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Oak Circle 1911 NOTES 8" 20'-0" 20'-0" 1. DOOR & WINDOW SIZES NOTE. - _ _ __ _ __ __ ____ _ _ __ __ __ _ _ ARE AFFROXIMATE 14 I j FOUNDATION FLAN FOR CONCRETE FORMING AND FINISHED DIMENSIONS. ' _ = f LUME3ING LOCATION REFERENCE 4 ONLY.4 REFER TO POOR & WINDOW REFER TO ASSOCIATED ENGINEERING DRAWINGS n i ' 4'-0" I 6'OFF RIDGE 4 CONC.SLAB W/FIBERMESHOF, I FOR FOOTER LOCATIONS AND DETAILS. MFG'5 5 FOR ROUGH 4 I 6x6x10 W.W.M.ON 6 MIL VISQUEEN ROOF VENT 4" OVER CLEAN,WELL-COMPACTED, OFENING SFRIOR TO Q GARAGE I I Q 9 4 l TERMITE TREATED FILL 8'1-118"PL.HT. I I d FRAMING. LINE OF WALL ABOVE o I I (2)3068 � �II ENTRY 2. EXTERIOR WALLS ARE 4 � � 3/� 2x4 STUDS 16'' O.C. U.N.O. 5Q. FTG. CALCULATIONS NII Q MONOLITHICFOUNDATION STORAGE 280 o OR A5 SFECIFIEP 13Y 5020 FXD 5020 FXD I `r SILL 0 5'-4"AFF SILL @5'-4"AFF TOTAL COVERED 280 ENGINEER'S Fr\G. 20'-O" 71-011 6'-01 71-011 T 20'-0" FL00F\ FLAN FOUNPATION FLAN ROOF FLAN. DIMENSIONAL 6'OFF RIDGE ROOF VENT FIBERGLA55 SHINGLES PLATE HEIGHT PL.HT. PLATE HEIGHT all _WINDOW all 1HEADER DIMENSIONAL 12 41 5020 FXD 5020 FXD FIBERGLASS e*dl e110 SHINGLES00000-0.0 to Ln tea. 12 DIMENSIONAL 12 —�3 FI13ERGLA55 3r_ PLATE HT. PLATE HT. PLATE HT. SHINGLES PLATE HT. PLATE HT. PLATE HT. CV d 7' a 2"TRIM HARDIPLANK SIDING REVISIONS .� -:L10ilp (NP) iLQ � OV WRAPPED OSB 2"TRIM YVEK(OR Q) � �j 2"TRIM uJ -J OVER TYVEK(OR EQ.)HARDIPLANK SIDING (nP) HARDIPLANK SIDING HARDIPLANK SIDING 2"TRIM WRAPPED 0513 (NP) OVER TYVEK(OR EQ.) OVER TYVEK(OR EQ.) (YP) WRAPPED 0513 WRAPPED 0513 FINI5HEP FLOOR FINISHED FLOOR FINISHED FLOOR FINI5HED FLOOR FINISHED FLOOR FINISHED __ __ __ __ Air- __ FINISHED FLOOR FLOOR FRONT ELEVATION KIGHT SIDE ELEVATION LEFT SIDE ELEVATION REAK ELEVATION DESIGN CRITERIA Northeast Florida 1. BASIC WIND SPEED (MPH- 3 SECOND GUST) 120 MPH 2. IMPORTANCE FACTOR 1.0 Design , Inc. 3. BUILDING CATEGORY II 4. EXPOSURE CATEGORY B (GREATER THAN 1500 FT. FROM CCL ORMEAN HIGH TIDE) 12627 San Jose Blvd. Ste. 702 5. EXPOSURE CLASS PARTIALLY ENCLOSED Jacksonville, FL 32223 6. INTERNAL PRESSURE COEFFICIENT +.-0.55 (PARTIALLY OPEN) 904.260.3319 7. THIS STRUCTURE IS LOCATED WITHIN THE WIND CONVENTIONALLY FRAMED 2x8 RAFTERS OR PER BORNE DEBRIS REGION ENGINEER'S PACKAGE 2x8 FASCIA CONVENTIONALLY FRAMED Detached Garage for DESIGN AND DRAWINGS MEET FBC-R 2x6 RAFTERS 2004 AND ASCE 7-SEC. 6 OR PER ENGINEER'S PACKAGE EXTERIOR WALL DEFLECTION L/240 FIBERGLASS SHINGLES Mannion Residence 12 FASTENED PER F13C R905.2 4 F UNDERLAYMENT FASTENED CONVENTIONALLY FRAMED 12 PER FBC R905.2.7 2x12 JOISTS OR PER `�3 ENGINEER'S PACKAGE 0513 ROOF SHEATHING STEPS (DIN WATER SHEDDING FA5HION CONNECTOR STARTING AT THE BASE OF THE SECTION A SCHEDULE WALL&WORKING TOWARDS THE AFTER INSTALLATION TOP.INSTALL THE WEATHERTHROUGH WINDOW JAMB TOP OF RESISTIVE BARRIER TO THE FACE SEAL ALL CORNERS OF PLATE OF THE SHEATHING. MECHANICALLY JOINED FRAMES TO APPLY SILL FLASHING. SEAL FRAME SEAM JUNCTURE GALVANIZED APPLY JAMB FLASHING ._� 2X8 BEAM PER ®APPLY BEAD OF SEALANT N ENGINEER'S AROUND THE PERIMETER OF THE � = FASCIA EAVE RIP BACK SIDE(INTERIOR SURFACE)OF A HEAD FLASHING t cnl� WINDOW MOUNTING FLANGE. APPLY A CONE.SEAL ALONG MOUNTING FLANGE AT THE C� PACKAGE W IMMEDIATELY INSTALL WINDOW HEAD.FLA5HING GOES OVER MOUNTING FLANGE EMBED ' Pj" 2X6 BOTTOM OF HEAD FLASHING AGAINST SEALANT(FLASHING U51NG PAN HEAD SCREWS TO � (2)2x4 FASCIA FACILITATE HEAD SCBE GOES OVER SEALANT).EXTEND HEAD FLASHING BEYOND FLASHING. EACH JAMB FLASHING.FASTEN IN PLACE. t0 LATE APPLY BEAD OF SEALANT FLASHING AT HEAD EXTENDS WEATHERED RE515TIVE BARRIER. ACP055 THE FACE OF MOUNTING SECURE WEATHERED FLANGE AT HEAD. 1"BEYOND JAMB FLASHING SEALANT BEAD BETWEEN MOUNTING FLANGE ©APPLY HEAD FLASHING. ® RESISTIVE BARRIER® HARDIPLANK HEAD. AND FLASHING. REMOVE PREVIOUSLY APPLIED 1911 Oak Cr TAPE.ALLOWING WEATHERED SIPING, ® At Beach RESISTIVE BARRIER TO LAY FLAT OVER HEAD FLASHING.APPLY NEW 8-1/2" .� � 1 FL. 32233 5HEATH W-7 TAPE OVER DIAGONAL O ®APPLY A 3/8"NOM.BEAD OF SEALANT TO THE CUT.SEE DIAGRAM. 6 BACKSIDE(IN1 ERM)OF THE MOUNTING FLANGE cf� AROUND THE ENTIRE PERIMETER.PLACE BEAD IN LINE WITH ANY PRE-PUNCHED HOLES OR 5LOT5. ® 3 1/2"IPJ THREADED Drawn By Sheet 1O 3 5 RODS PER MAT CUT A A SHIM AND ADJUST WINDOW TO ACHIEVE SQUARE TYVEK OR EQUIV.HOUSEWKAP Date 10/25/2006 UNE PLUMB AND LEVEL CONDITION.USE CORROSION 1 2 RESISTANT FASTENERS.FASTEN WINDOWS PER 4"CONC.SLAB W/FIBEKMESH 911 WINDOW MANUFACTURER SPECIFICATIONS. 1 –0 OR 6x6x10 W.W.M.ON 6 MIL VISQUEEN STUDS PER SPACING OF 2x4 Scale 1/4 of — � SILL FLASHING. OVER CLEAN,WELL COMPACTED ENGINEER'S PACKAGE SEALANT TERMITE TREATED FILL 2x4 P.T. 7/16"0513 WALL SHEATHING Job Of BOTTOM PLATE A06-034 1 FINISHED (DWEATHERED RE515TIVE BARRIER • - , ATA 45 ANGLE CAREFULLY CUT THE BARRIER ON A `.' y;:. FLOOR ° _ ': ' ! a ••. '.. a.:. ' DIAGONAL.GENTLY RAISE THE TOP EDGE OF THE BARRIER •: ' • •' — — •j •;: : ;• ,p :• e : • .. UP AND TAPE THE TOP CORNER5 AND CENTER TO THE — r EXTERIOR WEATHER RESISTIVE BARRIER ABOVE Written dimen5ion5 Shall have precedence over scale dimen5ion5. MONOLITHIC SLAB FOUNDATION — ". Contractors Shall verify and be re5pon5ible for dimen5ion5 and ®JAMB FLASHING conditions of the job. EXTEND JAMB FLASHING TO OVERLAP SILL FLASHING. a a EXTEND JAMB FLASHING 8-V2'(220mm)ABOVE ROUGH •i' ! ;�• • FINISHED GRADE OPENING AT HEAD.APPLY TAPE AT CORNERS TO FOOTING PER ENGINEER'S Northeast Florida Design,Inc.hereby re5erve5 its common law TEMPORARILY HOLD FLASHING W PLACE UNTIL WEATHER 13 L I)G SECTION RESISTIVE BARRIER 15 APPLIED. INTERIOR VIEW PACKAGE copyrights and other copyrights in these plans,de5ign5 and ideas. SCALE:1/2"=1'-0" — The5e plans,de5ign5 and ideas are not to be copied or changed in any WINDOW INSTALLATION METHOD B-1 TOP LEFT CORNER OF WINDOW manner or form whatsoever,nor are they to be a55igned to any third WEATHERED RESISTIVE BARRIER APPLIED PRIOR TO THE WINDOW party without first obtaining the expre55 written permission from INSTALLATION.FLASHING APPLIED BEHIND THE MOUNTING FLANGE. Northeast Florida Design,Inc. GENERAL NOTES W . W 1. CODES USED: 2004 FLORIDA BUILDING CODE RESIDENTIAL W/ LATEST SUPPLEMENTS, w z ACI, NDS, APA AND ASCE-7-02. ALL LATEST EDITIONS USED. J z LJ 2. ALL DESIGN, CONSTRUCTION AND MATERIALS SHALL. BE IN ACCORDANCE WITH APPLICABLE CODES AND AUTHORITIES HAVING Where "CONVENTIONAL STRAPPING" is shown in these plans, use: = J JURISDICTION OVER THE WORK. Simpson SPH4/6 w/ (10) 10d nails each end for wall stud to top plate connections ® 16" O.C. Simpson MSTA36 strapping w/ (26) 10d nails each end for second story wall stud connections ® 16" O.C. 3. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO COMMENCING CONSTRUCTION. Simpson SPH4/6 w/ (10) 10d nails to stud and (6) 10d nails to sill plate ® 16" O.C. and anchor bolts at 16" O.C. Q � � Z U 4. DETAILS FOUND WITHIN THESE DRAWINGS SHALL BE ASSUMED TO BE TYPICAL DETAILS FOR THIS JOB ONLY. DETAILS SHALL GOVERN All conventional framing shall be SYP #2. Refer to truss shop drawings for truss details. Provide 1x4 purlin bracing above CONSTRUCTION FOR THIS JOB UNLESS NOTED OTHERWISE ON THE PLANS. the bottom chord of roof trusses at the spacing indicated in the shop drawings. Fasten w/ (2) 6d nails at each truss. �- V) 5. SUBSURFACE SOIL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN. THE OWNER SHALL PROVIDE TO THE CONTRACTOR Provide solid blocking at roof sheathing joints in the first two rafter or truss spaces from gable ends. A REPORT OF THE SUBSURFACE CONDITIONS. SOIL PREPARATIONS NOTED IN SAID REPORT SHALL BE FOLLOWED UNLESS MORE00 Attach headers to posts w/ (2) Simpson CS20 flat straps w/ (7) 10dx1.5" nails to header and (7) 1061.5" nails to post. STRINGENT DESIGN IS SPECIFIED WITHIN THESE PLANS. Notch headers under top plates and bear on jack studs or use Simpson HUC410 hanger w/ (8) 16d to wall �8) 16d to header. 0 g (FBCR) / pp Anchor posts to foundation w/ Simpson ABU post base w/ (1) 5/8 " threaded rod set 7" into footing and 12) 16d nails to post n DESIGN CODE: The 2004 Florida Building Code Residential FBCR w 2005 and 2006 Supplements. OCCUPANCY: Residentail Group R-3 (One- and Two-Family Dwellings) or use (1) Simpson HTT16 w/ (1) 5/8 " threaded rod set 7" into footing (18) 16d nails to post or as indicated on the plans. < Z D O Headers exceeding 48"o c. provide SST-SPH 4/6 or SST-LSTA18 straps from header to double top plate at 32"o.c. spacing. - 0 CONSTRUCTION: Unprotected U o Q 1/2" anchor bolt or 1/2"x 7" epoxy anchor shall be installed if header is greater than 5'-0". z 0 N BASIC WIND SPEED: 120 MPH -- - U > LLj WIND IMPORTANCE FACTOR: 1.0 (Category II Building) 0 > O Threaded rod installation: WIND EXPOSURE: C (Greater than 1500 ft from CCL or mean high tide) Rods require a minimum length of (1) bar diameter into threaded rod coupler. W O U INTERNAL PRESSURE COEFFICIENT: f 0.55 (Partially open) l.,J N Q MAXIMUM DESIGN WIND PRESSURES (psf): The top nut shall be snug tight with an additional full turn of the nut to achieve full tension. z m 00 LL_ 1 O " The maximum spacing of the anchor rods shall be as indicated on the drawings. The tolerance of rod placement shall be + - 6". The Z Q Q 0 Opening Size (sf) Zone 5/Edge zones (V-00 from outside corners) Zone4/Interior Zone / minimum rod embedment into the foundation shall be 7". w Q 00 minimumw 0-20 +45.1 and (-)56.8 +45.1 and (-)48.1 QLLJ F_ J W > � 21-50 +43.6 and (-)53.7 +43.6 and (-)46.5 Provide anchor bolt or rod within 12 on either side of the break point of the sill plate. Place rod within 6 of bottom double top plate - J O _ spliced plate joint and the rod shall be centered on double top splice plate joint or provide a rod within 12" of joint. When rod exceeds = U W 0 �- 51-100 +41.5 and (-)49.6 +41.5 and (-)44.5 F- N >100 +40.0 and (-)46.5 +40.0 and (-)42.9 6" from joint provide Simpson SSP at joint. Z ix . 00 _ii w O Proposed Structure is located within the wind borne debris region, Provide 1 st rod at a maximum of 8" of corner studs. CO n 1 F- U Z This structure is located within the wind borne debris region and has been designed as a partially enclosed structure: Therefore the drywall EXTERIOR WALL & INTERIOR S H EARWALL SHEATHING: ceiling can not be considered for lateral bracing of the bottom chord of the truss. The lateral bracing shall be achieved by installing 1x4 �•� "" t w 0, no.3 or better SYP nailed w/ (2).131x2 1/2"nails on the bottom chord at the spacing indicated on the truss engineering drawings or use Wall sheathing Exp. 1 APA rated sheathing or APA Structural 1-plywood or oriented strand borad: Span rating not less 32/16"and not less than 7/16" Simpson TSB2-24 w/ (2)10dx 1 1/2" nails in each truss at specified spacing. Fasten 7/16" or 15/32"thick sheathing w/ 8d common nails on 6"O.C. at supported edges & 12"O.C. at intermediate DESIGN LIVE LOADS: supports. Reduce panel edge nailing as indicated on plan. Roof: 20 psf Where SW-3 is indicated on the drawings reduce nail spacing to 3"O.C.at supported edges & 12" o.c.at intermediate Attics with Storage: 30 psf supports. Provide 3"o.c. around all openings. Use 3" edge nailing in the lower top plate on all exterior walls. Attics without Storage: 10 psf Elevated Floors : 40 psf ROOF SHEATHING AND DIAPHRAGM ATTACHMENT LLJ Balconies : 60 psf Use 7/16" rated sheathing for asphalt shingles and 5/8 " rated sheathing for the roofs fastened w/ 8d (ring shank) nails 6" o.c edges, 6" o.c. intermediate. Deflection L/480 (carpet/wood) U Deflection L/600 tile) Roof sheathing Exp. 1 APA rated sheathing or APA Strutural 1 sheathing, plywood or oriented strand board: Span rating not less than Deflection L/240 BRITTLE FINISH-STUCCO) 24/16. Thickness not less than 7/16" for asphalt shingles and 5/8" for tile. Panels shall be continuous over a minimum of 3 ry Design Dead Loads: supports. End joints shall be staggered. Provide 2x4 blocking within 4' of gable endwalls. r/ Superimposed Roof Dead Fasten to supports and blocking with 8d nails at 6" o.c, along all panel edges and 6" at intermediate supports. Reduce nail spacing to U Top Chord 7 psf (shingles) 15 psf (tile) 3 o.c. at panel edges 4 from gable end walls. Q Bottom Chord 5 psf Superimposed Floor Dead SUB-FL00 R I N G M Top Chord 15 psf (carpet/wood) 20 psf (tile) Q 0 Bottom Chord 5 psf Deflection L/240 DL (carpet/wood) Sublfooring and underlayment: subflooring, Exp. 1 tongue and groove, glued, APA rated sheathing or Sturdi-l-Floor, plywood or oriented < P Deflection L/360 DL (tile) strand board. Span rating not lesss than 24" o.c. for Sturdi-I-Floor or 48/24 for APA rated sheathing. Thickness not less than 3/4". 0 CAST-IN-PLACE CONCRETE: shall have a minimum compressive strength of 2500 psi at 28 days. " " p g pFloor sheathing panels shall be nailed to all wood supports and blocking with 10d nails at 6 o.c. along all panel edges and 12 o.c. at CONCRETE MASONRY UNITS: shall be hollow unit masonry in accordance with ASTM C 90 and shall have a minimum intermediate supports. L1J net area compressive strength of 1900 psi when using Type M or S mortar (ASTM C 270). In accordance with ACI 530, the 1900 psi block in combination with Type M or S mortar provides a design compressive 1. 6X6 W1.4 X W1.4 WWF TO BE PLACED IN THE CENTER OF THE SLAB. WWF SHALL BE LAPPED 8". THE USE OF strength (f'm) of 1500 psi. FIBERMESH SHALL BE ALLOWED IN LIEU OF WWF. MINIMUM FIBER LENGTH = 1/2". ILE GROUT: The grout shall be in accordance with ASTM C 476 and shall have a maximum course aggregate size of 3/8 2. SLAB THICKNESS IS 4 UNLESS NOTED OTHERWISE ON THE PLANS. SLAB SHOULD BE POURED OVER A 6 MIL. placed at an 8" to 11" slump and have a minimum specified compressive strength of 2000 psi at 28 days when tested in VAPOR BARRIER AND THE SOIL SHOULD BE TREATED WITH TERMITE POISON PRIOR TO POURING. accordance with ASTM C 1019. 3. THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC MATERIAL, COHESIVE SOIL OR ANY Masonry construction shall be in accordance with FBCR chapter 6 and in accordance with the Specifications for OTHER DELETRIOUS MATERIAL. SOIL MUST BE COMPACTED TO 95% MODIFIED PROCTOR MAXIMUM DIRY DENSITY FOR Masonry Structures ACI 530.1-99. ACI 3.5 D limits the grout lift height to 5 ft and requires a 1-hour initial set time TWO FEET BELOW THE BOTTOM OF THE FOOTING. between lifts. 4. VERTICAL AND HORIZONTAL REINFORCEMENT WILL BE LAPPED FOR 48 BAR DIAMETERS OR 30", WHICIHEVER IS GREATER. REINFORCING STEEL: shall be ASTM A615, Grade 60 5. CORNER REINFORCEMENT SHALL BE LAPPED 30". Steel Construction shall be in accordance with FBC chapter 22. STRUCTURAL STEEL: shall be ASTM A36. 6. REINFORCEMENT SHALL HAVE THE FOLLOWING COVER REQUIREMENTS; 3" FOR CONCRETE CAST AND PERMANENTLY EXPOSED TO EARTH STEEL PIPE AND STRUCTURAL TUBING: shall be ASTM A500 (Grade B) 2" FOR CONCRETE EXPOSED TO EARTH AND WEATHER WELDED WIRE FABRIC (WWF): shall be ASTM A185. 1 1/2" FOR CONCRETE NOT EXPOSED TO WEATHER OR EARTH FOR THE PRIMARY REINFORCEMENT. ANCHOR BOLTS AND THREADED RODS: shall be in accordance with ASTM A 307 or ASTM F 1554 Grade 36. 7. STEMWALL TO BE A MAXIMUM OF (6) COURSES TALL. CONTACT ENGINEER OF RECORD IF STEMWALL WILL EXCEED WASHERS: shall be in accordance with ASTM F 436 Grade 36. 6 COURSES IN HEIGHT. NUTS: shall be in accordance with ASTM A 563 Grade A Hex. 8. STEMWALL AND MONOLITHIC FOOTINGS ARE INTERCHANGEABLE. ANCHORING ADHESIVE: shall be one of the following products (DUAL CARTRIDGE INSTALLATION ONLY): 9. WHERE THREADED RODS ARE EMBEDDED 12" INTO STEMWALLS, THE TOP TWO COURSES OF STEMWALL MUST BE FILLED. * Simpson Strong-tie Co., Product: Epoxy-Tie SET * Simpson Strong-tie Co., Product: Acrylic-Tie AT Roof Assemblies shall be in accordance with FBCR chapter 9. Footings and foundations shall be in accordance with FBCR chapter 4. Soil compaction shall be in accordance with ASTM D 1557. Typical anchor bolts are only required at the following locations: Spaced ® 6' o.c. at the exterior wall sill plate where the thru-bolt spacing is greater than 6' o.c. At the exterior wall sill plates where the thru-bolt is more than 12" from the end of the plate. Anchor bolts are not required at interior bearing wall sill plates. Wood framing shall be in accordance with FBCR chapter 6 except as noted in these plans. The "Fastening Schedule" in Table 602.3 shall be used U.N.O. in these plans and as follows: The double top plate shall provide a 4 ft lap and shall be face-nailed with (8) 12d sinkers. All wood framing shall be fabricated and installed per ALTO, TPI and National Design Specifications for Wood Construction. 02-02-07 P.I. All framing anchors and connectors noted on drawings shall be manufactured by Simpson Strong Tie or approved equal. DATE ISSUE/REVISION All wood exposed to earth, weather or in contact with masonry, concrete shall be pressure treated. We hereby expressly Fastening subject to moisture shall be hot dipped galvanized to ASTM153-80. reserve a property rights to this drawing and it is not to be The Pre-fabricated structural wood trulses manufacturer shall provide signed and sealed shop drawings registered by r forapproval. Desi n criteria shall be listed and include the rated load capacity of thereproduced, copied in truss manufacturer's enginee g any format or manner truss to truss connectors, and manufacturer's license to fabricate trusses utlizing the connection system proposed. The whatsoever without first obtaining our express contractor shall approve fabrication and installation drawings indicating size, shape and layout. written permission and consent. Bracing of trusses during erection installation shall comply with TPI HIB 91. DRAWN 6Y: CHECKED 81': All pre-fabricated wood trusses shall be fastened to their supporting walls or beams with clips or anchors as indicated RAW GM H on the plans. AE JOB NUMBER The nut at the double top plate shall receive a final tightening after the roof system is installed. See stud schedule for exterior load bearing stud size and spacing. - 1249-06 All gable end walls shall be balloon framed or braced per detail. Use SYP #2 for top plates and PT SYP#2 for sill plates. Attach base plates to slab with Simpson 1/4"x4 1/2' Titen screws at 32"o.c. up to 10' wall, 16"o.c. up to 16', w/ (1) screw within 4" of each side of plate breaks at bearing walls adn 48" o.c. non bearing walls. NERAL NOTE Header studs and cripples shall be nailed at 6"o.c. w/ 12d nails (.131x3" staggered). All windows and doors shall be designed per component and cladding pressures indicated on these drawings. S - 1 SHEET NUMBER THESE STRUCTURAL PLANS WERE PREPARED WITH CADD FILES OF THE ARCHITECTURAL FLOOR PLANS PROVIDED BY THE ARCHITECT. ENGINEER OF RECORD ASSUMES NO RESPONSIBILITY FOR THE DIMENSIONAL ACCURACY OF THESE Lij PLANS AND RECOMMENDS THAT OWNER SUBMITS THESE STRUCTURAL PLANS TO THE ARCHITECT FOR APPROVAL OFUj Lv w DIMENSIONING PRIOR TO CONSTRUCTION. CEILING JOIST LEGEND RAFTER LEGEND 5 <z CEILING JOIST DEAD LOAD 5 PSF -j z ` CEILING JOIST LIVE LOAD 10 PSF RAFTER DEAD LOAD 10 PSF --� w � z _j TOTAL LOAD DEFLECTION L/180 RAFTER LIVE LOAD 20 PSF Q - 24"O.C. SPACING TYPICAL UNLESS NOTED TOTAL LOAD DEFLECTION L/12020 LESS THAN OR EQUAL TO 8'-6" ' Provide SPF#2 20 studs 0 16"o.c. for all2X4 LESS THAN OR EQUAL TO 9'-6" 2X6 8'-7" TO 12'-3" Z v W " " � Exterior load bearing walls < 8 -1 " " 2X8 12 -4 TO 15 -10 C� 2X6 9 -7 TO 14'-10" 2X10 15'-11" TO 18'-11" SEE STUD SCHEDULE FOR WALLS > 8 -1� 2X8 14'-11" TO 19'-7" 2X12 19'-0" TO 22'-0" WHERE WALL FRAMES ON BEAM BELOW PROVIDE 2X10 19'-8" TO 23'-10" SPH4 TIES ® 32"O.C. & MSTA21 & HTS20 ® 32" N 2X12 24'-0" TO 28'-0" O.C. MAX. 00 O 20'-0" PROVIDE SYP 44 POST RIOOF FRAMING NOTES N UNDER EA.END OF LVL. w/ SEE CONVENTIONAL FRAMING NOTES 1. ALL CONVENTIONAL FRAMING SHALL BE No.2 OR BT. SYP ON SHEET S-1. Q z HTT22 EA.END & EXTEND rAl 4'-24,� ROD TO FDN. INDICATES *0 2,. FASTEN ALL RAFTERS TO PLATES W/SIMPSON H8 CLIPS, PROVIDE CONT.PT.2x8 LEDGER Q 0 s-2 THREADED OD WHERE W/(5)10dx1 j" NAILS EA.END FOR SPANS UP TO 10'-0". w/(8)12d NAILS 0 EA.STUD. Z a-' Q SHOWN TYP. 3. FASTEN ALL RAFTERS TO PLATES W/SIMPSON MTS12 TWIST STRAP — _j N P W/(7)10dx1 j" NAILS EA.END FOR SPANS UP TO 20'-0". % SW-3 DENOTES SHEARWALL U � � 0 -� ROVIDE (2)MSTA24 4, FASTEN ALL RAFTERS ® RIDGES W/COLLAR TIES. FACE NAIL 3 SEES GENERAL NOTES S-1 FOR Z FLAT STRAPS EA.END C ADD L NAILING PATTERN W p U �- F-- I COLLAR TIES TO RAFTERS W/(5).13101" NAILS. SHEARWALL FULL HEIGHT. � p PROVIDE SYP 4x4 POST III OF HEADER. " � N Q w/SIMPSON CB44 POST I J J 5i. FASTEN ALL JACK RAFTERS TO HIPS & VALLEYS W/(4).131 x3j o III W ry 00 BASE.TYP.2-PLS. cn J B 1 J TOE NAILS. w B 1 N l i l PROVIDE (2)MSTA24 Fw- �- I @ s_2 rB4 6i, ALL RIDGES ,HIPS & VALLEYS SHALL BE (1)NOMINAL SIZE LARGER w s-2 N iii 1 B4 FLAT STRAPS EA.END Z Q Q O 0 III s-2 I THAN ADJOINING RAFTERS. I OF HEADER W 00 w Cf) J II cn " X III $-2 III x p N I o > w TYP.O I I 1 x "� T. FASTEN RAFTERS TO CEILING JOISTS W/(4).131 x3 NAILS. cr_ < NP•® PROVIDE (2)MSTA24 III III J W I Q ap Q ca EXTERIOR. M� o Q " w cn EXTERIOR. III CD Q SLOPE 1–111 Q B. FASTEN RAFTERS & CEILING JOISTS TO TOP PLATES W/(3).131 x3 TOENAILS. cL FLAT STRAPS EA.END I I I I w -J J d" U I I 1 z z SLOPE 4:12 XIII 3:12 N iii z = 91. FASTEN ALL HIPS & VALLEYS TO PLATES W/(2)SIMPSON MTS 12 TWIST STRAPS Q �' -' OF HEADER. I x I I 1 cv = U W 0 li � o - UI - � cv Dov VIII � o O) N w N "� �i i i w o N W/(7)10dx 1 i" NAILS EA.END OF STRAP. oo �i i i ~ ~ Z • • I CN _ � � O O � W O 00 ..� III 1- N C4 Ill J N N Z II III N N I- N@) Z III I X Z O � IIII II © 0— C/7 III � ^I I I' .; « ......: .. Cf) 2-RODS TYP. I I "' "' 3 I i 'WHERE SHOWN. III L_ J ' EXTERIOR WALL STUDS __- PLATE HEIGHT WALL STUDS =_ �2j2x10 (2)2x10 SIZE SPECIES SPACING SW-3 12j2x10 �2�2x10 ry " SW-3 W PROVIDE (2)MSTA24 UP TO 12 2x6 SPF #2 16 O.C. � L1J FLAT STRAPS EA.END UP TO 14' 2x6 SYP #2 16" O.C. PROVIDE (2)MSTA24 FOUNDA T10iV PLAN OF HEADER. UP TO 16' 2x8 SPF #2 16" O.C. FLAT STRAPS EA.END Q L1._I " OF HEADER. ry Q,� 4 UP TO 18 2x8 SYP #2 12 O.C. 0 SCALE. 1/4" = 1 —0" UP TO 20' 2x8 SYP #2 12" O.C. ROOFRAFTER FRAM/NG PLAN Q l NOTES: OFIARST FL OOR T/ED0WN= CEIL ING JO/ST PLAN , 0 0 PLAN FOR WALL LOCATIONS & DIMS. ��' _ � U Q 1. REFER TO ARCH.FLO R LA SPF #2 = SPRUCE-PINE-FUR #2 a 2. REFER TO THIS SHEET FOR FOOTING SECTIONS AND DETAILS SCALE: 1 4" = 1 '-0" SCALE: 1/4" = 1 '—0" FOOTINGS AND FOUNDATIONS SHALL BE IN ACCORDANCE WITH / SYP #2 = SOUTHERN YELLOW PINE #2 3. NOTES: � FBCR CHAPTER 4 -� < 0 4. A SOILS INVESTIGATION REPORT IS RECOMMENDED TO VERIFY 1. ALL EXTERIOR WALLS ARE SW-1 SHEARWALLS. W SUITABLE SUBSURFACE CONDITIONS 1. ALL EXTERIOR WALLS ARE SW-1 SHEARWALLS. Q F- 5. ASSUMED ALLOWABLE SOIL BEARING CAPACITY= 2,500 PSF 2. SEE SHEET S-1 FOR GENERAL NOTES. 2. SEE SHEET S-1 FOR GENERAL NOTES. = 0 3. REFER TO ARCH. FLR. PLANS FOR EXACT WALL LOCATIONS & DETAILS. 3. REFER TO ARCH. FLR. PLANS FOR EXACT WALL LOCATIONS & DETAILS. U Q � w �- 0-) C) LTJ RATED SHEATHING RAFTERS 1/2" THREADED ROD 4-1/2 " MIN. MONO FIGS.(REFER TO GENERAL SEE PLAN. SILL PLATE 7" MIN. STEMWALL FIGS. NOTES ON SHEET S-1 ) (2) 2x PLATE NUT AND 3 x 3 x1/4" WASHER (TYP.) SEE PLAN FOR UPLIFT .4 EXAMPLE OF UNSUPPORTED (UNBLOCKED) CONNECTOR. NUT AND WASHER SEE B2/S-2 PANEL EDGE. UNSUPPORTED PANEL EDGE IS RATED SHEATHING SIMPSON SSP ® 32" O.C. BOUNDARY OF SHEARWALL TYPICAL CONDITION UNLESS BLOCKING IS REQ'D (REFER TO GENERAL CEILING JOIST EPDXY IN 5 8" HOLE REQ'D AT OPENINGS OVER 6'-0" (2) 2x TOP PLATE BY SCHEDULE OR NOTES. NOTES ON SHEET S-1 SEE PLAN. ) VAPOR BARRIER OVER OR ARCYLIC IN 9/16 HOLE RATED SHEATHING (REFER TO GENERAL SEE ARC 1/2 " GYP. CEIL BOARD OR 5/8 " GYP. SHEET S-1 (2 2x PLATE NOTES ON ) WALLBOARD 2x RAFTER RATED SHEATHING SEE PLAN. (REFER TO GENERAL 1/2 " GYP. WALLBOARD HEADER NOTES ON SHEET S-1 ) U S 0 16" O.C. NAIL SPACING AT � 2x STUD WALL SEE 2x STD - . Q CONY L. FRAMING NOTES SUPPORTED EDGES, EXAMPLE OF PANEL EDGE w/ w ON SHEET S-1. FOR STRAPPING. 2x JACK STUD (TYP.) SEE NOTES OR SCHEDULE BLOCKING WHERE REQUIRED BY vi THREADED ROD 1/2- THREADED (2) REQ'D FOR OPENINGS SCHEDULE OR NOTES /–CONT.PT.2x LEDGER RATED SHEATHING ROD (TYP.) OVER 6 -0 SEE PLAN. (REFER TO GENERAL 2x PLATE NOTES ON SHEET S-1 ) � (2) 2x FULL LENGTH (KING) ` COUPLER STUDS (TYP.) STUDS, ROOF TRUSSES, 2x RAFTER 1/4" GAP BETWEEN P.T. 2x SILL PLATE PERMITTED OR FLOOR JOISTS SEE PLAN. SHEATHING & CONCRETE W/ SEAL (TYP.) IF REQ'D. 2x CEILING JOIST 2x CEILING JOIST 02-02-07 P.I. NAILING TO INTERMEDIATE SEE PLAN. SUPPORT IS 6" OC MAX, UON SEE PLAN. DATE ISSUE REVISION . ROD EMBED SEE SEE PLAN FOR CEILING SEE PLANISSUE/ REVISION B2 THIS SHEET d JOIST/BEAM CONNECTION. 2x SILL We hereby expressly ' d e PLATE reserve the property NAILING PATTERN FOR SHEATHING rights to this drawing an THIS Al THIS SHEET reproduced, copied in it is not to be FIR INFO NOT SHOWN. ° < , e d v ° •° A4 NOTE: any format or manner A AA • .d,a . A _ SEE PLAN FOR CONNECTION OF whatsoever without first °d ° d° d ° STUD TO BEAM BELOW. obtaining our express a , d written permission and ° e e consent. TYPICAL WALL SECTION WALL_ ELEVATION NAIL_ PATTERN DETAIL_ SECTION @ CLERESTORY DRAWN BY: CHECKED BY: B1 B2 133 RAW GMH @ OPENINGWINDOW134 SCALE: 1 2 =1 9_099 I SCALE: 1 2 to=1 -0 toSCALE: 1 Z2 go=1 -O toSCALE: 1 /2 1 '-0" AE JOB NUMBER 4" CONCRETE SLAB ROD EMBED SEE ..�. DETAIL 82 THIS SHEET - 1249-06 4" CONCRETE SLAB #5 CONTINUOUS w/ 30' MIN LAP Z BEND AROUND CORNERS ROD EMBED SEE 4" CONCRETE SLAB So CMU GROUTED CELLS DETAIL B2 THIS SHEET w (TOP OF MAIN HOUSE FLOOR) OUNDATION # 5 VERTICAL O 4!—Ow O.0 . w/ 6" HOOK INTO FTG. FRAMING AND 12' HOOK INTO SLAB ' (2) #5 CONT. w/ 30" MIN LAP C) BEND AROUND CORNERS °. g d _ (2) #5 CONTINUOUS w/ 25" MIN LAP PLANS c�C pp 4" CONCRETE SLAB ° BEND AROUND CORNERS SECTIONS 1'-81 w 1 d (2) #5 CONT, w/ 6 10 (2) #5 CONTINUOUS w/ 30" MIN LAP 11-411 T e 30" MIN LAP „ 10 BEND AROUND CORNERS 11'-0" OSTORY l'-4- ST05 I S STEMWALL OR MONOLITHIC FOOTING SECTION THRU SLAB AT INTERIOR SLAB: THICKENED EDGE ,' Al BRG. WALL: DEPREq��LQN ,95=19_oysA2 A3 S - 21—t-)" SHEET NUMBER