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380 12th St RES19-0045 New Single FamilyJ _V IL I Z NN� Lu o L u�v.y m z LU � j X= Q DL F- } term t v BOJ N< LU I v LLJ v (a u cl C) V �N~ 1Q, ° V V° <o-3 O12 ED �m< DRAWN BY: KBO/BV/DH GHECKW BY: O � DATE: I /24/1 � SALE: AS NO .JOB NUMBER: 4(W PZVISED: 12/20/18 DWG NO: A 2 OF � a V dos o;a o �'gppu o a zCX 4yO QAN ar� 13 Q m M A F -0 0 q q A n o U 'O tip A A� b b Q h dd�c ati w IFI A q n C to p w''v� a 4'� c ca a oAOQ � o 0 �AV� Uy�v r.0 OU�U w a ���jjj qq V p W V d W V O p 41.7 O .Yi 0 I' m q tial p,b« v a•�+o 00 U 00u a0E0:V.o J _V IL I Z NN� Lu o L u�v.y m z LU � j X= Q DL F- } term t v BOJ N< LU I v LLJ v (a u cl C) V �N~ 1Q, ° V V° <o-3 O12 ED �m< DRAWN BY: KBO/BV/DH GHECKW BY: O � DATE: I /24/1 � SALE: AS NO .JOB NUMBER: 4(W PZVISED: 12/20/18 DWG NO: A 2 OF LO O I O O C\2 U U H Co co �-q ;.-, t>o tao zCX IFI rrH�� V1 W_II O LO C\2 �N w � Cd �i O O LO � W Cd J _V IL I Z NN� Lu o L u�v.y m z LU � j X= Q DL F- } term t v BOJ N< LU I v LLJ v (a u cl C) V �N~ 1Q, ° V V° <o-3 O12 ED �m< DRAWN BY: KBO/BV/DH GHECKW BY: DATE: I /24/1 � SALE: AS NO .JOB NUMBER: 4(W PZVISED: 12/20/18 DWG NO: A 2 OF I o � Lo co o 0 $ bb a F p 1010 O O ~ w %. 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OF STORIES • DESIGN CODES: END ZONES 2017 FLORIDA BUILDING CODE (FBC) - RESIDENTIAL, ASCE 7-10, 2018 • MAXIMUM HEIGHT OF STRUCTURE (FT) 3 4. 9 NDS, ACI, ATIC, AWPA, APA, ICC 600-08 0-20 sf • NUMBER OF STORIES 2 • OCCUPANCY: RESIDENTIAL GROUP R-3 (ONE- AND TWO-FAMILY DWELLINGS) 23.5 • DESIGN LOADS: 21-50 sf ROOF TRUSS: 24.1 LL 20 PSF TOP CHORD 27.8 LL 0 PSF BOTTOM CHORD TYPE OF CONSTRUCTION DL 07 PSF TOP CHORD • TYPE V -B DL 10 PSF BOTTOM CHORD > 100 sf ROOF CONVENTIONAL FRAMING: ' UNPROTECTED LL 20 PSF RAFTERS 20.4 LL 20 PSF CEILING JOISTS • UNSPRINKLERED DL 10 PSF RAFTERS DL 10 PSF CEILING JOISTS DL 30 PSF ATTICS WITH STORAGE DL 10 PSF ATTICS W/0 STORAGE FLOORS: LL 40 PSF TOP CHORD LL 0 PSF BOTTOM CHORD DL 10 PSF TOP CHORD DL 5 PSF BOTTOM CHORD FLOOD ZONE: X WIND ZONE INFORMATION NOTE: THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH, AND MEETS THE REQUIREMENTS OF SECTION 1609 OF THE 2017 EDITION OF THE FLORIDA BUILDING CODE THIS BUILDING IS NOT LOCATED IN THE WIND BORNE DEBRIS REGION • BUILDING: ENCLOSED STRUCTURE • ULTIMATE DESIGN WIND SPEED (MPH - Vult) 130 • NOMINAL DESIGN WIND SPEED (MPH - Vasd) 1 1 0 • BUILDING RISK CATEGORY II • WIND EXPOSURE CATEGORY C •INTERNAL PRESSURE COEFFICIENT GCpi (+/-) 0.18 COMPONENTS & CLADDING PRESSURES COMPONENTS & CLADDING PRESSURES PSF SIZE INTERIOR ZONES END ZONES 0-20 sf 23.5 25.6 23.5 30.8 21-50 sf 22.0 24.1 22.0 27.8 51-100!3f 21.0 23.0 21.0 25.6 > 100 sf 18.4 20.4 18.4 20.4 DIMENSION OF END ZONE IN FT. 4.0 END ZONE IS LOCATED AT BUILDING CORNERS 1.0 GENERAL NOTES A. It is the intent of the Engineer of Record that his work be in conformance with all requirements of the authorities having jurisdiction over this type of construction and occupancy. All contractors are responsible for the means and methods of constructing and shall do their work in conformance with all applicable codes and regulations. 1 B. The contractor shall verify all conditions and dimensions at the job site prior to commencing work. C. Contractor shall supply, locate, and build into the work all inserts, anchors, angles, plates, openings, sleeves, hangers, slab depressions, and pitches as ma be re uired to attach and accommodate other work. y q D. These documents, as instruments of service, are the property of the Engineer of Record and may not be used or reproduced without expressed written consent by the Engineer of Record. E. All details shall be in accordance with instructions from manufacturer or designer. F. The owner shall provide contractor with a soil investigation report and analysis. All requirements for site preparation and soil compaction specified in the soil report shall be followed unless additional more stringent requirements are specified. Notify Engineer of Record if foundation conditions encountered differ from soil exploration information made available to the contractor. G. It is the contractor's sole responsibility to determine erection procedure and sequence to ensure the safety of the building and its component parts during erection. H. Contractors shall be responsible for all temporary bracing that is required during construction to keep structure safe and plumb until' the entire structure is in place. Bracing shown on structural plans is for completed structure only. I. Design is void after one year from original date. J. Do not scale. Use dimensions from architectural plan. K. Submittals for this project are reviewed only for general conformance with the design concept and general compliance with the information given in the Contract Documents. It shall not include review of quantities, dimensions, weights or gauges, fabrication processes, construction methods, coordination of the work with other trades, or construction safety precautions, all of which are the sole responsibility of the Contractor. Review of a specific item shall not 'indicate acceptance of an assembly of which the item is a component. The Engineer shall not be responsible for any deviations from the Contract Documents not clearly noted by the Contractor. 2.0 MATERIAL SPECIFICATIONS CAST -IN-PLACE CONCRETE: shall have a minimum design compressive strength (f'c) of 2500 psi at 28 days unless noted otherwise. All footings shall have a minimum design compressive strength of 2500 psi at 28 days. All concrete operations, including but not limited to mix design, mixing, transporting, placing, reinforcing detailing and placing, curing, and testing shall be done in accordance with the requirements and application of ACI 301-05, " Specifications for Structural Concrete for Buildings". CONCRETE MASONRY UNITS: shall be hollow unit masonry in accordance with ASTM C 90-08 "Hollow Load -Bearing Concrete Masonry Units and shall have a minimum net area compressive strength of 2000 psi when using Type M or S mortar (ASTM C 270-08). In accordance with ACI 530-08 "Building Code Requirements and Specification for Masonry Structures", the 2000 psi block in combination with Type M or S mortar provides a design compressive strength (fm) of 1500 psi. GROUT: shall be in accordance with ASTM C 476-08 and shall have a maximum coarse aggregate size of 3/8" placed at an 8" to 11" slump and have a minimum specified compressive strength of 2500 psi at 28 days when tested in accordance with ASTM C 1019-09. REINFORCING STEEL: shall be in accordance with ASTM A615-08 minimum Grade 40, and conforming to ACI 301-05, ACI 315 ("Manual of Concrete Practice"), ACI 318-08 ("Building Code Requirements for Structural Concrete"), and CRSI Manual of Standard Practice, 2009. STRUCTURAL STEEL: ASTM A36-08 and conform to AISC "Specifications for Design, Fabrication, and Erection of Structural Steel for Buildings". STRUCTURAL PIPE AND STRUCTURAL TUBING: shall be ASTM A500-07 (Grade B). WELDED WIRE FABRIC (WWF): shall be ASTM A185-07. ANCHOR BOLTS AND THREADED RODS: shall be in accordance with ASTM A 307-07 or ASTM F 1554-07 Grade 36. WASHERS: shall be in accordance with ASTM F 436-09 Grade 36. NUTS: shall be in accordance with ASTM A 563 Grade A Hex. ANCHORING ADHESIVE: shall be one of the following products (DUAL CARTRIDGE INSTALLATION ONLY): Simpson Strong -Tie Co., Product: Epoxy -Tie SET Simpson Strong -Tie Co., Product: Acrylic -Tie AT METAL CONNECTORS: All metal connectors which are exposed to moisture shall be galvanized (ASTM A 153-05), Z -MAX, or stainless steel 2.23 WOOD A. All wood members exposed to weather or in contact with masonry, concrete, or soil shall be pressure -treated. B. All framing anchors and connectors shall be Simpson or equal. C. All prefabricated structural trusses shall be certified by the truss manufacturer's registered engineer. 2.2324 FASTENINGS All framing anchors and connectors shall be manufactured by Simpson or equal unless otherwise noted. All metal connections and fabrications shall comply with AISC specifications. Nail fasteners shall be common nails UNO. 2.2307.1 SILLS ON CONCRETE Where sills on concrete are used, typical anchor bolts shall have a minimum diameter of 1/2" w/ 2x2x3/16 minimum washer and a minimum embedment of 7" in concrete. Anchor bolts are required at the following locations: A minimum of (1) anchor bolt shall be provided within 6 to 12 inches of each end of each plate and a minimum of (2) anchor bolts per plate. Anchor bolts shall be located within 12" of corners and openings & at maximum spacings of 48" oc. 2.2307.6 SUBFLOORS Where subflooring is indicated in these plans use 3/4" T&G plywood glued with a construction adhesive and fastened per FBC - Residential Chapter 5. 3.0 CONSTRUCTION SPECIFICATIONS 3.18 FOOTINGS AND FOUNDATIONS A. Footings and Foundations shall be in accordance with FBC - Residential Chapter 4. This design has been completed in accordance with pertinent standards and accepted engineering design procedures, and is based on the best available information at the time of completion. The design is, intended to minimize differential movement resulting from the heaving of expansive soils or settling of subsurface soils. It must be rrecoynized that foundation component will undergo movement. Any subsequent owners shall be appraised of the soil condition and advised to maintain good practices in the future with regard to surface and subsurface drainage, framing of partitions above floor slabs, finish work above floor slabs, etc. B. Footings shall bear upon undisturbed soil or upon soil compacted to a minimum of 95% of Modified Proctor Maximum Dry Density for a depth of at least (2) feet below footing. C. Fill under concrete slabs shall be clean, free of debris and other deleterious materials. Fill shall be compacted to a minimum of 95% of Modified Proctor Maximum Dry Density (ASTM D1557-07). D. Fill shall be treated with termite protection before slab is placed or Borate applied to wood framio c;bove slab. E. A concrete slab -on -grade used in conjunction with the exterior stemwall foundation, shall have minimum 6x6 W1.4xW1.4 welded wire fabric (WWF) or fiber reinforcement in the slab and the slab shall be keyed into or tied into the foundation. F. The top of a monolithic slab -on -grade shall be at least 8 inches above finished grade. The slab shall have minimum 6x6 W1.4xW1.4 WWF at mid -height or synthetic fiber reinforcement. A double layer of WWF 3 feet wide shall be provided around the perimeter of the slab for no synthetic fiber reinforcement. G. Vapor barrier shall consist of minimum 6 mil. polyethylene. ii H. Where subsurface soil condition information is not available, foundations have been designed for a 2000 psf soil bearing capacity. Contractor shall report any differing conditions to the Engineer of Record prior to commencing work. 3.19 CONCRETE A. Concrete and Steel Reinforcement shall be in accordance with FBC-Building Chapter 19. Minimum concrete cover shall be as follows: Concrete cast against and permanently exposed to earth 3" Concrete exposed to earth or weather: #6 - #18 bars 2", #5 bars or smaller 11/2" Concrete not exposed to weather or earth: primary reinforcement for beams and columns 1 1/2" B. All continuous reinforcing steel in beams, columns, and footings shall be lapped a minimum of 36 bar diameters or 25", whichever is greater. C. Horizontal beam and footing bars shall be bent 25" around corners or corner bars with a minimum 25" lap (UNO). 3.21 MASONRY 1. Masonry construction shall be in accordance with FBC-Building Chapter 21 and in accordance with the Specifications for Masonry Structures ACI 530.1-08. ACI limits the grout lift height to 12 ft and requires a 1 -hour initial set time between lifts. 2. For masonry construction, provide pre -cast concrete lintels over all openings (UNO). Lintels shall be of sufficient size and reinforcemeint for the given span loading conditions. 3.2308 VERTICAL FRAMING WOOD Use 2x studs for all exterior and interior walls U.N.O. in these plans. Space studs 0 16" o.c. at all exterior, interior bearing walls, interior shear walls, and 0 16" o.c. at all interior non-bearing walls. Use SPF #2 (or better) top plates and PT SPF #2 (or better) sill plates. Wall sheathing specifications• Flexible finish -min. 7/16", apa rated osb or plywood sheathing, fastened w/ 8d 0 6" o.c. edge and 12" o.c. field. sheathing may be installed horizontally or vertically. flexible finish walls include: wood, cement, or vinyl siding, hardi panel & brick. all other wall shall be considered brittle finish. Stucco finish -min. 3/6" ZIP Structural 1, apa rated osb or plywood sheathing, fastened w/ 8d ® 6" o.c, edge and 12" o.c. field. install sheathing with the long dimension perpendicular to the wall stud 3.2308.2.2.1 INTERIOR SHEARWALL SHEATHING GENERAL: EDGE NAILING is required at the bottom and side edges of the sheathing. RATED SHEATHING: Where interior shearwall indicated, underlay with 7/16" Rated Sheathing fastened with 8d nails. Unless noted as above, space nails 6" o.c. edges, and 12" o.c. intermediate. 3.2319 ROOF AND CEILING FRAMING 1. Roof and Ceiling Framing shall be in accordance with FBC Residential Chapter 8. Prefabricated structural trusses shall comply with INFPA National Design Specifications for Wood Construction, TPI Design Specifications for Metal Plate Connected Wood Trusses, and AITC. All prefabricated wood trusses shall be fastened to their supporting walls or beams with hurricane ties or anchors. 2. Contractor shall coordinate with truss manufacturer to ensure adequate bearing is provided at end reactions of all girder trusses. 3. The contractor shall approve fabrication and installation drawings showing size, shape, and layout. 3.2322 ROOF SHEATHING Use 7/16" (specific gravity>0.49 (Douglas -Fir, Southern Pine)) Rated Structural Sheathing (or 4 -ply 15/32" CDX Tile Roofs OR metals) w fastening schedule as follows: Use 8d ringshank nails ® 6" o.c. edges and 12" o.c. field interior zone; uno. Use 8d ringshank nails 0 6" o.c. edges and 6" o.c. field perimeter zone within 4 feet of roof edges & e her side roof peak; Use 8d ringshank nails 0 4" o.c. edges and 4" o.c. field at gable ends. 3.2313.4 GABLE ENDWALLS Provide platform framing in attic or balloon frame wall studs at all gable ends. -Al MONO SLAB FOOTING AT PORCHES, WHEN SPECIFIED ON PLAN. I I 4" CONCRETE SLAB W/ 6x6 W1.4xW1.4 WWM ° OR FIBERMESH I ' �,\\\ VAPOR BARRIER � z GROUT ALL CELLS SOLID! /\\ 8" CHAIR BLOCK W/ u 00 (1) #4 CONTINUOUS Q \\/ \\i 8"x8"x16" CMU BLOCK W/ < \/\ (1) #4 IN GROUTED CELL ©48" o/c w/ STANDARD WOOL REINFORCEMENT W/ b= 20" Al (2) #4 CONT FOR t=10"; (1—STORY WALL) b= 24" A2 (3) #4 CONT FOR t=12";(2—STORY WALL) EXTERIOR STEM WALL FOOTING S3 SCALE: 3/4" = 1'-0" —1#4 CONT. SLAB ON f GRADE, SEE PLAN. THICKENED EDGE _/ w/ 1—#4 CONT. TURNED DOWN EDGE FOOTING SCALE: 3/4 = 1'-0" CLEAN, WELL COMPACTED, /�\/ •— TERMITE TREATED FILL ONCRETE SLAB W/ W1. 4x W1.4 WWM _IBERMESH #4 CONT (1 -STORY WALL) #4 C°ONT (2—STORY WALL) INTERIOR BEARING FOOTING SCALE: 3/4" = 1'-0" ° d STEP, SEE ° ARCH -4 .. 4' . (6" MAX.) EQUAL TO SLAB THICKNESS. F SLAB" RECESS S3 SCALE: 3/4 = 1'-0" 2x_ PT PLATE W/ 1/2"x10" ANCHOR BOLT OR THREADED ROD PER 4" CONCRETE SLAB W/ STRUCTURAL PLAN 6x6 W1.4xW1.4 WWM OR FIBERMESH —d cn d / \ VAPOR BARRIER GROUT o - ALL CELLS / \ g" CHAIR BLOCK W/ oO SOLID \�\�\\ (1) #4 CONTINUOUS Ln X / 8"x8"x16" CMU BLOCK W/ :2 j (1) #4 IN GROUTED CELL @ 48" o/c w/ STANDARD OL REINFORCEMENT W/ WALL 0 b= 20" C1 (2) #4 CONT FOR t=10"; (1—STORY WALL) b= 24" C2 (3) #4 CONT FOR t=12"; (2—STORY WALL) EXTERIOR STEMWALL AT GARAGE S3 SCALE: 3/4" = 1'-0 S3 4" CONCRETE SLAB W/ 6x6 W1.4xW1.4 WWM OR FIBERMESH cn Q d d .' D1 w/(2) #4 CONT (1—STORY WALL) 16" D2 w/(3) #4 CONT (2—STORY WALL) INTERIOR BEARING STEP 1 SIMPSON ABU44 POST ANCHOR 3 2x12 P.T. SYP 2 / w/ 1/2"0x12" ANCHOR BOLT AND S IRNGER # 12-16d COMMON WIRE NAILS 4x4 POST 8x8x0f —4f, HIGH 16 WIDE x 6 DEEP PAD PAVERS CONCRETE PIER —FOOTING w/2—#4 CENTERED BY OTHERS TO SUPPORT BOTTOM OF STAIR I , • 2' -0"x2' -0"x1' -0"d I_ ;,III -I LII -II -111111=111,11 CONCRETE FOOTING C SIMPSON A35 FRAMING CLIP AT BASE. W/ 3—#4 EACH WAY ATTACH TO CONCRETE w/4 -3/16"X11/2" TAPCON ANCHORS. rG SECTION K -m SECTION i� S3 SCALE: 3/4,' = 1'-0" S3 SCALE: 3/4" = 1'-0" BRICK VENEER W/ 1" AIRSPACE BRICK VENEER W/I 1" AIRSPACE BRICK TIES © 16" o/c HORIZONTAL PIT DIMENSIONS AS -BRICK, BRICK PAVERS, OR BRICK TIES © 16" o/c HORIZONTAL CONTINUOUS FLASHING & 24" o/c VERTICAL REQUIRED BY ELEVATOR COMPOSITE DECK BY OTHERS CONTINUOUS FLASHING " MANUFACTURER ( ) PROVIDE WEEP HOLES � 24 o/c VERTICAL PROVIDE WEEP HOLES 4" CONCRETE SLAB W/ 33" o c GROUT MONO SLAB FOOTING AT PORCHES, 33 o/c GROUT 6x6 W1.4xW1.4 WWM AIRSPACE BELOW WHEN SPECIFIED ON PLAN. AIRSPACE BELOW OR FIBERMESH BRICK VENEER w/ FLASHING 4" CONCRETE SLAB W/ FLASHING GALV WALL TIES 6x6 W1.4xW1.4 WWM ° OR FIBERMESH Za d-- 2—#4 CONT. AROUND 2—#4 CONT. AROUND / � PERIMETER. PERIMETER. FINISHED GRADE GROUT ALL / cn CELS SOLID �\ VAPOR BARRIER \\/ VAPOR BARRIER w w �\ N z \ 3 Z DOWELS 3 Z DOWELS z \\\ \ GROUT \\\�\ \\ A BOC W © 12" O.C. (TYP) @ 12" 0. C. (TYP) / \ o _ ALL CELL / \ 8 CHAIR BLOCK / DEPTH OF PIT o "NX", \j 8 CHAIR BLOCK W/ " °O SOLID \�\�\\/ (1) #4 CONTINUOUS AS REQUIRED /\\� (1) #4 CONTINUOUS\\�BY >, x ° MANUFACTUROER GRADE, .� \\\ \ / /\ 8"x8"x16" CMU BLOCK W/ ° a a SEE PLAN. � a j\ � 8x8 x16 CMU BLOCK W/ Q d d d d d d CMU BLOCK FOUNDATIONMi \/\ (1 ► #4 IN GROUTED CELL %� /\ (1) #4 IN GROUTED CELL \ a j w/ FOOTER, SEE K/S3 � FRONT PORCH DETAIL S3 SCALE: 3/4" = 1'-0" @f" o/c w/ STANDARD / /\ \\j\\\�\% @ 48" o/c w/ STANDARD HOOK & 25 MIN LAP W/ HOOK & 25 MIN LAP W/ WALL REINFORCEMENT \ \ \/\ WALL REINFORCEMENT \�\ • ° ° / ROD CHAIRS (TYP.) b= 20" b 20 C1 (2) #4 CONT FOR t=10";(l—STORY WALL) H1 (2) #4 CONT FOR t—_10 ,(1—STORY WALL) b= 24" C2 (3) #4 CONT FOR t=12";(2 -STORY WALL) /\�\\j \/�\\/ \/ %//\\/\\\/ 12" DEEP CONCRETE b= 24 H2 (3) #4 CONT FOR t=12";(2—STORY WALL) FOOTING. w/ #4© 12" O.C. EXTERIOR STEMWALL FOOTING L EXTERIOR STEM WALL AT GARAGEE.W. TOP & BOT. KK-m--ELEV TOR P'1 T DETAIL S3 SCALE: 3/4" = 1'-0" S3 SCALE: 3/4" SCALE: 3/4" = 1'-0" w H- Q 0 c� 0 z 0 U cn w 0 W rK U z �o zCD Ld W ui rn W� 0 O Z 's NF - W m W CC F— LU J CO W I -U �NUO Z> o p F (� Q YaE e 0< c0 -, Q Q�� LL U c� � r J W 0 o ♦` 1!:::; cl: v�. ., P ILLQ N►l IIIA W O F— U z z o O J Q W U o Z m W 0 0 � (/)LLJ W wm U Q w m � Q = U J N Q 0 o J a_ � Q DRAWN BY AOB DATE 02/05/2019 SCALE AS NOTED DESIGNED BY D VL JOB NO. JAL—POLLAK SHEET No. 3 8 of HEADER / BEAM CALL -OUT LEGEND NOTE: LVL 2.OE MIN UNo (2) ROWS 16d ® (3) ROWS 16d 12" o/c EA SIDE 12" o/c EA SIDE (2) 2x6 -1/2 WHERE: (2) NUMBER OF PLIES IN HEADER 2x6 SIZE OF HEADER MATERIAL 1 NO. OF JACK STUDS EA SIDE OPENING 2 NO. OF KING STUDS EA SIDE OPENING 2 -PLY BEAM 3 -PLY BEAM (2) ROWS 1/43-1/2" N J. SDS SREWS ® 12" o/c EA SIDE LEGEND SW SHEARWALL SEGMENT 4 -PLY BEAM INTERIOR BEARING WALL v BUILT—UP BEAM DETAIL SHEARWALL HOLD-DOWN y2"O BUILT-UP COLUMN NOTES: 1. TYPICAL CONNECTION FOR o N WALL HEIGHTS FOR: STUD COLUMNS, JACK TO 130 MPH (Vult), ENCLOSED KING STUD ASSEMBLIES, & 0 2x4 MEMBERS: BRITTLE FINISHES L/240 CORNER POSTS. (1) ROW OF 10d STUD SPACING GRADE / SPECIES MAX HEIGHTNAILS ® 6" O.C. 2x4 16" o. c. #2 SPF 9'-1 1/8" 2. CONNECTION REQUIRED ° STAGGERED FOR EVERY PLY IN ADDITION 2x4 12" o. c. #2 SPF 10'-1 1/8" TO 2-PLYS. a 2x6 MEMBERS: 2x6 16" o. c. #2 SPF 13'-7 1/8" (1) ROW OF 10d 2x6 16" o. c. #2 SYP 14'-7 1/8" 0 NAILS ® 4" O.C. 2x8 16 o. c. #2 SYP 20'-7" STAGGERED 2x10 16" o. c. #2 SYP 23'-0" 0 2x8 MEMBERS: FLEXIBLE FINISHES L/120 0 (1) ROW OF 10d STUD SPACING GRADE / SPECIES MAX HEIGHT NAILS ® 3" O.C. 2x4 16" o. c. #2 SPF 10'-1 1/8" o STAGGERED 2x4 12" o. c. #2 SPF 11'-1 1/8" 2x6 16" o. c. #2 SPF 16'-1 1/8" 2x4 SYP2 OR 26 SYP2 2x6 16 o. c. #2 SYP 17'-7 1/8" 2x8 16" 0. c. #2 SYP 23'-1 1/8" 2x10 16" o. c. #2 SYP 26'-1 1/8" BUILT-UP COLUMN DETAIL SW �.� (2) 2x10-2/2�i,, N I BRICK LINTEL SCHEDULE & MISCELANEOUS BRICK SPECIFICATIONS LINTEL DIMENSION MIN. BRG. MAX. SPAN L3'/2 x31/2 x'/4 4" 6'-3" L4x3'/2 "x�/4 6" 8'-3" L5x3'/2 "x'/4 6" 10'-3" L6x3'/2.,xl/4 6" 12'-3" L7x3'/2 "x'/4 6" 16'-3" 1. STEEL LINTELS TO BE MINIMAL 36" LINTEL MUST HAVE CORROSION RESISTANT COATING OF EPDXY BASED PAINT. 2. LINTEL MORE THAN 8'-0". SHOULD BE LATERALLY SUPPORTED NOT TO EXCEED 6 FT. O.C. w/ 1-'/4x3" IND. SCREWS INTO HEADER PROVIDE A '/2" VERTICAL SLOTTED HOLE FOR SCREW. 3. BRICK VENEER ATTACHMENT: HORIZONTAL TIES ® 24" O.C., VERT. TIES @ 12" O.C.. (FOR 130mph WIND --ZONE VERT. TIES © 16" O.C.). AT ALL OPENINGS SPACE TIES WITHIN 12" OF OPENINGS. PROVIDES/js"O WEEP HOLES @ 33" O.C. IMMEDIATELY ABOVE FLASHING. :75x11.2 BUILT UP 6x6 SYP#2 POST w/ABU66 J Lo N X Lo N BUILT UP 6x6 SYP#2 POST w/ABU66 -- —_ :75x1�F-0-"LVC- — - �1 (2) BEARING STUDS UNDER BEAM (3) 1.75 16.0 LVL - 3/2 AY SW BUILT UP 6x6 SYP#2 POST w/ABU66 SDWC SCREW UPLIFT SYSTEM 1. STUD TO SILL PLATE. USE(1) 1 SDWC 15450 SCREWS ®32" o/c. BRICK LINTEL 2. STUD TO DOUBLE TOP PLATE. USE (1) SDWC 15600 SCREWS SEE SCHEDULE 32" o/c. 3A. WALL OPENINGS 3'-1" AND GREATER (UNO). USE (1) SDWC 15450 SCREWS PER JACK. STUD SILL PLATE & (2) �! SDCW 15600 SCREWS PER JACK STUD TOP PLATE. 3B. WALL OPENINGS 3'-0" AND LESS. NO SCREWS REQUIRED (UNO). 4. SHEARWALLS. SHEARWALLS ARE SHOWN. APA RATED 7/6" MINIMUM STRUCTURAL PANELS INSTALLED W/ 8d NAILS ® THE FOLLOWING: SW : 4" o/c EDGES & 6" o/c FIELD SW2: 3" o/c EDGES & 6" o/c FIELD SHEARWALL HOLD-DOWNS a. SHEARWALL CORNERS. STUDS TO FOUNDATION W/ Y2"4 THREADED ROD b. 2ND FLOOR CONDITION. STRAP STUDS TO FLOOR BELOW W/ (2) MSTA36 STRAPS. PORCH BEAl S TO POST W/ (2) MS7A14 STRAPS. 1 i r� I U-) N........... ........... ... Lo AY SW BUILT UP 6x6 SYP#2 POST w/ABU66 SDWC SCREW UPLIFT SYSTEM 1. STUD TO SILL PLATE. USE(1) 1 SDWC 15450 SCREWS ®32" o/c. BRICK LINTEL 2. STUD TO DOUBLE TOP PLATE. USE (1) SDWC 15600 SCREWS SEE SCHEDULE 32" o/c. 3A. WALL OPENINGS 3'-1" AND GREATER (UNO). USE (1) SDWC 15450 SCREWS PER JACK. STUD SILL PLATE & (2) �! SDCW 15600 SCREWS PER JACK STUD TOP PLATE. 3B. WALL OPENINGS 3'-0" AND LESS. NO SCREWS REQUIRED (UNO). 4. SHEARWALLS. SHEARWALLS ARE SHOWN. APA RATED 7/6" MINIMUM STRUCTURAL PANELS INSTALLED W/ 8d NAILS ® THE FOLLOWING: SW : 4" o/c EDGES & 6" o/c FIELD SW2: 3" o/c EDGES & 6" o/c FIELD SHEARWALL HOLD-DOWNS a. SHEARWALL CORNERS. STUDS TO FOUNDATION W/ Y2"4 THREADED ROD b. 2ND FLOOR CONDITION. STRAP STUDS TO FLOOR BELOW W/ (2) MSTA36 STRAPS. PORCH BEAl S TO POST W/ (2) MS7A14 STRAPS. 1 i TRUSS FASTENING DETAILS Rafter to Top Plate shown (Truss to Top Plate similar) LOWER ROOF FRAMING AND FLOOR TRUSS SYSTEM PLAN - CO I :....... - t IL- i niivv Jnl1L L DC ArA KH Itu //Ib USb 01 15/32" CDX AT METAL ROOF ACCENTS ONLY MIN ATTACH W/ 8d RI GSHANK NAILS PACING... A. 12" o/c FIELD & 6" o/c EDGES INTERIOR ZONE . 4 �I d B. 6" o/c FIELD & 6" o/c EDGES PERIMETER 701.= I to 3 BE STUDS 3 BEARING STUDS C. 4" o/c FIELD & 4" o/c EDGES GABLE END �1. O 1 W/(2)M 12- LL r F- 0 0 0 .....................................w/(2)MTS.1.2 .. _ ........- ----- 3. BEAM AND FLOOR TRUSS CONNECTION: A. F05A, FG01, BM1, BM2, BM3, BM4, BM5....... ........(2) MTS12 CLIP TOP PLATE .. .... B. ALL OTHER FLOOR TRUSSES .......................... .....(2)SDWC 15600 CLIP TOP PLATE 4. ROOF TRUSS CONNECTI A. C01 . ................................................(2) SDWC 15600 SCREWS TOP PLATE. B. ALL OTHER TRUSSES................................(1) SDWC 15600 SCREWS TOP PLATE. SYP#2 ROOF JOISTS 24" O.C. C. PERMANENT BRACING SHALL CONFORM TO BSCI 1-03. 5. BEARING STUDS AT TRUSSES & BEAMS (SYP2 U.O.N): A. BM1 ,BM7, F05A, FG01..............................(2) BEARING STUDS B. BM2, BM3, BM4, BM5..................................(3`, BEARING STUDS TRUSS PLAN GENERAL NOTES: BEARING STUDS ONLY BEARING STUDS WITH GREATER THAN 2400 LBS ARE INDICATED ON TRUSS PLAN. UPLIFT CONNECTIONS ONLY TRUSSES WITH GREATER THAN 615 LBS ARE INDICATED ON TRUSS PLAN. "OTHER BEARING STUDS AND UPLIFT REQUIREMEN-''3 ARE LISTED IN FRAMING PLAN NOTES HEADER / BEAM CALL -OUT LEGEND (2) 2x6 -1/2 WHERE: (2) NUMBER OF PLIES IN HEADER 2x6 SIZE OF HEADER MATERIAL 1 NO. OF JACK STUDS EA SIDE OPENING 2 NO. OF KING STUDS EA SIDE OPENING LEGEND SW SHEARWALL SEGMENT SHEARWALL STRAPS ® ® (2)MSTA36 NOTE: LVL 2.OE MIN UNO (2) ROWS 16d ® (3) ROWS 16d 12" o/c EA SIDE 12" o/c EA SIDE 2 -PLY BEAM 3 -PLY BEAM (2) ROWS 1/43-1/2" r SDS SREWS ® 12" o/c I` EA SIDE 4 -PLY BEAM BUILT-UP BEAM DETAIL 1-1/2" BUILT-UP COLUMN NOTES: WALL HEIGHTS FOR: 1. TYPICAL CONNECTION FOR 130 MPH (Vult), ENCLOSED STUD COLUMNS, JACK TO BRITTLE FINISHES L/240 KING STUD ASSEMBLIES, &2x4 Q MEMBERS: STUD SPACING GRADE / SPECIES MAX HEIGHT D CORNER POSTS. o (1) ROW OF 10d 2x4 16" o. c. #2 SPF 9'-1 1/8" o NAILS ® 6" O.C. 2x4 12" o. c. #2 SPF 10'-1 1/8" 2. CONNECTION REQUIRED STAGGERED a - FOR EVERY PLY IN ADDITION 2x6 _16" o. c. #2 SPF 13'-7 1/8" TO 2-PLYS. 0 2x6 MEMBERS: 2x6 16" o. c. #2 SYP 14'-7 1/8" (1) ROW OF 10d 2x8 16" o. c. #2 SYP 20'-7" o NAILS ® 4" O.C. 2x10 16" o. c. #2 SYP 23'-0" w STAGGERED U `nZ V O Z� M LLI a) Et- W Uj M Z -p QZ o -i -VO C� (0PP W [D Jo�— F- L11 J M W E I N U Q OO Z 0 `1Q O LL (n I-0 Q Q m O FLEXIBLE FINISHES L/120 1.[1111111 3N1 Oh 10i. co low .N E: 2x RS : 8 MEMBERS: E STUD SPACING GRADE / SPECIES ` MAX HEIGHT 0 0 0 ROW 1 NAILS W 3" O.C. 2x4 16" o. c. #2 SPF 10'-1 1/8" Lli STAGGERED 2x4 12" o. c. #2 SPF 11'-1 1/8" o Q 2x6 16" o. c. #2 SPF 16'-1 1/8" 2x6 16" o. c. #2 SYP 17'-7 1/8" 2x4 SYP2 OR 2x6 SYP2 2x8 16" o. c. #2 SYP 23'-1 1/8" 0 0 2x10 16" o. c. #2 SYP 26'-1 1/8" BUILT-UP COLUMN DETAIL 2ND FLOOR STRUCTURAL PLAN Y4„=1,-0„ i Q LLI m 00 (D V) ~z c -D o zJ cl- o_ Q Qw o' o w J W Q � Z O Ldz z 0 170 I. biw IU SILL F'LAIE. USE (1) SDWC 15450 SCREWS @ 32” o/c. 2. STUD TO DOUBLE TOP PLATE. USE (1) SDWC 15600 SCREWS 32" o/c. 3A. WALL 03E ZINGS 3'-1" AND GREATER (UNO). USE (1) SDWl- 5450 SCREWS PER JACK STUD SILL PLATE & (2) SDCW 1560fD < TREWS PER JACK STUD TOP PLATE. 3B. WALL OF EI\ ',IGS 3'-0" AND LESS. NO SCREWS REQUIRED (UNO). 4. SHEARWALL.:':. SHEARWALLS ARE SHOWN. APA RATED 3/6" MINIMUM STR"JC: URAL PANELS INSTALLED W/ 8d NAILS ® THE FOLLOWING: SW : 4" :D/: EDGES & 6" o/c FIELD SW2: 3" o/c EDGES & 6" o/c FIELD 5. SHEARWALL HOLD-DOWNS a. SHEARWALL CORNERS. STUDS TO FOUNDATION W/ HTT4 HOLD-DOWN. b. 2ND FLOOR CONDITION. STRAP STUDS TO FLOOR BELOW W/ (2) MSTA36 STRAPS. 6. PORCH BEAMS TO POST W/ (2) MSTA24 STRAPS. W Q D O 0 Z O a - U cn w 0 w U `nZ V O Z� M LLI a) Et- W Uj M Z -p QZ o -i -VO C� (0PP W [D Jo�— F- L11 J M W E I N U Q OO Z O D U O I_ U) z ()aEE:D Q `1Q O LL (n I-0 Q Q m O U N � T J 1.[1111111 3N1 Oh 10i. co low .N •►��,, on 011 LL 0 0 L.L. Lli a a_ Q z N I) zz QQ Of a- U 0 0 z 0 0 - I z (5 LL_ — z 0 Q Q J z� Q W Q 0 o Z � W o 0 W _ F w W W U Q � W cf) m Y = U Q � N z Q 0 o a Q DRAWN BY AOB DATE 02/05/2019 SCALE AS NOTED DESIGNED BY D VL JOB NO. JAL—POLLAK SHEET No. S60F 8 TRUS FASTENINGf DETAILS Rafter to Top Plate shown (Truss to Top Plate similar) �. mai STUD NOT DIRECTL BELOW TRUSS ®Do not install SDWC in hatched area SDWC15600 1 1/2" MIN STUD DIRECTLY TOP PLATE TO Overhang ---2" MAX BELOW TRUSS SDWC15600 STUD SDWC15600 SDWC INSTALLATION RANGE TRUSS TIE DOWN WITH SIMPSON SDWC Rafter to Top Plate shown Truss to Top Plate similar Rafter or Truss Optimal 22)F edge Ye'" minimum e 0' distance for full 10' values (with or ' Splice may be in upper or 30" without a plate lower plate splice) ir STUD ISLY Y.' from top plate . "Max splice Offset for full values STUD NOT DIRECTL L�Xt"<TOP BELOW TRUSS SDWC15600 PLATE TO STUD SDWC15600 Note: 1. Sloped—roof rafters may be sloped up to and including a 12:12 pitch and must be "birdsmouth" cut. 2. Reference detail 4 for installation instructions. SDWC AT TOP PLATE SPLICE SIMPSON SDWC INSTALLATION RANGE STUD NOT DIRECTL BELOW TRUSS SDWC15600 NOTE: SEE INSTALLATION RANGE DETAIL FOR ANGLE LIMB SDWC INSTALLATION 7 ROOF FRAMING PLAN NOTES: 1. ROOF SHEATHING SHALL BE APA RATED 7/16" OSB MI RING SHANK NAILS SPACING A. 12" o/c FIELD & 6" o/c EDGES INTERIOR ZONE B. 6" o/c FIELD & 6" o/c EDGES PERIMETER ZOI C. _ 4 o/c FIELD & 4" o/c EDGES GABLE ENDS 2. ROOF TRUSS CONNECTION: A. K03, NO2, S06 ...............................................(2) B. K07, U05......... ... .................... ..:..............(2) C. ALL OTHER TRUSSES .................. ..................(1) SCREWS TOP PLATE. 3. BEARING STUDS AT TRUSSES & BEAMS (SYP2): A. K07, U05 .........................................................2 E B. K03, NO2,S06................................................3 E ROOF OVERFRAMING LEDGER SDWC 6" SCREWS ® 32" o/c TOP PLATE TO HEADER (3) SDWC 6 SCREWS CORNER OF GARAC WIDTH VARIES (3)2x STUD CORNER --, 1/2" x 10" ANCHOR BOLT W/ 2" WASHER AS PER TYPICAL WALL SECTION P.T. SOLE PLATE 16 MIN. EMBED. OF PA51 IN CONC. FILLED STEMWALL. HEADER SIZE PER STRUCTURAL PLAN (2) SDWC 4.5" SCREWS EACH END OF HEADER UNO KING STUDS PER PLAN JACKS PER PLAN 1PSON PA51 STRAP WHEN : WING WALL < 3'-6" EMBEDDED IN CONC. FILLED STEM WALL. FASTEN TO KINGS w/ 18-16d NAILS. 3 %" TO 5Y" J � -�—' I � LTHICKENED SLAB EDGE AT GARAGE OPENING. TYPICAL GARAGE DOOR OPENING SW# FASTEN ADJACENT KIN( AND JACKS W/ (2) RO OF 10d ® 8" o.c. ALL JACKS TO BOTTOM SDWC 4.5" SCREWS 1/2" x 10" ANCHOR BOL W/ 2" WASHER, SEE SCI BELOW FOR SPACING HEADER SIZE PER STRUCTURAL PLAN ALL JACKS TO HEADER W/ (1) SDWC 4.5" SCREWS KING STUDS PER PLAN JACKS PER PLAN WALL SHEATHING SHALL BE 7/16" NPA RATED SHEATHING WITH 8d NAILS ® 4" o/c AT ALL PANEL EDGES AND 6" o/c IN FIELD (TYP-UNO) SOLE PLATE ANCHOR SCHEDULE THREADED ROD 0 EXT. WALL SPACING SHEARWALLS SPACING WASHER SPEC. EMBEDMENT DEPTH EDGE DISTANCE 3/8 40" 16" 2x2xYr," 31/2" 1 3/4" 1/2 48" 24" 2x2x'/8' 3'/2 " 1 3/4" W/ (9) 8d NAILS SCREWS EACH EXISTING RAFTER TYPICAL WALL OPENING DETAIL SHEARWALL ATTACHMENT (CUP) METHOD: 8d COMMON NAILS SW 3" o/c EDGES & 4" o/c FIELD (2) ROWS ® 3" o/c TOP PLATE & SILL PLATE TOP PLATE SPLICE SW1 & SW2 SHEARWALLS REQUIRE MIN 48" OVERLAPS W/ MIN (24) 0.131x3" NAILS ® TOP PLATE SPLICES OR (2) MSTA24 W/ (9) 10d END, CENTERED ON EACH SPLICE SHEARWALL FRAMING DE - EXISTING ROOF DECK APA RATED SHEATHING (1) ROW 8 RINGSHANK NAILS ® 3" o/c OVERFRAME W/ 2x8 SYP#2 RAFTERS 0 24" o/c COLLAR TIES 0 24" o/c W/ (8) 12d NAILS EACH END 2x8 NAILER ATTACH TO ROOF DECK W/ (1) A35 CLIP RAFTER TO SLEEPER (2) %"x3 Kz" LAG W/ (9) 8d NAILS SCREWS EACH EXISTING RAFTER ROOF DECK NAILING PATTERN: EDGE: 8d RINGSHANK 0 4" o/c FIELD: 8d RINGSHANK 0 6" o/c EXISTIN RAFTERS/TRUSSES TO REMAIN ROOF OVERFRAMING DETAIL APA RATED SHEATHING RAFTERS PER PLAN CONVENTIONALLY FRAME ANGLED X_ CORNERS W/ 2x6 SYP#2 RAFTERS 0 16" o/c — ATTACH F TO PLATE W/ (2) H2.5A CLIPS & 2x6 COLLAR TIES 0 24" LUS26 TO RIDGE TYPICAL RAFTE EACH ND) 12d NAILS BEARING CONVENTIONAL FRAMING DETAIL WALL SHEATHING PANEL INSTALLED VERTICALLY OR HORIZONTALLY 8d NAILS @ 3" - - —2x BLOCKING o/c EACH w/ 7/16" PANEL EDGE SHEATHING FLATWISE ATTACH W/ (3) WALL SHEATHING— 12d NAILS EACH PANEL END SHEATHING SPLICE @ MIDWALL 0 BEAM PER PLAN ?4 STRAPS AM BEARING J 1.5" ® ENDS ST PER PLAN SECOND STORY TOP PLATE ELFV. I -UK RAISEU HEAUEKS, S I KAH I HL I UH'' PLATE TO HEADER WITH LSTA12 © 32" O.C., IN LIEU OF THE HA4 STRAPS 1 I.I. Illi IIS HA4@ 32" ON -CENTER Bu PER PLAN STUD TO LOWER FRAMI ANCHOR EMBED/EPDXIED MSTA24 OR CS18 ST AP W/ SET -XP 7" MIN @ 32" ON -CENTER (12) 16d COMMON ABU44-66 TO POST (18) 16d COMMON ABU88 TO POST 2 MSTA24 OR CS16 STRAP EACH END OF WALL SEGMEN PORCH BEAM 0 POST DETAIL IF OUTLOOKER IS > 32" FROM FASCIA,2ND FLOOR ELEV. APA OR TECO RATED SHEATHING TO USE (2) 2x4 ® FIRST OUTLOOKER ONLY MATCH ROOF SHEATHING BLOCK SHEATHING EDGE FASTEN SHEATHING TO FRAMING 2x4 SYP OUTLOOKERS W/ IN 4' OF GABLE TRU S AT 3" / 6" o.c. W/ 8d N7 OVERHANGS < 12" © 24" o.c. W/ (1) H5 AT EACH OUTLOOKER TO TOP CHORD OF GABLE TRUSS OVERHANGS 12" - 24" ® 16" o.c. W/ (2) H5 AT EACH OUTLOOKER TO TOP CHORD OF GABLE TRUSS WOOD OR TRUSS BEAM GABLE TOP CHORD (4) 0.131" 3" TOE OR X Ll NAILS @ EICH OUTLOOKER TO TOP PLAlE GABLE TRUSS 2x L -BRACE ON GABLE VERTICALS AS SPECIFIED BY TRUSS MANUFACTURER (MIN. 2x4 #2 SPF W/ 6" o.c. 0.131" x 3" NAILS ® MAX. 24" o.c. CLIP END OF LATERAL BRACE TO GABLE BOTTOM CHORD W/ (1) H5 CLIP GABLE BOTTOM CHORD TO TOP PLATE W/ MSTA18 STRAP W/ (7) 10d END @ 48" o.c. OR 0.131" x 3" TOE NAILS TO TOP PLATE ® 3" o.c. STAGGERED AS REQUIRED 7/16" APA OR TECO RATED SHEATHING W/ 8d NAILS 0 6" o.c. ALONG ALL PANEL EDGES AND 8" o.c. FIELD. BLOCK ALL EDGES (CONTINUE SHEATHING TO MIDPOINT i OF GABLE BO 2x4 #2 SYP LATERAL BRACE W/ TTOM CHORD) (3) 0.131" x 3" NAILS THROUGH BRACE 2x4 X -BRACING AT MID SPAN AND ® QUARTER POINTS INTO EACH TRUSS BOTTOM CHORD. OF GABLE. EXTEND X -BRACES INWARD MIN. 8' AND ATTACH EXTEND BRACE TO FOURTH INTERIOR TRUS TO EACH ADJACENT TRUSS W/ (3) 0.131" X 3" NAILS MATCH LOCATION & SPACING OF ADJACENT X -BRACING MAX X -BRACING SPACING FASTEN PLIES TOGETHER w/ 0.131x3" GUN NAILS, 2 ROWS ® 4" O.C. (TYPICAL STUD SPLICE DETAIL 4" MAX. GAP 6" MAX. GAP RAILING DETAIL < 4 /12 PITCH ® 8' o.c. 4 /12 - 7 /12 PITCH @ 6' o.c. > 7 /12 PITCH ® 4' o.c. GABLE END BRACING DETAIL- ING ENG. ROOF TRUSSES 24' O.C. WOOD TREADS STANDING SEAM METAL ROOF RISERS SEE MFR. SPECIFICATIONS FOR CODE COMPLIANCE AND INSTALLATION PEEL & STICK UNDERLAYMENT 15/32" CDX ROOF SHEATHING OPEN CELL FOAM R-20 HARDWARE PER TRUSS ENGINEERING 1-4" U.N.0..H. TOP OF PLATE 2-2X TOP PLATE HURRICANE HOLD DOWNS PER ENGINEER 'ER DRYWALL PER BLDG. CODE (WALLS & CEILINGS) EL POST, QTY TERMINAL, JTE, OR TURNOUT ROOF METAL PORTION 00 �t- TO] S: 2X6 P.T. RAFTER TAIL UPLIFT STRAPI ROOF / FRAMING UUN VEN TIONAL STRAPPING TO BEAM OR TRUSS DETAIL SCREW TIE -DOWN SYSTEM 3/411 T&G PLYWOOD FLOORING FIN. FLOOR SCREW TIE -DOWN SYSTEM (2) - 2X TOP PLATE ENG. ROOF TRUSSES ® 24" O.C. ARCHITECTURAL ROOF SEE MFR. SPECIFICATIONS SYNETHIC UNDERLAYMENT OVER 7/16" OSB 31 INSULATION (BATT & BLOW) HARDWARE PER TRUSS ENGINEERING 2X6 SUB -FASCIA 6" GALV. PAINTED EAVE DRIIP 2X2 FURRING STRIP 1X6 FASCIA (CEDAR OR HARDI) UN -VENTED HARDI MTL. & LIVING SPACES - VENTED ® PORCHES & GARAGE FRIEZE BOARD FIBERCEMENT LAP SIDING o/ 7/16 ZIP BD. CELLULOSE INSULATION —— 2x WOOD STUDS ® 16" O.C. 2x6 SOLE PLATE RIM BOARD --r--ENG. FLOOR SYSTEM, SERIES, SIZE AND SPACING PER MANUFACTURER'S SPECIFICATIONS FIBERCEMENT LAP SIDING o/ 7/16 ZIP BD. -- ALUMINUM PAINTED K 7/16 ZIP BOARD EAVE DRIP 2X2 FURRING STRIP SEE PLAN 2x WOOD STUDS ® 16" O.C.I T-1-11 VISIBLE FROM CELLULOSE INSULATION UNDERSIDE 2x6 EXPOSED RAFTER TAIL SCREW SYSTEM 4" CONC. SLAB w/_`:.`�.. P.T. 2X SOLE PLATE FIBERMESH ON 6 MIL FRIEZE BOARD OR BOLTS VISQUENE /� SPACING ASHREQUIRED FIN. FLOOR T` / / \ \ CH / AIR BLOCK \ \ \ I \ CLEAN, WELL COMPACTED, \\\ TERMITE TREATED FILL J 1— #4 ROD IN FILLED CELL � ®48' O.C. j 8" CONC. BLK, FOUNDATION WALL �— — ON CONC. FTG. W/ RODS CONT. TYPICAL WALL SECTION -••--•�••••� •�. .01 \JG16l.l1YC IllaMPrldl MIL 151 pe maae witnln 5 days of receipt of goods and prior to installation. Otherwise, said claim will be denied.. -n -n LOADING —CR-IT—ERI A / Bottom Chord Dead Load 10 5 Total Load 37 55 16'0 17'21/2" ,. 18'211/16" Duration Factor1.25 1.0( Building CodeI FBC 2017 RE; a ?0 \ 2 O Wind Standard A 7-10 J05(4)rot ��a �'o< �r Wind S eed 130 MPH Wind Usa e 7' a 5/1 s" 1a 11" 0z " '' Jd2 / `'o, 9�, R S. CAT II _ ■ �tt#u,_, 09 � � Buildin TBuildin X esure C F14 b G w �(,�", # y _ losed 1'-+4'�� Wall Height Legend Go2 2' 1a �iHB" ✓per, _ F15(2) � �— ro ,� b ■ N % � ' � t �ii -�� "t - �.ct : � o. � \ _ c4� -K- ✓p8 _ 11 N -! Husrz N 81-1/8" 04 P s / r 7 - � b o <n ill 5/8 911 ° 5 2 0 2' 0"1 2'0" 2, 0' 2 ,� 2' 0" 2' 2' 0 0 2 D"I 2'0 -_=--- 6 -_-- 1 i EI (!f -- _ a, � ' 3' 7 p• 0" 2.0,. 2'D" 8 12'" jj 1 II i 10'1-1/18" I b `S J04A 000-000' 1/811 4oj �o? N u.j moi. ❑0000000no0' - FG01FO3 �I� F102 .,) i 2 7• _ rrwaz: �_, F17 c� b ° •,;.\ _ F^17A ?� O I 121-1/8" U. Foz aL 141-1/8" I�, L \\ 1 6112" �- JI d I, � s Approved truss toanacho _ b 2' 0" �2' 0" 1' 8" 2' 0" 7 0" 2' 0" ✓� r by builder, mum ) ■ j ■ ----- Square cut overhangs nd bottom chords. ' d F192) ■ d �k 12 F3a p�k 9'2.. �i � �,, 14'0 5/$" d 1' 0" �� 2'1 b Varies �' b 2'0"' 20"i ! in 2' 0.. 2' 0" b L 2v t �H07(3)_ - - in ' F21(3) I� F 5 ) a■ Fol� b d M 1 1 1/4" I d b I lo 'S,�o4'113/4" F22 I LL 1' 8,11/4" d 3-1/2" 12 3 12 16" BRG. other note TypicalTruss Ends Engineer of Record: ° la's 3/a° Ho (a— russ onnector ota 1st Doug Lucas - FL PE# 49489 ■ 1a a 12° I ! b Manuf Product Qty 12627 San Jose Blvd # 603 Jacksonville, FL 32223 ALL EXTERIOR WALLS HAVE BEEN ' Simpson suL26 1 This is a Truss Placement Plan Only C�. HELD IN 1/2" FROM DIMENSIONS � SUR26 2 Trusses have been designed based on the SHOWN ON PLAN TO ACCOUNT FOR S - ;, Simpson THA422 24 drawings provided to MBS by the Builder. WALL SHEATHING Simpson THAC422 1 I Please refer to the truss engineering for g g any 8' 4 112" 8' a 112" 12' 3" information not listed on this page 1 4 3" Please refer to the BCSI - Summary Sheets 1 St Floor for proper bracing of trusses during erection ougbs . Lucas, P.E. Date c2loS/1 q Subm Mal for: Lucia & Scott` Engineering. I APPROVED APPROVEDAS NOTED NOTAPPROVED Typical Truss ICity, State: Atlantic Beach, FL FLORIDA PRODUCT APPROVAL CODES: MITEK PLATES 2197...... WEYERHAEUSER - EVEREDGE LVL 21359 ..... WEYERHAEUSER EEI-JOIST 21360...... WEYERHAEUSER RIMBOARD 6527.5Scale: N.T.S. Date: 12/27,12018 Designer: John Knight Manning Building Supplies, Inc. 11155 Philips Parkway Dr E Jacksonville, FL 32256 Phone: (904)268-8225 Fax: (904)260-2981 Job# J180725 Customer: J.A.Long18 Project: Pollak Residence Lot/Sub: Lot 8 Selva Marina Address 380 12th St ICity, State: Atlantic Beach, FL FLORIDA PRODUCT APPROVAL CODES: MITEK PLATES 2197...... WEYERHAEUSER - EVEREDGE LVL 21359 ..... WEYERHAEUSER EEI-JOIST 21360...... WEYERHAEUSER RIMBOARD 6527.5Scale: N.T.S. Date: 12/27,12018 Designer: John Knight All claims for error or defective material must be made within 5 days of receipt of goods and prior to installation. Otherwise, said claim will be denied. 10' 213!16" 13' 7" 6' 3—_ 1T 10 112" (V 02 b j r 69 112" tib o I T01 i„ b H_u% A 1 V nru26 b b H,� E H %1: N b I CO �NTuz6ZV Il n•u26 o) U' No n i N W b HTJ% ~ <V HTU%k `i 05 N b LL O SO o D: o HTu% i Fv n*u%' ✓j 2 'x r "_ ,. Z.. 2'0" 2 2 p" FY' o,. % ( N HTu%�, E U ;'7 co P02(30) S W AS I d o2ao'z' o° r r " '0"'170" 2 0" 2 0 2o„ 2' o" 2' 0- 2' 0" z'o" 2o„ 2'oao" 20" 2o" 20" 20" 20" 02'02' 2'a' 2 0 LO ry191 cwl w 2 = Y bD �L02A(3) L d QO �0^ u05=��S ti a s 1 7 5/8" o w U04' o m� K10 4 N� K06(3) Y KK�42 i M2) — M l NO2 _ 1 01 Truss Connector Total List 13'6 3/4" 10'4 1/2' 8' 1 114" 16' 10"_ Manuf Product Qty i 1. HTU26 34 2nd Floor SUR26 3 0 T^n M 0 4DoW2 as V. Lucas, RE- Rate 6 2`°S`1 � Subtn tieti for: Lucas & Scott Engineering, Inc. APPROVED APPROVED AS NOTED NOTAPPROVED FLORIDA PRODUCT APPROVAL CODES: MITEK PLATES 2197...... WEYERHAEUSER - EVEREDGE LVL 21359 ..... 'WEYERHAEUSER EEI-JOIST 21360...... WEYERHAEUSER RIMBOARD 6527.5 LOADING CRITERIA e Roof Floor Top Chord Live Load 20 40 Top Chord Dead Load 7 10 Bottom Chord Live Load 0 0 Bottom Chord Dead Load 10 1 5 Total Load 37 55 Duration Factor 1.25 1 1.00 Building Code FBC 2017 RES tanda Wind Srd ASCE 7-10 Wind Speed 130 MPH Wind Usage. RES. CAT II Building Exposure C Building Type Closed Wall Height Legend VZZA 81-1/8" = 9'1-1/8111 = 101-1/18" 0 o0000c = 11'1-1/8" ❑O❑o oo 0000❑ OGOOOO cooOO 11 LI 12'1-1/811 = 14'1-1/811 Approved truss anchor by builder. 2x4 minimum top and bottom chords. Square cut overhangs. 12 6-8 Varles 5-112" 12 chords. F n es`�� s noted—I L otherwise. Typical Truss Ends Engineer of Record: This Is a Truss Placement Plan Only iTrusses have been designed based on the drawings provided to MBS by the Builder. 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