; Layton, Douglas; Williams, Scott; Moore, Kayle; Walker, Chris; Rigsbee, Jim; Brown, Emmanuel; Daniels, Freddie Cc: Hubsch, Jeremy; Reeves, Derek; Jones, Mike; Arlington, Daniel; Showman, Lisa; Graham, Shirley Subject: RE: CO INSPECTION for 14-SFR-399 Backflow inspection ok. Malcolm From: Walker, Jennifer Sent: Thursday, May 14, 2015 2:48 PM To: Layton, Douglas; Williams, Scott; Moore, Kayle; Walker, Chris; Clemons, Malcolm; Rigsbee, Jim; Brown, Emmanuel; Daniels, Freddie Cc: Hubsch, Jeremy; Reeves, Derek; Jones, Mike; Arlington, Daniel; Showman, Lisa; Graham, Shirley Subject: CO INSPECTION for 14-SFR-399 Good afternoon, Bucky Davis with Springfield Builders is ready for their CO inspection please. His phone number is 1-404-626-0245. Freddie and Scott: I informed Bucky that you will be requesting either an As Built or a Topo. JewvA,1 WU0Zer Administrative Assistant Building Department City of Atlantic Beach 904-247-5826 i Walker, Jennifer From: Layton, Douglas Sent: Friday, May 15, 2015 2:04 PM To: Graham, Shirley; Walker, Jennifer Cc: Moore, Kayle; Williams, Scott Subject: FW: CO inspections Ladies, These three passed from the Department formerly known as public Works. If the Department formerly known as Public Utilities has also approved they are good for CO. We will get our review combined soon, but this process is not the first thing in line as we pull the two together. Doug From: Williams, Scott Sent: Friday, May 15, 2015 1:42 PM To: Layton, Douglas Subject: CO inspections Doug, The following three inspections were done today and passed 1. 19515 1h Street Application # 13-1448 2. 840 Paradise Lane Application# 14-SFR-399 3. 961 Paradise Circle Application# 12-3467 Scott Williams Deputy Public Works Director City of Atlantic Beach Office: (904)247-5834 swilliams coab.us i CITY OF ATLANTIC BEACH CERTIFICATE OF OCCUPANCY WORKSHEET Date Requested: ' Ll S' Contractor Name: Permit #: I LA .� Property Address: 0 Rwj LrN_ Legal Description: Improvements to the above-described ( _ accordance with the terms of the perms t occupancy as: (0 Zq Single-Family Resid _40 ❑ Commercial C(LD Other: Lowest Floor Elevation: Required As Built FFE The following must be completed before issuing Certificate of occupancy: Department Date Notified Date Approved Approved By Fire Dept. Public Works Public Utilities G� Building .�.> S�`` � cCkA Planning 'e.�l S S Sbiliz Tree Mitigation Satisfied Final SurveyrU Yes No 61 t 5 ��s M"Cvt,,,, C, All Re-Inspect Fees Paid VYes No Termite Treatment Yes No May, 14, 2015 1 55P No, 9139 P. 1 0 Sentricon Colony Elimination System TERMIDOR• Cornplete Pest Control Service T RAID Certificate of Compliance C &acll, Location of Property,--O/Oa Street Name'.- ?qo PQ, CtjtsrL� City and 5t ate, 6- ack '"C/ ---E��t4 lot# Block# Unit# Date of Treatment: o� " Chemical Used: ��(�Gt �CC t� �� •r� /� s The above-ref erred property has received a complete treatment f or the prevention of subterranean termites. This treatment is in accordance with rules and laws established by the Florida Department of Agriculture and Consumer Services, C1 ts, Certified Operator 5igngtvr?e Randal P. Nader President Nader's Pest Raiders, Inc. P.Q, Box 3399°Ponte Vedra Beach, FL 32004-3399 10066 Sawgrass Drive West 0 Ponte Vedra Beach, FL 32082^ (909) 285-0091 •Fax(904) 273-0682 2167 Sadler Road+Fernandina Beach, FL 32034^ (904)277-0090• Fax(904)277-3733 St,Augustine r(o9�ee(8G6�4NADERSST(7378)•/(868)4G2I33�p4) 223•4255 www,naderspestraiders.com ORDERED BY: The Law Offices of Rod Schloth � � 2187 S Third St -- Jacksonville Bch, FL 32250 904-372-9351 beach@rod-law-com . PROPERTY ADDRESS:840 PARADISE LANE ATLANTIC BEACH,FLORIDA 32266 SURVEY NUMBER:FL1505.1262 FIELD WORK DATE:5/14/2015 REVISION DATE(S):(REV.0 5/14/2015) FLISM 1262 BOUA04RYSURVEY DUVAL COUNTY (PRIVATE RAV) TABLE: PARADISE LANE(50'W LI 5 0'1050'W 25.00'(P) FINK, 5 0.10'50'W 24.96'(M) FOND 8 )i A Plc. L2 5 89°49'10'E 17.44'(P) NO p. 5 O' 43 5 89°53'04'E 17.4 P(M) —�� 3'V.P. I/V FTRO 7.5'JEA-E. _ 1J31704 F•� IN P! 5.3' _•,20.5' 12.N18 ni 6.3' Tn F "o$ N LOT 20 00 - b 2 STY. b b LOT 21 LOT 19 g lyy R»0840 In n cob b_b_ m 20.0 NOTE5. SETBACK INFORMATION SHOWN ON PIAT,NOT VERIFIED Z Z I WOOD J STEPS PENCE 0"05111P NOT DETERMINED ml X19.3' Im JEA-E.-J �` NVILLE MECMC ADR10RITY EA5EMENT � dt _ 15:9.B�L_ Ja N uD FDR As I I PROPANE TANK I. H I/2'Pmc N 89'49'1 OF W 55.00'(P) 5ie'Pmc LB 1704 5 89"56'42'W 54.9 I'M L5 2761 c� 3�ro lheysby r3see ysney hmmdwabed O.R.B. 10653 A /1Ng18 Wd8F b ft badefay PG.901 sib da (CEMETAKY) aLekel6het twsbmdm* a 16rb)byftFbkb Boad01 steed esdss~A7 30 0 15 30 p1g1sSF17 ada �3Ue"s GRAPHIC SCALE (In Feet) A' NrkA.JoArgn 1 inch = 30' ft. 9a�dFbtlda Rd�ad 9uwland 1rW� ui Na 86T! Use,(This Survey for Purposes other than Intended,Without Written Verification,will be at the User's Sole Risk and Without Liability to the Surveyor. Nothing hereon shall be Construed to Glw ANY Rights or Benefits to Anyone Other than those Certified. FLOOD INFORMATION: POINTS OF INTEREST BY PERFORMING A SEARCH WITH THE LOCAL GOVERNING 1.CONCRETE DRIVEWAY OVER 7.5'JACKSONVILLE ELECTRIC LMUNICIPALITY OR OCATED N ZONE X&.SHADED.THIS E PROPERTY APPEARS TO PROPERTY WAS FOUND IN E AUTHORITY EASEMENT THE CITY OF ATLANTIC BEACH,COMMUNITY NUMBER 120075, DATED 06/03/13. ffi CLIENT NUMBER:RS15-2791 DATE:5/14/2015r 011' BUYER:DAVID R CRANE AND AMY S CRANE SELLER:SPRINGFIELD BUILDERS,LLC CERTIFIED TO:DAVID R CRANE AND AMY S CRANE;THE LAW OFFICES OF ROD OLD REPU13LICTITLE INSUC E = C T A COMPANY:OPNC MORTGAGE, DIVISOION NAL OF PNC BANKNNA w—exactaland Corn Land Surveyors, Inc. PM67351916 F.8667442982 This is page 1 of 2 and is not valid without all pages. L84 7337 11940 Fairway Lakes Drive,Spde I.Ft.Myers,FL 33913