The URL can be used to link to this page

Home My WebLink AboutTruss4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 PH: 772-409-1010 FX: 772-409-1015 www.AlTruss.com TRUSS ENGINEERING I BUILDER: PROJECT: COUNTY: LOT/BLK/MODEL: JOB#: MASTER#: OPTIONS INTEG-CRETE CONST PERCY PIG BARN ST LUCIE uj PERCY PIG BARN LL! U 78918 a, B53416 NO OPTIONS yr urcE►WiING / SUBMITTAL RE ROVED APPROVEDAS NOTED ❑ R SEAND RESUBMIT REJECTED c� a SUBMITTALWASREVIEWED FOR DESIGN CONFORM ONNY.�THEOCONTRACTOR ISORESPONS C CONFIRMING AND CORRELATING DIMENSIONS ATJ W o FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRIi U U PROCESSES AND TECHNIQUES OF CONSTRU al COORDINATION OF HIS WORKWc OST FULLC/�P�L��glry,�EWITHCONT Dat : Architecto Fort Pierce, FL 34950 j= A-1 ROOF TRUSSES AFLORIDA CORPORATION RE: Job 78918 Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. Site Information: Customer Info: INTEG-CRETE CONSTRUCTION, LLC Project Name: PERCY PIG BARN Lot/Block: Model: Address: 11298 MULLER ROAD, FORT PIERCE, FL 34945ision: City: County: St Lucie A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC 2017 RES / TPI 2014 Design Program: Alpine Engineered Products Wind Code: ASCE 7-10 Wind Speed: 150 Roof Load: 45.0 psf Floor Load: 0.0 psf This package includes 2 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003,seclion 5 of the Florida Board of Professional Engineers Rules. No. Seq # Truss Name Date No. Seq # Truss Name Date 1 2470 A-01 12/10/19 13 STDL11 STD. DETAIL 12/10119 2 2467 A02G 12/10119 14 STDL12 STD. DETAIL 12/10/19 3 STDL01 STD. DETAIL 12110119 15 STDL13 STD. DETAIL 12110/19 4 STDL02 STD. DETAIL 12110119 16 STDL14 STD. DETAIL 12110/19 5 STDL03 STD. DETAIL 12110/19 17 STDL15 STD. DETAIL 12/10/19 6 STDL04 STD. DETAIL 12/10/19 18 STDL16 STD. DETAIL 12/10/19 7 STDL05 STD. DETAIL 12110/19 8 STDL06 STD. DETAIL 12/10/19 9 STDL07 STD. DETAIL 12/10/19 10 STDL08 STD. DETAIL 12110/19 11 STOL09 STD. DETAIL 12/10/19 12 STDL10 STD. DETAIL 12110/19 Thehuss drawings) referenced hale been prepared byAlpine Engineered Products, Inc. undermydrectsupeMsion based on the parameters provided byA-1 RodTnrsses, Ltd. Truss Design Engineers Name: William M. Ranieri My license renewal date forthe state of Florida is February 28,2021. NOTEThesealon thesedrawings Indicateacceptanceofpmfe ionalenghreerhlg responsrbrdy, sokyforthe Wss components sham. The sulablRy and uwof wrryonentsformyparticubrbuld'ng isthe responsitstyofthe bugding designe;perANSVrP41 Seel The Tmss Desgn Drawing(s)(TDD[s]) referenced have been prepared based on theconsuuction documents (also referred to atihmm as'SWctural Englneedng Documental provided bythe Buld'ng Desgnerindicatmg the nature and chaacterofthemik. The desgn crledatherein hwebeen banstened to WamNL Ranled PE by [A1 Roof Masses orspecific location]. ThmeTDDs(also refened to atti esas'Sbucmrel Delegated' Engineering Documental arespecialy, structural couponentdesgns and maybe partofthe pm]ecCs deferred orphaned submittals. AsaTruss Design Engineer(te,Speclslty Engineer),the seal hereand on theTDD represents an acceptanceof pmfesslonal engineering responsiri'cyforthedesgn oftheshrgleTnrssdepicted ontheMD only. TheBuilding Dmignerls responsnbleforandshalcoordinateand revlewtheMsfor corrpatirstywilr thebwdCen engineering requirements. Pleasereview a1TDDs and allrelated notes. Page 1 of 1 xrnrarrn m. manean, re. � r r.+>r 1035GmenWoodBNd,Ste.175 _ i •. LakeMary,FL32r4i, 'Digitally signed b William ",xveamrxwxen,rrlmuvazne°"n. asp 9 Y 9 Y ..d°"ewe,".°�",�ranp%mswwa. ,''Ranieri P; M,u dft �:.;;`� °entl Date:2019.12.11 10:22:09 .erflWc"ameiemo"¢mpu,.-05,00, Job 78918 Truss Truss Type A-01 COMN Qty I Ply 8 1 12/09/2019 2470 Loading Criteria (psi TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 45.00 NCBCLL' 10.00 Load Duration: 1.25 Spacing: 24.0 ° 9' 9' SEAT PLATE REQ. SEAT PLATE REQ. 8' �— 2' ^{ Wind Criteria Wind Std: ASCE 7-10 Speed: 150 mph Enclosure: Part. Enc. Risk Category: I EXP: B Kzt: NA Mean Height: 25.00 it TCDL: 6.0 psf BCDL: 3.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.55 Wind Duration: 1.60 Lumber Top chord 2x4 SP M-30 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Be 96 0.15 17.85 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. Code I Misc Criteria Code: FBC 2017 RES TPI Bid: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C&C member design. Wind load based on ASCE 7-10 risk category I occupancy. Restricted to non-residential use with low hazard to human life, such as agricultural use. to be vaI4 As a Truss[ in deokted an Vie TDD of Vre DeS/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): 0.037 F 999 36( VERT(CL): 0.056 F 999 24( HORZ(LL): 0.019 F - - HORZ(TL): 0.028 F - - Creep Factor. 2.0 Max TC CSI: 0.585 Max Be CSI: 0'980 Max Web CSI: 0.115 Wgt: 64A Ibs VIEW Ver. 19.01.00A.0618.15 TERMS and CONDITIONS CUSTOMER r reference sheet before use. Unless oWm I--2'---� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ IR- /Rh /Rw /U /RL B 984 /- /- 1521 /444 1110 D 984 /- /- /521 1444 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 61 0 C-D 857 -1291 B-C 857-1291 D-E 61 0 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Camp. B-F 1082 -543 F-D 1082 -543 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 301 0 IGMENI' form. Alpine engineering William M. Ranieri. PE nA k Ne nx FI #42704 denyZid 1035 Greenwood Blvd., Suite 173 dices and ofthe Truss Lake Mary, FL 32746 Rm Tnmvxx doa Ibuss type wry my ruue¢uia 78918 AO2Gmss GABL 2 1 2467 Loading Criteria (pe0 TCLL: 30.00 TCDL: 10.00 BCLL: 0.00 BCDL- 5.00 Des Ld: 45.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0" Top chord 2x4 SP #2 Bat chord 2x4 SP #2 Webs 2x4 SP #3 Wind Criteria Wind Sid: ASCE 7-10 Speed: 150 mph Enclosure: Part. Enc. Risk Category: I EXP: B Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 3.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: Any GCpi: 0.55 Wind Duration: 1.60 Plating Notes All plates are 1.5X3 except as noted. Parties In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.15 17.85 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Code I Misc Criteria DeflICS1 Criteria ♦ Maximum Reactions (Ibs), or •=PLF Code: FBC 2017 RES PP Deflection in loc Udell L/# Gravity Non -Gravity TPI Sid: 2014 VERT(LL): -0.002 L 999 360 Loc R+ I R- / Rh I Rw / U I RL B 353 /- /- 1186 /130 1110 Rep Factors Used: Yes VERT(CL): 0.004 L 999 240 FT/RT:10(0)/10(10) HORZ(LL): 0.002 L - - J' 93 A /- /46 /44 1- Plate Type(s): HORZ(TL): 0.002 L - - Wind reactions based on MWFRS WAVE Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.402 J Brg Width = 208 Min Req = - Max BC CSI: 0.122 Bearings B & B are a rigid surface. Max Web CSI: 0.049 Bearings B & B require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt: 84.0 Ibs Chords Tens.Comp. Chords Tens. Comp. VIEWVer. 19.01.00A.0618.15 A-B 61 0 F-G 195 -54 B-C 60 -58 G-H 126 -33 C-.D 82 -60 H-1 63 -25 D-E 127 -58 I-J 39 -47 E-F 195 -61 J-K 61 0 Wind Wind loads based on MWFRS with additional C&C member design. Wind load based on ASCE 7.10 dsk category I occupancy. Restricted to non-residential use with low hazard to human life, such as agricultural use. Additional Notes See STD DETAILS for gable wind bracing requirements. M. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-R 154 -46 O-N 167 -51 R-Q 159 -49 N-M 163 -49- Q-P 163 -50 M-L 159 -47 P-O 167 -51 L-J 154 -43 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. F-O 7 -156 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp C-R 134 -150 N-G 241 -183 D-Q 152 -161 M-H 152 -161 E-P 241 -183 L-1 134 -150 are COMRtIdr. All nMes set OR In M. MDand Ml pn guldwm. TPI-ldefines NeresWdblllfiesendddg a0 padles hrvdved. The spetlalty Engineer is NOT N. William M. Ranted. PE FI #42704 1035 Greenwood Blvd., Suite 173 Lake Mary, FL 32746 m,mlulnn MM1 Rml T—s. JUNE 20, 2019 I TYPICAL HIP / KING JACK CONNECTION I STDTL01 CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 Attach End Jack's w/ (4) 16d Toe Nails @ TC & (3) 16d Toe Nails @ BC 0 r` Attach King Jack w/ (3) 16d Toe ;Nails. @ TC & BC ach Corner Jack's (2) 16d Toe Nails ) TC & BC (Typ) Attach Corner Jack's w/ (2) 16d Toe Nails @ TC & BC (Typ) FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL I STDTL03 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD V-3'MAX. OIAG. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE SLOG. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. HORIZONTAL BRACE (SEE SECTION A -A) TRUSSSES 24. O.C. 2X6 DIAGONAL BRACE SPACED 413' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN .FASTENED TO FOUR TRUSSES WITH (2) - 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MINJ. PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE \BRACE AND THE TWO TRUSSES ON \ EITHER SIDE AS NOTED. TOENAIL \ BLOCKING TO TRUSSES WITH (2) - \ 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - IOd COMMON WIRE NAILS. ENO WALL CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (131' X 3') NAILS SPACED 6' O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). GABLE MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. STANDARD GABLE \S / " URAL .......... 1TU0 AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. STANDARD PIGGYBACKTRUSSJULY 17, 2017 I I STDTL04 THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS. NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24' O.C. OR LESS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 PIGGYBACK TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL PIGGYBACK TRUSS INFORMATION. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24' D.C.) A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2' X 8' TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48'O.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48' O.C. STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH FOUR (4) 6d (1.5- X 0.099-) NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS. AT EACH 2' X 8' TEE -LOCK MULTI -USE CONNECTION PLATE. (MINIMUM OF 2 PLATES) ATTACH EACH PURLIN TO THE TOP CHORD OF THE BASE TRUSS. (PURLINS AND CONNECTION BY OTHERS) BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05 A-1 ROOF TRUSSES 4461 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 VALLEY TRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. GABLE END, COMMON TRUSS, OR GIRDER TRUSS DETAIL A P 12 SEE DETAIL *A! BELOW (TYP.) GENERAL SPECIFICATIONS: 1. NAIL SIZE =3'X0.131"=10d 2. WOOD SCREW = 4.5' WS45 USP OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL W. 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48"O.C. BASE TRUSSES VALLEY TRUSS (TYPICAL) ATTACH 2X4 CONTINUOUS;12 SYP TO THE ROOF W/ TWO USP W345 (1/4" X 4.5") WOOD SCREWS INTO EACH BASE TRUSS. Wllf*K@iZ4l00-,; GABLE END, COMMON TRUSS, OR GIRDER TRUSS WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6112 CATERGORY II BUILDING EXPOSUREC WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD =50 PSF MAX SPACING = 24- O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. FEBRUARY 5, 2018 I TRUSSED VALLEY SET DETAIL I STDTL06 GENERAL SPECIFICATIONS: 1. NAIL SIZE=3"X0.131'=100 2. WOOD SCREW =3' WS3 USP OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE PER DETAIL "A'. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN � DRAWINGS. S. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUNALENT A-1 ROOF TRUSSES TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. A-1 ST. F TRUSSES BLED. 6. NAILING DONE PER NOS - 01. FORT PIERCE, FL 34946 GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. 772<09-1010 TRUSS, OR GIRDER TRUSS SECURE W/C VALLEY TRUSS IV II I II II BASE TRUSSES 11 11 1 (TYPICAL) II II �I �' DETAIL A (NO SHEATHING) N.T.S. GABLE END, COMMON TRUSS, OR GIRDER P r2 VALLEY TRUSS TRUSS (TYPICAL) SEE DETAIL'A' BELOW (TYP.) WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT= 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS 42 MAX TOP CHORD TOTAL LOAD = 50 PSF SYP TO THE ROOF W/ TWO USP MAX SPACING = 24' O.C. (BASE AND VALLEY) WS3 (1/4-X 3-) WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. INTO EACH BASE TRUSS. DULY 17, 2017 1" r,1L- (HIGH WIND VELOCITY) STDTL07 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34946 772-409-1010 ATTA( WIND DESIGN PER ASCE 7-98, ASCE 7-I WIND DESIGN PER ASCE 7-10: 170 MPk MAX MEAN ROOF HEIGHT= 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE:' MAX TOP CHORD TOTAL LOAD = 50 PSI MAX SPACING = 24. O.C. (BASE AND VA 3UYYUK I INU I KU55t3 UIKtU I LT UNUCK VHLLCT I KUJb= MU0I OC DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2'- 10' ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. FOR BEVELED BOTTOM CHORD, CLIP MAYBE APPLIED TO EITHER FACE. CLIP MAY BE APPLIED TO THIS FACE UP TO A NON -BEVELED MAXIMUM 6/12 PITCH NON -BEVELED BOTTOM CHORD BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL I STDTL08 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34W 772-409-1010 TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/IOd NAILS, S' O.C. VER STUI SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. VERTICAL 2X6 SP OR SPF STUDfl.8RACE #2 DIAGONAL BRACE (4) - 16d NAILS16d NAILS SPACED 6' O.C. (2) IOd NAILS INTO 2X62X6 SP OR SPF #2 2X4 SP OR SPF #2L HORIZONTAL NAILED TO RTICALS SECTION A -A /(4) - 10d NAILS DIAGONAL BRACE 4' - 0' O.C. MAX. SEE INDIVIDUAL ENGINEERING ORAVINGS FOR TRUSS DESIGN CRITERIA. 12 PROVIDE 2X4 BLOCKING BETWEEN Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED. * TOENAIL BLOCKING TO TRUSSES WITH (2) - IDd NAILS AT EACH ENO. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - Uld NAILS (4) 8d NAILS MINIMUM, 3X4= PLYWOOD SHEATHING TO 2X4 STO SPF BLOCK * v DIAGONAL BRACING ** L - BRACING REFER REFER TO SECTION A -A TO SECTION B-B 24' MAX. / 1DT . MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE ENO TRUSS AND WALL TO 12' MAX. BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF - SYSTEM. 4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR 5. BETTER WITH ONE ROW OF IOd NAILS SPACED 6' D.C. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4'-0. O.C. S. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEEOS L/240. B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. OIAG. BRACE 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE A7 1/3 POINTS TRUSSES. IF NEEDED 10. 10d AND 16d NAILS ARE 0131'X3.0' AND 0131'X3.5' COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4SP431STUD 12'0.C. 3.8.10 5-6-11 M-11 11-1-13 2X4 SP#31 STUD 16'D.C. 3.3-10 4-9-12 6-6-11 9-10-15 2X4 SP 931 STUD 24'O.C. 2-8-6 341-3 5-442 8-1-2 2X4SP#2 12'O.C. 3.10.15 5-6-11 6-6-11 11-8-14 2X4SP42 16°O.C. 3.6-11 4-9-12 6-6-11 10-8-0 1X4 SP#2 24°O.C. 3-1-4 3-11-3 6-2-9 9-3-13 DIAGONAL BRACES OVER 6' - 3' REOUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED ' BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRAC I BRACES MUST BE 2X4 SPF #2 OR SP #2. ROOF SHEATHING NAILS lOd TRUSSES 8 24' O.C. 2X6 DIAGONAL BRACE SPACED 48' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) ENO WALL 1.60 IS BASED ON COMPONENTS AND CLADDING. OF BRACING IS BASED ON MWFRS, FEBRUARY 17, 2017 I WITH 2X BRACE ONLY I STDTL09 NOTES: T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 90% OF WEB LENGTH. THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772- 09-1010 NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 20 OR 2X6 OR 2XB 10d 6' O.C. NOTE NAIL ALONG ENTIRE LENGTH OF T-BRACE / I -BRACE (ON TWO-PLY TRUSSES NAIL TO BOTH PLIES) BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2XB 2X8 T-BRACE 2XB I -BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2XB I -BRACE .2XB 2X8 T-BRACE 2X8 I -BRACE T-BRACE / I -BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS WEB NAILS I -BRACE NAILS WEB T-BRACE SECTION DETAILS FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS I STDTL10 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY B TO 10 FEET ALONG A FLOOR TRUSS. �', NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE AdWTOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW. 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 772-409-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (00 NOT USE METAL FRAMING ''I ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH C WEB WITH (' - IOd C SCAB WITH (3) - IOd TO TOP CHORD \NAILS WITH (' X 3') \NAILS (0131' )( 3'). ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS (0131' X 3') Awillill BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING /ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) - 10d TO BOTTOM CHORD NAILS (0131' X 3') TRUSS 2X6 4' - STRONGBACK (TYPICAL ATTACH 2X4 VERTICAL TO FACE OF TRUSS. ATTACH TO CHORD FASTEN TO TOP AND WITH (2) #12 X 3' BOTTOM CHORD WITH WOOD SCREWS (2) - 10d NAILS (0131' (0216' DIA1 X 3') IN EACH CHDRO ATTACH TO VERTICAL /INSERT SCREW THROUGH SCAB WITH (3) - 10d OUTSIDE FACE OF CHORD INTO NAILS (0131' X 3') EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) 0' WALL r BLOCKING SPLICE) (BY OTHERS) 1 (BY OTHERS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). FEBRUARY17,2017 1 LATERAL TOE -NAIL DETAIL I STDTL11 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-400 1010 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45" WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) DIA SP OF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 o .135 93.5 85.6 74.2 72.6 63.4 J in .162 108.8 99.6 86.4 84.5 73.8 ri .128 74.2 67.9 58.9 57.6 50.3 z o .131 75.9 69.5 60.3 59.0 51.1 J N .148 81.4 74.5 64.6 63.2 52.5 ri VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 115: 3 (NAILS) X 845 (LB/NAIL) X 115 (DOL) ='2915 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30' TO 60' 45.00' ANGLE MAY VARY FROM 30' TO 60° THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2X4) 3 NAILS FVFNEAR SIDE NEAR SIDE NEAR SIDE 45,00' SIOE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30' TO 60' 45.00' FEBRUARY 17, 2017 I UPLIFT TOE -NAIL DETAIL I STDTL12 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S LD .131 59 46 32 30 20 Z O J .135 60 48 33 3D 20 U7 (7 .162 72 58 39 37 25 J 2 CD .128 54 42 28 27 19 Z Z OJ .131 55 43 29 28 19 LU J in .148 62 48 34 31 21 J N Q M Z .120 51 39 27 26 17 CD Z .12B 49 38 26 25 17 O .131 51 39 27 26 17 0 57 44 31 28 2D M P148!� NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER ENO AS SHOWN. 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WIND ODL OF 133: 3 (NAILS) X 37 (LB/NAIL) X 133 (OOL FOR WINO) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WINO DOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 (OOL FOR WINO) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER 15 RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. USE (3) TOE -NAILS ON 2X4 BEARING WALL USE (4) TOE -NAILS ON 2X6 BEARING WALL NEAR SIDE FAR S. IE TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW END VIEW FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT I STDTLI3 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 I.0A4 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTL14 FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST..LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 (4) 12d TRUSS 2411 O.C. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER 12 VARIES (4) 12d MAX 301I (21-61I) 2x6 #2 SP (Both Faces) 2411 O.C. SIMPSON H5 FEBRUARY 17, 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15 DAMAGED OR MISSING CHORD SPLICE PLATES Oj TOTAL NUMBER OF NAILS EACH X MAXIMUM FORCE (LBS) 15% LOAD DURATION FEBRUARY 17, 2017 1 SCAB APPLIED OVERHANGS I STDTLI6 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 115 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2X6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2X_SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148' DIA. X 3') SPACED 6' D.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X SC NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. 101911:4MINI THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24' O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY.