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1207 Seminole Rd GENERAL: CONCRETE: STRUCTURAL STEEL: Metal Connector Fastening ScheduleUJI LO Simpson ID USP ID Uplift Capacity(Ibs) Fasteners Anchors (U.O.N.) 1. Project has been designed in accordance with 2007 Florida Building Code 1. All concrete has been designed in accordance with "Building Code Requirements GENERAL: A35 MPA1 Na (12)0.131"x 1'/2° Na O = Z O Building, 2007 Florida Existing Building Code, and/or 2007 Florida Building for Structural Concrete,"ACI 318-05, and shall be constructed in accordance with ABU44-Z PA U44-TZ 2200(SYP) (12)0.162"x 2'h"or(12)0.162"x 3'/s" 5/8"w/7"embed c o Code Residential, as applicable. "Specification for Structural Concrete,"ACI 301. 1. All structural steel has been designed in accordance with AISC"Manual of Steel ABuss-z PAu66-TZ 2300(sYP) (12)0.162"x 2'/z'or(12)0.162°x 3W 5i8"wi r'embed a, „ CS16 RS150 1705(SYP or SPF) (11)0.148"x 3"in each end-(22)total Na w Construction"and shall be constructed in accordance with AISC Specification for DSP Na 775(SYP or SPF) (8)0.148"x 1'/z"into studs Na 2. It is the intent of the Engineer of Record (Engineer)that this work be performed 2. All concrete shall have the following minimum compressive strength at 28 days in Structural Steel Buildings," "Code of Standard Practice for Steel Buildings and Bridges," (6)0.148"x Wiz"into double plate CID in conformance with all requirements of the authorities having jurisdiction over accordance with ASTM C 172, C31 and C39: "Detailing for Steel Construction,"and have the following designations: DTT2Z DTB-TZ 2145(SYP)1835(SPF) (8)'/4"x 1W SIDS '/z"w/41/2"embed(mono)and 7"embed(stem) W GBC HC520 Na (5)0.131"x 1'/s"into gable brace Na =3 this type of construction and occupancy. a. Slabs on grade, footings, and miscellaneous concrete: f c=2500psi Welded connections --------------------------------------------------------AWS D1.1 (7)0.131"x 2%"into double plate = b. Cast-in-place beams, columns, walls, and structural slabs: f c=3000psi Structural steel shapes, plates, etc. ------------------------------------ASTM A36 H2.5A n/a:use RT7 600(SYP) (5)0.131"x 2'r:"in each end-(10)total Na E 3. The contractor is responsible for the means and methods of construction and Structural steel H2.5T n/a: use RT7 545(SYP or SPF) (5)0.131°x riz"in each end-(10)total Na P pipe ---------------------------------------------------------ASTM A53 or A501 shall work in conformance with all applicable codes and regulations. It is the 3. Cement shall conform to"Specification for Portland Cement"(ASTM C150) Structural steel tubing ------------------------------------------------------ASTM A500 H3 RT3A 455(SYP) (4)0.131"x 2 "in each end-(8)total Na ro H6 LFTA6 950(SYP)820(SPF) (8)0.131°x 2% In each end-(16)total _n/a y contractor's sole responsibility to determine erection procedure and sequence Hs RT8A 630(SYP) (5)0.148"x 1'1W in each end-(10)total Na E to insure the safety of the building and its component parts during erection. 4. Aggregate shall conform to"Specification for Concrete Aggregates" (ASTM C33) 2. All structural steel connections and fabrications shall comply with AISC specifications. HDQ8 n/a: use UPHDs 7630(SYP)5495(SPF) (20)%"x 3"SDS 7/8"w/15"embed(SET epoxy only) a) HDU5 PHD5 5645(SYP)4065(SPF) (14)'/4"x 2'h"SDS 5/8"w/7"embed(mono)and 12"embed(stem) HDU8 PHD6 6970(SYP)5020(SPF) (20)'/4"x 3"SDS 7/8"w/15"embed(SET epoxy only) a) 4. The contractor shall be responsible for all temporary bracing that is required 5. Water shall be clean and free of injurious amounts of oil, acids, alkalis, salts, 3. All steel decking has been designed in accordance with "Steel Deck Institute (SDI)"and HETA16 HTA16 1810(SYP) (10)0.148"x 11/2" 4"embed during construction to keep the structure safe and plumb until the entire organic materials or other substances that are deleterious to concrete or steel shall be constructed in accordance with SDI "Manual of Construction with Steel Deck". HTS20,HTS24 or HTS30 HTW20, HTW24 or HTW30 1450(SYP)1245(SPF) (10)0.148"x 3"in each end-(20)total Na Cn HTSM16 or HTSM20 HTWM16 or HTWM20 1175(SYP) (8)0.148"x 3"into wood Na structure is in place. Any bracing shown on the structural drawings is for the reinforcement. N A/ completed structure only. 4. All bar joists have been designed in accordance with "Steel Joist Institute (SJI)"and (4)'/."x 2'/:'Titen into CMU(4)'/:'x 1%"Titen into concrete X 6. Additional concrete requirements for structures located within 1500 ft of the Coastal shall be constructed in accordance with SJI "Standard Specifications for Joist Girders". HTr16 Na 3955(SYP)3400(SPF) (18)0.162"x 21W 5/8"w/7"embed(mono)and 12"embed(stem) LU 5. The contractor shall verify all conditions and dimensions at the job site prior to Control Line (CCL)and exposed to salt spray are as follows: HTr22 Na:use PHD5 4165(SYP) 3580(SPF) (32)0.148'x 3" 5/8"w/7"embed(mono)and 12"embed(stem) Q E HTT4 Na 4235(SYP) 3640(SPF) (18)0.162"x 2'/z' 5/8"w/7"embed(mono)and 12"embed(stem) M commencing work. a. All concrete shall have the following minimum compressive strength at 5. All li ht a e structural framin has been desi ned in accordance with "AISI Standard 9 9 9 9 9 HTr5 Na 5090(SYP) 4375(SPF) (26)0.162"x 2Yz" 5/8"w/7"embed(mono)and 12"embed(stem) � 28 days in accordance with ASTM C 172, C31 and C39: for Cold-Formed Steel Framing" Grade 33- U.O.N. LTP4 MP4F Na (f2)0.131"x 1'/2' Na 6. The contractor shall supply, locate, and build into the work all inserts, anchors, i. Slabs on grade, footings, and miscellaneous concrete: LSTA18 LSTA18 1235(SYP)1165(SPF) (7)0.148"x 3"in each end-(14)total Na LU■ angles, plates, openings, sleeves, hangers, slab depressions, pitches, or other f c=3000psi 6. Steel shop drawings shall be provided to the Engineer for approval prior to fabrication. LTS12 LTW12 775(SYP)665(SPF) (8)0.148"x 3"in each end-(12)total Na 1:5LTr2o LTS20 1500(SYP)1290(SPF) (tO)0.148"x 3" 1/2"w/411/2'embed(mono)and 7"embed(stem) t W components as may be required to attach and accommodate other work. ii. Cast-in-place beams, columns, walls, and structural slabs: MSTA24 MSTA24 1640(SYP)1455(SPF) (9)0.148"x 3"in each end-(18)total Na 3 m f'c=5000psi 7. Holes required for bolted connections may be drilled or punched. Flame-cut holes shall MSTAM24 1500(SYP or SPF) (9)0.148"x 3"into wood Na , 7. All details and sections shown on the structural drawings are intended to be b. Maximum water-cement ratio: 0.40 not be used. (5)114°x lir Titen into CMU O J (5)'/4"x 13/4"Titen into concrete °- typical and shall be construed to apply to any similar situation elsewhere in the C. Maximum chloride ion content: 0.15 percent by weight of cement in MSTA30 MSTA30 2050(SYP)1820(SPF) 11)0.148"x 3"in each end-(22)total n/a -a Z J work except where indicated otherwise. accordance with ASTM C 1218 8. Bolts shall be installed to the "snug-tight"condition -u.o.n. MSTA36 MSTA36 2050(SYP or SPF) 0,3)0.148"x 3"in each end-(26)total n/a O MSTAM36 1870(SYP or SPF) (t3)0.148"x 3"into wood n/a c LU (8)'/:'x 2'/4"Titen into CMU co J fr 8. Refer to the structural drawings for all structural details and sections. The 7. Reinforcing steel shall be ASTM A615 Grade 40 unless otherwise noted on the PAINTING: (e)%"x 1%"Titen into concrete .2 contractor shall contact the Engineer for clarification in cases of conflict structural drawings.All reinforcing details shall conform to"Details and Detailing of MSTC66 MSTC66 5860(SYP or SPF) (38)0.148"x 3'r"in each end-(76)total n/a 300 between the structural drawings and any drawings prepared by others prior to Concrete Reinforcement,"ACI 315, unless detailed otherwise on the structural 1. All structural steel shall be shop-painted. Prior to painting, steelwork shall be cleaned in MTS12 or MTS20 MTW12 or MTW20 1000(SYP)860(SPF) (7)0.146"x 3"in each end-(14)total n/a a, Q commencingwork. drawings. accordance with Steel Structures Painting Council SSPC SP-6 "Commercial Blast MTSM16 or MTSM20 860(SYP) >0.148"x 3"into wood n/a N cc 9 9 (SSPC) '/4"x 2'/4"Titen into CMU co Cleaning"after removal of loose rust, loose mill scale, and spatter, slag, or flux deposits. (4)sir x 1%"Tien into concrete UJ 9. All window and door assemblies shall be designed to withstand the applicable 8. Tolerances for foundation and slab alignment as well as placement of reinforcement PA51 TA51 3685(SYP or SPF) (21)0.162"x 2%"or(21)0.162'x 31W 4"embed o Z 0 SPH4 or SPH6 SPTH4 or SPTH6 1360(SYP)1170(SPF) (12)0.148"x 1%" Na y, design wind pressures and shall be installed according to the manufacturer's shall be in,accordance with "Standard Tolerances for Concrete Construction,and 2. For projects located within 1500 feet of the Coastal Control Line (CCL), all structural SSP 350(SYP or SPF) (4)0.148"x 11/2"into studs n/a W n/ i requirements. Materials, ACI 117. Footing or slab edges may be up to 2 outside and 1/2 Inside steel shall be cleaned in accordance with SP-5 White Metal Blast Cleaning . (a)0.148"x 1'/z"into double plate 2 1.1� Of the sill plate. STHD14 STAD14 4430(SYP or SPF) ( )0.148"x 3'/4" 14"embed co /'� 10. The design of the project structure assumes an allowable soil bearing capacity 3. Immediately after surface preparation, SSPC Paint 15 (red oxide) primer paint shaft be NAeconnec[ors are manutacturedbySimpson Strong-IleorUSP Structural Connectors(U.U.N.) � J W W �V♦ 2. SYP-Southern 1ne,SPF=Spruce Hne Fir of 2000 psf. It is the owners and/or contractors responsibility to obtain a soils 9. All concrete slabs on grade shall be the thickness as indicated on the drawings over applied in accordance with the manufacturer's instructions. Painting methods shall be J.Nbno=monolithic concrete,stem=masonry stermvall or bond beam Of 4.Anchoragereterstbthreadedndhdrswahndteddiametersandemedmentepthsexploration report. All requirements for site preparation and soil compaction minimum 6 mil. polyethylene (visqueen)vapor barrier. Slabs shall be reinforced with used that result in full coverage of joints, corners, edges, and exposed Surfaces. _ _ o ~ U a specified in the soil report shall be followed unless more stringent requirements 6x6 W1.4x1.4 WWF lapped 8"at edges and ends in conformance with ASTM-A 185, 6 • are specified. The Engineer shall be notified if soil conditions encountered or fibermesh reinforcement shall be used with minimum 2"fiber length at 1 LB/CY 4. For projects located within 1500 feet of the Coastal Control Line (CCL), SSPC Paint 20 3 differ from the noted assumptions. complying with ASTM C1116. Type 1 (zinc inorganic)shall be applied, followed by SSPC Paint 22 (epoxy). WIND BORNE DEBRISTION WITH WOOD PANELS w OPENING PROTECTION E C o Z a- MASONRY: 10.Slabs on grade shall bear on structural fill which shall be clean sand free of debris 5. SSPC Paint 36 (polyurethane)shall be applied as the final coat to all structural steel and other deleterious material. Structural fill shall be compacted in maximum 12 surfaces exposed and visible to the exterior of the structure. - EDGE DISTANCE MINIMUM AT ~� (n CD lifts to a density of at least 95% of the Modified Proctor Maximum Dry Density ( ) �� _ ` co o General: / FASTENERS TYPICAL (ASTM D1557). Fill shall be treated with termite poison before slab is placed. 6. Field touch-up after installation where required to restore final finish. Z.. �\ / 96"MAXIMUM SPAN ,�� C w 1. All masonry has been designed in accordance with "Building Code 1" CU N Cj 0- 1 2 Requirements for Masonry Structures,"ACI 530-05, and shall be constructed in 11.Footings may bear upon undisturbed soil or upon structural fill. Structural fill i \ accordance with "Specifications for Masonry Structures,"ACI 530.1-05 shall be compacted IN MAXIMUM 12" LIFTS to a density of at least 95%of the Modified Proctor Maximum Dry Density(ASTM D1557)for a depth of at ROOF COVERING: I M Z m 2. Grout shall conform to ASTM C476 with minimum 28 day compressive strength least two feet(2'-0")below the bottom of the footing. / \ o F� of 2000 psi per ASTM C1019. Grout shall be mixed to provide a slump between ". 12.The following minimum concrete cover shall be provided for reinforcement: 1. The contractor shall be responsible for the design and installation of the roof ¢ / o 8"to 11 N Z covering system. / (na " O_ WOOD STRUCTURAL PANEL "' _ 3"---------Concrete cast against and permanently exposed to earth. 7 15 w 3. Mortar shall conform to ASTM C270 and be Type M or S. Type N mortar may 2. Asphalt shingles shall comply with ASTM D3161 and be installed according to LCORROSION RESISTANT X16'OSB OR /2 RATED z w A o ~- 2"---------Concrete exposed to earth or weather, #6 bar and larger. w Q w be used in brick veneer. the manufacturer's requirements. FASTENER(TYPICAL) SHEATHING PANEL ( a o N >Z 1 '/2"----- Concrete exposed to earth or weather, #5 bar and smaller. z OR Q � w Ln 1 '/2'----- Concrete not exposed to weather or in contact with earth for the a " it M 0 W o 4. The contractor shall be responsible for the design and installation of all flashing 3. Clay and tile roofs shall be installed per the "Concrete and Clay Roof Tile WOOD STRUCTURAL PANEL `° O w a' primary reinforcement, ties, stirrups, and spirals in beams and columns. CORROSION RESISTANT v) _ �t Installation Manual,"and the manufacturer's requirements. %6"OSB OR 1%2"RATED FASTENER TYPICAL �' F_ o 2"-----------Concrete walls and slabs exposed to saltspray (TYPICAL) Concrete Masonry (CMU): � P SHEATHING PANEL � • �� 2 Y2"--------Other concrete members exposed to salt spray = Q w 4. Standing seam metal roofs shall comply with ASTM E1514 and be installed o Q LU 1. Concrete masonry units (CMU) shall be ASTM C90-75, Hollow Load-Bearing according to the manufacturer's requirements. O � Concrete Masonry Units, Type 1, Grade N-1, normal weight, with a minimum 13.All continuous reinforcing steel in concrete shall be lap-spliced with the following co Z w � LL- com compressive strength of 1900 s1/ fm-1500 psi). minimum lengths unless otherwise noted on the structural drawings: P 9 P ( - P ) 5. The contractor shall be responsible for the design and installation of all metal Q #4 bars: 21"minimum - 2. All continuous reinforcing steel in masonry shall be lap-spliced with the following #5 bars: 26 minimum flashing and valley material. W U - LL_ #6 bars: 32"minimum - minimum lengths unless otherwise noted on the structural drawings: „ FASTENER SPACING a F- #7 bars: 46 minimum -o #4 bars: 20"minimum �I PER CHART a) w #5 bars: 25" minimum I,NATERPROOFING: 14.Reinforcement in footings shall be bent around comers or comer bars shall be used. j NOTE: - Q LU #6 bars: 30" minimum PANEL MUST EXTEND PAST WINDOW FAR ENOUGH TOCL #7 bars: 35" minimum 1. The contractor shall be responsible for all waterproofing and flashing ALLOW FASTENER INSTALLATION INTO WOOD FRAMING. Ui 0 0 15.The contractor shall provide spacers, chains, bolsters, etc., necessary to support P P 9 9 2) yf maximum lifts. reinforcing steel. Support items which bear on exposed concrete surfaces shall have considerations. (n O w � 3. Grout all cells containing vertical reinforcement in 5-0 ends which are plastic tipped or stainless steel. ORIENTATION OF RATED SHEATHING STRUCTURAL PANL i U) CO _ `Y' 4. Provide cleanouts per ACI 530.1-05 in the bottom course of masonry C° o when the wall height exceeds 5'-0". w M WOOD FRAMING: NOTES: a 5. Beam reinforcement shall be continuous across control joints. SYMBOL LEGEND 1) FASTENERS SHALL BE INSTALLED ALONG THE TOP&BOTTOM 3 1. All wood framing has been designed in accordance with National Design Specification OR LEFT&RIGHT SIDES OF PANEL. W Clay Masonry(Brick): (NDS)for Wood Construction,"2005 Edition VIEW DIRECTION Wind-Borne Debris Protection Fastening Schedule oLU 2 THE SPAN OF THE PANEL BETWEEN ANCHORS SHALL NOT for%6"OSB or 1%2"RATED SHEATHING PANEL U)) /s / - �SECTION IDENTIFICATION ) � � 1. Brick shall conform to ASTM C62, C216, or C652 for Building Brick, Facing 2. All wood members exposed to weather or in contact with masonry, concrete or soil EXCEED 96". Fastener a Fastener s acin inches Brick, and Hollow Brick, respectively. Grade SW shall be used. A PORTION OF STRUCTURE WHERE shall be treated with an appropriate preservative suitable for the exposure conditions. WALL SECTION SECTION Is cut panel span 2 ft. <panel 4 ft. <panel 6 ft. <panel N SD-1 3) MULTIPLE PANELS CAN BE USED TO COVER OPENINGS 2. Brick veneer shall be anchored with approved ties spaced no more than 16" O.C. SHEET NUMBER WHERE THE SECTION WIDER THAN 48", PROVIDED THE PANEL SPAN DOES NOT <2 ft. span<4 ft. Span<6 ft. span <8 ft. 0 o 3. If ACQ treatment is used on any wood member, then all nailing shall require hot-dipped IS DRAWN vertical and 16 o.c. horizontal. Additional ties shall be provided around all wall EXCEED 96' #8 wood screw based o U-) openings greater than 16" in either direction, and shall be spaced no more than galvanized nails meeting ASTM A153, Class C, or ASTM B695, Class 50. If borate __ _ treatment is used then galvanizing is not required. anchor w/min.2"emb. 16 16 10 8 a) M 36"o.c. and placed within 12"of the openings. 4) PANELS SHALL BE PRECUT AND PRE-DRILLED TO FIT OVER length into wood framing -_ N CO CHANGE IN SECTION EACH OPENING AND APPLICABLE FASTENERS. o w 4. Prefabricated wood trusses shall comply with National Design Specifications(NDS) _0z 00 o 0 3. Strand wire veneer ties shall not be less in thickness than No. 9 gage wire LOCATION WHERE SECTION WILL CHANGE #1 O Wood SCreW based m w °O � N for Wood Construction, 2005 Edition and National Design Standard for Metal Plate 5 FASTENERS SHALL BE CORROSION RESISTANT. N J d N d) and shall have a hood embedded in the mortar joint. Sheet metal ties shall ) anchor w/min.2"emb. c- - CD � not be less than No. 22 gage by %" corrugated and fastened with 1 3/4" Connected Wood Truss Construction (ANSI/TPI 1-02). ---- --_ __ - -- 16 16 12 9 CM cD > CD moo, -VIEW DIRECTION 6) FASTENERS SHALL BE PERMANENTLY INSTALLED INTO THE length into wood framing �, Z �, � galvanized roofing nails. Adjustable or strand wire veneer ties shall be used at - - a Q O c X 5. All trusses shall be designed by the Truss Manufacturers registered Engineer. WOOD FRAMING. U L Y la screw based � CMU walls. A A ----SECTION IDENTIFICATION 0 F- Y s � CROSS SECTION 3 � � a SD 1 SD 1 -----SHEET NUMBER WHERE THE SECTION 9 - Q 4. Unless otherwise noted on the plans, a 3 '/2'x 3 '/2'x '/4'steel angle shall be 6. The truss manufacturer shall submit shop drawings and design notes with a registered IS DRAWN 7) FOR CMU OR CONCRETE CONSTRUCTION,THE FASTENERS anchor w/min.2"emb. 16 16 16 16 0 00 -' Engineers seal for approval. Design notes shall include the rated load capacity of the SHALL BE INSTALLED INTO THE WOOD BUCKS FRAMING THE 0 used for supporting brick veneer over openings. This angle will not be required - OPENING. length into wood framing E truss to truss connectors, and the manufacturer's license to fabricate trusses utilizing o for arched windows where brick is self-supporting. If the length of the opening LOCATION OF DETAIL - SCALE: exceeds 5'-0"then the steel angle shall be attached to the wood framing with the connector system proposed. The contractor shall approve fabrication and %"x 3" lag screws @ 16"o.c. installation drawings showing size,shape and layout. DETAIL IDENTIFICATION 8) THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL WATER - N/A a DETAIL A SHEET NUMBER WHERE THE DETAIL PROOFING CONSIDERATIONS. DO NOT SCALE 7. Jobsite handling and erection, including temporary bracing, during installation of SD 1 IS DRAWN 9) PROVIDE PROTECTIVE COVERS FOR PERMANENTLY INSTALLED THIS DRAWING HARDWARE AND ANCHORS: trusses shall comply with TPI /WTCA BCSI 1. HARDWARE WHEN SHUTTER IS NOT IN USE. T 8. All prefabricated tNood trusses subjected to uplift conditions shall be securely fastened s � RELEASE DATE: 1. All framing anchors and connectors noted on the structural drawings shall be to their supporting walls or beams with metal connectors as noted in the Truss --VIEW DIRECTION 6 07-08-10 EXTERIOR FINISH--- :_ manufactured by Simpson Strong-Tie or Engineer approved equal. Connection Schedule. REVISIONS: �A -ELEVATION IDENTIFICATION � a1/ ELEVATION sD 1 SHEATHING 2. All anchor bolts and threaded rods shall be in accordance with ASTM A307, Grade A, 9. All gable ends shall be balloon framed or braced in accordance with the applicable -SHEET NUMBER WHERE THE ELEVATION or ASTM F1554, Grade 36. detail as shown in the structural drawings. IS DRAWN FRAMING AT OPENING:---t�__� 9 __ _ _ _ _ _ HEADER SHOWN,STUD, CRIPPLES,OR SILL SIMILAR w 3. All metal connectors and hardware which are exposed to the exterior or in contact with 10. The Guardrails, Handrails and Guard In-Fill components (Balusters and Panel Fillers) / Q) ACQ pressure treated lumber shall be Type 316 stainless steel or galvanized per shall be designed by the delegated Engineer. The Product Approval Report and/or ASTM A153, Class C, or ASTM B695, Class 50. shop drawings shall be approved by the Engineer of Record prior to construction. TRIM - =3 _ , 4. All anchor bolts, threaded rods, and associated hardware located within 11. Provide joist or solid blocking in floor framing at all guardrail and handrail posts. WOOD SCREW BASED FILE 1500 feet of the Coastal Control Line CCL shall be alvanized er ASTM A153, - DRAWN BY: (CCL) 9 P THREADED STUD Q) DJM Class C, or ASTM B695, Class 50 �s- =- . --- FENDER WASHER(MIN.)- CHECKED BY: 5. Wedge/ Expansion bolts shall be "Power Stud/ Rawl Stud" by Powers Fasteners/ WINDOW UNIT JKH Rawl, "Trubolt" by ITW Ramset/ Redhead, "Wedge-All" by Simpson Strong-Tie, or / 1s /i D ^ R:�:�n:EWED FOR CODE CO PLIANCE c;, Engineer approved equal. - = Indicates additional requirements for structures located within 1500 feet of the /6' OSB OR Y32 RATED CITYOFATLANTIC Cg SHEET: SHEATHING PANEL SEE PERMITS FOR ADDITI NAL Coastal Control Line (CCL). ItEQUIREMENTSANDCO ONS. 6. Anchor adhesives shall be either Epoxy-Tie SET or Acrylic-Tie AT by Simpson SECTION - FASTENING OF PANEL TO FRAMING n Strong-Tie and installed according to the manufacturer's instructions. Holes shall be A REVIEWED BY: DA /� o cleaned of all debris and brushed out prior to installation of anchor adhesive . N O VERSION:11-09 I t U W I- C m Ln o Z1 O L m a� O -7 0) C W 0) m _N 7 MINIMUM'%2"RATED OSB SHEATHING,EXP I-SHINGLE E OR'y32"RATED PLYWOOD SHEATHING,EXPOSURE I-TILE L MINIMUM'y32"RATED OSB SHEATHING,EXP I-SHINGLE FASTEN WITH.113"x 2 X"RING SHANK o N OR lY32"RATED PLYWOOD SHEATHING,EXPOSURE I-TILE NAILS @ 6"O.C.ON EDGES AND INTERMEDIATE SUPPORTS. N ■ FASTEN WITH .113"x 2 X"RING SHANK NAILS @ 6 O.C.ON EDGES AND INTERMEDIATE SUPPORTS. 2x8#2 SYP @ 24LL "O.C. c H8 AT EACH RAFTER(U.O.N.) cn cn O H8 AT EACH RAFTER(U.O.N.) 2x6 WALL w/#2 PF STUDS @ 16"O.C. x _ 12 2x4 WALL w/#2 or BET SPF STUDS w/X"THREADED ROD w/3"x 3"x Ya"WASHER&NUT X w a) 6 @ 16"O.C.MAX.ALIGN w/EXISTING @ 48"O.C.EMBED 6"INTO EXISTING BOND BEAM. E 49 RAFTERS&ATTACH w/LTS12 TO EXIST. SHEATH WITH Y16"RATED SHEATHING. &SPH4 @ TOP SHEATH WALL w/ N 3/16"RATED SHEATHING NAILED @ 6"O.C. SPH4 @ 24"O.C.MAX ON ALL SUPPORTS wl 0.131"x 2 Y"NAILS EXISTING 48 I cu EXISTING RAFTERS J a. LTS12 @ 24"O.C. 9_- cuLu -lima o .� ami Q cncn ca J ca DETAIL A DETAIL B T LCL 0 (1)S-3 O (1)S-3 O H Q co J� wca Luc)ch O a v 0- 0 E W `o Z F...� Ocf) o 0- LO cu E o E Z ca ^00 W N 0 D_ ami >- u- fY W OJ F1 ccZ m U 2x8 RAFTERS @ 24"O.C. ~� Z _ THREADED ROD LEGEND: "Q • = X"THREADED ROD FROM FOUNDATION TO DOUBLE Z U O PLATE.(4"MINIMUM EMBEDMENT REQUIRED) � F- O = %"THREADED ROD FROM FOUNDATION TO UPPER FLOOR w N a LID DOUBLE PLATE.(4"MINIMUM EMBEDMENT REQUIRED) �, o O w rn HOLDOWN(AS NOTED)INSTALLED AT SILL PLATE o ZD Z / Q - HOLDOWN(AS NOTED)INSTALLED AT SILL PLATE.COUPLE -0u Q Q- ROOF BEARS ON THIS WALL ROOF BEARS ON THIS WALL MINIMUM YY f�ROD TO HOEDOWN ANCHOR AND CONTINUE -10 I INSTALL THREADED ROD ASSEMBLY- , TO DOUBLE PLATE ABOVE. TO FIRST FLOOR BOND BEAM BELOW. Lu J 2x6 2x6 / EPDXY ROD INTO BOND BEAM. O = HOEDOWN(AS NOTED)INSTALLED AT SILL PLATE.COUPLE F' Z • • Tl MINIMUM Y2"O ROD TO HOLDOWN ANCHOR AND CONTINUE -0 w LL TO UPPER FLOOR DOUBLE PLATE ABOVE. CIO 2x6 2AHTS24 AT HTS24 AT TRUSS TRUSS _ U PRE-ENGINEERED ROOF TRUSSES Lu CL 2x x NUT WITH 3"x 3"x X"WASHER a (D 2 ��O NOTE: LO c ALTERNATE:SIMPSON LBPS Ycm N 2x6 s� BRACE OVERFRAMING TO TRUSSES OR ROOF SHEATHING SLOTTED WASHER WITH 1"CUT B RAFTERS MAXIMUM 6S0"SPANS.D TO MAINTAIN WASHER. cu LL ? DOUBLE PATE v = Z S 3 OVERFRAME THIS VALLEY OVERFRAME THIS AREA ONTO TRUSSED ROOF (U.O.N.)) '^ w w THREADED ROD U.O.N. CENTER ROD WITHIN DOUBLE PLATE cn { u- ci 2x8 RAFTERS @ 24"O.C. 2x6 OVERRAMING OPTIONAL-THREADED COUPLING cu N TOENAILS(TYP)� FOR EACH ROD.) , (MINIMUM DEPTOF THREAD IS/2" / U NUT WITH 2"xX'WASHER \ tcn (3)2x4 POST TO BEARING BELOW SIMPSON H3 CLIP SILL PATE N 04 - o ar — — — — — — — — — _ - _ - - - EMBED INTO SLAB OR FOOTING 00 2x8 No.2 SYP NAILE WITH ANCHOR ADHESIVE N r- TO TRUSS CHORD w CENTER ROD WITHIN SILL PLATE s MN M (5).131"x 3 4 NAILS -0a z 00 0 0 OVERFRAME THIS AREA NOTE: o o N ON TOP OF VAULTED s �' —TRUSS TOP CHORD OR RAFTER a HOLE SHALL BE CLEARED OF ALL `N° � J N RAFTERS 8 a a BRIS ND BRUSHED OUT PRIOR INSTAL INSTALLATION OF ADHESIVE. T � Z TO oCL o o x II JQ� a MINIMUM 4"EMBEDMENT INTO " Y L SECTIONcl- - TYPICAL OVERFRAMING AT EXISTING ROOF \ CONCRETE(ORAS NOTED) Q II 0 s-3 _ THREADED ROD ASSEMBLY WITH ADHESIVE ANCHORAGE E PRE-ENGINEERED ROOF TRUSSES IIIHTS24 AT HTS24 AT SCALE: N II TRUSS TRUSScn %" = V-0" (U.O.N.) 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CRIPPLE STUD MY LVL (5)NAILS PER PLY SILL PLATE (n KING STUDS 11%"LVL (6)NAILS PER PLY c J Q NOTE: a I 2x4 BLOCKING BETWEEN STUDS TOENAIL a aai ° 14"LVL (7)NAILS PER PLY X CRIPPLE STUD OR ENDNAIL EACH END TO ADJACENT CENTER ANCHOR BOLTS a �j a r i NOTE: a) Q W NAIL EACH PLATE TO CR _ _ _ 4) ii � IN SILL PLATE,USE 2 xYs WASHER � NAILS MAY BE TOENAILED OR BACK 16"LVL (8)NAILS PER PLY :� WITH(3)0.131"x 3 Y"NAILS TOENAIL STUD WITH(3)0.131 x 3 Y"NAILS L WITH ENDNAIL(TYPICAL) TYPE O TYPE TYPE 0 NAILED THROUGH KING STUD. o co Q � o 2x-SPF#2 STUDS @ 16 O.C.(U.O.N.) (SEE WALL LAYOUT) Z CL J00 DOUBLE SILL REQUIRED WHERE OPENING ANCHOR BOLT TO EACH SIDE OF POST AT WIDTH EXCEEDS 61" U.O.N.) CHANGE IN PLATE HEIGHT G DETAIL - ANCHOR BOLT OPTIONS H DETAIL - TYPICAL HEADER TO KING STUD CONNECTION LV ,O SPH-CLIP @ 32"O.C.(TYPICAL-U.O.N.) 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(SEE DETAIL"C"ON SD 1) 1 W1.4x1.4 WWF OR FIBERMESH o L cn BUILT-UP CORNER POST IN SILL PLATE. ;Al 76 (SEE DETAIL"D"ON SD-1) I " _—___—_—_— m 3 BUILT-UP POST(WHEN NOTED ON WALL LAYOUT) o NAIL EACH PLY WITH 0.131"x 3 Y" NAILS @ 6"O.C.STAGGERED \/VAPOR BARRIER OVER I i a) I�� 0 ~o i I 4"CONCRETE SLAB WITH 6x6 a- LO AS NOTED \\\\/�\\/�\%'TREATED AND COMPACTED FILLa W1.41.4 WWF OR FIBERMESH E Q0 o GRADE vim,v�v�V��VVA VA% - " '' cn Z A DETAIL - TYPICAL WALL FRAMING CONDITIONS - 00 W v/v/v/v/v \j\ \�\\j\\j\\j\ `REINFORCEMENT(AS NOTED) ii � -� N � a GRADE �` - p ao /, SD 1 _ a //\//\%\//\/ 8"CMU STEMWALL WITH(1)#4 @48 O.C. \\ °� \\ \/` °) } LL o / /VA/VA/VA/VA/� //A//� VAPOR BARRIER OVER O p AND IN EACH CORNER. �\ AjAAjAA VAjA�VAA/��A/ � W U- TREATED AND COMPACTED FILL SILL PLATE(BELOW) //j\�//�' FILL CELL SOLID AT EACH#4 REBAR. /i\�/�\�/� /�\�/.�/% o NOTE: �� ;//\//\//\// // -v BRACE OVERFRAMING TO TRUSSES OR � 2x-CORNER FRAMING FULL \/\/\/\� � HOOK REBAR 12'INTO SLAB AND 6"INTO Q �� RAFTERS AS REQUIRED TO MAINTAIN `\ \\i�\ FOOTING. 0 Z HEIGHT STUDS(TYPICAL) 1'-8 � (2)#5 CONT. (AS NOTED) REINFORCEMENT(AS NOTED) o Z MAXIMUM 6'-0"SPANS. (2)ROWS OF 0.131"x 3 X" � w O NAILS @ 12"O.C. wa _ STAGGERED(TYPICAL) SECTION - PAD FOOTING AT PORCH STEMWALL SECTION - PAD FOOTING AT PORCH THICKENED EDGE a" W "l J iv cr_ >_ o ROOF SHEATHING - SD 1 NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT 0 or rn cn ENGINEER FOR ADDITIONAL REQUIREMENTS. z _ o 2x6 OVERFRAMING 2x6 OR 2x8 FRAMED WALL ~� Q w * TPI - SILL PLATE(BELOW) -2x STUDS 16"O.C. U.O.N. � 0 O � (4).131 x 3Y TYPICAL STUD NAILING -2x4 CORNER FRAMING FULL - @ (U.O.N.) TOENAILS(TYP)� SIMPSON H3 CLIP W 2x8 No.2 SYP NAILED HEIGHT STUDS 2x-TREATED SILL PLATE wl 5 .131"x 3Y"NAILS NAILING AT STUD STUD SIZE DOUBLE PLATE SILL PLATE a Q MINIMUM OF(3)2x4 BLOCKS 12"LONG (SEE TYPICAL WALL SECTION c U O TO DOUBLE PLATE FOR ANCHORAGE) 2x-STUDS @ 16"O.C.(U.O.N.) _0 W ti NAILED WITH(4)0.131"x 3�"NAILS TO vi TRUSS TOP CHORD OR RAFTER (END NAIL) 2x4 (2) (3) EACH ADJACENT STUD 4"CONCRETE SLAB WITH 6x6 cu CD STUD ALTERNATE:INSTALL SOLID STUD IN W1.4x1.4 WWF OR FIBERMESH 2x_TREATED SILL PLATE 2x6 (3) (4) �- THIS SPACE - (SEE TYPICAL WALL SECTION o W N FOR ANCHORAGE) a U NAILING AT STUD 2x8 (4) (5) 2x4 CORNER FRAMING FULL \\\\\//\\ \\VAPOR BARRIER OVER TREATED 4"CONCRETE SLAB WITH 6x6 ~ p a TO SILL PLATE HEIGHT STUD GRADE \\\\\\��\AND COMPACTED FILL ib GRADE W1.4x1.4 WWF OR FIBERMESH rn c-4 (TOENAIL) 2x10 (5) (6) 2x4 FRAMED WALL -(2)Rows of x131"x 3Ya /\\//\ \\ (1)#5 CONT. w LO NAILS @ 12"O.C. \\/\\\\\/\\. �----- _0 rte, O ////\/ \ \'8"CMU STEMWALL WITH(1)#4 @ 48"O.C. �' // /// w � J ccei *ALL NAILS NOTED ARE 0.131"x 3 X" , CD \ \/ /j�//�\ AND IN EACH CORNER. _ !/j//j/// a °//\\%j\ td \ \ \ o Z \ \ \, uS = Z ROOF C DETAIL - TYPICAL WALL STUD CONNECTION D SECTION - TYPICAL FRAMING AT 900 CORNERS - // . FILL CELL SOLID AT EACH#4 REBAR. m B SECTION - TYPICAL OVERFRAMING AT EXISTING \\ a \/\/ , �a VAPOR BARRIER OVER TREATED rn / HOOK REBAR 12"INTO SLAB AND 6"INTO \ \\ \ / % AND COMPACTED FILL V s \ \ \ \\ \\ \\/� FOOTING. SD 1 SD-1 SD-1 //� //% u, ROOF COVERING(BY OTHERS) 6„ � /\ // / � 0; ILL1'8" ONE STORY 2 #5 CONT. V-0" ONE STORY-(2 #5 CONT. /f,`� l . RAFTER AS NOTED TWO ST Y #5 CONT. TW TRY- #5 CONT. W ON LAYOUT 1'8" OR (3) 1'4" 0 S 0 (3) CEILING JOIST AS NOTED ON LAYOUT CORNICE DETAIL K N SECTION - STEMWALL SECTION - MONOLITHIC � (BY OTHERS) ENDNAIL(2)0.131"x 3Ya"NAILS AT EACH LOOKOUT SD-1 NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT Q 00 2x6 BLOCKING AT EACH DIAGONAL BRACE ENGINEER FOR ADDITIONAL REQUIREMENTS. 2x6 DIAGONAL BRACE @ 48"O.C.WITH RAFTER(AS NOTED) - c� i5 0.131"x 3Y"NAILS AT EACH END(U.O.N.) 0 z LL 00 O0 0 / --- ----- 2x4 FLATWISE LOOKOUT @ 48 O.C. H W 04 a) ROOF SHEATHING(AS NOTED) FASTEN SHEATHING TO LOOKOUT WITH N SHEATHING END NAILING REQUIREMENTS. J o Y16"OR 1%2"RATED SHEATHING,EXPOSURE I-SHINGLE ROOF z W / 1%2"RATED PLYWOOD SHEATHING,EXPOSURE I-TILE ROOF - - H3 CLIP @ LOOKOUT(TYPICAL) o Q O 0 m - . FASTEN WITH 0.113"x 2%"RING SHANK 3 07 U d U L NAILS @ 6"O.C.ON EDGES AND INTERMEDIATE SUPPORTS. _ _ 2x4 L BRACE AT EACH LOOKOUT NAIL WITH CONNECTOR AT EACH RAFTER (3)0.131"x 3Ya"NAIL SPF MATERIAL 000 NOTE: ACCEPTABLE o Q (SEE ROOF FRAMING NOTES) E MAXIMUM 12"OVERHAN 2x_SUBFASCIA NAIL TO LOOKOUT WITH o MINIMUM 1 Y2"BEARING AT SEAT CUT TOENAIL RAFTER TO PLATE WITH(3)0.131"x 3 Ya"NAILS cn(2)0.131"x 3Ya"NAILS SCALE: - ENDWALL RAFTER NOTCHED FOR FLAT LOOKOUT NAIL CEILING JOISTS TO RAFTER WITH(4)0.131"x 3"NAILS. N.T.S. - (U.O.N.) a) DO NOT SCALE cn (U.O.N.) NAIL SHEATHING @ 6"O.C.TO RAFTER WITH THIS DRAWING (2)2xSYP#2 DOUBLE PLATE 0.131"x 2- %"NAILS T (U.O.N.) H2.5A AT EACH LOOKOUT RELEASE DATE: NAIL PLATE TO RAFTER WITH 0.131"x 3 Y" 2x4 LOOKOUTS @ 48"O.C. 07-08-10 SPH_CLIP @ 32"O.C.(TYPICAL-U.O.N.) NAILS @ 6"O.C. FOR OVERHANG REVISIONS: 1x4 LATERAL BRACE @ 48"O.C.NAILED GYPSUM BOARD � PLATE(AS NOTED), TO EACH JOIST WITH(2)0.131"x 3"NAILS a ROOF SHEATHING Q' INTO(4)CEILING JOISTS.OVERHANG - SOLID BLOCKING AT EACH LOOKOUT LOCATION (AS NOTED) `- 2x_STUDS @ 16"O.C.-U.O.N.(SEE WALL LAYOUT) MINIMUM 2"TO AVOID SPLITTING. a) WITH(4)0.131"x3Y"NAILS INTO LOOKOUT a) 2x4 SYP BLOCKING �� - BETWEEN LOOKOUTS w Ys"RATED SHEATHING,EXPOSURE I. MINIMUM FASTEN WITH 0.131"x 2 Y" Vis"RATED SHEATHING CONTIUOUS a) NAILS 6ITH ON EDGES AND TO BOTTOM OF LOOKOUTS BALLOON FRAMED a) 4 CONCRETE SLAB WITH 6x6 STUDS(AS NOTED) 12"O.C.ON INTERMEDIATE SUPPORTS.(U.O.N.) NAIL JOIST TO GABLE STUDS WITH DOUBLE PLATE _ W1.4x1.4 WWF OR FIBERMESH SPH_CLIP @ 32"O.C.(TYPICAL-U.O.N.) (4)0.131"x 3 Y"NAILS @ 16"O.C. INTERIOR VAULT EXTERIOR SHEATHING - DRAWN BY: ANCHOR BOLT(AS NOTED) - TOENAIL GABLE STUDS TO DOUBLE - NOTE: o i�A/ /` DJM 8'0"SOLID DECKING MAY BE INSTALLED IN LIEU OF PLATE WITH 3 0.131"x 3 Ya"NAILS \�\� J,/\\/ / SHALL BE NAILED U CD = -2x-TREATED SYP#2 SILL PLATE O \�/j,°o �j�/ VAPOR BARRIER OVER UPPER PLY OF DOUBLE LATERAL BRACING AND DIAGONAL BRACING. LSTA18 STRAP @ 48-O.C. '` ' \/ TREATED AND COMPACTED FILL PLATE @ 6"O.C, CHECKED BY: WITH 0.131"x2YY NAILS. w JKH CEILING JOIST(AS NOTED) 8" (1)#5 CONT. - - - - (U.O.N.ON WALL LAYOUT) rn - SEE FOUNDATION DETAILS L SHEET: w E SECTION - TYPICAL EXTERIOR ONE STORY WALL F SECTION - GABLE END WALL DIAGONAL BRACING L SECTION - THICKENED EDGE M DETAIL - BALLOON FRAMED GABLE END HIGH CEILING VAULT o SD � l sD 1 SD 1 SD-1 sD 2 INTERIOR CEILING PITCH EXCEEDS X2 OF EXTERIOR ROOF PITCH N O F-R-CF-ADD(VERSION:7-09) 1 �.I I { I , ILl 3G I t i FRO 8 _ - f D CATH. CEI►-• FLOOR PLNN L E F, C- LEV4, TION a � I I II i I, t4 q • I � Q NA ,� L_ . 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