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130 5th St RES18-0370 Revision ALL Revision Request/Correction to Comments **HIGHLI HIED I ON HIGHLIGHTED IN fi, City of Atlantic Beach Building Department GRAY IS REQUIRED. 800 Seminole Rd, Atlantic Beach, FL 32233 Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: RES18-0370 1 I Revision to Issued Permit OR fl Corrections to Comments Date: az/ f I _1 Project Address: 130 5th Street, Atlantic Beach. FL !! Contractor/Contact Name: Coastal Oaks Construction. Inc., Richard Pahlow Contact Phone: Ryan Pahlow Email: ryan@coastaloaksconstruction.com Description of Proposed Revision/Corrections: Modification to first floor beams in existing main house. Beams have been changed to be engineered girder trusses. i� 'ti it �� _t ..0.,. �, 6 .1/eCa PE-K DuLDC'S . S Z,`7 St .() St . 1 S t . , S1 ., 1 Richard Pahlow affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) • Will proposed revision/corrections add additional square footage to original submittal? ONo ❑Yes (additional s.f. to be added: ) • ill proposed revision/corrections add additional in/ase in build' value to original submittal? ' =No E*Yes (additional increase in building I e: $ ) (Contractor must sign if increase in valuation) *Signature of Contractor/Agen . ,A / (Office Use Only) C`" Approved ❑ Denied El Not Applicable to DepartmentPermit Fee ue$ 5/9•4120) Revision/Plan Review Comments ‘---oo 71-ac 1— Ori P,-c1 -, ) -3;lo Si 1-< RPVi S . Joey P"e11,4 Q P7 lea.. artment Review Required: — Bui7c3►irg Planning & Zoning eviewed By Tree Administrator Public Works Public Utilities /111 '2 UL 9 Public Safety Date Fire Services Updated 10/17/18 Turnkey Construction Specialists Site Information OFFICE COPY • �► 130 5th St., Duval Structural Engineer of Record Luis Pontigo REVISION PE No.53311 BP# QEs/8- 0370 TrueHouse DATE /2 / / /490/ SIGNED FLOOR LOADING (Cd = 1.00) TCLL 40 psf TCDL 10 psf BCLL 0 psf BCDL 5 psf This Package inlcudes 3 truss designs with individual date of design NO JOB ID TRS ID DATE NO JOB ID TRS ID DATE NO 1 JOB ID , TRS ID j DATE I. 78735C0 FG03 12/4/2019 2 78735C0 FG04 12/4/2019 3 78735C0 FG05 12/4/2019 Lou Pontigo & Associates, Inc. Consulting Structural Engineers `ENO EXCEPTION TAKEN 0 MAKE CORRECTIONS NOTED 0 REJECTED - SEE REMARKS ❑ REVISE & RESUBMIT Review is for the limited purpose of checking for conformance with the design concept and the informatlon expressed in the contract documents. No apptwd is i nplled for the accuracy or completeness of details,quantities.dimensions, weights oi gouc)es, fabrication processes.cOnshuction means or methods, coordination of the work vont other trades or construction safety precautions, all of whiCb ae?the sole respon siblltty of the Contractor. The CorNraGbT Is respon�ebie for dimensions to be confirmed and correlated at the sMe-Review of a specific item shall not Include a review of the er*e assembly of which the item is a component. Review r �sxbrrission' covet only designated changes on thestabrrnifol and other changes clearly identlfiad by the Confcar Apex Technology is a fictitious name owned by Jax Apex Technology,Inc.,a Florida `Sto ti(r r r r r r,,i Corporation. Florida Engineer Business No.7547-9000 Regency Square BLVD,Suite ,•%� -VN LAN ,Ii/, 100,Jacksonville,FL 32211(904)821-5200 ,�• /�'T 1,, The The seal on this index sheet indicates acceptance of professiotl engineering •• • \ ••E•N S'F'••T• �= responsibility solely for the Truss Design Drawings listed above and attached. The • suitability and use of each drawing for any particualr building is the responsibility of the :: N o 51 )011"1/"\ Building Designer,per ANSI/TPI 1-2014 Section 2 * • * =• _ With my seal affixed to this sheet,I hereby certify that this serves as an index sheet in •conformance with Rule 61G15-23.002(2)and 61C15-31.003 of the Florida Board of -0 ' CC...... Professional Engineers ST' E O F This document may be signed and sealed with original or Docusign digital signature by the •:::,..4\• �� P ,•••_.-44,4.:APcX professional engineer identified in the adjacent professional engineer's seal.Printed •/ •it R \0..•�\;5 1 copies of Docusign signature documents are not considered signed and sealed and the ss signature must be verified on any electronic cupies. iii,,/OtN A' 00 12/4/2019 I • 1. PERMANENT BRACING IS ALWAYS REQUIRED AND MUST BE PROVIDED BY THE BUILDING DESIGNER OR ENGINEER OF RECORD. PERMANENT BRACING INCLUDES TOP CHORD BRACING, BOTTOM CHORD BRACING, COMPRESSION WEB MEMBER BRACING AND GABLE END LATERAL BRACING. 2. RECIEPT, STORAGE, ERECTION, FIELD INSTALLATION AND FIELD ASSEMBLY IS THE RESPONSIBILITY OF THE CONTRACTOR. IN THE ABSENCE OF SPECIFIC BRACING REQUIREMENTS, THE CONTRACTOR SHALL ENSURE THAT THE TRUSSES ARE BRACED IN ACCORDANCE WITH BCSI-03. 3. NEVER EXCEED THE DESIGN LOADING SHOWN AND NEVER STACK MATERIALS ON INADEQUATELY BRACED TRUSSES. 4. PROVIDE COPIES OF THE TRUSS DESIGN TO THE BUILDING DESIGNER, ERECTION SUPERVISOR, PROPERTY OWNER AND ALL OTHER INTERESTED PARTIES. 5. TOP CHORDS MUST BE SHEATHED OR PURLINS PROVIDED AT SPACING SHOWN ON DESIGN. BUILDING DESIGNER OR ENGINEER OF RECORD REQUIRED TO PROVIDE THIS-SEE NOTE 1 ABOVE. 6. BOTTOM CHORDS REQUIRE RIGID CEILING OR CONTINUOUS LATERAL BRACING AT SPACING NOTED ON TRUSS PROFILE. BUILDING DESIGNER OR ENGINEER OF RECORD REQUIRED TO PROVIDE THIS-SEE NOTE 1 ABOVE. 7. TRUSS TO TOP PLATE AND ALL OTHER CONNECTIONS NOT SHOWN ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER. 8. DO NOT CUT OR ALTER TRUSS MEMBERS OR PLATE WITHOUT PRIOR APPROVAL OF A PR QEESS1ONAL-ENGINFER. FOR TRUSS REPAIR DRAWINGS, EMAIL REPAIR REQUEST TO CUSTOMERSERVICE@TRUEHOUSE.COM. EMAIL SHOULD CONTAIN LOT NUMBER;SUBDIVISION, TRUSS NUMBER, SPECIFIC SCOPE OF REPAIR, AND CONTRACTOR CONTACT INFO. . • L_J Y M SYMBOL INDICATES REQUI4 D SYMBOL AND TEXT INDICATES LATERAL BRACING`PERMANENT • INDICATES LOCATION WHERE • REQUIRED SIZE AND LOACTION OF 4 x 5 LATERA.BRACINGIS THE - • BEARINGS(SUPPORTS)OCCUR. RESPONSIBILITY OF THE BUILDING TRUSS PLATE. PLATE TEETH MUST ALL BEARINGS ARE CONSIDERED DESIG R. . - BE FULLY EMBEDDED INTO • - TO BE NO 2 SYP(UNO). LUMBER AND PLATES MAY NOT BE ` CUT OR ALTERED. `�_ 3x8 \ , 2 x4 a x 5 - GENERAL NOTES AND DETAILS t. 8-11-15 - f ' iff*/\ DIMINSIONS ARE SHOWN IN FEET-INCHESSIXTEENTHS. , . TH APEX TECHNOLOGY IS A FICTITIOUS NAME OWNED BY JAX APEX TECHNOLOGY INC.,A FLORIDA CORPORATION FBPE CA NO.7547.4745 SUTTON PARK COURT.STE.402 T�rueII usep E x JACKSONVILLE,FL 32224-904.821.5200 THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF APEX TECHNOLOGY AND IS TO BE USED ONLY IN CONJUNCTION WITH TRUSSES DESIGNED BY APEX TECHNOLOGY. GABLE TRUSS WEB GABLE TRUSS WEB 2x6 NO 2 SYP "L" BRACE 2x6 NO 2 SYP "T" BRACE FASTENED TO GABLE WEB EMI FASTENED TO GABLE WEB C� W/.131" x22" AT 6" O.C. Y W/.131" x22" AT 6" O.C. ri SECTION A-A SECTION A-A OPTION 1 OPTION 1 (9' 8" - 12' 0") (9' 8" - 12' 0") 2x4 NO 2 SYP "L" BRACE GABLE TRUSS WEB 2x4 NO 2 SYP "T" BRACE GABLE TRUSS WEB FASTENED TO GABLE WEB FASTENED TO GABLE WEB M,w W/.131" x 22" AT 6" O.C. Ea W/.131" x 22" AT 6" O.C. ►A 1.1 SECTION B-B SECTION B-B OPTION 2 OPTION 2 a. (3' 8" - 9' 7") (3' 8" - 9' 7") >- H i 1 _ * VERTICAL WEBS 3' 8" OR 1 LESS DO NOT REQUIRE CONNECTION BETWEEN BOTTOM CHORD OF _ 1 GABLE BRACES GABLE END TRUSS AND WALL, AS WELL AS THE 1 DESIGN AND SPECIFICATION OF PERMANENT 46 A 1 A - BRACING OF THE ROOF SYSTEM IS THE k B 1 B ;. * RESPONSIBILITY OF THE BUILDING DESIGNER. 11:411141 1 - ii GABLEENDBRACINGDETAIL i i i• i 61) /07no, CONTINUOUS BEARING UNLESS NOTED OTHERWISE APEX TECHNOLOGY IS A FICTITIOUS NAME OWNED BY JAX APEX TECHNOLOGY INC.,A FLORIDA CORPORATION FBPE CA NO.7547-4745 SUTTON PARK COURT,STE.402 T�.ueHo use JACKSONVILLE,FL 32224-904.821.5200 ai-tr- L.X THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF APEX TECHNOLOGY AND IS TO BE USED ONLY IN CONJUNCTION WITH TRUSSES DESIGNED BY APEX TECHNOLOGY. (3).131" x 3" TOE-NAILS @ TOP & BOTTOM CHORD CONNECTION. (NAILS THROUGH BACK SIDE OF GIRDER INTO END GRAIN OF JACK TRUSS ARE NOT ALLOWED) JACK JACK (3).131" x 3" TOE-NAILS @ TOP & BOTTOM • CHORD CONNECTION FOR CORNER JACK. SOME CORNER JACKS MAY REQUIRE z SIMPSON LS30 IN LIEU OF TOE-NAILS. a JACK REFER TO SHOP DRAWINGS. F z w 2 Lu U w_ JACK Q J w O O (2).131" x 3" TOE-NAILS © TOP & BOTTOM o O \\JACK CHORD CONNECTION. CC 7 (7D L1J _ D Y Y Y Q Q Q I "HJ" GIRDER / VARIES TYPICAL HIP SET NAILING DETAIL OH) /fV\A no, APEX TECHNOLOGY ISA FICTITIOUS NAME OWNED BY JAX APEX TECHNOLOGY INC.,A FLORIDA CORPORATION FBPE CA NO.7547-4745 SUTTON PARK COURT,STE.402 T�.ueHouse JACKSONVILLE,FL 32224-904.821.5200 E X THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF APEX TECHNOLOGY AND IS TO BE USED ONLY IN CONJUNCTION WITH TRUSSES DESIGNED BY APEX TECHNOLOGY. 24" TYP 1 I I I I I I I N X N N X K COMMON TRUSSES @ 24" O.C. 0 z LU -I MAX 12"OVERHANG UNLESS - ii1 7t DESIGNED BY OTHERS , m o VALLEY SET �� 24" O.C. It\I . CC o LI_ m _ IL I I CC ' COMMON TRUSSES @ 24" O.C. s i h_ C ;UMMUN IIZUSSES (c� L� U.U. PARTIAL TRUSS LAYOUT X 2x4 NO 2 SYP NAILER ROOF SHEATHING OR PURLINS. FASTEN VALLEY ASTENED TO EACH COMMON IF DECKING IS NOT INSTALLED BELOW TRUSS TO NAILER TRUSS W/(2).131"x 23' VALLEY TRUSSES, PULINS MUST BE W/.131"x 23" INSTALLED FOR TOP CHORD BRACING. 6"O.C. SEE INDIVIDUAL TRUSS PROFILE FOR PURLIN AND SPACING. A 0.0 TRUSS FIELD BEVEL VALLEY G TRUSS BOTTOM CHORD �N,,,,s SOP FASTEN VALLEY TRUSS TO MATCH COMMON TRUSS PITCH •V TO EACH COMMON TRUSS W/(2).131"x 23" ROOF SHEATHING A GNo�p VALLEY TRUSS FRAMING DETAIL -`OP 2 61)H APEX TECHNOLOGY ISA FICTITIOUS NAME OWNED BY JAX APEX TECHNOLOGY INC.,A FLORIDA CORPORATION FBPE CA NO.7547-4745 SUTTON PARK COURT,STE.402 �� JACKSONVILLE,FL 32224-904.821.5200 ff'' G X THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF APEX TECHNOLOGY AND IS TO BE USED ONLY IN CONJUNCTION WITH TRUSSES DESIGNED BY APEX TECHNOLOGY. i IGGYBACK TRUSS 6"x 8"x 1'2"PLYWOOD(or 1s"OSB)GUSSET APPLIED TO EACH FACE SPACED 48"O.C. FASTEN WITH(4)8d COMMON INTO EACH CHORD FROM EACH SIDE(TOTAL 16 NAILS). MAXIMUM PURLIN SPACING 36"O.C. REFER TO INDIVIDUAL BASE TRUSS DESIGN FOR ACTUAL TOP CHORD PURLIN SPACING. 0 1 ,.:: 10 ... I ,I \ f 1 ... ..4� PIGGYBACK TRUSS 0 ` �\ 41 ATTACH PURLIN TO TOP CHORD OF BASE TRUSS EACH BASE TRUSS WITH(2)-131"x 22" 6<O OPTION 1 MAXIMUM PURLIN SPACING 24"O.C. TO �G2kq FOR ACTUAL TOP CHORD PURLIN S ACING. (7�FEFER TO INDIVIDUAL BASE TRUSS DESIGN gCF��3SYpSC 0 1 0 ,•••••��j► * 7k2 hi e3 oA</O 1 1U11\ 0 \_ ' BASE TRUSS ATTACH PIGGY BACK TO EACH PURLIN FOR PIGGY BACK TRUSSES WITH SPANS LESS THAN 12'SCAB WITH(2).131"x 2i' MAY BE OMMITED PROVIDED THAT THE ROOF SHEATHING IS PIGGYBACK TRUSS CONNECTION DETAIL ATTACH PURLIN TO TOP CHORD OF * CONTINUOUS OVER JOINT(SHEATHING TO OVERLAP A MINIMUM EACH BASE TRUSS WITH (2).131"x 2z" OF 12"OVER JOINT). OPTION 2 TH) fro APEX TECHNOLOGY ISA FICTITIOUS NAME OWNED BY JAX APEX TECHNOLOGY INC.,A FLORIDA CORPORATION FBPE CA NO.7547-4745 SUTTON PARK COURT,STE.402 .ueHouse JACKSONVILLE,FL 32224-904.821.5200 ili El X THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF APEX TECHNOLOGY AND IS TO BE USED ONLY IN CONJUNCTION WITH TRUSSES DESIGNED BY APEX TECHNOLOGY. • 36" MAXIMUM FLAT TOP CHORD SPAN • FASTEN SCABS TO CONTINUOUS 2x4 NO 2 SYP RIDGE BEAM W/(2).131"x 22" OR 2�.4 2x4 NO 2 SYP BLOCKING BETWEEN CAPS M//V//J4cS MF yA FASTENED W/(2).131"x 22 t./4i S "AT EACH END �:�.... 24�•707 xl,t9'9A rP,Pq,o 2, A) Ot O ♦�••�� Otieq SF 3/��TO �� •��I ��'COi C. SS (1) PURLIN AT MIDSPAN OF BASE TRUSS ACH TRUSS TOP CHORD WITH (2).131"x 24" /\ CONVENTIONAL FRAMED PIGGYBACK DETAIL OH) fit/\A mai APEX TECHNOLOGY IS A FICTITIOUS NAME OWNED BY JAX APEX TECHNOLOGY INC.,A FLORIDA CORPORATION FBPE CA NO.7547-4745 SUTTON PARK COURT,STE.402 ��T TO�� JACKSONVILLE.FL 32224-904.821.5200 jMl amitr— THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF APEX TECHNOLOGY AND IS TO BE USED ONLY IN CONJUNCTION WITH TRUSSES DESIGNED BY APEX • TECHNOLOGY. REQUIRED FASTENERS I I ROOF TRUSS HANGER SUPPORTING GIRDER GIRDER BOTTOM CHORD REACTION UPLIFT GIRDER TRUSS ONE PLY TRUSSES LUS26 1 PLY 2x6 746 746 (4) 0.148" x 1-1/2" (4) 0.148" x 3," • HTU26 1 PLY 2x6 1823 691 (20)0.148" x 1-1/2" (14) 0.148" x 14/2" HTU26 2 PLY 2x6 2604 987 (20) 0.148" x 3" (14) 0.148" x 14/2" HTU28 2 PLY 2x8 3167 945 (26)0.148" x 3" (14) 0.148" x 14/2" TWO PLY TRUSSES HTU26-2 2 PLY 2x6 _ 2940 1273 (20) 0.148"x 3" (14) 0.148" x 3" HGUS26-2 2 PLY 2x6 4393 1810 (20) 0.148" x 3" (8) 0.148'. x 3" HGUS28-2 2 PLY 2x8 6266 2717 (36) 0.148"x 3" (12)0.148"x 3" THREE PLY TRUSSES HGUS26-3 2 PLY 2x6 4393 1810 (20)0.148" x 3" (8)0.148" x 3" 1 HGUS28-3 2 PLY 2x6 6266 2717 (36) 0.148" x 3" (12) 0.148" x 3" 1 1_, \. m =_ / ,•-• 4 IIi. , , .,, : e __..2...m '� / / 4.4.41 viii, �'' eY 0.4 LUS 1-PLY CONNECTION HTU 2-PLY CONNECTION 1/2" MAX GAP HTU 1-PLY CONNECTION 1/2" MAX GAP ROOF TRUSS CONNECTOR SPECIFICATIONS 6;1) friV\A rvii APEX TECHNOLOGY ISA FICTITIOUS NAME OWNED BY JAX APEX TECHNOLOGY INC.,A FLORIDA CORPORATION FBPE CA NO.7547-4745 SUTTON PARK COURT.STE.402 1 .ueHouseMii-°C.X] JACKSONVILLE,FL 32224-904.821.5200 THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF APEX TECHNOLOGY AND IS TO BE USED ONLY IN CONJUNCTION WITH TRUSSES DESIGNED BY APEX TECHNOLOGY. i 1 t 1 '1' OTE 2 OTE 2 II -NOTE 2 OTE1 Ill NOTE1 _ .ii -f---1 J Nt NI ., - -37 -i -- --1 174 14„ H3-T- 2-PLY 3-1/2" WIDE BEAM 3-PLY 5-1/4" WIDE BEAM 4-PLY 7" WIDE BEAM 2-PLY 7" WIDE BEAM ASSEMBLY ASSEMBLY ASSEMBLY ASSEMBLY FASTENER TYPE 0.131"x 3"NAIL FASTENER TYPE 0.131"x 3"NAIL FASTENER TYPE 0.25"x 6"SDS FASTENER TYPE 0.25"x 6"SDS SCREW SCREW NUMBER OF ROWS 3 ROWS NUMBER OF ROWS 2 ROWS NUMBER OF ROWS 2 ROWS NUMBER OF ROWS 2 ROWS REQUIRED FASTENER SIDES ONE SIDE REQUIRED FASTENER SIDES TWO SIDES REQUIRED FASTENER SIDES TWO SIDES REQUIRED FASTENER SIDES TWO SIDES FASTENER ON CENTER FASTENER ON CENTER FASTENER ON CENTER FASTENER ON CENTER SPACING PER SIDE 6"O.C. SPACING PER SIDE 6"O.C. SPACING PER SIDE 12"O.C. SPACING PER SIDE 12"O.C. MINIMUM BEAM DEPTH 11-7/8" MINIMUM BEAM DEPTH 11-7/8" MINIMUM BEAM DEPTH 11-7/8" MINIMUM BEAM DEPTH 11-7/8" BEAM NOTES 1. IF 3 ROWS OF FASTENERS ARE REQUIRED,PLACE MIDDLE ROW SPACING OF FASTENERS AT THE CENTER OF THE BEAM DEPTH. 2. IF FASTENERS ARE REQUIRED ON BOTH SIDES,STAGGER ROWS SUCH THAT FASTENERS FALL HALF WAY BETWEEN FASTENER I I I I SPACING ON THE FIRST SIDE.REFER TO FIGURE 1 3. STRUCTURAL ENGINEERING BEAM PLY FASTENER SCHEDULE TAKES PRECEDENCE OVER THIS SPECIFICATION. I 4. BEAMS WITH LARGE POINT LOADS REQUIRE ADDITIONAL T _ FASTENERS.SEE STRUCTURAL ENGINEERING FOR MORE INFORMATION. • z OF SPACING FIGURE 1 ROPOF BEAM BEAM PLY TO PLY FASTENER SPECIFICATIONS REQUIRED SPACING IF FASTENERS ARE REQUIRED ON EACH FACE OF BEAM r . L.I APPIA: APEX TECHNOLOGY ISA FICTITIOUS NAME OWNED BY JAX APEX TECHNOLOGY INC.,A FLORIDA CORPORATION FBPE CA NO.7547.4745 SUTTON PARK COURT,STE.402 TueHouse JACKSONVILLE,FL 32224-904.821.5200 APEX, THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF APEX TECHNOLOGY AND IS TO BE USED ONLY IN CONJUNCTION WITH TRUSSES DESIGNED BY APEX ' TECHNOLOGY. (2)10d TOP NAILS // PER STRAP ---1/— (2)10d TOP NAILS PER STRAP • 1 I I \ / \ \ \ \ (1)10d FACE NAIL (1)10d FACE NAIL _,, ,, —PER STRAP 'ER STRAP • U N \ NN \ A (3)10d STRAIGHT \ (3)10d STRAIGHT \ AILS PER SIDE AILS PER SIDE 11 - / \ t f !I 1 THA422 � THA422 V \—DEPTH AND PLIES VARY FLOOR TRUSS TO BEAM FLOOR TRUSS TO ROOF GIRDER 0/(2)10d TOP NAILS \ PER STRA' (1)10d FACE NAIL ER STRAP \ \\ (3)10d STRAIGHT AILS PER SIDE 0 THA422 / -imp"- _ THA422 CONNECTOR DETAIL FLOOR TRUSS TO FLOOR TRUSS TH if*/\A no • APEX TECHNOLOGY IS A FICTITIOUS NAME OWNED BY JAX APEX TECHNOLOGY INC.,A FLORIDA CORPORATION FBPE CA NO.7547-4745 SUTTON PARK COURT,STE.402 T�.ueHouse JACKSONVILLE,FL 32224-904.821.5200 1-%1°' X THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF APEX TECHNOLOGY AND IS TO BE USED ONLY IN CONJUNCTION WITH TRUSSES DESIGNED BY APEX TECHNOLOGY. TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2x6 "STRONGBACKS" SHOULD BE LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. STRONGBACK MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTEN TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. II NM,� I.!I� N / Li IS ATTACH TO VERTICAL ATTACH TO VERTICAL ATTACH 2x4 VERTICAL TO FACE WEB WITH (3)12. WEB WITH (3)12. •F TRUSS. FASTEN TO TOP COMMON WIRE NAILS. COMMON WIRE NAILS. AND BOTTOM CHORD WITH (2)12d COMMON IN EACH CHORD. ir&w#/ n& SII z.'" .' / \ /r'd II .111 Rx x x N\\N7z\\\\��z\ sz �z 3Z LOCKING \ TRUSSES TYPICAL SPLICE 48" 2x6 AS REQUIRED `--BEARING WALL THE'STRONGBACKS SHOULD EITHER BE SECURED TO ADJACENT PARTITION WALLS OR ALTERNATE"X" BRIDGING SHOULD BE USED TO TERMINATE THE BRACING MEMBERS. IF SPLICING IS NECESSARY, USE FLOOR TRUSS STRONG BACKS A 4'-0"LONG SCAB CENTERED OVER THE SPLICE AND JOIN WITH (12)12d NAILS EQUALLY SPACED. --- ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0"AND FASTEN WITH (12)12d COMMON WIRE NAILS T' fi*/\A na, STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A i VERTICAL) W APEX TECHNOLOGY ISA FICTITIOUS NAME OWNED BY JAX APEX TECHNOLOGY INC.,A FLORIDA CORPORATION FBPE CA NO.7547-4745 SUTTON PARK COURT,STE.402 T�.ueHo use JACKSONVILLE.FL 32224-904.821.5200 Ar- X THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF APEX TECHNOLOGY AND IS TO BE USED ONLY IN CONJUNCTION WITH TRUSSES DESIGNED BY APEX TECHNOLOGY. 4 SEAN:44433/T31/FLAT Ply:4 Job Number: 78735C0 -. " FROM: Qty: 1 Diaz Residence DRW: • Page 1 of 2 Wgt:700.0 lbs Truss Label: FG03 ... / ... 12/04/2019 13'0"4 1 154 1'1"7 1'6"9 310"4 5'6"9 71"3 8'9"9 10'4"3 11101 4 1710"4 " I I " I 1 " I " 1 " {226 1714 186 610 186 1610 1'6"8 253 Ill3X4 8X8 =6X8 1116X6(R)=10X12(") 1113X4 1113X4 -3X8 =8X8 IIIH0510 -10X12 1110X12('") A B C D E F G H I J K L T �i. � 4. \N VoWe ` 0WiINW \` -WIILi%A W1W �y�� W1 1 J -BL I r//fj 9'5"2 X W V U T S R Q P O N 14M 1114X8(") =8X8 =6X8 1II6X6(R) =6X8 =4X4 114X4 1116X6(R)=10X12=10X12(")(1) IIIH0510 1114X8(") 1 1710"4 A 1 1,9"14 I 1,8,.6 I 1.8"14 I 1714 I 2'0"6 I 1.8"8 I 1,2"5 I 1'9"5 I 1.11"13 1'9"14 3'6"4 5'3"1 6'10"15 8'11"5 10713I____111"4 12'9" 15'10'7 17'10"4 "1 1' 171 14'1'2 Loading Criteria(est) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs) TCLL: 40.00 Wind Std: NA Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: NA mph Pt:NA Ce:NA VERT(LL): 0.206 G 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:NA Lu:NA Cs:NA VERT(CL): 0.283 G 755 240 x 11849/- /- /- /- /- BCDL: 10.00 Category:NA Snow Duration:NA HORZ(LL): 0.038 A - - M 12578/- /- /- /- !- EXP:NAKzt:NA Des Ld: 60.00 Mean Heigh NA ft - HORZ(TL):0.052 A - - X Brg Width=- Min Req=- NCBCLL:0.00 TCDL:NA psf Code/Misc Criteria Creep Factor:2.0 M Brg Width=2.8 Min Req=- Soffit: 0.00 BCDL:NA psf Bldg Code: FBC 2017 RES Max TC CSI: 0.385 Bearing M Fcperp=565psi. Load Duration:1.00 MWFRS Parallel Dist:NA TPI Std: 2014 Max BC CSI: 0.622 Maximum Top Chord Forces Per Ply(lbs) Spacing:24.0" C&C Dist a:NA ft Rep Fac:Varies by Ld Case Max Web CSI: 0.842 Chords Tens.Comp. Chords Tens. Comp. Loc.from endwall:NA FT/RT:30(0)/10(0) Mfg Specified Camber: A-B 0-2565 G-H 0 -8316 I:NA GCpi:NA Plate Type(s): B-C 0-4520 H-I 0 -6836 Wind Duration:NA WAVE,HS VIEW Ver:18.02.01A.0205.19 C-D 0-6163 I-J 0 -6625 Lumber Plating Notes D-E 0-7727 J-K 0 -6383 Top chord 2x8 SP 2400f-2.OE (I)-plates so marked were sized using 0% F-F 0-7814 K-L 0 -3125 Bot chord 2x8 SP 2400f-2.0E Fabrication Tolerance,0 degrees Rotational F-G 0-7822 8 Webs 2x4 SP#3:W1 2x6 SP#2: Tolerance,and/or zero Positioning Tolerance. :W2,W8 2x4 SP#1: Maximum Bot Chord Forces Per Ply(lbs) :W4 2x4 SP#2: (")5 plate(s)require special positioning.Refer to Chords Tens.Comp. Chords Tens. W6 2x8 SP 2400f-2.OE: scaled plate plot details for special positioningComp. requirements. X-W 27 0 R-0 8316 0 Nailnote Purlins W-V 2963 0 Q-P 8041 0 Nail Schedule:0.131"x3",min.nails V-U 4851 0 P-0 6625 0 Top Chord:2 Rows @ 3.50"o.c.(Each Row) In lieu of structural panels or rigid ceiling use purlins U-T 6458 0 0-N 3611 0 Bot Chord:2 Rows @ 3.50"o.c.(Each Row) to laterally brace chords as follows: T-S 7814 0 N-M 30 0 Chord Spacing(in oc) Start(ft) End(ft) Webs :1 Row @ 4"o.c. TC 24 0.00 17.85 S-R 8269 0 Repeat nailing as each layer is applied.Use equal BC 120 0.00 17.85 spacing between rows and stagger nails in each row Apply purlins to any chords above or below fillers Maximum Web Forces Per Ply(lbs) to avoid splitting. at 24"OC unless shown otherwise above. In addition apply(1)1/2"bolt or 0.22"-0.25"min/max dia.X 6.0" Webs Tens.Comp. Webs Tens. Comp. length wood screw at each joint location. The TC of this truss shall be braced with attached A-X 0-2884 S-G 409 -1198 spans at 24"oc in lieu of structural sheathing. A-W 3620 0 G-R 551 303 Special Loads ----(Lumber Dur.Fac.=1.00!Plate Dur.Fac.=1.00) Bearing Block(s) W-B 0-2622 Q-H 1810 0 TC:From 367 plf at 0.00 to 367 plf at 0.03 Brg blocks:0.131"x3",min.nails B-V 2615 0 H-P 0 -2833 TC:From 994 plf at 0.03 to 994 plf at 13.42 brg x-loc #blocks length/blk #nails/blk wall plate V-C 0-2171 P-I 1782 0 TC:From 200 plf at 13.42 to 200 plf at 13.45 2 17.625' 2 12" 16 SP Standard C-U 2204 0 J-0 0 -2018 TC:From 220 plf at 13.45 to 220 plf at 17.85 Brg block to be same size and species as chord. U-D 0-1943 0-K 4420 0 BC:From 20 plf at 0.00 to 20 plf at 17.85 Refer to drawing CNNAILSP1014 for more information. D-T 2342 0 K-N 0 -3197 BC:4142 lb Conc.Load at 11.11 T-E 0-1157 N-L 4280 0 BC:2255 lb Conc.Load at 11.16 Blocking F-S 365 -254 L-M 0 -3097 BC: 877 lb Conc.Load at 13.43 Full Height Blocking reinforcement required to BC:2504 lb Conc.Load at 13.46 prevent buckling of members over the bearings: bearing 2 located at 17.63' Hangers/Ties (J)Hanger Support Required,by others NOTES: r 1.This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,include BCSI 1-03, should be used in conjunction with the architectural plans during installation. (11'11) 2 Apex Technology is a fictitious name owned by Jax Apex Technology Inc,Florida Corporation. Florida Engineer Business No.7547-9000 Regency Square BLVD,Suite 100,Jacksonville,FL 32211-904.821.5200 A Michael G Kozlowski Jeffrey P Arneson Derek B Murray Justin Lanier APEX Tr�� ®Ua7G PE No 60839 PE No 58544 PE No 71457 PE No.85166 1 • SEAN:44433/T31/FLAT Ply:4 Job Number: 78735CO • FROM: Qty: 1 Diaz Residence DRW: Page 2 of 2 Wgt:700.0 lbs Truss Label: FG03 ... / ... 12/04/2019 • Additional Notes Truss must be installed as shown with top chord up. The overall height of this truss excluding overhang is 2-6-0. • NOTES: (Pir'14)f 1.This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,include BCSI 1-03.. should be used in conjunction with the architectural plans during installation. 2.Apcx Technology is a fictitious name owned by Jax Apex Technology Inc.,Florida Corporation. Florida Engineer Business Na.7547-9000 Regency Square BLVD,Suite 100,Jacksonville,FL 32211-904.821.5200 �+y.Y APEX L�A diQ o:IJG PE No.60839 lowskiPErNo 58544 on PE rvo 71457 JPEINo 85166 - v i. SEAN:44437/T46/FLAT Ply 4 Job Number: 78735C0 - FROM: Qty: 1 Diaz Residence DRW: Wgt:663.6 lbs Truss Label: FG04 ... / ... 12/04/2019 2'9„4 I 50"2 I 6'4" 1 8'3"14 I 10'5"9 I 12'5"7 I 1472 I 17'2"4 , 29 4 2'2"14 1'3"14 1'11"14 2'1"10 1'11"14 2'1"10 2'7"2 6X10(**) =8X8 1113X4 =4X8 1113X4 1113X4 =10X12(**) =5X7 =6X8 A B C D E F G H I T a$ In - N _ W1 W2 W4 - W5 W1 l / j BL1 - NI g 5"2 Q P 0 N M L K J 113X8 =10X12(**) =8X12 1114X8 =4X4 =6X8 =5X7 =6X8 1114X5(**) A 1774 A 1_ 254 1 2'3"4 I 1,3"141 2,1"12 I 2'5"10 1 2'1"2 I 2,2"2 I 2'3"2 'I 2'5.'4 4'8"8 6'0"6 8'2"2 10'7"13 12'8"15 14'11"2 17'2"4 Loading Criteria(psf) Wind Criteria • Snow Criteria(Pg,Pf in PSF) DeN/CSI Criteria A Maximum Reactions(lbs) TCLL: 40.00 Wind Std: NA Pg:NA Ct:NA CAT:NA PP Deflection in loc Udefl L/# Gravity Non-Gravity TCDL: 10.00 Speed: NA mph Pf:NA Ce:NA VERT(LL): 0.134 N 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:NA Lu:NA Cs:NA VERT(CL): 0.199 N 999 240 R 9891 /- /- /- /- /- BCDL: 10.00 Category:NA Snow Duration:NA HORZ(LL): 0.027 A - - J 7401 /- /- /- /- /- Des Ld: 60.00 EXP:NA Kzt:NA HORZ(TL): 0.040 A - - R Brg Width=2.7 Min Req=- NCBCLL:10.00 Mean Height:NA ft Code/Misc Criteria Creep Factor:2.0 J Brg Width=- Min Req=- TCDL:NA psf BearingR Fcperp Soffit: 0.00 BCDL:NA psf Bldg Code: FBC 2017 RES Max TC CSI: 0.309 P rp=565psi. Load Duration:1.00 MWFRS Parallel Dist NA TPI Std: 2014 Max BC CSI: 0.595 Maximum Top Chord Forces Per Ply(lbs) Spacing:24.0" C&C Dist a:NA ft Rep Fac:Varies by Ld Case Max Web CSI: 0.978 Chords Tens.Comp. Chords Tens. Comp. Loc.from endwall:NA FT/RT:30(0)/10(0) Mfg Specified Camber: A-B 0-2951 E-F 0 -5266 I:NA GCpi:NA Plate Type(s): B-C 0-5822 F-G 0 -5194 Wind Duration:NA WAVE VIEW Ver:18.02.01A.0205.19 C-D 0-5947 G-H 0 -3528 Lumber Purlins D-E 0-5278 H-I 0 -1965 Top chord 2x8 SP 2400f-2.0E In lieu of structural panels or rigid ceiling use purlins Bot chord 2x8 SP 2400f-2.0E to laterally brace chords as follows: Maximum Bot Chord Forces Per Ply(lbs) Webs 2x4 SP#3:W1 2x6 SP#2: Chord Spacing(in oc) Starl(ft) End(ft) Chords Tens.Comp. Chords Tens. Comp. :W2 2x4 SP#1: TC 24 0.00 17.19 R-Q 26 0 N-M 5266 0 :W4,W7 2x4 SP#2: BC 120 0.00 17.19 :W5 2x8 SP 2400f-2.0E: Apply purlins to any chords above or below fillers Q-P 3318 0 M-L 3761 0 at 24"OC unless shown otherwise above. P-0 5947 0 L-K 2216 0 Nailnote The TC of this truss shall be braced with attached 0-N 5793 0 K-J 20 0 Nail Schedule:0.131"x3",min.nails spans at 24"oc in lieu of structural sheathing. Top Chord:1 Row @ 3.25"o.c. Maximum Web Forces Per Ply(lbs) Bot Chord:2 Rows @ 4.00"o.c.(Each Row) Hangers/Ties Webs Tens.Comp. Webs Tens. Comp. Webs :1 Row @ 4"o.c. (J)Hanger Support Required,by others Repeat nailing as each layer is applied.Use equal A-R 0-2418 F-M 0 -927 spacing between rows and stagger nails in each row A-Q 3705 0 M-G 2161 0 to avoid splitting. Bearing Block(s)P 9 Q-B 0-2419 G-L 0 -1530 In addition apply(1)1/2"bolt or 0.22"-0.25"min/max dia.X 6.1,rg blocks:0.131"x3",min.nails g_p 3466 0 L-H 1881 0 length wood screw at each joint location. brg x-loc #blocks length/blk #nails/blk wall plate p_C 0 -797 H-K 0 -1655 1 0.000' 1 12" 6 SP Standard Special Loads Brg block to be same size and species as chord. 0-D 1107 0 K-I 2518 0 Refer to drawing CNNAILSP1014 for more information. D-N 178-1026 I-J 0 -1788 --(Lumber Dur.Fac.=1.00/Plate Dur.Fac.=1.00) N-E 338 -132 TC:From 220 plf at 0.00 to 220 plf at 5.52 Blocking TC:From 353 plf at 5.52 to 353 plf at 5.54 TC:From 273 plf at 5.54 to 273 plf at 5.56 Full Height Blocking reinforcement required to TC:From 253 plf at 5.56 to 253 plf at 5.57 prevent buckling of members over the bearings: TC:From 520 plf at 5.57 to 520 plf at 5.58 bearing 1 located at 0.00' TC:From 500 plf at 5.58 to 500 plf at 17.19 BC:From 20 plf at 0.00 to 20 plf at 17.19 Additional Notes BC:9910 lb Conc.Load at 5.52 Truss must be installed as shown with top chord up. Plating Notes The maximum concentrated load is 9914# (**)4 plate(s)require special positioning.Refer to The overall height of this truss excluding overhang is scaled plate plot details for special positioning 2-6-0. requirements. NOTES: r- 1.This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,include BCSI 1-03, should be used in conjunction with the architectural plans during installation. (II;.1 2.Apex Technology is a fictitious name owned by Jax Apex Technology Inc..Florida Corporation. Florida Engineer /� Business No.7547-9000 Regency Square BLVD,Suite 100,Jacksonville,FL 32211-904.821.5200 Tru eHo u se Michael G Kozlowski Jeffrey P Arneson Derek B Murray Justin Lanier APEX PE No.60839 PE No.58544 PE No.71457 PE No.85166 SEAN:44444/T27/FLAT Ply:3 Job Number: 78735C0 FROM: Qty: 2 Diaz Residence DRW: - - - . - ---• .--Wgt:462.0lbs -Truss Label: FG05 .. I ... 12/04/20111 2'9.'15 I 5'1"7 I 7'3"10 I 9'7"9 I 11'9"12 I 14'1"4 I 16'91"3 2 9 15 2'3"7 2'2"3 2'3 15 2'2"3 2'3"7 2'9"15 6X8 =4X8 =10X12(") III3X4 1113X4 =4X5 =4X8 =6X8 1-1,,,,. A B . C D.. E F G H me ■■� i i �_es '�'we u w, �■ '■��. I- - MN IIIIIIII O 9'5"2 P 0 N M L K J I 1114X5(") =6X8 =4X8 =4X5 ee4X5 =10X12(") =6X8 1114X5(") 1 - 16'11"3 2,5„7 I 2'3"15 I 2'4"7 2,7 315„7 I 2 I 2 4 7 I 2'5-7 25 7 4'97 7'1"14 9.9"5 12'1"4 14'5"12 16'11"3 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions(lbs) TCLL: 240.00 Wind Std: NA Pg:NA Ct:NA CAT:NA PP Deflection in loc Udefl LI# Gravity Non-Gravity TCDL: 120.00 Speed: NA mph Pf:NA Ce:NA VERT(LL): 0.086 E 999 360 Loc R+ /R- /Rh I Rw I U /RL BCLL: 0.00 Enclosure:NA Lu:NA Cs:NA VERT(CL): 0.131 E 999 240 p 6180 /- /- 1- /- /- BCDL: 5.00 Category:NA Snow Duration:NA HORZ(LL): 0.018 A - - I 6180 I- I- I- I- 1- EXP:NAKzt:NA Des Ld: 365.00 HORZ(TL): 0.027 A - - P Brg Width=- Min Req=- Mean Height:NA ft I Br Width Min R NCBCLL:0.00 TCDL:NA psf Code/Misc Criteria Creep Factor:2.0 9 =- eq=- Soffit: 0.00 BCDL:NA psf Bldg Code: FBC 2017 RES Max TC CSI: 0.128 Maximum Top Chord Forces Per Ply(lbs) Load Duration:1.00 . MWFRS Parallel Dist NA TPI Std: 2014 Max BC CSI: 0.267 Chords Tens.Comp. Chords Tens. Comp. Spacing:24.0" C&C Dist a:NA ft Rep Fac:Varies by Ld Case Max Web CSI: 0.760 A-B 0-2169 E-F 0 -4290 Loc.from endwall:NA FT/RT:30(0)/10(0) Mfg Specified Camber: B-C 0-3568 F-G 0 -3571 I:NA GCpi:NA Plate Type(s): C-D 0-4290 G-H 0 -2169 Wind Duration:NA WAVE VIEW Ver:18.02.01A.0205.19 D-E 0-4331 Lumber Additional Notes Top chord 2x8 SP 2400f-2.0E Truss must be installed as shown with top chord up. Maximum Bot Chord Forces Per Ply(lbs) Bot chord 2x8 SP 2400f-2.0E Chords Tens.Comp. Chords Tens. Comp. Webs 2x4 SP#3:W1 2x6 SP#2: The overall height of this truss excluding overhang is — :W22x4SP#2: 2-6-0. P-0 24 0 L-K 3732 0 0-N 2428 0 K-J 2428 0 Nailnote N-M 3730 0 J-I 24 0 M-L 4331 0 Nail Schedule:0.131"x3",min.nails Top Chord:2 Rows @ 5.50"o.c.(Each Row) Bot Chord:1 Row @12.00"o.c. Maximum Web Forces Per Ply(lbs) Webs :1 Row @ 4"o.c. Webs Tens.Comp. Webs Tens. Comp. Repeat nailing as each layer is applied.Use equal spacing between rows and stagger nails in each row A-P 0 -1983 E-L 0 -546 to avoid splitting. A-0 2694 0 L-F 1043 0 0-B 0-1701 F-K 0 -1057 Plating Notes B-N 1557 0 K-G 1560 0 (")4 plate(s)require special positioning.Refer to N-C 0-1065 G-J 0 -1706 scaled plate plot details for special positioning C-M 1044 0 J-H 2693 0 requirements. M-D 0 -544 H-I 0 -1983 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 16.93 BC 120 0.00 16.93 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. The TC of this truss shall be braced with attached spans at 24"oc in lieu of structural sheathing. Hangers I Ties (J)Hanger Support Required,by others NOTES: - 1.This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,include BCSI 1-03, should be used in conjunction with the architectural plans during installation. ("T'll) 2.Apex Technology is a fictitious name owned by Jaz Apex Technology Inc.,Florida Corporation. Florida Engineer • Business No.7547-9300 Regency y Square BLVD,Suis-100,Jacksonville,FL 32211-904.821 5200 APE: Tau eHo a se Michael C Kozlowski PE No.60839 Jeffrey P A oeson PE No.58544 0orek B 714574 7y PE No. Justin Lanier J 1PE No.85166 2 — — — — — — — — — TZ—r--11 REVISION BP#CS/ O-'-p37a__ DATE /2 / // i at SIGNED yyl F ICE COPY r N APEX TECHNOLOGY IS A FICTITIOUS NAME OWNED BY JAX 2'---i DEC 6 2019 EX TECI 1NOLOGY INC., A FLORIDA CORPORATION FBPE CA IN& 7547-9000 REGENCY SQUARE BLVD, SUITE 100 JACKSONVILLE, FL 32211- 904.82 1.5200 BUILDER: SUBDIVISION: LOT NUMBER 130 5th St MODEL: Diaz Residence DESIGNED/CHECKED: EAC `Hi TrueHouse APEX This drawing is not sufficient alone for installation. Additional instructions accompanying this drawing, including BCSI-B1, should be used in conjunction with the architectural and structural plans during installation. If BCSI-B1 has not been shipped to the site with the components shown on this page, please contact Apex Technology for a free copy. Permanent bracing for the building, including bracing to resist wind, seismic, or other lateral forces, and permanent bracing for all structural elements, is the responsibility of the Engineer of Record for the structure or the building designer,NSI/TP11- 20`,gAO rer�111111,� N�8 16� • 3 STAT OF .: 0 0 I 1T �� 0 i 9 General Notes Notes generales Trusses are not marked in any way to identify the Los trusses no estan marcados de ningdn modo que frequency or location of temporary lateral restraint identifique la frecuencia o localizaci6n de restriccicin and diagonal bracing. Follow the recommendations lateral yarriostre diagonal tempora/es. Use las for handling, installing and temporary restraining recomendaciones de manejo, instalacibn, restriccion and bracing of trusses. Refer to BCSI - Guide to yarriostre temporal de los trusses. Vea el folleto BCSI Good Practice for Handling, Installing, Restraining - Guia de Buena Prlctica para at Mari Instalacion, & Bracingof Metal Plate Connected Wood Re ri ' st colon Arriostre de los Truss d Y es a Madera Trusses*** for more detailed information. Conectados con Places de Metal*** para in/ormacion Truss Design Drawings may specify locations of mos detallada. permanent lateral restraint or reinforcement for Los dibujos de diseno de los trusses pueden especifica individual truss members. Refer to the BCSI-B3*** las localizations de restriccion lateral permanents o for more information. All other permanent bracing re/uerzo an los miembros individuates del truss. Vea design is the responsibility of the building designer. la hoja resumen BCSI-B3*** para mos informacion: El a improviser. resto de los disefios de arriostres permanentes son la responsabilidad del disenador del edificio. ® DANGER The consequences of improper handling, erecting', installing, restrainingcll and bracing can result in a collapse of the structure, or worse, serious personal injury or death. 10, 4� iPELIGRO! EI resu/tadode un manejo, " q levantamiento, instalacion, restriccion y amisotre e' incorrecto puede ser la caida de la estructura o aun peor, heridos o muertos. w ' Ar@L'1NJu➢ 00(%1 Exercise care when removing banding and handling trusses to avoid damaging trusses and prevent injury. Wear --- personal protective equipment for the eyes, feet, hands and head when working with trusses. m 9' N�� 8 Utilice caute/a al quitar las ataduras o los pedazos de metal de sujetar para evitar --- defio a los trusses y prevenir la herida personal. Leve el equipo protectivo personal para. Dios, pies, manos y cabeza cuando trabaja con trusses. A 00G1M,T0@M Use dCu 8 special care in Utilice cu/dado windy weather or especial en near power lines dfas ventososo Handling Manua and airports. cerca de cable:; electdcos o de aeropuertos. Avoid lateral bending. Spreader bar Mlnlmum 2 2x_ Scab block center d Att over CUR splice. ach to CLR with minimum 8-16d Tagline for truss (6.1 m) max. 10' (3 m) - 15' (4:6 m) max. Same spacing as bottom chord Note: Some chord and web members lateral restraint not shown for clarity. of splice or as specified by the Building Designer. SECTION A -A Evite la flexi6n IateraL TRUSSES UP TO 30' (9.7 m) _ The contractor TRUSSES HASTA 30 PIES reader bar is responsible for Toef� T� oe-in O O properly receiving, Locate Spreader bar 10'(3m) or CLR splice reinforcement. unloading and storing the trusses at the jobsite. Unload trusses to smooth surface Use proper rigging and Use equipo apropi- to prevent damage. hoisting equipment. ado para levantar E/ contratista tiene la responsabilidad de, recibir, a improviser. descargar y almacenar adecuadamente los TRUSSES HASTA 60 PIES trusses an la obra. Descargue los trusses sobre una superficie lisa para prevenir el Dano.. Hold each truss in position with the erection equip- spreader bar i r . ment until top chord temporary lateral restraint is �- 3/4 truss length -�If installed. and the truss is fastened to the bearing Tagline points. TRUSSES UP TO AND OVER 60'116.3 m) F Sostenga cada truss an posici6n con equipo de TRUSSES HASTA Y SOBRE 60 PIES -� gr0a haste que la restricci6n lateral temporal de la cuerda superior este insta/ado y e/ truss est! asegurado fJ .:K1 Trusses may be unloaded directly on the ground at the time of delivery or stored temporarily in contact with the ground after delivery. if trusses are to be stored for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on -center (oc). Los trusses pueden ser descargados directamente an el suelo en equal momento de entrega o alma- cenados temporalmente en contacto con el suelo despues de entrega. Si los trusses estai guarda- dos para mas de una semana, ponga bloques de altura suffciente debajo de la pile de los trusses a 8 hasta 10 pies en centro (oc). If trusses are to be stored for more than one week, cover bundles to protect from the environment. Para trusses guardados por mas de una semana, cubra los paquetes para protegedos del ambiente. Refer to BCSI*** for more detailed information pertain- ing to handling and jobsite storage of trusses. Vea el folleto BCSI*** para informacion m!s detal- lada sobre e/ manejo y almacenado de los trusses en el sido de trabayo. DO NOT NO almacene verti- store unbraced ca/mente los trusses Hoisting and Placement of Truss Bundles Recomendaciones para levantar paquetes de trusses DON'T overload the crane. NO sobrecargue Is grua. (S) NEVER use banding to lift a bundle. NUNCA use las ataduras para levantar un Pa9 uete. A single lift point may be used for bundles of top - chord pitch trusses up to 45' (13.7 m) and parallel chord trusses up to 30' (9.1 m). Use at least two lift points for bundles of top chord WARNING Do not overload supporting pitch trusses up to 60' (18.3 m) and parallel chord - structure with truss bundle. trusses up to 45'(13.7 m). Use at least three lift 1ADVERTENCIA! No sobrecargue /a points for bundles of top chord pitch trusses >60' estructura apoyada con et paquete de (18.3 m) and parallel chord trusses >45'(13.7 m). trusses. Puede user un solo lugar de levantar para paquetes de trusses de la cuerda superior haste 45'y trusses Place truss bundles in stable position. de cuerdas paralelas de 30'o mens. Use por to Puse paquetes de trusses en una mens dos puntos de levantar con grupos de trusses posici6n estable. de cuerda superior inclinada hasta 60'y trusses de cuerdas paralelas haste 45'. Use por to menos dos puntos de levantarcon grupos de trusses de cuerda superior inclinad a mas de 60'y trusses de cuerdas paralelas mas de 45'. Mechanical Hoisting Recommendations for Single Trusses Recomendaciones para levantar trusses individuates Using a single pick -point at the peak can damage the truss. EI use de un solo lugar en el pito para levantar puede hacer Dano at truss. 60° or less Approx. 1/2 truss length Installation of Single Trusses by Hand Recommendacciones de levantamiento de trusses individuales por In manor Trusses 20' - - " - t Trusses 30' (6.1 m) or (9.1 m) or less, f less, support support at near peak. quarter points. Soporte Soporte en cerca del los puntos Pico las I E Trusses up to 20' -)► de cuarto los I F Trusses up to 30' trusses de (6.1 m) trusses de 30 (9.1 m) menos o Trusses hasta 20 pies pies o menos Trusses hasta 30 pies bundles upright. sue/tos. ' Temporary Restraint `& Bracing Restriccion y arriostre temporal DO NOT store on NO almacene an uneven ground. tierra desigual. I1►J=:10r=1IrIafA Refer to BCSI-B2'** for more information. Top Chord Temporary Vea el resumen BCSI-82*** para mas informacion. Lateral Restraint Locate (TCTLR) a e ground braces directly in line with all rows 2x4 min. of top chord temporary lateral restraint (see table in the next column). 5 Coloque los amostres de Berra para e/ primer truss 2' oc, typ. directamente en linea con cada una de las filas de restriccion lateral temporal de la cuerda superior 90° Brace first (vea IS table en la pr6xima columna). truss securely DO NOT walk on unbraced trusses. before NO camine sobre trusses sueltos F erection of - additional DO NOT stand on truss overhangs until trusses. Structural Sheathing has been applied to the truss and overhangs. 4 ' NO se pare an vo/adizos cerchas haste Revestimiento estructural ha sido aplicado a la armed ira y voladizos. Steps to Setting Trusses Las medidas de la instalaci®n de los trusses 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral. restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process withlouP sof fourtrusses nil 9 Until all trusses are set. f instate to rri s a ostres de tierce. 2 Instate el rim ro e truss ate se ura P y g menta al arriostre de Berra. 3). Instale los pr6xlmos 4 trusses con restricci6n lateral temporal de miernbro corto (vea abajo). 4) Instale e/ arriostre diagonal de IS cuerda superior (vea abajo). 5) Instale amiostre diagonal are los plans de los miembros secundarios para estabilice los primeros cinco trusses (vea abajo). 6�Instate /a restric- ci6n lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita este proced- imiento en grupos de cuatro trusses haste que todos los trusses esten instalados. Refer to BCSI-B2*** for more information. Vea e/ resumen BCSI-B2*** para mos informacion. Restraint/Bracing for All Planes of Trusses Restriccion/Arriostre para todos pianos de trusses Minimum lumber used for lateral restraint and diagonal bracing is 2x4 stress -graded lumber. Attach to each truss with at least 2-10d (0.128x3"), 2-12d (0.128x3.25") or 2-16d (0.131x3.5") nails. La madera 2x4 clasificada por estres as IS madera minima utilizacia para restriccion lateral y arriostramiento diagonal. Atarlas a Cada braguero con at minimo 2 clavos 10d (0.128x3 ), 12d (0.128x3.25') o 16d (0.131x3.5 ). This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este metodo de restriccion y arriostre as para todo trusses excepto trusses de cuerdas paralelas (PCTs) 3x2 y 4x2. Vea he parte superior de la columna para IS restricci6n y arriostre temporal de PCTs. 1) TOP CHORD PLANE - CUERDA SUPERIOR Up to 30' 10' (3 m) oc max. (9.1 m) 30 45'8'(2.4 m) oc max. (9.1m-13.7 m) 45'- 60' (13.7m- 18.3 m) 6'(1.8 m) oc max. 60'- 80' * 4' (1.2 m) oc max. (18.3m-24.4 m)* *Consult a Registered Design Professional for trusses longer than 60' (18.3 m). om *Consults a un Professional Registrado de Diseno para trusses mas de 60 pies See BCSI-B2*** for TCTLR options.. - • v Vea el BCSI-82"** para las options de TCTLR. Refer to BCSI-B3*** _ <_2 oc p. for Gable End Frame restraint/bracing/ A reinforcementinformation. 45 y Para informacion sobre restriccion/ TCTLR arnostrelrefuerzo para Armazones - Hastiales vea el resumen BCSI-133*** Note: Ground bracing not shown for clarity. 10" or > Repeat diagonal braces for each set of 4 trusses. Truss attachmentrequired at supports) Repita los arrisotres diagonales para cada grupo de 4 trusses. Section A -A LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT ILA RESTRicill LATERAL Y EL ARR/OSTRE DIAGONAL SON MUY IMPORTANTES! 2) WEB MEMBER PLANE - Dia Continuous Lateral Restraint _---Diagonal PLANO DE LOS MIEMBROS ��' I bracing (.LR) splice reinforcement SECUNDARIOS X I� Truss Member 2X_CLR Web members 45° ' I t \\ Bottom G chords Diagonal braces every Mlnlmum 2 2x_ Scab block center d Att over CUR splice. ach to CLR with minimum 8-16d Tagline (0.135x3.5") nails each side (6.1 m) max. 10' (3 m) - 15' (4:6 m) max. Same spacing as bottom chord Note: Some chord and web members lateral restraint not shown for clarity. of splice or as specified by the Building Designer. SECTION A -A 3) BOTTOM CHORD PLANE - TRUSSES UP TO 30' (9.7 m) _ CUERDA INFERIOR TRUSSES HASTA 30 PIES reader bar Lateral Restraints - 2x4xl2' or greater Toef� T� oe-in Attach lapped over two trusses Locate Spreader bar 10'(3m) or CLR splice reinforcement. Spreatler.bei 1/2 to -� 2/3 truss length Note: Some chord above or stiffback oc max. midabove Tagline TRUSSES UP TRUSSES HASTA 60 PIES Hold each truss in position with the erection equip- spreader bar v3 to ment until top chord temporary lateral restraint is �- 3/4 truss length -�If installed. and the truss is fastened to the bearing Tagline points. TRUSSES UP TO AND OVER 60'116.3 m) F Sostenga cada truss an posici6n con equipo de TRUSSES HASTA Y SOBRE 60 PIES -� gr0a haste que la restricci6n lateral temporal de la cuerda superior este insta/ado y e/ truss est! asegurado en los soportes. Installation of Single Trusses by Hand Recommendacciones de levantamiento de trusses individuales por In manor Trusses 20' - - " - t Trusses 30' (6.1 m) or (9.1 m) or less, f less, support support at near peak. quarter points. Soporte Soporte en cerca del los puntos Pico las I E Trusses up to 20' -)► de cuarto los I F Trusses up to 30' trusses de (6.1 m) trusses de 30 (9.1 m) menos o Trusses hasta 20 pies pies o menos Trusses hasta 30 pies bundles upright. sue/tos. ' Temporary Restraint `& Bracing Restriccion y arriostre temporal DO NOT store on NO almacene an uneven ground. tierra desigual. I1►J=:10r=1IrIafA Refer to BCSI-B2'** for more information. Top Chord Temporary Vea el resumen BCSI-82*** para mas informacion. Lateral Restraint Locate (TCTLR) a e ground braces directly in line with all rows 2x4 min. of top chord temporary lateral restraint (see table in the next column). 5 Coloque los amostres de Berra para e/ primer truss 2' oc, typ. directamente en linea con cada una de las filas de restriccion lateral temporal de la cuerda superior 90° Brace first (vea IS table en la pr6xima columna). truss securely DO NOT walk on unbraced trusses. before NO camine sobre trusses sueltos F erection of - additional DO NOT stand on truss overhangs until trusses. Structural Sheathing has been applied to the truss and overhangs. 4 ' NO se pare an vo/adizos cerchas haste Revestimiento estructural ha sido aplicado a la armed ira y voladizos. Steps to Setting Trusses Las medidas de la instalaci®n de los trusses 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral. restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process withlouP sof fourtrusses nil 9 Until all trusses are set. f instate to rri s a ostres de tierce. 2 Instate el rim ro e truss ate se ura P y g menta al arriostre de Berra. 3). Instale los pr6xlmos 4 trusses con restricci6n lateral temporal de miernbro corto (vea abajo). 4) Instale e/ arriostre diagonal de IS cuerda superior (vea abajo). 5) Instale amiostre diagonal are los plans de los miembros secundarios para estabilice los primeros cinco trusses (vea abajo). 6�Instate /a restric- ci6n lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita este proced- imiento en grupos de cuatro trusses haste que todos los trusses esten instalados. Refer to BCSI-B2*** for more information. Vea e/ resumen BCSI-B2*** para mos informacion. Restraint/Bracing for All Planes of Trusses Restriccion/Arriostre para todos pianos de trusses Minimum lumber used for lateral restraint and diagonal bracing is 2x4 stress -graded lumber. Attach to each truss with at least 2-10d (0.128x3"), 2-12d (0.128x3.25") or 2-16d (0.131x3.5") nails. La madera 2x4 clasificada por estres as IS madera minima utilizacia para restriccion lateral y arriostramiento diagonal. Atarlas a Cada braguero con at minimo 2 clavos 10d (0.128x3 ), 12d (0.128x3.25') o 16d (0.131x3.5 ). This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este metodo de restriccion y arriostre as para todo trusses excepto trusses de cuerdas paralelas (PCTs) 3x2 y 4x2. Vea he parte superior de la columna para IS restricci6n y arriostre temporal de PCTs. 1) TOP CHORD PLANE - CUERDA SUPERIOR Up to 30' 10' (3 m) oc max. (9.1 m) 30 45'8'(2.4 m) oc max. (9.1m-13.7 m) 45'- 60' (13.7m- 18.3 m) 6'(1.8 m) oc max. 60'- 80' * 4' (1.2 m) oc max. (18.3m-24.4 m)* *Consult a Registered Design Professional for trusses longer than 60' (18.3 m). om *Consults a un Professional Registrado de Diseno para trusses mas de 60 pies See BCSI-B2*** for TCTLR options.. - • v Vea el BCSI-82"** para las options de TCTLR. Refer to BCSI-B3*** _ <_2 oc p. for Gable End Frame restraint/bracing/ A reinforcementinformation. 45 y Para informacion sobre restriccion/ TCTLR arnostrelrefuerzo para Armazones - Hastiales vea el resumen BCSI-133*** Note: Ground bracing not shown for clarity. 10" or > Repeat diagonal braces for each set of 4 trusses. Truss attachmentrequired at supports) Repita los arrisotres diagonales para cada grupo de 4 trusses. Section A -A LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT ILA RESTRicill LATERAL Y EL ARR/OSTRE DIAGONAL SON MUY IMPORTANTES! 2) WEB MEMBER PLANE - Dia Continuous Lateral Restraint _---Diagonal PLANO DE LOS MIEMBROS ��' I bracing (.LR) splice reinforcement SECUNDARIOS X I� Truss Member 2X_CLR Web members 45° ' I t \\ Bottom G chords Diagonal braces every Mlnlmum 2 2x_ Scab block center d Att over CUR splice. ach to CLR with minimum 8-16d 10 truss spaces 20' (0.135x3.5") nails each side (6.1 m) max. 10' (3 m) - 15' (4:6 m) max. Same spacing as bottom chord Note: Some chord and web members lateral restraint not shown for clarity. of splice or as specified by the Building Designer. SECTION A -A 3) BOTTOM CHORD PLANE - CUERDA INFERIOR _ Truss Lateral Restraints - 2x4xl2' or greater l Member lapped over two trusses or CLR splice reinforcement. Note: Some chord Bottom <° chords _4 and web members not shown for clarity. Diagonal braces every 10 _ � truss spaces 20'(6.1 m) max. 10'(3 m)-15'(4.6fin) max. Restraint & Bracing for 3x2 and 4x2 Parallel Chord Trusses Restriccion y arriostre para trusses de cuerdas paralelas 3x2 y 4x2 10' (3 m) or Diagonal bracing Repeat diagonal bracing Refer to 15' (4.6 ml every 15 truss spaces 30' BCSI-B7*** for more (9.1 m) max. j information. 54 ' Vea el resumen BCSI- P are mos informacion. n* _ 2 oc,,typ. `Apply diagonal brace to vertical webs at end of cantilever and at bearing locations. All lateral restraints lapped at least two trusses. *Top chord temporary lateral restraint spacing shall be 10'(3 m) oc max. for 3x2 chords and 15' (4.6 m) oc for 4x2 chords rlt Installing - /nstalacidn Max. Bow Truss Length Tolerances for Out -of -Plane. D/50 D (ft.) 12.5' Tolerancias para Fuera-de-Plano. 19 mm 3.8 m Max Bow 1/4" 1' 7/8" 14.6' Length --- Ii 6 n 0.3 m 22 mm (4.5 m f1/2" 2' 1" 16.7' Max Bow L�engih +n i 13 mm 0.6 m 25 mm 5.1 m Max. Bow t I3/4" 3' 1-1/8" 18.8' (19 mm) 0.9 m 29 mm 5.7 m 4' 1-1/4" 20.8' Plumb 25 mm 1.2 m 32 mm 6.3 m Tolerances for Out -of - /.line 1-1/4" 5' 1-3/8" 22.9 1 f Plumb. 32 mm 1.5 m 35 mm 7.0 m 1-1/2" 6' 1-1/2" 25.0' Tolerancias. pare Fuera-de- D/50 max 38 mm 1.8 m 38 mm (7.6 m Plomada. 1-3/4" 7' 1-3/4" 29.2' 44 mm 2.1 m 44 mm 8.9 m Construction Loading 52" z8' 2" >_33.3' 1 n >-2.4 m) 51 mm 10.1 m Carga de construction DO NOT proceed with construction until all lateral restraint and bracing is securely and properly in place. NO proceda coma construcci6n haste que Codas las restric- Material Height ciones'laterales y los arriostres esten colocados an forma Gypsum Board12" (305 mm) apropiada y Segura. 16" 2 m DO NOT exceed maximum stack heights in table at right.Plywood or OSB (406 m) Refer to BCSI-B4*** for more information. Asphalt Shingles bundles NO exceda las alturas mlximas, de mont6n. Vea el resumer, Concrete Block 8" (203 mm) BCSI-B4*** para mas informaci6n. Clay Tile 3� tiles high 1. Based on truss live load of 40 pelf or greater. For other conditions, contact a Registered Design Professional. 2. Install stacks of materials as quickly as possible. NEVER stack materials near a peak, at mid -span, on cantilevers or overhangs. NUN"apile los matenales cerca de un plop, a centro de la l." en cantilevers o aleros. 10 DO NOT overload small groups or single trusses. NO sobrecargue pequenos grupos o trusses individuates. Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses Como sea posible. Position loads over load bearing walls. Coloque las cargassobre las Paredes soportantes. Alterations - Alterations Refer to BCSI-B5.*** Truss bracing not shown for clarity. Vea el resumen BCSI-B5. *** - DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. NO come I a tare oactors nin un mi p g embro estructura/ de un truss, a menos que este especificamente permitido en el dibujo del diseno del truss. Trusses that have been overloaded during construction or altered without the Truss Man- ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se Iran sobrecargado durante /a construccicin o han sido alterados sin la autor- izacion previa del Fabricante de Trusses, pueden hacer nulo y sin efecto la garantfa limitada del Fabricante de Trusses. '"Contact the Component Manufacturerfor more Information or consult a Registered Design Professional for assistance. NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (If applicable) are professionals with the capability to undertake the work they have agreed to do on any given project. If the contractor believes d needs assistance in some aspect of the construction.prolect, it should seek assistance from a competent party. The methods and pmoedures outlined in thisd c ument are intended to ensure that the overall construction techniques employed will putme trusses into place SAFELY. These recommendations for handling, installing restraining and bracing trusses are based upon the collective experience of leading personnel involved with truss design, manufacture and installation, but must due to the nature of responsibilities involved, be presented only as a GUIDE for use by a qualified building designer or contractor Its not intended that theserecommendationsbe interpreted as superior to the building designer's design specification for handling installing, restraining and bracing trusses and it does not preclude the use of other equivalent methods for restra rrng/bracing and providing stability for the walls columns floors roofs and all the interrelated structural building componentsasdetermined by the contractor. Thus, SBCA.expressly disclaims any responsibility for damages arising from the use, application, or reliance on the recommendations and information contained herein. - SBCA 6300 Enterprise Lane - Madison, WI 53719 608-274-4849 - sbcindustry.com BI WARN71 x17 190204 EXISTING BEAM EXISTING FLOOR JOIST H2.5T @ EA. RAFTER NEW GIRDER PER PLAN DETAIL SCALE: 3/4" = 1'-0" CONCRETE STAND—OFF PAD TO MATCH ARCHITECTURAL COLUMN DIMS. FOR BOX COL. w/#3 HAIRPINS AT EA. CORNER & #3 CLOSED TIE AT TOP T/PAD = HOUSE_ FINISH FLOOR —=-T "T I=mo rr WOOD POST PER PLAN. _ TYPICAL ANCHORAGE PER CONST. SPECS, PAVERS BY ,-rte OTHERS CONCRETE FOOTING (SEE PLAN) PAD AT BOX COLUMNS EXISTING EXISTING FLOOR H2.5T @ EA. F PEF DETAIL SCALE: 3/4" = 1'-0" EXISTING BEAM EXISTING FLOOR JOIST H2.5T @ EA. RAFTER NEW BEAM PER PLAN r_Tl DETAIL MIN. (2)2x4 PT SYP #2 J PORCH BEA SUPPORT POST W U 2 24" MAX. IF 4x4 IS SPECIFIED ON PLAN, USE (2)2x4 WALL SHEATHING w/8d @ 12" MIN. /� SPF#2 SUPPORT. FASTEN BASE W/ LTT20B 6" O.C. EDGE & FIELD. l �L~fl U C:) Q IF 6x6 IS SPECIFIED ON PLAN, USE I (3)2x6 D .. o - SPF#2 SUPPORT. FASTEN BASE W/ HTT5 SOLE PLATE ANCHOR Q �:I ATTACH PORCH BEAM TO SUPPORT POST w/ (2)HTS16 OR (2)MSTA24 SYP#2 PT SOLE PLATE BOX COLUMN MAY BE USED IN LIEU OF 4x4 OR 6x6. POST BASE: MSTA24MSTA24 POST 4x4 POST:ABU44 6x6 POST:ABU66 STRAP STRAP BELOW 8x8 POST: ABU88 I PORCH. SLAB o' HTS16 HTS16 STRAP STRAP 5/8"0 ROD EPDXIED 6" MIN PLAN VIEW OF PORCH PLAN VIEW OF PORCH ELEVATION OF PORCH BEAM AT CORNER POST BEAM AT CENTER POST BEAM AT POST n 1 SCALE: 3/4" = 1'-0" "4 NOTES: 1. SEE TABLE 8/S0.0 FOR PORCH CEILING SHEATHING SPECIFICATIONS 2. FASTEN TRUSS TO BEAM PER DETAIL 1/S2.1 (DISREGARD FULL HEIGHT ANCHOR ON DETAIL) 3. WATER PROOFING AT LOWER PORTION OF BOX COLUMN BY BUILDER IF PT MATARIAL IS NOT USED TYPICAL PORCH FRAMING SCALE: 3/4" = 1'-0" 1 i OFFICE COPY BP# j&5/9—o37o DATE /P/ SIGNED j'Y► . w.: M ►- f I OEC 6 2019 420 Osceola Avenue lax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 Y • No. 3 -o•; ST OF NAL Luis A. Ponti;o, PE FL PE#53311 ff IONS DATE GENERAL 3 REVISION 12.2.19 FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO a ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 8 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. MISC DETAILS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. PLAN NAME DIAZ RESIDENCE DESIGN/DR WN/CHECKED JMD / MJK /LAP DATE 11/06/18 SCALE AS NOTED LPA No. COAS-18-00443 CONTROL No. SHEET S 2.7 CAH ET 1 SOF 6 J LL W U 2 z gy=m �L~fl U C:) Q Q D � Q MISC DETAILS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. PLAN NAME DIAZ RESIDENCE DESIGN/DR WN/CHECKED JMD / MJK /LAP DATE 11/06/18 SCALE AS NOTED LPA No. COAS-18-00443 CONTROL No. SHEET S 2.7 CAH ET 1 SOF 6 HELICAL PILE GENERAL NOTES: HELICAL ANCHOR UNDERPINNING: HELICAL ANCHORS SHALL BE INSTALLED BY AN AUTHORIZED CONTRACTOR AS APPROVED BY THE SELECTED ANCHORS MANUFACTURER. HELICAL ANCHORS INSTALLATION SHALL BE MONITORED AND DOCUMENTED B`i EXPERIENCED ENGINEERING PERSONNEL WORKING UNDER THE DIRECTION OF A PROFESSIONAL GEOTECHNICAL ENGINEER. ALL WORK AS DESCRIBED HEREIN SHf:LL BE PERFORMED IN ACCORDANCE WITH ALL APPLICABLE SAFETY CODES IN EFFECT AT THE TIMLE OF INSTALLATION. HELICAL ANCHORS AS SPECIFIED SHALL CONFORM TO APPLICABLE BUILDING CODES. ALL ANCHORS, SHAFT EXTENSIONS, AND BRACKETS MUST BE HOT -DIPPED GALVANIZED WITH ADDED PROTECTION FROM SALT WATER. CONTRACTOR SHALL INSTALL PILES AND BRACKETS ACCORDING TO MANUFACTURER'S INSTALLATION INSTRUCTIONS. INSTALLATION UNITS SHALL CONSIST OF A ROTARY TYPE TORQUE MOTOR WITH FORWARD AND REVERSE CAPABILITIES. INSTALLATION UNITS SHALL BE CAPABLE OF DEVELOPING THE MINIMUM ALLOWABLE COMPRESSIVE CAPACITY AS NOTED ON THE HELICAL ANCHOR LAYOUT (SHEET S1.0) INSTALLATION UNITS SHALL BE CAPABLE OF POSITIONING THE HELICAL PILE AT THE PROPER INSTALLATION ANGLE. THIS ANGLE MAY VARY BETWEEN VERTICAL AND 5 DEGREES, DEPENDING UPON APPLICATION AND TYPE OF' LOAD TRANSFER DEVICE SPECIFIED / REQUIRED. INSTALLATION TORQUE SHALL BE MONITORED THROUGHOUT THE INSTALLATION PROCESS. HELICAL ANCHOR SHALL BE INSTALLED TO THE MINIMUM TORQUE VALUE REQUIRED TO PROVIDE THE LOAD CAPACITIES SHOWN ON THE PLAN, INCLUDING THE FACTOR OF SAFETY OF :2 OR MORE. APPROPRIATE HELICAL ANCH(,R SELECTION WILL CONSIDER DESIGN LOAD PLU`, SAFETY FACTOR' (2 OR MORE), SOIL PARAMETERS, AND THE INSTALLATION TORQUE VS. CAPACITY EQUATION, AS PER THE MANUFACTURER'S RECOMMENDATIONS. CONTRACTOR SHALL FURNISH SHOP DRAWINGS SIGNED AND SEALED BY THE STRUCTURE ENGINEER HOLDING CURRENT REGISTRATION IN THE STATE OF FLORIDA FOR THE INSTALLATION OF THE UNDERPINNING PIERS / ANCHORS. CONTRACTOR TO REMOVE, USING CAUTION, ALL EXISTING ELEMENTS AND ANY OTHER ITEMS THAT MIGHT BE DAMAGED OR INTERFERE VVITH THE SAFE AND EFFICIENT COMPLETION OF THE `NORK. CONTRACTOR TO PROVIDE ALL TEMPORARY SHORING AND/OR BRACING REQUIRED TO MAINTAIN SAFE AND SECURE WORKING CONDITIONS DURING UNDERPINNING OPERATIONS. INSTALL UNDERPINNING ELEMENTS TO A DEPTH BELOW GRADE AS SPECIFIED IN THE APPROVED FOUNDATION REPAIR PLAN OR AS APPROVED BY THE ENGINEER AND SECURE THEIR TOP TO THE FOOTING OR SLAB BY APPROVED MECHANICAL BRACKETS / SUPPORTS. COMPLETE ADDITIONAL RESTORATION WORK REQUIRED FOR THE FOUNDATION AREA AFTER THE UNDERPINNING WORK IS COMPLETED, FOLLOWING COMPLETION OF UNDERPINNING OPERATION A LIGHTWEIGHT CHEMICAL GROUT SHALL BE INJECTED BENEATH THE EXISTING FLOOR SLAB AND WALL FOOTING TO FILL ANY EXISTING OR NEW VOIDS CREATED DURING UNDERPINNING OPERATION. SEE GEOTECHNICAL REPORT FOR SPECIFIC RECOMMENDATIONS JEW TO EXISTING FOOTING w/ 2-#5x3O" DOWELS HELICAL PILE WHERE EPDXIED 6" MIN. (TYP) SHOWN SEE 5/S2.5 10"x24" CONT. CONC. 4 1 FOOTING w/ 3-#5 6 S2.3 TYP. C 0 N T. ( TYP @ STAIRS) - - i '- _ _ - _ _ - WATER -PROOFING BY BUILDER I h_ I I 0 I -+ 5B S1.01 I i CONC. STAIRS SEE DETAILS -,I I ON S2.6 i 3 -FULLY GROUTED CELLS EA. w/ #5 VERTICAL. --� I LOCATE IN WALL ADJACENT 1 _ - --- - - I TO BEAM, BEARING I o S2.6 51.01 7 71 - - - - \ VI I 17,_10„ I I HELICAL PILE > i WHERE SHOWN.____z1 _ __� I I� SEE 5 S2.5 I _ PROVIDE SAW CUTS PER �, I / I hl -FF_ 2/S1.01, BUILDER TO I COORDINATE WITH FINISH I I f , 12" CMU WALL _ L_ ( I y 11 - ___ -=1' FLOOR MATERIAL. 10 S1.01 I I S1.01 EXISTING FIREPLACE j + •'�� "� TO REMAIN MONO FOOTING TO STEM WALL - .0 _DOWELS EPDXIED 6 I MIN_ (TYP) --- -- 5 ,( TYP. L. 00 _- --- -- .01 I-'�= T------ -- --- -- _ S1 I 1 9 CONTRACTOR VERIFY MIN. I 20" WIDE EXISTING CONC. FOOTING (TYPICAL I ' II I i TYP. 1 I Y� a SK -2 12" CMU PILASTEF !-- - i s4 01 PER 3/S2.5 OVERPOUR CONCRETE PER 1 /S2.3 51.01 �F3.0�� 0 I NEW TO EXISTING FOOTING I j t w/ 2-#5x30" DOWELS < I I 4A EPDXIED 6" MIN. (TYP) I SAWCUT (i-'? - I I I 3 �r�� ! S1.01 i S1.01 I I I I , S2.3 ,, S2.3 I _ I S1 01 2 - 3 P. TYP. 1 5' . 0, 6 5> 0„ -� 1 E F3.0 I I _ I F3.0 V -� �- BRICK LEDGE I 7 S1.01 h; - I r ' 0 sk L 16" CMU PILASTER ;l��y .. I --- .....•; 10"x24" CONT. CONC. - -W 8 CMU WALL F3.0 I I F3.0 PER 6/S1.G1 FOOTING w/ 3-#5 - CONT.(TYP @ STAIRS) L_ I - --- --- I xl 1-#5 @ 48" O.C. CONC. STAIRS VERTICAL (TYP) 1 SEE DETAILS 52.6 ON S2.6 FOUNDATION PLAN SCALE: 1/4" = 1'-0" UPDATED w/ EXISTING CMU TO REMAIN SYMBOLS LEGEND - --- DESIGNATES FOOTING LINE - - DESIGNATES SAWCUT LINE LL INTERIORLOAD BEARING WALL DESIGNATES SLAB RECESS z DENOTES HELICAL PILE w/ - 14 KIPS ALLOWABLE COMPRESSIVE CAPACITY SEE 5/S2.5 0 LLJ z V) Q 0 �0 w� o ��z m zo o00-� -� O OQw<Z\¢ cnr"w (,d Z� nz Q WZO F-CnWF_ Z U Q W0-OI- zcD=�1- =om zCL w�Uw u n a-z (n z_ w z Q � �`t�z WQwQUZ LL. Q � J zZOU 0(nUZZw a- m Q�w a Q z� w w ZUwO§>- Fw-- o �mQ =ww= 00-1 z w 0:>w F-� LL.00/)X0 = JU> �U 0 Z QcoO z>>> mLLJ Q z �p� Q('h (nmOZ=Q L_ W J �(n(nJ zQo�I-� O Wim_ 1-wwm w Q m = cn �Qwt Z z ~LLI ~m= O�F-z Q>QJo� � m `�w� ml -W a- o<C°mlw-o u I- 0-- ::> =)b0V) Zcn I QZ � Z O cnw w w0zCn00 F- x OQ0 } oF---� woOQOU cn w UmQ ��ww =wF-�z_0 z F- �� Qa- O F- Of O zm��Zz U cliUZ 00�(n 0 ocn Om0 = _ 0tn F -x w �F- WIZ zwQQQw z Unw I -mo_~ �QO=�_j CD = �ZC.DF- -(n~w =I-zF--OQ z I- O� ZWQ �p� z z w Q(nZ �0E-z 0=0w�m w U ww� =ZZO I=-wz�Ow m z LL_ 0-"' 0U Q m- L> W 0- J 0� U CD � �w0�� 0 �<C(n ocnzcn �Qw�Q= w - u<0 afw50 z=o(n>(n m 0 <00 m:�EQU FOOTING SCHEDULE AND NOTES TYPE LENGTH WIDTH DEPTH BOTTOM BARS F2.0 2'-0" 2'-0" 1'-0" 3-#5 EA. WAY BOT. F2.5 2'-6" 2'-6" 1'-0" 3-#5 EA. WAY BOT. F3.0 3'-0" 3'-0" 1'-0" 3-#5 EA. WAY BOT. F3.5 3'-6" 3'-6" 1'-0" 4-#5 EA, WAY BOT. F4.0 4'-0" 4'-0" 11-0114-#5 EA. WAY BOT. F4.5 4'-6" 4'-6" 1'-0" 4-#5 EA. WAY BOT. 1. THIS FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFO. RELATED TO THE FOUNDATION. FOR GENERAL FEATURES, DIMENSIONS, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ECT., SEE ARCH. PLAN, ARCHITECTURAL PLAN SHOWN HERE IN FOR REFERENCE ONLY. 2. FTGS. & FND. SHALL BE IN ACCORDANCE w/ LOCAL BUILDING CODES. 3. SOIL COMPACTION AND FILL SHALL BE COMPACTED TO A MIN. OF 95% MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 1557. tAssvclates' Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 .j s i w 1 No. 533 STATE } Luis A. Pontigo, PE FL PE#53311 FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO 8 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH .MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 8 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. FOUNDATION PLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IFA DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. PLAN NAME DIAZ RESIDENCE DESIGN/DRAWN/CHECKED JMD / MJK /LAP DATE 11/06/18 SCALE AS NOTED LPA No. COAS-18-00443 CONT RUL No. , IEET S1.® SHEET 2 of 16 J LL W U 2 z 7LLJ LLjt~f1U CD Q Q � J Q FOUNDATION PLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IFA DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. PLAN NAME DIAZ RESIDENCE DESIGN/DRAWN/CHECKED JMD / MJK /LAP DATE 11/06/18 SCALE AS NOTED LPA No. COAS-18-00443 CONT RUL No. , IEET S1.® SHEET 2 of 16 GALV. CORRUGATED BUCK ANCHOR @ 16" O.C. VERT. & HORIZ. FASTEN TO EXISTING CMU w/1/4"0x21/4" TAPCON MASONRY ANCHOR (TYP) REINFORCING AND SHOWN FOR CLARITI EXISTING CMU A HORIZONTAL JOINT REINFORCING @ 16" O.C. 12" CMU STAIRWELL WALL SEE 3/S2.6 STAIR WELL WALL w/ #5 VERTICALS @ 24" O.C. & HORIZONTAL BOND BEAM LINTEL COURSE w/ 1-#5 CONT. @ TOP OF EXISTING CMU PRIOR TO EXTENDING WALL VERTICALLY IN -FILL CMU DETAIL SCALE: 3/4" = 1'-0" LB -0 i I LGUM28-3-SDS LB -O LB -0 , LGUM28-3-SDS -.-.-. � 1 1-1 1 __1% __1% 16"x16" BOX COLUMN ,) PER 4/S2.7 ) J -MASONRYMASONRY -� , 1 INFILL CMU HANGER `HANGER I'' I I PER 1/S1.1 O I� I ( m ! � I I I III Ld I JvJ 2 I; - (Ii m S2.7 Q I - -� - -- - ...Cn I 3 I:5i (5).2x8 SPF#2 m POST (MATCH INFILL CMU ! w li o BEARING OF ;-,.-----PER 1 /S1.1 _m GIRDER ABOVE I o- I U 16"x16" BOX COLUMN 2 i ADD PLY'S AS j jJ I 3 s2 7 LGUM210-4-SDS I HGUM7.00-SDS REQUIRED) MASONRY I PER 4/S2.7 MASONRY HANGER (FUR HGUS210-3 HGUS210 HANGER m - 3 _j 1- OUT GIRDER AS REQ'D) HANGER HANGER i IRDER TRUSS 1 II -� SIMPSON - - -3-FULLY GROUTED CELLS VHHUS410 HTT5 @ LL= - I _ A. w/ #5 VERTICAL. HHUS410 I w OF ' HANGER BASE % LOCATE IN WALL ADJACENT 111 III HANGER 1 / o POST f i m TO BEAM ;BEARING III III S2.7 o Q H U 210- 3 __--� I� _J, L. J Le_. HANGER J m Q 1 '' _J 71 J I W ' m I C. II (3)2x1 O II N - --- ----- C. III' III CN - -NEW TO EXISTING CMU I S 2.7 PER 4/S2.4 (TYP) ) j SIM. ! 4 III 3 III 3 6 O� _� s2.3 HU28-2 1 -- j�� I S2.7 _` ----- S2.7 til m ;I __ Ia .___ S SIM. MASONRY `\ - (2)2x8-1 /1 _ 1 . 1 , - ------ ('2)2x8-1 HANGER 'm I ;I 1 (2;12x12-1 /1 _ (2)2x4 SPF#2 (2)2x8-1 /1 I ) - h i POST O 12x12 CMU m1 PILASTER � � SEE ( LB -0 C Ali NEW BOND. BEAM OVER EXISTING 1 CMU WALLS SEE 1/S2.3 STAIR WELL WALL w/� #5 VERTICALS @ 24" O.C. & HORIZONTAL BOND BEAM LINTEL _' COURSE w/ 1-#5 CONT. @ TOP OF EXISTING CMU PRIOR TO EXTENDING WALL VERTICALLY / STAIRWELL WALL SEE 1 /S2.6 Il I (3)2x6 SPF#21 POST --- ! (2)2x12 FASTENED TO CMU WALL W/ 1/2"x8" TITEN HD @ 12" O.C. (MIN. 10 -TOTAL) STRAP EA. END OF BEAM TO POST w/ 3-MSTA24 I w . (3)14 LVL -_ _ I 3 HU210-3 S2.7 SIM NJIII".. 'HANGER X IIIA CN p 3 m S2.7 VIII HU212-3 -'f MASONRY HANGER J LB -0 NEW BOND. BEAM OVER EXISTING CMU WALLS SEE 1 /S2.3 FIR'_ T LEVEL WALL FRAMING PLAN SCALE: 1/4" = 1'-0" FRAMING NOTES: 1. FOR TYPICAL WALL FRAMING, SEE DETAIL 2/S2.0 2. FOR TYPICAL MASONRY WALL FRAMING SEE DETAIL 1/S2.1 3, ALL BUILT-UP POST, HEADERS & BEAMS SHALL BE FASTENED PER 6/S2.0 4. T.O.W DENOTES TOP OF WALL AT WOOD PLATE CV i! N jl X II X IiI (2)2x121,0 ;'(2)2x6-1/111, 2)2x12 SEE 3/S2.2 FOR BEAM CONN. (TYPICAL) UPDATED w/ EXISTING CMU TO REMAIN SYMBOLS LEGEND INTERIOR BEARING WALL DESIGNATES SHEARWALL. THE HIDDEN LINE DESIGNATES SIDE OF WALL THE SHEARWALL SHEATHING TO BE APPLIED. SW NAILING. 8d ® j DESIGNATES 8d COMMONS 8d®3"/6' 3" O.C. EDGE & 6" O.C. "IN THE FIELD" DESIGNATES THE NUMBER OF PLY'S OF (22x8-1/2 HEADER, HEADER SIZE, & JACK/KING STUDS NEEDED FOR HEADER OPENING. --- BEAM OR TRUSS, SEE PLAN ANCHOR LEGEND X" A307 DIAMETER FULL HEIGHT THREADED ROD, SEE DETAIL 2/S2.5 �ap��+�`��y 1" Nil J ' J�.��E NS u-� A307 DIAMETER FULL HEIGHT v;` `�J THREADED ROD, SEE DETAIL 2/S2.5 No. 53311 =_ " " A307 DIAMETER THREADED ROD TERMINATES AT FIRST FLOOR TOP S AT OF •�, PLATE, SEE DETAIL 2/S2.5 c �O •• \ ''�%OAF• �`' " A307 DIAMETER THREADED ROD (95 TERMINATES AT FIRST FLOOR "'' ' TOP N PLATE, SEE DETAIL 2/S2.5 m W WALL STUD SCHEDULE p Luis A. P o n t i o, PE FL P E# 5 3 3 1 1 LOCATION PLATE STUD SIZE m HEIGHT & SPACING 0:� -, � EXTERIOR MAX" 2x4 SPf#2 16" O.C. � z a o DATE EXTERIOR 10'-1 2x6 SPF#2 ® 16" O.C. or � Z O TREVISION J o Z MAX 2x4 SPF#2 0 12" O.C. =REFE FER TO THEDRAWINGS ORHE Q 01.22.1 EXTERIOR �0,_1„T0 2x6 SPF#2 ®16" O.C. V 0 05.20.' INTERIOR IMAX SPE E2x SPF#2 ® 16" O.C. 0 Q GENERAL REVISION 12 2 19 INTERIOR 12'-0" 6 SPF#2 ® 16" O.C. Dr 0_ Q 1- O 0 O 0 MAX SPF#2 12" O.C. �� Z 1-U U SILO NOTES• 1.) WALL STUDS SPECIFIED ON PLAN SUPERSEDE THIS TABLE SCALE >w ACTUAL FIELD CONDITIONS. CONTRACTOR SHALL REPAIR/REPLACE ANY Ld Ed 2.) MINIMUM STUD SIZE AND SPACING ARE SHOWN, CONTRACTOR MAY INCREASE STUD SIZE TO MEET W � � Q FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU ARCHITECTURAL REQUIREMENTS. 3.) SPF DENOTES SPRUCE PINE FIR., SYP DENOTES SOUTHERN YELLOW PINE. PON Ft ASSOCIATES PRIOR To MAKIGo NG ANY STRUCTURAL FIELD zm MODIFICATIONS WHICH MAY VARY 4.) USE SYP#2 FOR ALL TOP PLATES AND SOLE PLATES. FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS ANY 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO & TO CONCRETE SLAB w/16d MASONRY CUT NAILS ® 16" O.C. ASSOCIATES MAY RESULT IN MINIMUM. SEE 2/S2.4 FOR ADDITIONAL ANCHORS AT ADDITIONAL ENGINEERING OR SHEARWALLS NSPECTION FEES. GENERAL NOTES 1. SEE DETAIL 2/S2.4 FOR WALL FRAMING DETAIL. SEE WALL STUD SCHEDULE THIS SHEET FOR STUD SIZES AND SPACING. AT GIRDERS AND BEAMS, PROVIDE STUDS BELOW TO MATCH BEAM/GIRDER PLIES. 2. SEE SHEET SO.0 FOR ROOF AND FLOOR SHEATHING SPECIFICATIONS. 3. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE PLIES (BEAMS, HEADER, AND STUDS) FASTEN PLIES TOGETHER PER DETAIL 6/S2.0 4. INSTALL SOLE PLATE ANCHORS PER DETAIL 2/S2.4 5. AT PORCHES, SEE DETAIL 5/S2.3 FOR FRAMING AND HOLD DOWNS m I.,:)Ui J 0-1 W LL_ - U N -r V)O O U I- ~ Ld z Q 2 z 000 �� Z I -I �-I O Q w I O J _j Q Q LLJ LLJ V) LIJ i�f1 m W W O p Z > U) Qw 12 z m V) 0:� -, � 0 �z y U o � z a o F- � J I- � Z O (n J o Z --I Z W Q =REFE FER TO THEDRAWINGS ORHE Q F W Q O V O ELI O STRUCTURES. THE ACTUAL AS -BUILT CONDITION FOUND IN THE FIELD MAY Of 0 00 U m Z 0_ Q 1- O 0 O 0 0 O z v> �� Z 1-U U Z Q SCALE >w ACTUAL FIELD CONDITIONS. CONTRACTOR SHALL REPAIR/REPLACE ANY Ld Ed AS NOTED W � � Q ( 7 Ed Z U) 0_ 2 Y U Ed zm m �~ p O m m z 0 QLJ m z CONI ROL No. -U LLJ~ z Q -J W 0' DURING CONSTRUCTION. SAFETY OF THE STRUCTURE AND PERSONNEL DURING UO CD _� Qw p ca: SHEET �z S1.1 U)0 J __j Jo J (� w� Ld QQ� 0m �m o_j o0 J 0-1 W LL_ - U N -r V)O O U I- ~ LL W U 2 z Z I -I �-I O Q w I O J _j Q Q LLJ LLJ Vi=m LIJ i�f1 U FRAMING NCD BP#120�-_��?� OFFICE COP g C) SIGNED F � MENSIONS FROM Q Ld QQ� 0m �m o_j o0 0-1 W LL_ - U N -r V)O O U I- ~ z O (/) Q_j OZ �Z OU _I rk:O 00 N �U (U Z I -I �-I O Q w I O J _j Q Q LLJ LLJ ST LEVEL Q @ Q Q WALL FRAMING rM � � BP#120�-_��?� OFFICE COP PLAN DATE- ! 2 / It DFC rilc SIGNED F MENSIONS FROM IF A DIMENSION IS =REFE FER TO THEDRAWINGS ORHE INFORMATION SHOWN ON THESE DRAWINGS REGARDING EXISTING (CaNDITIONS' E.O.R. HAVE BEEN OBTAINED BASED ON AVAILABLE SOURCES AT THE TIME OF PLAN NAME DESIGN INCLUDING ASSUMPTIONS BASED ON EXPERIENCE WITH SIMILAR DIAZ RESIDENCE STRUCTURES. THE ACTUAL AS -BUILT CONDITION FOUND IN THE FIELD MAY DESIGN/DRAWN/CHECKED VARY FROM INFORMATION INDICATED IN THESE DRAWINGS. CONTRACTOR JMD / MJK /LAP SHALL VERIFY ALL EXISTING CONDITIONS AND NOTIFY ENGINEER IN WRITING BEFORE BEGINNING NEW CONSTRUCTION OF ANY INTERFERENCES AND/OR DATE 11/06/18 DISCREPANCIES THAT MIGHT EXIST BETWEEN THESE DRAWINGS AND/OR SCALE ACTUAL FIELD CONDITIONS. CONTRACTOR SHALL REPAIR/REPLACE ANY AS NOTED DAMAGED EXISTING STRUCTURAL MEMBERS DISCOVERED DURING LPA No. CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING/SHORING, TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTHER COAS-18-00443 CONI ROL No. MEASURES NECESSARY TO PROTECT THE STRUCTURE AND ANY PERSONNEL DURING CONSTRUCTION. SAFETY OF THE STRUCTURE AND PERSONNEL DURING CONSTRUCTION ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. SHEET S1.1 SHEET 4 of 16 SCAB 2x8 SYP#2 FLOOR JOSIT TO -M EXISTING 2x8 FLOOR JOISTS w/ 2—ROWS 10d @ 6" O.C. STAGGERED.— (CONTRACTOR VERIFY MIN. (2)2x8 @ 16" O.C. OR (3)2x6 @ 12" O.C) - Illl1W_LWlll CONTRACTOR VERIFY MIN. 2x6 @ 16" O.C. SCAB 2x8 SYP#2 FLOOR JOIST TO EXISTING 2x6 FLOOR JOISTS w/ 2—ROWS 10d @ 6" O.C. - Z;r STAGGERED (CONTRACTOR VERIFY MIN. 2x8 @ 12" O.C., (3)2x6 @ 16" O.C., OR (2)2x8 @ 24" O.C.) 'i ��V�✓V�I�I�I��", ��/-�/'SIV-��--��/�l-l-�'V-.-�/�,.'��h�'��r�r-��/�n�'��M�/�h/�� 2x12 SYP#2 LEDGER. FASTEN W/ HUC212-2-, r(2)1/2"x6" TITEN HD @ 24" O.C. 6 S2.3 i 1 1 1 1 1A 3 1 i 'I��III��fI( SCAB 2x8 SYP#2 FLOOR JOIST TO S2.3 STI o_r _ EXISTING 2x6 FLOOR JOISTS w/ _ m I 2—ROWS 10d @ 6" O.C. % = -= STAGGERED (CONTRACTOR VERIFY Q ; MIN. 2x8 @ 12" O.C., (3)2x6 @ - m + __ _. 16" O.C., OR (2)2x8 @ 24" O.C.) �I�I CONTRACTOR VERIFY MIN. 2x6 @ 16" O.0. _ III IIIIIIIIIIIII WATER—PROOFING —-- a N > BY BUILDER X N LU S210 cv HUC212-2 N NGER (TYP) 12x12 SYP#2 LEDGER. FASTEN W/ 5)10d & (5)Y4"Ox5" LAG SCREWS @ 41 )2x124 O.C. (INTO TRUSS' VERTICALS) 2x10 SYP#2 (2 DECK JOISTS FASTEN BEAM TO PIER @ 16 O.C, PER 11/S2.1 I I I L l I I iiL R FLOOR AND LOW ROOF FRAMING PLAN SCALE: N.T.S. NOTE: 1. FASTEN ROOF TRUSS TO TOP PLATE w/ 2-12d TOENAILS AND UPLIFT CONNECTOR, SEE PLAN. ,CE HIP _ w/ 2x10 SYP#2 RAFTER RAFTER TAILS PER �3/S2.0 (TYP) 5 S2.3 SYMBOLS LEGEND H2.5T DESIGNATES UPLIFT CONNECTION. F1.RAMFCN O SHEATHING AND FRAMING, SEE SHEET SO.0. 2. FOR SPECIFIC UPLIFT CONNECTORS, SEE PLAN. MIN. 3. F1)H2.5T CONNECTOR. OFOR GENERAL DESIGN SPECIFICATIONS SEE SHEET S0.0. 4. FOR TRUSS UPLIFTS UP TO 2200 LBS., CONTRACTOR MAY FASTEN TRUSS TO THE FOUNDATION w/ QGT w/QT PER MANUFACTURER'S SPECIFICATIONS. 5. WHEN USING (2)H2.5T CLIPS ON V/2" WIDE LUMBER, PLACE CLIPS DIAGONALLY ACROSS DOUBLE TOP PLATE FROM EACH OTHER. Lou Pontigo and Associates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 ntiumui'ON a+fls�i No. 53 A STA F ' Luis A. Pontigo, PE FL PE#53311 FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO 8 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO a ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OP INSPECTION FEES. LL w U t 2 F_ / 1 ; SCAB 2x8 SYP#2 FLOOR JOIST TO EXISTING 2x6 FLOOR JOISTS w/ 2—ROWS 10d @ 6" O.C. STAGGERED. (CONTRACTOR VERIFY MIN. 2x8 @ 12" O.C., (3)2x6 @ 16" O.C., OR (2)2x8 @ 24" O.C.) C O �-N j I Q C) I Q SCAB 2x8 SYP#2 FLOOR JOSIT TO -M EXISTING 2x8 FLOOR JOISTS w/ 2—ROWS 10d @ 6" O.C. STAGGERED.— (CONTRACTOR VERIFY MIN. (2)2x8 @ 16" O.C. OR (3)2x6 @ 12" O.C) - Illl1W_LWlll CONTRACTOR VERIFY MIN. 2x6 @ 16" O.C. SCAB 2x8 SYP#2 FLOOR JOIST TO EXISTING 2x6 FLOOR JOISTS w/ 2—ROWS 10d @ 6" O.C. - Z;r STAGGERED (CONTRACTOR VERIFY MIN. 2x8 @ 12" O.C., (3)2x6 @ 16" O.C., OR (2)2x8 @ 24" O.C.) 'i ��V�✓V�I�I�I��", ��/-�/'SIV-��--��/�l-l-�'V-.-�/�,.'��h�'��r�r-��/�n�'��M�/�h/�� 2x12 SYP#2 LEDGER. FASTEN W/ HUC212-2-, r(2)1/2"x6" TITEN HD @ 24" O.C. 6 S2.3 i 1 1 1 1 1A 3 1 i 'I��III��fI( SCAB 2x8 SYP#2 FLOOR JOIST TO S2.3 STI o_r _ EXISTING 2x6 FLOOR JOISTS w/ _ m I 2—ROWS 10d @ 6" O.C. % = -= STAGGERED (CONTRACTOR VERIFY Q ; MIN. 2x8 @ 12" O.C., (3)2x6 @ - m + __ _. 16" O.C., OR (2)2x8 @ 24" O.C.) �I�I CONTRACTOR VERIFY MIN. 2x6 @ 16" O.0. _ III IIIIIIIIIIIII WATER—PROOFING —-- a N > BY BUILDER X N LU S210 cv HUC212-2 N NGER (TYP) 12x12 SYP#2 LEDGER. FASTEN W/ 5)10d & (5)Y4"Ox5" LAG SCREWS @ 41 )2x124 O.C. (INTO TRUSS' VERTICALS) 2x10 SYP#2 (2 DECK JOISTS FASTEN BEAM TO PIER @ 16 O.C, PER 11/S2.1 I I I L l I I iiL R FLOOR AND LOW ROOF FRAMING PLAN SCALE: N.T.S. NOTE: 1. FASTEN ROOF TRUSS TO TOP PLATE w/ 2-12d TOENAILS AND UPLIFT CONNECTOR, SEE PLAN. ,CE HIP _ w/ 2x10 SYP#2 RAFTER RAFTER TAILS PER �3/S2.0 (TYP) 5 S2.3 SYMBOLS LEGEND H2.5T DESIGNATES UPLIFT CONNECTION. F1.RAMFCN O SHEATHING AND FRAMING, SEE SHEET SO.0. 2. FOR SPECIFIC UPLIFT CONNECTORS, SEE PLAN. MIN. 3. F1)H2.5T CONNECTOR. OFOR GENERAL DESIGN SPECIFICATIONS SEE SHEET S0.0. 4. FOR TRUSS UPLIFTS UP TO 2200 LBS., CONTRACTOR MAY FASTEN TRUSS TO THE FOUNDATION w/ QGT w/QT PER MANUFACTURER'S SPECIFICATIONS. 5. WHEN USING (2)H2.5T CLIPS ON V/2" WIDE LUMBER, PLACE CLIPS DIAGONALLY ACROSS DOUBLE TOP PLATE FROM EACH OTHER. Lou Pontigo and Associates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 ntiumui'ON a+fls�i No. 53 A STA F ' Luis A. Pontigo, PE FL PE#53311 FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO 8 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO a ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OP INSPECTION FEES. FLOOR & LOW OFFICE C0 ROOF _ ry FRAMING I� mil R EV .l h Be# PLAN DATE/ /I / Pow E �� SIGNED j'� DO NOT SCALE DIMENSIONS FROM VVV THESE DRAWINGS. IFA DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTAf T TNF F no i i 51 r7INFORtvATION SHOWN ON THESE DRAWINGS REGARDING EXISTING 6N, D" ITI'' ONS BEEN OBTAINED BASED ON AVAILABLE SOURCES AT THE TIME OF DESIGN INCLUDING ASSUMPTIONS BASED ON EXPERIENCE WITH SIMILAR STRUCTURES. THE ACTUAL AS—BUILT CONDITION FOUND IN THE FIELD MAY VARY FROM INFORMATION INDICATED IN THESE DRAWINGS. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND NOTIFY ENGINEER IN WRITING BEFORE BEGINNING NEW CONSTRUCTION OF ANY INTERFERENCES AND/OR DISCREPANCIES THAT MIGHT EXIST BETWEEN THESE DRAWINGS AND/OR ACTUAL FIELD CONDITIONS. CONTRACTOR SHALL REPAIR/REPLACE ANY DAMAGED EXISTING STRUCTURAL MEMBERS DISCOVERED DURING CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING/SHORING, TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTHER MEASURES NECESSARY TO PROTECT THE STRUCTURE AND ANY PERSONNEL DURING CONSTRUCTION. SAFETY OF THE STRUCTURE AND PERSONNEL DURING CONSTRUCTION ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. :PLAN NAME DIAZ RESIDENCE DESIGN/DRAW N/CHECKED JVD / MJK /LAP DATE 11/06/18 SCALE AS NOTED LPA No. COAS-18-00443 CONTROL No, SHEET S1.2 SHEET 5 O�16 LL w U 2 F_ LLJ `n w �=m � F_ Ln U O �-N Q C) J Q FLOOR & LOW OFFICE C0 ROOF _ ry FRAMING I� mil R EV .l h Be# PLAN DATE/ /I / Pow E �� SIGNED j'� DO NOT SCALE DIMENSIONS FROM VVV THESE DRAWINGS. IFA DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTAf T TNF F no i i 51 r7INFORtvATION SHOWN ON THESE DRAWINGS REGARDING EXISTING 6N, D" ITI'' ONS BEEN OBTAINED BASED ON AVAILABLE SOURCES AT THE TIME OF DESIGN INCLUDING ASSUMPTIONS BASED ON EXPERIENCE WITH SIMILAR STRUCTURES. THE ACTUAL AS—BUILT CONDITION FOUND IN THE FIELD MAY VARY FROM INFORMATION INDICATED IN THESE DRAWINGS. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND NOTIFY ENGINEER IN WRITING BEFORE BEGINNING NEW CONSTRUCTION OF ANY INTERFERENCES AND/OR DISCREPANCIES THAT MIGHT EXIST BETWEEN THESE DRAWINGS AND/OR ACTUAL FIELD CONDITIONS. CONTRACTOR SHALL REPAIR/REPLACE ANY DAMAGED EXISTING STRUCTURAL MEMBERS DISCOVERED DURING CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING/SHORING, TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTHER MEASURES NECESSARY TO PROTECT THE STRUCTURE AND ANY PERSONNEL DURING CONSTRUCTION. SAFETY OF THE STRUCTURE AND PERSONNEL DURING CONSTRUCTION ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. :PLAN NAME DIAZ RESIDENCE DESIGN/DRAW N/CHECKED JVD / MJK /LAP DATE 11/06/18 SCALE AS NOTED LPA No. COAS-18-00443 CONTROL No, SHEET S1.2 SHEET 5 O�16 CURB I / \ � � \% I CURB 7 S1.01 FOUNDATION PLAN SCALE: 1/4"=1'-0" 4' -0"x4' -0"x12" THICK CONC. FOOTING w/#5 @ 12" O.C. EA. WAY TOP & BOT. (2—PLACES) 2x8 SYP#2 LEDGER. FASTEN W/ (2 (3)Y4"Ox5" LAG SCREWS @ 1 HUC28-2 F (TYP @ RETURN I FLOOR FRAMING SCALE: '/4 "=1'-0" 8"x18" MASONRY WALL 6x6 P.T. SYP#2 POST W/ABU66. SEE DETAIL 5/S2.3. (TYPICAL) FIRST LEVEL WALL FRAMING PLAN SCALE: 1/4"=1'-0" 2x6 SYP#2 FLOOR JOISTS @ 16" FASTEN WOOD WALL TO MASONRY i PER 7/S2.1 8"x18" MASONRY WALL BY BUILDER 2x6 OVERFRAME R @ 24" O.C. w/ OVEF LEDGER SEE ROOF FRAMING SCALE: '/4 "=1'—O" NOTE: 1. FASTEN ROOF TRUSS TO TOP UPLIFT CONNECTOR, SEE PLAN. (2)2x6-1/2 SECOND LEVEL WALL FRAMING PLAN SCALE: '/4 "=1'-0" (-,TRI IrTI IR AI LACE H I P SS w/ 2x10 #2 RAFTER TER TAILS 3/S2.0 SYMBOLS LEGEND i l // I INTERIOR BEARING WALL DESIGNATES SHEARWALL. THE HIDDEN LINE DESIGNATES SIDE OF WALL THE SHEARWALL SHEATHING TO BE APPLIED. SW'i N 8d 0 j DESIGNATES 8d COMMONS 8d®3"/6' 3" O.C. EDGE & 6" O.C. "IN THE FIELD" DESIGNATES THE NUMBER OF PLY'S OF (2)2x8-1/2 HEADESTUDS RNEEDED EFOR IZHEADER OPENING. --- BEAM OR TRUSS, SEE PLAN ANCHOR LEGEND X%" A307 DIAMETER FULL HEIGHT X5THREADED ROD, SEE DETAIL 2/S2.5 u "'1" A307 DIAMETER FULL HEIGHT `��JJJ THREADED ROD, SEE DETAIL 2/82.5 %" A307 DIAMETER THREADED ROD TERMINATES AT FIRST FLOOR TOP PLATE, SEE DETAIL 2/S2.5 %" A307 DIAMETER THREADED ROD TERMINATES AT FIRST FLOOR TOP PLATE, SEE DETAIL 2/S2.5 WALL STUD SCHEDULE LOCATION PLATE STUD SIZE HEIGHT & SPACING EXTERIOR 9'-1" 2x4 SPF#2 0 16" O.C. MAX EXTERIOR 10'-1 2x6 SPF#2 ® 16" O.C. g MAX 2x4 SPF#2 ® 12" O.C. EXTERIOR 10'-1 TO 2x6 SPF#2 ® 16" O.C. 14'-0" INTERIOR 101-011 MAX 2x4 SPF#2 ® 16" O.C. INTERIOR 12'-0" 2x6 SPF#2 ® 16" O.C. or MAX 2x4 SPF#2 ® 12" O.C. STUD NOTES - 1.) WALL STUDS SPECIFIED ON PLAN SUPERSEDE THIS TABLE 2.) MINIMUM STUD SIZE AND SPACING ARE SHOWN. CONTRACTOR MAY INCREASE STUD SIZE TO MEET ARCHITECTURAL REQUIREMENTS. 3.) SPF DENOTES SPRUCE PINE FIR.. SYP DENOTES SOUTHERN YELLOW PINE. 4.) USE SYP#2 FOR ALL TOP PLATES AND SOLE PLATES. 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS TO CONCRETE SLAB w/16d MASONRY CUT NAILS ® 16" O.C. MINIMUM. SEE 2/S2.4 FOR ADDITIONAL ANCHORS AT SHEARWALLS GENERAL NOTES 1. SEE DETAIL 2/S2.4 FOR WALL FRAMING DETAIL. SEE WALL STUD SCHEDULE THIS SHEET FOR STUD SIZES AND SPACING. AT GIRDERS AND BEAMS, PROVIDE STUDS BELOW TO MATCH BEAM/GIRDER PLIES. 2. SEE SHEET SO.0 FOR ROOF AND FLOOR SHEATHING SPECIFICATIONS. 3. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE PLIES (BEAMS, HEADER, AND STUDS) FASTEN PLIES TOGETHER PER DETAIL 6/S2.0 4. INSTALL SOLE PLATE ANCHORS PER DETAIL 2/S2.4 5. AT PORCHES, SEE DETAIL 5/S2.3 FOR FRAMING AND HOLD DOWNS S / ROOF RAFTER NOTES: STRAPPING NOTES STRAP TRUSSES AND ROOF RAFTERS TO BEARING WITH 2-12d TOENAILS & 1—SIMPSON H2.5T UPLIFT STRAP UNLESS OTHERWISE NOTED LACE HIP SS w/ 2x10 #2 RAFTER OFFICE COPS REVISION DEC' ? X01 10 BP# epS I L-0370 DATE�l_11_l%ot SIGNED jha� Associates, Inc. 420 Osceola Avenue fax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 P P 0, , No. 5 1 -0 STT OF ' : Q ; ''''/'' ss/ • • • ��```````` n�n�umuwuaw Luis A. Ponti3o, PE FL PE#53311 REVISIONS DATE 0 GENERAL 12.2.19 REVISION FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO E ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 8 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. J \ N W U2 z U e w p m Vi= Ln u nool CD Q Q D N N N Q 00 X CN \ co X 00 N X ^ N N E N FASTEN WOOD WALL TO MASONRY i PER 7/S2.1 8"x18" MASONRY WALL BY BUILDER 2x6 OVERFRAME R @ 24" O.C. w/ OVEF LEDGER SEE ROOF FRAMING SCALE: '/4 "=1'—O" NOTE: 1. FASTEN ROOF TRUSS TO TOP UPLIFT CONNECTOR, SEE PLAN. (2)2x6-1/2 SECOND LEVEL WALL FRAMING PLAN SCALE: '/4 "=1'-0" (-,TRI IrTI IR AI LACE H I P SS w/ 2x10 #2 RAFTER TER TAILS 3/S2.0 SYMBOLS LEGEND i l // I INTERIOR BEARING WALL DESIGNATES SHEARWALL. THE HIDDEN LINE DESIGNATES SIDE OF WALL THE SHEARWALL SHEATHING TO BE APPLIED. SW'i N 8d 0 j DESIGNATES 8d COMMONS 8d®3"/6' 3" O.C. EDGE & 6" O.C. "IN THE FIELD" DESIGNATES THE NUMBER OF PLY'S OF (2)2x8-1/2 HEADESTUDS RNEEDED EFOR IZHEADER OPENING. --- BEAM OR TRUSS, SEE PLAN ANCHOR LEGEND X%" A307 DIAMETER FULL HEIGHT X5THREADED ROD, SEE DETAIL 2/S2.5 u "'1" A307 DIAMETER FULL HEIGHT `��JJJ THREADED ROD, SEE DETAIL 2/82.5 %" A307 DIAMETER THREADED ROD TERMINATES AT FIRST FLOOR TOP PLATE, SEE DETAIL 2/S2.5 %" A307 DIAMETER THREADED ROD TERMINATES AT FIRST FLOOR TOP PLATE, SEE DETAIL 2/S2.5 WALL STUD SCHEDULE LOCATION PLATE STUD SIZE HEIGHT & SPACING EXTERIOR 9'-1" 2x4 SPF#2 0 16" O.C. MAX EXTERIOR 10'-1 2x6 SPF#2 ® 16" O.C. g MAX 2x4 SPF#2 ® 12" O.C. EXTERIOR 10'-1 TO 2x6 SPF#2 ® 16" O.C. 14'-0" INTERIOR 101-011 MAX 2x4 SPF#2 ® 16" O.C. INTERIOR 12'-0" 2x6 SPF#2 ® 16" O.C. or MAX 2x4 SPF#2 ® 12" O.C. STUD NOTES - 1.) WALL STUDS SPECIFIED ON PLAN SUPERSEDE THIS TABLE 2.) MINIMUM STUD SIZE AND SPACING ARE SHOWN. CONTRACTOR MAY INCREASE STUD SIZE TO MEET ARCHITECTURAL REQUIREMENTS. 3.) SPF DENOTES SPRUCE PINE FIR.. SYP DENOTES SOUTHERN YELLOW PINE. 4.) USE SYP#2 FOR ALL TOP PLATES AND SOLE PLATES. 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS TO CONCRETE SLAB w/16d MASONRY CUT NAILS ® 16" O.C. MINIMUM. SEE 2/S2.4 FOR ADDITIONAL ANCHORS AT SHEARWALLS GENERAL NOTES 1. SEE DETAIL 2/S2.4 FOR WALL FRAMING DETAIL. SEE WALL STUD SCHEDULE THIS SHEET FOR STUD SIZES AND SPACING. AT GIRDERS AND BEAMS, PROVIDE STUDS BELOW TO MATCH BEAM/GIRDER PLIES. 2. SEE SHEET SO.0 FOR ROOF AND FLOOR SHEATHING SPECIFICATIONS. 3. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE PLIES (BEAMS, HEADER, AND STUDS) FASTEN PLIES TOGETHER PER DETAIL 6/S2.0 4. INSTALL SOLE PLATE ANCHORS PER DETAIL 2/S2.4 5. AT PORCHES, SEE DETAIL 5/S2.3 FOR FRAMING AND HOLD DOWNS S / ROOF RAFTER NOTES: STRAPPING NOTES STRAP TRUSSES AND ROOF RAFTERS TO BEARING WITH 2-12d TOENAILS & 1—SIMPSON H2.5T UPLIFT STRAP UNLESS OTHERWISE NOTED LACE HIP SS w/ 2x10 #2 RAFTER OFFICE COPS REVISION DEC' ? X01 10 BP# epS I L-0370 DATE�l_11_l%ot SIGNED jha� Associates, Inc. 420 Osceola Avenue fax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 P P 0, , No. 5 1 -0 STT OF ' : Q ; ''''/'' ss/ • • • ��```````` n�n�umuwuaw Luis A. Ponti3o, PE FL PE#53311 REVISIONS DATE 0 GENERAL 12.2.19 REVISION FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO E ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 8 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. GE PLAN ❑O NOT SCALE DIMENSIONSJFPOMTHESE DRAWINGS. IF A DIMENUNCLEAR REFER TO THARCHITECTURAL DRAWING CONTACT THE E.O.R. PLAN NAME DIAZ RESIDENCE DESIGN/DRAWN/CHECKED JMD / MJK /1 -AP DATE 11/06/18 SCALE AS NOTED LPA No. COAS-18-00443 CONTROL No. SHEET S1.5 SHEET 8 OF 16 J LL W U2 z U e w p m Vi= Ln u nool CD Q Q D � Q GE PLAN ❑O NOT SCALE DIMENSIONSJFPOMTHESE DRAWINGS. IF A DIMENUNCLEAR REFER TO THARCHITECTURAL DRAWING CONTACT THE E.O.R. PLAN NAME DIAZ RESIDENCE DESIGN/DRAWN/CHECKED JMD / MJK /1 -AP DATE 11/06/18 SCALE AS NOTED LPA No. COAS-18-00443 CONTROL No. SHEET S1.5 SHEET 8 OF 16