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1617 LINKSIDE DR - STRU DWGS LU ttj1A11JJ,�. X GENERAL NOTES 1. CODES USED: 2004 FLORIDA BUILDING CODE RESIDENTIAL ACI, NDS, APA AND ASCE-7-02. ALL LATEST EDITIONS USED. C4 Where "CONVENTIONAL STRAPPING" is shown in these plans, use: 2. ALL DESIGN, CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH APPLICABLE CODES AND AUTHORITIES HAVING Simpson SPH4/6 w/ (10) 10d nails each end for wall stud to top plate connections @ 16" O.C. 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 0. Z JURISDICTION OVER THE WORK. Simpson MSTA36 strapping w/ (26) 10d nails each end for second story wall stud connections @ 16" O.C. FIBERMESH SHALL BE ALLOWED IN LIEU OF WWF. MINIMUM FIBER LENGTH = 1/2-. PRIOR TO COMMENCING CONSTRUCTION. .00 Cn 3. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE 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. 2. SLAB THICKNESS IS 4", UNLESS NOTED OTHERWISE ON THE PLANS. SLAB SHOULD BE POURED OVER A 6 MIL. DETAILS SHALL GOVERN All conventional framing shall be SYP #2. Refer to truss shop drawings for truss details. Provide 1x4 purlin bracing above N, -,Jz I '. % 4. DETAILS FOUND WITHIN THESE DRAWINGS SHALL BE ASSUMED TO BE TYPICAL DETAILS FOR THIS JOB ONLY. VAPOR BARRIER AND THE SOIL SHOULD BE TREATED WITH TERMITE POISON PRIOR TO POURING. 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 wl (2) 6d nails at each truss. 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. 3. THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC MATERIAL, COHESIVE SOILS OR ANY 00 OTHER DELETRIOUS MATERIAL. SOIL MUST BE COMPACTED TO 95% MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR V_ A REPORT OF THE SUBSURFACE CONDITIONS. SOIL PREPARATIONS NOTED IN SAID REPORT SHALL BE FOLLOWED UNLESS MORE Attach headers to posts w/ (2) Simpson CS20 flat straps w/ (7) 10dxl.5" nails to header and (7) 10dxl.5" nails to post. TWO FEET BELOW THE BOTTOM OF THE FOOTING. CIO CN cl-A Notch headers under top plates and bear on jack studs or use Simpson HUC410 hanger w/ (8) 16d to wall (8) 16d to header. 00 DESIGN CODE: The 2004 Florida Building Code Residential(FBCR) 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 4. VERTICAL AND HORIZONTAL REINFORCEMENT WILL BE LAPPED FOR 48 BAR DIAMETERS OR 30", WHICHEVER IS GREATER. CD CN C5 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. 5. CORNER REINFORCEMENT SHALL BE LAPPED 30". n :�f 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. < CONSTRUCTION: Unprotected 1/2" anchor bolt or 1/2% 7" epoxy anchor shall be installed if header is greater than 5'-0". 6. REINFORCEMENT SHALL HAVE THE FOLLOWING COVER REQUIREMENTS; C� 0 BASIC WIND SPEED: 120 MPH 3" FOR CONCRETE CAST AND PERMANENTLY EXPOSED TO EARTH 1-1f I 0 rt�,,�[) 11111FIID51111m CTOR: 1.0 (Category 11 Building) 2" FOR CONCRETE EXPOSED TO EARTH AND WEATHER _J Threaded rod installation: 1 1/2- FOR CONCRETE NOT EXPOSED TO WEATHER OR EARTH FOR THE PRIMARY REINFORCEMENT. 0 LLj LL_ WIND EXPO RE: C Rods require a minimum length of (1) bar diameter into threaded rod coupler. �> 0 Qf INTERNAL PRESSURE COEF ICIENT: 0.5 artially en) The top nut shall be snug tight with an additional full turn of the nut to achieve full tension. 7. STEMWALL TO BE A MAXIMUM OF (6) COURSES TALL. CONTACT ENGINEER OF RECORD IF STEMWALL WILL EXCEED C:) 0 6 COURSES IN HEIGHT. < MAXIMUM DESIGN WIND PRESSURES (psf): LLJ Er LLJ < Opening Size (sf) Edge zones (6'-0" from outside corners) Interior Zone The maximum spacing of the anchor rods shall be as indicated on the drawings. The tolerance of rod placement shall be 6". The 8. STEMWALL AND MONOLITHIC FOOTINGS ARE INTERCHANGEABLE. ED M LL_ minimum rod embedment into the foundation shall be 7". CD F- 0 :E < < CN 0-20 +39.2 and (-)49.3 +39.2 and (-)41.7 9. WHERE THREADED RODS ARE EMBEDDED 12" INTO STEMWALLS, THE TOP TWO COURSES OF STEMWALL MUST BE FILLED. L.LJ 3�: [if 00 LJJ 21-50 +37.8 and (-)46.6 +37.8 and (-)40.3 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 clf Q I 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 _j < LLJ < 51-100 +36.0 and (-)43.0 +36.0 and (-)38.6 _J LLJ > 0 _J 00 +40 6" from joint provide Simpson SSP at joint. 0 LLJ LL_ >100 +40.3 and (-)34.7 .3 and (-)37.2 Provide 1st rod at a maximum of 8" of corner studs. N0 Z -4- n bm-wrn-d'bcr debri Pr-0 5iregiort,,�� ��Cture is located withi' CD 0 CD LLJ 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 SHEARWALL SHEATHING: - CD n a_ M 0 ceiling can not be considered for lateral bracing of the bottom chord of the truss. The lateral bracing shall be achieved by installing 1x4 Wall sheathing Exp. 1 APA rated sheathing or APA Structural 1-plywood or oriented strand borad: Span rating not less 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 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/ Eld common nails on 6"O.C. at supported edges & 112"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 wolls. V) > Attics without Storage: 10 psf ROOF SHEATHING AND DIAPHRAGM ATTACHMENT LLJ Elevated Floors 40 psf :�,:- n-,, Use 7/16" rated sheathing for asphalt shingles and 5/8 " rated sheathing for tile roofs fastened wl 8d nails 6" o.c edges, 6" o.c. intermediate. 0 Balconies 60 psf Deflection L/480 (carpet/wood) Roof sheathing Exp. 1 APA rated sheathing or APA Strutural 1 sheathing, plywood or oriented strand board: Span rating not less than Wall 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 LL_ Design Dead Loads: supports. End joints shall be staggered. Provide 2x4 blocking within 4' of gable endwalls. 0 LJ-J 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. D Bottom Chord 5 psf SUB-FLOORING (J� M Superimposed Floor Dead U) 0-- y Li Top Chord 15 psf (carpet/wood) 20 psf (tile) LLJ Z Bottom Chord 5 psf Sub1fooring and underlayment: subflooring, Exp. 1 tongue and groove, glued, APA rated sheathing or Sturdi-I-Floor, plywood or oriented D Deflection L/240 DL (carpet/wood) 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 Deflection L/360 DL (tile) LLJ CAST-IN-PLACE CONCRETE: shall have a minimum compressive strength of 2500 psi at 28 days. Floor sheathing panels shall be nailed to all wood supports and blocking with 10d nails at 6"o.c. along all ponel 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. net area compressive strength of 1900 psi when using Type M or S mortar (ASTM C 270). LLJ In accordance with ACI 530, the 1900 psi block in combination with Type M or S mortar provides a design compressNe Q0 strength (f'm) of 1500 psi. GROUT: The grout shall be in accordance with ASTM C 476 and shall have a maximum course aggregate size of 3/8 placed at an 8" to 11" slump and have a minimum specified compressive strength of 2000 psi at 28 days when tesbd in accordance with ASTM C 1019. Masonry construction shall be in accordance with FBC chapter 21 and in accordance with the Specifications for 1/2- THREADED ROD 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 RATED SHEATHING RATED SHEATHING 4-1/2 MIN. MONO FTGS. between lifts. (REFER TO GENERAL (REFER TO GENERAL 7" MIN. STEMWALL FTGS. NOTES ON SHEET S-1 NOTES ON SHEET S-1 TRUSS OR RAFTERS SILL PLATE REINFORCING STEEL: shall be ASTM A615, Grade 40 SEE PLAN. Steel Construction shall be in accordance with FBC chapter 22. (2) 2x4 PLATE NUT AND 3 x 3 x 1/8" WASHER (TYP.) STRUCTURAL STEEL: shall be ASTM A36. NUT AND WASHER SEE A4/S-5 (2) 2x PLATE-\ NUT AND WASHER SEE A4/S-5 STEEL PIPE AND STRUCTURAL TUBING: shall be ASTM A500 (Grade B) BEAM HEADER SEE PLAN WELDED WIRE FABRIC (WWF): shall be ASTM A185. I , .*,,, 7 --SIMPSON SSP 0 32" O,C, ANCHOR BOLTS AND THREADED RODS: shall be in accordance with ASTM A 307 or ASTM F 1554 Grade 36. OSB. OR CDX EPDXY IN 5/8" HOLE REQ'D AT OPENINGS OVER 6'-0" (2) 2x4TOP PLATE VAPOR BARRIER OVER OR ARCYLIC IN 9/16" HOLE A PLYWOOD. FASTEN TO L WASHERS: shall be in accordance with ASTM F 436 Grade 36. RATED SHEATHING L 11 (REFER TO GENERAL TRUSS OR CEILING JOIST 1/2 GYP. CEILING BD. U! U NUTS: shall be in accordance with ASTM A 563 Grade A Hex. NOTES ON SHEET S-1 ISEE ARCF 1/2 GYP. CEIL BOARD OR 5/8 GYP. '-4"- W/8d NAILS @ 12" OC. OR 5/8 " GYP. WALLBOARD ANCHORING ADHESIVE: shall be one of the following products (DUAL CARTRIDGE INSTALLATION ONLY): WALLBOARD P.T. POST OR FRAMED * Simpson Strong-tie Co., Product: Epoxy-Tie SET 1/2 " GYP. WALLBOARD COLUMN (SEE PLANS) VARIES HEADER-/ * Simpson Strong-tie Co., Product: Acrylic-Tie AT (SEE GENERAL NOTES FOR�� SHEATHING OVER - ,,--1/2 " GYP. WALLBOARD Roof Assemblies shall be in accordance with FBC chapter 15. 2x6 STUDS @ 16" O.C. TYPICAL HEADER & POST VAPOR BARRIER P�ER CONNECTIONS.) O.C\ Footings and foundations shall be in accordance with FBCR chapter 4. Soil compaction shall be in accordance with ASTM D 1557. HRU-BOLT 2x STUDS @ 16 .,--THRU-BOLT 1/2" THREADED-/ 2x4 JACK STUD (TYP.) Typical anchor bolts are only required at the following locations: .0 NOD (TYP.) (2) REQ'D FOR OPENINGS Spaced @ 6' o.c. at the exterior wall sill plate where the thru-bolt spacing is greater than 6' D.C. - \\-- -I)/'\-- OVER 6'-0" At the exterior wall sill plates where the thru-bolt is more than 12" from the end of the plate. J 1 11 1 Anchor bolts are not required at interior bearing wall sill plates. 41, (2) 2x4 FULL LENGTH (KING) Wood framing shall be in accordance with FBCR chapter 6 except as noted in these plans. 1/4" GAP BETWEEN P.T. 2x4 SILL PLATE FP.T. 2x- SILL PLATE COUPLER STUDS (TYP.) 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 SHEATHING & CONCRETE W S EAL w/ S EAL PERMITTED 1-11-06 REV.PI WIND E 4 ft lop and shall be face-nailed with (8) 12d sinkers. lug (TYP.) IF REQ'D. 12-28-05 P1 All wood framing shall be fabricated and installed per ALTC, TPI and National Design Specifications for Wood Construction. 4 DATE ISSUE/REVISION 44. All framing anchors and connectors noted on drawings shall be manufactured by Simpson Strong Tie or approved equal. We hereby expressly 2x4 SILL reserve the property All wood exposed to earth, weather or in contact with masonry, concrete shall be pressure treated. =4 4 PLATE 0 9 rights to this drawing 4 ' and it is not to be Fastening subject to moisture shall be hot dipped galvanized to ASTM153-80. 11/t reproduced, copied in The Pre-fabricated structural wood trusses manufacturer shall provide signed and sealed shop drawings registered by BRG. STEPDOWN FTG. any format or manner 4 whatsoever without first truss manufacturer's engineer for approval. Design criteria shall be listed and include the rated load capacity of the (SEE DETAIL) 4A ' obtaining our express truss to truss connectors, and manufacturer's license to fabricate trusses utlizing the connection system proposed. The ------------ written permission and contractor shall approve fabrication and installation drawings indicating size, shape and layout. SCALEF consent. DRAWN BY: CHECKED BY: Bracing of trusses during erection installation shall comply with TPI HIB 91. TYPICAL WALL SECTION 131 WALL SECTION 132 WALL ELEVATION 133 RAW GMH All pre-fabricated wood trusses shall be fastened to their supporting walls or beams with clips or anchors as indicated SCALE: 1 /2' 1 '-0 @ PORCHES SCALE: 1 /2"=V-0" @ OPENING AE JOB NUMBER on the plans. SCALE: 1 /2"=V-0" The nut at the double top plate shall receive a final tightening after the roof system is installed. 4" CONCRETE SLAB See stud schedule for exterior load bearing stud size and spacing. #5 CONTINU OIUS w/ 30" MIN LAP Z /-4" CONCRETE SLA13 -4" CONCRETE SLAB All gable end walls shall be balloon framed or braced per detail. BEND AROUND CORNERS n (TOP OF MAIN HOUSE FLOOR) 8" CMU GROUTED CELLS a- # 5 VERTICAL 0 4'-0- O.0 LU GENERAL Use SYP #2 for top plates and PT SYP#2 for sill plates. W/ 6" HOOK INTO FTG. 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', AND 12" HOOK INTO SLAB NOTES (2) #5 CONT. w/ 30* MIN LAP DETAILS w/ (1) screw within 4" of each side of plate breaks at bearing walls adn 48" o.c. non bearing walls. BEND AROUND CORNERS 4 A (2) #5 CONTINUOUS w/ 25" MIN LAP M AROUND CORNERS 00 ;//ZI4' CONCRETE SLAB BEI 0; Header studs and cripples shall be nailed at Co.c. w/ 12d nails (.131x3" staggered). -8- A (2) #5 CONT. w/ 6" 10 �011 NG Orf ICt A (2) #5 CONTINUOUS w/ 30" MIN LAP 1"-4 30" MIN LAP J�& All windows and doors shall be designed per component and cladding pressures indicated on these drawings. BENDAROUND CORNERS ONE STORY _4 TWO STORIES STEMWALL OR MONOLITHIC FOOTING SECTION THRU SLAB AT INTERIOR SLAB : THICKENED EDGE S - 1 C;(' BRG. WALL: D E P R E�LQN I SHEET NUMBER .Al F- 1 -;r.Al F: 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 PLANS AND RECOMMENDS THAT OWNER SUBMITS THESE STRUCTURAL PLANS TO THE ARCHITECT FOR APPROVAL OF Lq z DIMENSIONING PRIOR TO CONSTRUCTION. 2x1O CEILING JOISTS 0 24"O.C. MAX. rk k 1�4- - �-11, - 0- C% 5 Er PROVIDE (1)MSTA1 I-AJ Ln 2 2'-31 2 FLAT STRAP EA.END OF HEADER.TYP.U.O.N. 12'-10" SW-3 (2)2x8 SW-3 S INDICATES )z SW-3 W-k Z Z Z Z z z z -- --------7M ---------- < z z Z z z E z THRU BOLT. P:RQVI LE ( f 7F T TYP. 0 f PROVI E (2)M FS20 PROVIDE (2)MSTA24 :j I I FLAT PS EA.END V) 7T FLAT STRAPS EA.END OF LVL. I SW-3 DENOTES SHEARWALL T- DRILL & EPDXY GROUT OF HEADER. SEE GENERAL NOTES S-1 FOR ADDIL 00 #5x2'-O" LONG 0 4'-0" OC. 2x10 ILING JOISTS NAILING PATTERN SHEARWALL FULL SPACING INTO EXISTING 21' 1 1 1 CONCRETE @ OC. AX. HEIGHT. co CD 6" MIN. EMBED. C114 4" CONIC. SLAB REINF. W/ WWF 6x6- NO. 10 OR ->j -j < z > C) 0 FIBERMESH REINF. OVER TYP. -i i 6 MIL. VAPOR BARRIER CD '-t c3 E OVER CLEAN COMPACTED U.O.N. I a) :z 0 00 X N TREATED FILL. LLj Lt- 04 ;7,- Of < :D LLJ O:f LLj < POST --ROM ED M OVE. F- STRAP TO LV < < 0 PROVI E MIN. PLY w/(2)1 ISTAII 5 FLAT SIRAPS LLJ 3: 00 4" BUILT UP CO UNDE� [If I EA.EN OF L. < LLJ 0 LLJ > -j 00 L U Ld CN 3 11 ;3 ; CD 0 0 LLJ SW F SW-3 CD ro CL 0) ?A2 2x8 (2)MTS12 STRAPS $1,LING *ISTS I I 1 1:1 0 OC. VAX. I I 111 0 BEAM TO WALL 1 11:100 CONNECTION TYP. 04 X 1'-4"xl'-4" THK. - I C-4 TURNDOWN EDGE 00 LLJ W/2-#5 CONT. Cn W 1-7 1 2�2',x 12 �12 ----------- J_j2j? ---L 0 --------------- \- PROVIDE PT.44" POST ILL. TYP. 0 PORCH. PROVIDE PT.4x4" POST (2)MSTA15 STRAPS TYP. 3-PL'S :e W/ABU44 POST BASE. 0 POST TO BEAM V) C-) TYP. 3-PL'S CONNECTION TYP. Z) C-) 20'-4" V) M Provide SPF#2 2x6 studs 0 16"o.c. for all Exterior load bearing walls Ix W & SPF#2 2x4 studs @ 16" oc. for int. load bearing walls, and shear walls. W z SPF#2 2x4 @ 24"oc. for all non load bearing walls. 0 X __j W M z FO LINDA TION PLAN 0 FIRS T FL 0 OR TIE D 0 WN CEIL ING JOIS T PL A N W )) I W (DSCALE. 114 1 -opt X T- NOTES: (DSCALE. 3116" = l '-O" Q0 1. REFER TO ARCH.FLOOR PLAN FOR WALL LOCATIONS & DIMS. NOTES: 2. REFER TO SHEET NO. S-1 FOR FOOTING SECTIONS AND DETAILS 3. FOOTINGS AND FOUNDATIONS SHALL BE IN ACCORDANCE WITH 1. ALL EXTERIOR WALLS ARE SHEARWALLS. FBCR CHAPTER 4 2. SEE SHEET S-1 FOR GENERAL NOTES. 4. A SOILS INVESTIGATION REPORT IS RECOMMENDED TO VERIFY 3. REFER TO ARCH. FLR. PLANS FOR EXACT WALL LOCATIONS & DETAILS. SUITABLE SUBSURFACE CONDITIONS 4. SEE GENERAL NOTES SHEET S-1 FOR POST TO BEAM CONNECT U.O.N. 5. ASSUMED ALLOWABLE SOIL BEARING CAPACITY= 2,500 PSF 6. MONOLITHIC FOOTINGS MAYBE SUBSTITUTED IN LIEU OF STEMWALL FOOTINGS. Ott 2 8 RAFTERS @ 24"O.C. U.O.N. xi CONNECT TO TOP PLATE W/SIMPSON (2)H2.5A CLIPS TYP.U.O.N. PROVIDE 2x6 COLAR TIES IN UPPER (2) CRIPPLE STUDS DIRECTLY OVER 113 OF SPAN - NAIL TO RAFTER W/ INTERMIDIATE JACK STUDS W/SIMPSON (4).1310" NAILS.U.O.N. RSP4 (2) T&B TYP. I ROOF FRAMING NOTES WOOD TRUSSES @ z ---- ---- -- I Ol 1. ALL CONVENTIONAL FRAMING SHALL BE No-2 OR BT. SYP 2. FASTEN ALL RAFTERS TO PLATES W/SIMPSON H8 CLIPS, EQUAL SPACING TYP. r I j III W/(5)10dxll" NAILS EA.END FOR SPANS UP TO 10'-0". -41! 2 3. FASTEN ALL RAFTERS TO PLATES W/SIMPSON MTS12 TWIST STRAP W/(7)10dxll" NAILS EA.END FOR SPANS UP TO 20'-0'. -REQ'D TRUSS CONN. NOT (2) 2x CONT. 4. FASTEN ALL RAFTERS @ RIDGES W/COLLAR TIES. FACE NAIL WOOD PLATE. SHOWN FOR CLARITY. COLLAR TIES TO RAFTERS W/(5).13lx3lN NAILS. 4 5. FASTEN ALL JACK RAFTERS TO HIPS & VALLEYS W/(4).13lx3-1" TOE NAILS. 4 T: 12-28 6. ALL RIDGES HIPS & VALLEYS SHALL BE (1)NOMINAL SIZE LARGER SIMPSON RSP4 STUD THAN ADJOINING RAFTERS.(U.O.N.) DATE ISSUE/REVISION CRIPPLE STUDS TIE T&B. 7. FASTEN RAFTERS TO CEILING JOISTS W/(4).13lx3-1- NAILS. 4 We hereby expressly @16" D.C. 8. FASTEN RAFTERS & CEILING JOISTS TO TOP PLATES W/(3).13lx3-1" TOENAILS. 4 ki reserve the property 9. FASTEN ALL HIPS & VALLEYS TO PLATES W/(2)SIMPSON MTS12 TWIST STRAPS rights to this drawing 11" NAILS EA.END OF STRAP. and it is not to be (2)2xl 2 W/-!" PLYWOOD W/(7)1 OdX 2 repro uce , copied in 2 any format or manner W/8d NAILS STAGGERED ------2x PLATE. whatsoever without first @ 12" OC. T&B. OPENING OPENING OPENING obtaining our express I (2)2xgO RIDGE I F2)2-W POST written permission and (3) KING STUDS. TO CEILING JOIST consent. BELOW. 1"0 THREADED DRAWN BY: CHECKED BY: 2 ROD SYSTEM. RAW GMH __----(2) JACK STUDS. AE JOB NUMBER I-A----I N�--- ------ STUD WALL 1 1 C31 ROOFRAFTER FRAMING PLAN I z 0 E: -,7-- );ELOI Li OUNDATION EE ANCHORAGE DETAILS (DSCALE. 3116" 1 A4/S-5 FOR EMBED. NOTES: FRAMING HH11 7-7 1. ALL EXTERIOR WALLS ARE SHEARWALLS. I1zS PLANS F.1%N 111 2. SEE SHEET S-1 FOR GENERAL NOTES. 4----41----- 3. REFE 4. SEE GENERAL NOTES SHEET S-1 FOR POST TO BEAM CONNECT U.O.N. R TO ARCH. FLR. PLANS FOR EXACT WALL LOCATIONS & DETAILS. SEE A4/S-5 TI E T&B. TYP. SILL PLATE ADDITIONAL EPDXY ANCHORS SIMPSON RSP4 STUD PROVIDE PT.4x4" POST TYP. 3-PL'S " GANG OPENING HOLDOWN DETAIL S - 2 AlSHEET NUMBER SCALE: N-T-s- LJZ Lq Z GENERAL NOTES 1. CODES USED: 2004 FLORIDA BUILDING CODE RESIDENTIAL ACI, NDS, APA AND ASCE-7-02. ALL LATEST EDITIONS USED. 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: 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 JURISDICTION OVER THE WORK. Simpson SPH4/6 w/ (10) 10d nails each end for wall stud to top plate connections 0 16" D.C. FIBERMESH SHALL BE ALLOWED IN LIEU OF WWF. MINIMUM FIBER LENGTH = 1/2". 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. 2. SLAB THICKNESS IS 4", UNLESS NOTED OTHERWISE ON THE PLANS. SLAB SHOULD BE POURED OVER A 6 MIL. 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 VAPOR BARRIER AND THE SOIL SHOULD BE TREATED WITH TERMITE POISON PRIOR TO POURING. 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. 3. THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC MATERIAL, COHESIVE SOILS OR ANY 00 Provide solid blocking at roof sheathing joints in the first two rafter or truss spaces from gable ends. T_ 5. SUBSURFACE SOIL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN. THE OWNER SHALL PROVIDE TO THE CONTRACTOR OTHER DELETRIOUS MATERIAL. SOIL MUST BE COMPACTED TO 95% MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR (0 A REPORT OF THE SUBSURFACE CONDITIONS. SOIL PREPARATIONS NOTED IN SAID REPORT SHALL BE FOLLOWED UNLESS MORE Attach headers to posts w/ (2) Simpson CS20 flat straps w/ (7) 10dxl.5" nails to header and (7) 10dxl.5" nails to post. TWO FEET BELOW THE BOTTOM OF THE FOOTING. C14 CN 00 STRINGENT DESIGN IS SPECIFIED WITHIN THESE PLANS. Notch headers under top plates and bear on lack studs or use Simpson HUC410 hanger w/ (8) 16d to wall (8) 16d to header. 4. VERTICAL AND HORIZONTAL REINFORCEMENT WILL BE LAPPED FOR 48 BAR DIAMETERS OR 30", WHICHEVER IS GREATER. C) C; DESIGN CODE: The 2004 Florida Building Code Residential(FBCR) 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 C14 or use (1) Simpson HTT16 w/ (1) 5/8 " threaded rod set 70 into footing (18) 16d nails to post or as indicated on the plans. n OCCUPANCY: Residentail Group R-3 (One- and Two-Family Dwellings) 5. CORNER REINFORCEMENT SHALL BE LAPPED 30". < CONSTRUCTION: Unprotected Headers exceeding 4B"o.c. provide SST-SPH 4/6 or SST-LSTA18 straps from header to double top plate at 32"o.c. spacing. C) 0 1/2" anchor bolt or 1/2"x 7" epoxy anchor shall be installed if header is greater than V-0". 6. REINFORCEMENT SHALL HAVE THE FOLLOWING COVER REQUIREMENTS; Of !._�E BASIC WIND SPEED: 120 MPH 3" FOR CONCRETE CAST AND PERMANENTLY EXPOSED TO EARTH 0 _J N WIND IMPORTANCE FACTOR: 1.0 (Category 11 Building) 2" FOR CONCRETE EXPOSED TO EARTH AND WEATHER Lj LL_ [if Threaded rod installation: 1 1/2" FOR CONCRETE NOT EXPOSED TO WEATHER OR EARTH FOR THE PRIMARY REINFORCEMENT. 0 WIND EXPOSURE: B (Greater than 1500 ft from CCL or mean high tide) Rods require a minimum length of (1) bar diameter into threaded rod coupler. INTERNAL PRESSURE COEFFICIENT: ± 0.55 (Partially open) 7. STEMWALL TO BE A MAXIMUM OF (6) COURSES TALL. CONTACT ENGINEER OF RECORD IF STEMWALL WIH EXCEED LLJ < The top nut shall be snug tight with an additional full turn of the nut to achieve full tension. 6 COURSES IN HEIGHT. LiJ LJ < MAXIMUM DESIGN WIND PRESSURES (psf): = LLJ M Li- Opening Size (sf) Zone 5/Edge zones (6'-0" from outside corners) Zone4/lnterior Zone The maximum spacing of the anchor rods shall be as indicated on the drawings. The tolerance of rod placement shall be 6". The B. STEMWALL AND MONOLITHIC FOOTINGS ARE INTERCHANGEABLE. 0 F- -.4- 0 minimum rod embedment into the foundation shall be 7N. = < < CJ LLJ 3: Of 00 LLJ 0-20 +26.2 and (-)32.9 +26.2 and (-)27.9 9. WHERE THREADED RODS ARE EMBEDDED 12" INTO STEMWALLS, THE TOP TWO COURSES OF STEMWALL MUST BE FILLED. Of 0 1- 21-50 +325.3 and (-)31.2 +325.3 and (-)27.0 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 < LLJ < _J LLJ >- 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 _J 00 51-100 +24.1 and (-)28.8 +24.1 and (-)25.8 6" from joint provide Simpson SSP at oint. 0 LLJ CN LL_ >100 +23.2 and (-)27.0 +23.2 and (-)24.9 j �- I I­ Z: -�d- Of Provide 1st rod at a maximum of 8" of corner studs. CD 0 0 LLJ Proposed Structure is located within the wind borne debriis region, 0 n CL (M 0 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 SHEARWALL SHEATHING: ceiling can not be considered for lateral bracing of the bottom chord of the truss. The lateral bracing shall be achieved by installing 10 Wall sheathing Exp. 1 APA rated sheathing or APA Structural 1-plywood or oriented strand borad: Span rating not less no.3 or better SYP nailed w/ (2).131x2 1/2"noils on the bottom chord at the spacing indicated on the truss engineering drawings or use 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 exte6or walls. V) Attics without Storage: 10 psf ROOF SHEATHING AND DIAPHRAGM ATTACHMENT Elevated Floors 40 psf 0 Balconies : 60 psf Use 7/16" rated sheathing for asphalt shingles and 5/8 " rated sheathing for tile roofs fastened w/ 8d nails 6" o.c edges, 6" o.c. intermediate. -i Deflection L/480 (carpet/wood) Roof sheathing Exp. 1 APA rated sheathing or APA Strutural 1 sheathing, plywood or oriented strand board: Span rating not less than LL_ Wall 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 0 LLJ Design Dead Loads: supports. End joints shall be staggered. Provide 2x4 blocking within 4' of gable endwalls. 3� V) Superimposed Roof Dead Fasten to supports and blocking with Bd nails at 6" o.c. along all panel edges and 6" at intermediate supports. Reduce nail spacing to Top Chord 7 psf (shingles) 15 psf (tile) 3" o.c. at panel edges 4' from gable end walls. Bottom Chord 5 psf SUB-FLOORING V) V) M Superimposed Floor Dead x y LL1 Top Chord 15 psf (carpet/wood) 20 psf (tile) LLJ Z M: :Z 0 Bottom Chord 5 psf Sublfooring and underlayment: subflooring, Exp. 1 tongue and groove, glued, APA rated sheathing or Sturdi-I-Floor, plywood or oriented I­ Deflection L/240 DL (carpet/wood) 0 IL strand board. Span rating not lesss than 24" o.c. for Sturcli-I-Floor or 48/24 for APA rated sheathing. Thickness not less than 3/4". IX _J LLJ Deflection L/360 DL (tile) M Z CAST-IN-PLACE CONCRETE: shall have a minimum compressive strength of 2500 psi at 28 days. Floor sheathing panels shall be nailed to all wood supports and blocking with 10d nails at 6"o.c. along all ponel edges and 12" o.c. at 0 r,' CONCRETE MASONRY UNITS: shall be hollow unit masonry in accordance with ASTM C 90 and shall have a minimum intermediate supports. LL1 LL1 net area compressive strength of 1900 psi when using Type M or S mortar (ASTM C 270). 11�_ In accordance with ACI 530, the 1900 psi block in combination with Type M or S mortar provides a design compressive Q0 strength (f'm) of 1500 psi. GROUT: The grout shall be in accordance with ASTM C 476 and shall have a maximum course aggregate size of 3/8 placed at an 8" to 11" slump and have a minimum specified compressive strength of 2000 psi at 28 days when tested in accordance with ASTM C 1019. Masonry construction shall be in accordance with FBC chapter 21 and in accordance with the Specifications for 1/2" THREADED ROD 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 RATED SHEATHING RATED SHEATHING 4-1/2 MIN. MONO FTGS. between lifts. (REFER TO GENERAL (REFER TO GENERAL SILL PLATE 7" MIN. STEMWALL FTGS. REINFORCING STEEL: shall be ASTM A615, Grade 40 NOTES ON SHEET S-1 NOTES ON SHEET S-1 TRUSS OR RAFTERS SEE PLAN. NUT AND 3 x 3 x 1/8" Steel Construction shall be in accordance with FBC chapter 22. (2) 2x4 PLATE WASHER (TYP.) STRUCTURAL STEEL: shall be ASTM A36. NUT AND WASHER SEE A4/S-5 STEEL PIPE AND STRUCTURAL TUBING: shall be ASTM A500 (Grade B) NUT AND WASHER SEE A4/S-5 BEAM HEADER (2) 2x PLATE -\ WELDED WIRE FABRIC (WWF): shall be ASTM A185. SEE PLAN ---SIMPSON SSP 0 32" O.C. (2) 20TOP PLATE t EPDXY IN 5/8- HOLE REQ'D AT OPENINGS OVER 6' ANCHOR BOLTS AND THREADED RODS: shall be in accordance with ASTM A 307 or ASTM F 1554 Grade 36. VAPOR BARRIER OVER -1" OSB. OR 18- CDX OR ARCYLIC IN 9/16" HOLE A 16 WASHERS: shall be in accordance with ASTM F 436 Grade 36. RATED SHEATHING PLYWOOD. FASTEN TO 1/2 GYP. CEILING BD. NUTS: shall be in accordance with ASTM A 563 Grade A Hex. (REFER TO GENERAL EE ARCF 1/2 - GYP. CEIL BOARD OR 5/8 GYP. TRUSS OR CEILING JOIST OR 5/8 " GYP. WALLBOARD ANCHORING ADHESIVE: shall be one of the following products (DUAL CARTRIDGE INSTALLATION ONLY): NOTES ON SHEET S-1 WALLBOARD W/8d NAILS 0 12" OC. * Simpson Strong-tie Co., Product: Epoxy-7ie SET 1 2 " GYP. WALLBOARD P.T. POST OR FRAMED VARIES 1/2 " GYP. WALLBOARD HEADER-/ ic-Tiie AT (SEE GENERAL NOTES * Simpson Strong-tie Co., Product: Acryli / COLUMN (SEE PLANS) FOR SHEATHING OVER - Roof Assemblies shall be in accordance with FBC chapter 15. 2x6 STUDS @ 16" D.C. TYPICAL HEADER & POST VAPOR BARRIER PTER CONNECTIONS.) 2x STUDS 0 16 O.C\ Footings and foundations shall be in accordance with FBCR chapter 4. Soil compaction shall be in accordance with ASTM D 1557. HRU-BOLT THRU BOLT 1/2- THREADEDJ (2) REQ'D F OPEN.INGS Typical anchor bolts are only required at the following locations: ROD (TYP.) OVER 6'-0" Spaced @ 6' o.c. at the exterior wall sill plate where the thru-bolt spacing is greater than 6' D.C. At the exterior wall sill plates where the thru-bolt is more than 12" from the end of the plate. (2) 2x4 FULL LENGTH (KING) Anchor bolts are not required at interior bearing Wall Sill plates. COUPLER STUDS (TYP.) Wood framing shall be in accordance with FBCR chapter 6 except as noted in these plans. 1/4" CAP BETWEEN P.T. 2x4 SILL PLATE P.T. 2x- SILL PLATE PERMITTED 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 SHEATHING & CONCRETE W/ SEAL w/ SEAL (TYP.) IF REQ'D. 4 ft lap and shall be face-nailed with (8) 12d sinkers. 12-28-05 P1 All wood framing shall be fab6cated and installed per ALTC, TPI and National Design Specifications for Wood Construction. � 4 DATE ISS I ON A 4 All framing anchors and connectors noted on drawings shall be manufactured by Simpson Strong Tie or approved equal. 1 14 2x4 SILL We hereby expressly res erve the property PLATE All wood exposed to earth, weather or in contact with masonry, concrete shall be pressure treated. rights to this drawing and it is not to be Fastening subject to moisture shall be hot dipped galvanized to ASTM153-80. reproduced, copied in 4 any format or manner BRG. STEPDOWN FTG. whatsoever without first The Pre-fabricated structural wood trusses manufacturer shall provide signed and sealed shop drawings registered by (SEE DETAIL) obtaining our express -4 truss manufacturer's engineer for approval. Design criteria shall be listed and include the rated load capacity of the written permission and truss to truss connectors, and manufacturer's license to fabriicate trusses utlizing the connection system proposed. The consent. contractor shall approve fabrication and installation drawings indicating size, shape and layout. SCALEF DRAWN BY- CHECKED BY. Bracing of trusses during erection installation shall comply with TPI HIB 91. TYPICAL WALL SECTION 131 WALL SECTION B2 WALL ELEVATION B3 RAW GMH All pre-fabricated wood trusses shall be fastened to their supporting walls or beams with clips or anchors as indicated =1 @ PORCHES @ @ OPENING SCALE: 1 /2"=V-0" AE JOB NUMBER on the plans. SCALE: 1 /2' SCALE: 1 /2"=V-0" The nut at the double top plate shall receive a final tightening after the roof system is installed. CONCRETE SLAB See stud schedule for exterior load bearing stud size and spacing. I __: * - : :� 4" CONCRETE SLAB -----#5 CONTINL16US w/ 30" MIN LAP Z /--4* CONCRETE SLAB All gable end walls shall be balloon framed or braced per detail. BEND AROUND CORNERS n (TOP OF MAIN HOUSE FLOOR) 8" CMU GROUTED CELLS CL GENERAL # 5 VERTICAL 0 4*-0" O.0 Use SYP #2 for top plates and PT SYP#2 for sill plates. V A w/ 6" HOOK INTO FrG. NOTES & AND 12" HOOK INTO SLAB 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" (2) #5 CONT. w/ 30" MIN LAP DETAILS �D (2) #5 CONTINUOUS w/ 25" MIN LAP _I . BEND AROUND CORNERS w/ (1) screw within 4" of each side of plate breaks at bearing walls adn 48" o.c. non bearing walls. 00 BEND AROUND CORNERS 4" CONCRETE SLA13 1 8" 0 Header studs and cripples shall be nailed at 6"o.c. wl 12d nails (.1310" staggered). (2) #5 CONT. w/ 6" 10" (2) #5 CONTINUOUS wl 30" MIN LAP 1"-4 MI L F 30" MIN LAP All windows and doors shall be designed per component and cladding pressures indicated on these drawings. �p 6 OUI ?1BEND_AROUND CORNERS 10 �V-0" �ONE STORY " V-4" *1 TWO STORIES S - 1 STEMWALL OR MONOLITHIC FOOTING SECTION THRU SLAB AT INTERIOR SLAB: THICKENED EDGE SCALE: 1 19 1 '-J2L BRG. WALL: DEPREqQLQN 1 1 SCALEo 1 19"=1 '-0" 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 PLANS AND RECOMMENDS THAT OWNER SUBMITS THESE STRUCTURAL PLANS TO THE ARCHITECT FOR APPROVAL OF a_ DIMENSIONING PRIOR TO CONSTRUCTION. 2x1O CEILING JOISTS @ 24"O.C. MAX. 22'-31 PROVIDE (1)MSTA15 * in 2 FLAT STRAP EA.END OF HEADER.TYP.U.O.N. 12'-10" Q SW-3 (2)2x SW-3 SW INDICATES - ----- -------- THRU BOLT. TYP. ITIE 7T PROVII E (2)M FS20 PROVIDE (2)MSTA24 FLAT PS EA.END1 V-) z z Z z z z FLAT STRAPS EA.END OF I-VL. I SW-3 DENOTES SHEARWALL 00 DRILL & EPDXY GROUT OF HEADER. SEE GENERAL NOTES S-1 FOR ADDI #5x2'-O" LONG 0 4'-0" OC. 2xl 0 ILING JOISTS NAILING PATTERN SHEARWALL FULL SPACING INTO EXISTING @ A OC. AX. HEIGHT. 00 CONCRETE CD C14 6" MIN. EMBED. to 4" CONC. SLAB REINF. W/ < WWF 6x6- NO. 10 OR C) 0 FIBERMESH REINF. OVER TYP. (3 Of, 6 MIL. VAPOR BARRIER U.O.N. 0 z: 0 OVER CLEAN COMPACTED -1 C" 1`0 -j �2 OX Lj LL- TREATED FILL. 3,: 0 > (n :D < L < LLJ CO POST --ROM VE. F- 0 2-- < < C-4 STRAP TO LV LLJ 3�: 00 LLJ PROVII E MIN. 3) PLY w/(2)14STA1 5 SIRAPS [If I 400 11 1 1 1 < Lj BUILT UP CO UNDE� I I I !�E- 0 > FLAT A NII OF LV- CO 0 Li CN P0 Of =]a= 0 0 CD --- --- -----F- - ---- T T 1 (3 rn 0- CD SWL3 1 ISW-3 11 1 14�111<1 ?A2 I \-'- (2)MTS12 STRAPS 2x8 dEILING *ISTS III @ 2�" OC VAX. 0 BEAM TO WALL :I!c(3 CONNECTION TYP. CN X l'-4"xl'-4" THK C14 L-1 -Co TURNDOWN EDGE* W/2-#5 CONT. ------ LLI I 2)2xl2 ]__�21?�12 L 0 ---------------- --------- 074 B2 PROVIDE PT.4x4" POST LL. 12 Lij rA3 TYP. a PORCH. PROVIDE PT.44" POST (2)MSTA15 STRAPS TYP. 3-PL'S 3f En W/ABU44 POST BASE. 0 POST TO BEAM TYP. 3-PL'S CONNECTION TYP. 2 1 (J� M 0 -4" Provide SPF#2 2x6 studs 0 16"o.c. for all Exterior load bearing walls y LLJ & SPF#2 2x4 studs @ 16" oc. for int. load bearing walls, and shear walls. Ld z SPF#2 2x4 @ 24"oc. for all non load bearing walls. Z 0 M z FO UNDA TION X AN 10 FIRS T FL 0 OR TIE D 0 WN CEIL ING JOIS T PL A N LLJ LLJ (DSCALE: 114" = l '-O" SCALE. 3116" = l '-O" Of (-0 ---J L Jj NOTES: (D NOTES: 1. REFER TO ARCH.FLOOR PLAN FOR WALL LOCATIONS & DIMS. 2. REFER TO SHEET NO. S-1 FOR FOOTING SECTIONS AND DETAILS 1. ALL EXTERIOR WALLS ARE SHEARWALLS. 3. FOOTINGS AND FOUNDATIONS SHALL BE IN ACCORDANCE WITH 2. SEE SHEET S-1 FOR GENERAL NOTES. FBCR CHAPTER 4 3. REFER TO ARCH. FLR. PLANS FOR EXACT WALL LOCATIONS & DETAILS. 4. A SOILS INVESTIGATION REPORT IS RECOMMENDED TO VERIFY 4. SEE GENERAL NOTES SHEET S-1 FOR POST TO BEAM CONNECT U.O.N. SUITABLE SUBSURFACE CONDITIONS 5. ASSUMED ALLOWABLE SOIL BEARING CAPACITY= 2,500 PSF 6. MONOLITHIC FOOTINGS MAYBE SUBSTITUTED IN LIEU OF STEMWALL FOOTINGS. 2x8 RAFTERS @ 24"O.C. U.O.N. CONNECT TO TOP PLATE W/SIMPSON (2)H2.5A CLIPS TYP.U.O.N. PROVIDE 2x6 COLAR TIES IN UPPER (2) CRIPPLE STUDS DIRECTLY OVER 1/3 OF SPAN - NAIL TO RAFTER W/ INTERMIDIATE JACK STUDS W/SIMPSON (4).1310" NAILS.U.O.N. RSP4 (2) T&B TYP. of ROOF FRAMING NOTES z Z z z z z 1. ALL CONVENTIONAL FRAMING SHALL BE No.2 OR BT. SYP /-WOOD TRUSSES 0 2. FASTEN ALL RAFTERS TO PLATES W/SIMPSON H8 CLIPS, EQUAL SPACING TYP. W/(5)10dxl"" NAILS EA.END FOR SPANS UP TO 10'-0". -41! 3. FASTEN ALL RAFTERS TO PLATES W/SIMPSON MTS12 TWIST STRAP W/(7)10dxll" NAJLS EA.END FOR SPANS UP TO 20'-On. 2 W/COLLAR TIES. FACE NAIL (2) 2x CONT. REQ'D TRUSS CONN. NOT 4. FASTEN ALL RAFTERS @ RIDGES SHOWN FOR CLARITY. COLLAR TIES TO RAFTERS W/(5).13101" NAILS. WOOD PLATE. 4 5. FASTEN ALL JACK RAFTERS TO HIPS & VALLEYS W/(4).131x3-1* 4 TOE NAILS. 12-28-05 PI 6. ALL RIDGES HIPS & VALLEYS SHALL BE (1)NOMINAL SIZE LARGER THAN ADJOINING RAFTERS.(U.O.N.) DATE ISSUE/RNSION SIMPSON RSP4 STUD jz� 7. FASTEN RAFTERS TO CEILING JOISTS W/(4).13101" NAILS. CRIPPLE STUDS TIE T&B. 4 We hereby expressly B. FASTEN RAFTERS & CEILING JOISTS TO TOP PLATES W/1(3).13101" TOENAILS. reserve the property @16" D.C. 4 9. FASTEN ALL HIPS & VALLEYS TO PLATES W/(2)SIMPSON MTS12 TWIST STRAPS rights to this drawing and it is not to be W/(7)10dxl-l" NAILS EA.END OF STRAP. 2 reproduced, copied in (2)2xl 2 W/-!" PLYWOOD any format or manner 2 whatsoever without first W/8d NAILS STAGGERED n ----2x PLATE. obtaining our express @ 12 OC. T&B. OPENING OPENING OPENING ... written permission and (2)2xA0 RIDGE I (2)2x4 POST (3) KING STUDS. consent. TO CELING JOIST BELOW. DRAWN BY. CHECKED BY: 1"0 THREADED 10 2 RAW GMH ROD SYSTEM. AE JOB NUMBER __----(2) JACK STUDS. - --- ------- STUD WALL--,,,,,, I CjI ROOFRAFTER FRAMING PLAN r ,ELOI -0" OUNDATION SCALE: 3116" 1 ' SEE ANCHORAGE DETAILS A4/S-5 FOR EMBED. NOTES: FRAMING 1. ALL EXTERIOR WALLS ARE SHEARWALLS. PLANS 2. SEE SHEET S-1 FOR GENERAL NOTES. 3. REFER TO ARCH. FLR. PLANS FOR EXACT WALL LOCATIONS & DETAILS. 4. SEE GENERAL NOTES SHEET S-1 FOR POST TO BEAM CONNECT U.O.N. -5 TIE T&B. TYP. \j L I L- ILL PLATE ADDITIONAL EPDXY ANCHORS SIMPSON RSP4 STUD SEE A4/S PROVIDE PT.4x4" POST TYP. 3-PL'S " GANG " OPENING HOLDOWN DETAIL S - 2 AlSHEET NUMBER SCALE: N-T-,;- 77- 6 PLATE PLATE_ -- -------- ,A I - --------------- z CN :7. QF L50 EXISTING 0 3060 SH kn % F J_F.F. EXISTING --------- STUCCO ADDITION ROOF PLAN "DU SCALE: 1/8" P-0" r,.juAR ELEVATION- SCALE: 1/4" V-0" 6 IL PLATE .7- EXISTING STUCCO STU CCO . FF . 4 AMMON SIDE ELEVATION SCALE: 1/4" P-O" 6 12 EXISTING PLATL ------------77 D 1050 FlY-17D EXISTING STUCCO F.F. STUCCO-...:-.- ADDITION SHEET SIDE ELEVATION SCALE: 1/4" V-0" OF LJZ Lq Z GENERAL NOTES 1. CODES USED: 2004 FLORIDA BUILDING CODE RESIDENTIAL ACI, NDS, APA AND ASCE-7-02. ALL LATEST EDITIONS USED. 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: 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 JURISDICTION OVER THE WORK. Simpson SPH4/6 w/ (10) 10d nails each end for wall stud to top plate connections 0 16" D.C. FIBERMESH SHALL BE ALLOWED IN LIEU OF WWF. MINIMUM FIBER LENGTH = 1/2". 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. 2. SLAB THICKNESS IS 4", UNLESS NOTED OTHERWISE ON THE PLANS. SLAB SHOULD BE POURED OVER A 6 MIL. 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 VAPOR BARRIER AND THE SOIL SHOULD BE TREATED WITH TERMITE POISON PRIOR TO POURING. 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. 3. THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC MATERIAL, COHESIVE SOILS OR ANY 00 Provide solid blocking at roof sheathing joints in the first two rafter or truss spaces from gable ends. T_ 5. SUBSURFACE SOIL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN. THE OWNER SHALL PROVIDE TO THE CONTRACTOR OTHER DELETRIOUS MATERIAL. SOIL MUST BE COMPACTED TO 95% MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR (0 A REPORT OF THE SUBSURFACE CONDITIONS. SOIL PREPARATIONS NOTED IN SAID REPORT SHALL BE FOLLOWED UNLESS MORE Attach headers to posts w/ (2) Simpson CS20 flat straps w/ (7) 10dxl.5" nails to header and (7) 10dxl.5" nails to post. TWO FEET BELOW THE BOTTOM OF THE FOOTING. C14 CN 00 STRINGENT DESIGN IS SPECIFIED WITHIN THESE PLANS. Notch headers under top plates and bear on lack studs or use Simpson HUC410 hanger w/ (8) 16d to wall (8) 16d to header. 4. VERTICAL AND HORIZONTAL REINFORCEMENT WILL BE LAPPED FOR 48 BAR DIAMETERS OR 30", WHICHEVER IS GREATER. C) C; DESIGN CODE: The 2004 Florida Building Code Residential(FBCR) 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 C14 or use (1) Simpson HTT16 w/ (1) 5/8 " threaded rod set 70 into footing (18) 16d nails to post or as indicated on the plans. n OCCUPANCY: Residentail Group R-3 (One- and Two-Family Dwellings) 5. CORNER REINFORCEMENT SHALL BE LAPPED 30". < CONSTRUCTION: Unprotected Headers exceeding 4B"o.c. provide SST-SPH 4/6 or SST-LSTA18 straps from header to double top plate at 32"o.c. spacing. C) 0 1/2" anchor bolt or 1/2"x 7" epoxy anchor shall be installed if header is greater than V-0". 6. REINFORCEMENT SHALL HAVE THE FOLLOWING COVER REQUIREMENTS; Of !._�E BASIC WIND SPEED: 120 MPH 3" FOR CONCRETE CAST AND PERMANENTLY EXPOSED TO EARTH 0 _J N WIND IMPORTANCE FACTOR: 1.0 (Category 11 Building) 2" FOR CONCRETE EXPOSED TO EARTH AND WEATHER Lj LL_ [if Threaded rod installation: 1 1/2" FOR CONCRETE NOT EXPOSED TO WEATHER OR EARTH FOR THE PRIMARY REINFORCEMENT. 0 WIND EXPOSURE: B (Greater than 1500 ft from CCL or mean high tide) Rods require a minimum length of (1) bar diameter into threaded rod coupler. INTERNAL PRESSURE COEFFICIENT: ± 0.55 (Partially open) 7. STEMWALL TO BE A MAXIMUM OF (6) COURSES TALL. CONTACT ENGINEER OF RECORD IF STEMWALL WIH EXCEED LLJ < The top nut shall be snug tight with an additional full turn of the nut to achieve full tension. 6 COURSES IN HEIGHT. LiJ LJ < MAXIMUM DESIGN WIND PRESSURES (psf): = LLJ M Li- Opening Size (sf) Zone 5/Edge zones (6'-0" from outside corners) Zone4/lnterior Zone The maximum spacing of the anchor rods shall be as indicated on the drawings. The tolerance of rod placement shall be 6". The B. STEMWALL AND MONOLITHIC FOOTINGS ARE INTERCHANGEABLE. 0 F- -.4- 0 minimum rod embedment into the foundation shall be 7N. = < < CJ LLJ 3: Of 00 LLJ 0-20 +26.2 and (-)32.9 +26.2 and (-)27.9 9. WHERE THREADED RODS ARE EMBEDDED 12" INTO STEMWALLS, THE TOP TWO COURSES OF STEMWALL MUST BE FILLED. Of 0 1- 21-50 +325.3 and (-)31.2 +325.3 and (-)27.0 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 < LLJ < _J LLJ >- 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 _J 00 51-100 +24.1 and (-)28.8 +24.1 and (-)25.8 6" from joint provide Simpson SSP at oint. 0 LLJ CN LL_ >100 +23.2 and (-)27.0 +23.2 and (-)24.9 j �- I I­ Z: -�d- Of Provide 1st rod at a maximum of 8" of corner studs. CD 0 0 LLJ Proposed Structure is located within the wind borne debriis region, 0 n CL (M 0 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 SHEARWALL SHEATHING: ceiling can not be considered for lateral bracing of the bottom chord of the truss. The lateral bracing shall be achieved by installing 10 Wall sheathing Exp. 1 APA rated sheathing or APA Structural 1-plywood or oriented strand borad: Span rating not less no.3 or better SYP nailed w/ (2).131x2 1/2"noils on the bottom chord at the spacing indicated on the truss engineering drawings or use 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 exte6or walls. V) Attics without Storage: 10 psf ROOF SHEATHING AND DIAPHRAGM ATTACHMENT Elevated Floors 40 psf 0 Balconies : 60 psf Use 7/16" rated sheathing for asphalt shingles and 5/8 " rated sheathing for tile roofs fastened w/ 8d nails 6" o.c edges, 6" o.c. intermediate. -i Deflection L/480 (carpet/wood) Roof sheathing Exp. 1 APA rated sheathing or APA Strutural 1 sheathing, plywood or oriented strand board: Span rating not less than LL_ Wall 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 0 LLJ Design Dead Loads: supports. End joints shall be staggered. Provide 2x4 blocking within 4' of gable endwalls. 3� V) Superimposed Roof Dead Fasten to supports and blocking with Bd nails at 6" o.c. along all panel edges and 6" at intermediate supports. Reduce nail spacing to Top Chord 7 psf (shingles) 15 psf (tile) 3" o.c. at panel edges 4' from gable end walls. Bottom Chord 5 psf SUB-FLOORING V) V) M Superimposed Floor Dead x y LL1 Top Chord 15 psf (carpet/wood) 20 psf (tile) LLJ Z M: :Z 0 Bottom Chord 5 psf Sublfooring and underlayment: subflooring, Exp. 1 tongue and groove, glued, APA rated sheathing or Sturdi-I-Floor, plywood or oriented I­ Deflection L/240 DL (carpet/wood) 0 IL strand board. Span rating not lesss than 24" o.c. for Sturcli-I-Floor or 48/24 for APA rated sheathing. Thickness not less than 3/4". IX _J LLJ Deflection L/360 DL (tile) M Z CAST-IN-PLACE CONCRETE: shall have a minimum compressive strength of 2500 psi at 28 days. Floor sheathing panels shall be nailed to all wood supports and blocking with 10d nails at 6"o.c. along all ponel edges and 12" o.c. at 0 r,' CONCRETE MASONRY UNITS: shall be hollow unit masonry in accordance with ASTM C 90 and shall have a minimum intermediate supports. LL1 LL1 net area compressive strength of 1900 psi when using Type M or S mortar (ASTM C 270). 11�_ In accordance with ACI 530, the 1900 psi block in combination with Type M or S mortar provides a design compressive Q0 strength (f'm) of 1500 psi. GROUT: The grout shall be in accordance with ASTM C 476 and shall have a maximum course aggregate size of 3/8 placed at an 8" to 11" slump and have a minimum specified compressive strength of 2000 psi at 28 days when tested in accordance with ASTM C 1019. Masonry construction shall be in accordance with FBC chapter 21 and in accordance with the Specifications for 1/2" THREADED ROD 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 RATED SHEATHING RATED SHEATHING 4-1/2 MIN. MONO FTGS. between lifts. (REFER TO GENERAL (REFER TO GENERAL SILL PLATE 7" MIN. STEMWALL FTGS. REINFORCING STEEL: shall be ASTM A615, Grade 40 NOTES ON SHEET S-1 NOTES ON SHEET S-1 TRUSS OR RAFTERS SEE PLAN. NUT AND 3 x 3 x 1/8" Steel Construction shall be in accordance with FBC chapter 22. (2) 2x4 PLATE WASHER (TYP.) STRUCTURAL STEEL: shall be ASTM A36. NUT AND WASHER SEE A4/S-5 STEEL PIPE AND STRUCTURAL TUBING: shall be ASTM A500 (Grade B) NUT AND WASHER SEE A4/S-5 BEAM HEADER (2) 2x PLATE -\ WELDED WIRE FABRIC (WWF): shall be ASTM A185. SEE PLAN ---SIMPSON SSP 0 32" O.C. (2) 20TOP PLATE t EPDXY IN 5/8- HOLE REQ'D AT OPENINGS OVER 6' ANCHOR BOLTS AND THREADED RODS: shall be in accordance with ASTM A 307 or ASTM F 1554 Grade 36. VAPOR BARRIER OVER -1" OSB. OR 18- CDX OR ARCYLIC IN 9/16" HOLE A 16 WASHERS: shall be in accordance with ASTM F 436 Grade 36. RATED SHEATHING PLYWOOD. FASTEN TO 1/2 GYP. CEILING BD. NUTS: shall be in accordance with ASTM A 563 Grade A Hex. (REFER TO GENERAL EE ARCF 1/2 - GYP. CEIL BOARD OR 5/8 GYP. TRUSS OR CEILING JOIST OR 5/8 " GYP. WALLBOARD ANCHORING ADHESIVE: shall be one of the following products (DUAL CARTRIDGE INSTALLATION ONLY): NOTES ON SHEET S-1 WALLBOARD W/8d NAILS 0 12" OC. * Simpson Strong-tie Co., Product: Epoxy-7ie SET 1 2 " GYP. WALLBOARD P.T. POST OR FRAMED VARIES 1/2 " GYP. WALLBOARD HEADER-/ ic-Tiie AT (SEE GENERAL NOTES * Simpson Strong-tie Co., Product: Acryli / COLUMN (SEE PLANS) FOR SHEATHING OVER - Roof Assemblies shall be in accordance with FBC chapter 15. 2x6 STUDS @ 16" D.C. TYPICAL HEADER & POST VAPOR BARRIER PTER CONNECTIONS.) 2x STUDS 0 16 O.C\ Footings and foundations shall be in accordance with FBCR chapter 4. Soil compaction shall be in accordance with ASTM D 1557. HRU-BOLT THRU BOLT 1/2- THREADEDJ (2) REQ'D F OPEN.INGS Typical anchor bolts are only required at the following locations: ROD (TYP.) OVER 6'-0" Spaced @ 6' o.c. at the exterior wall sill plate where the thru-bolt spacing is greater than 6' D.C. At the exterior wall sill plates where the thru-bolt is more than 12" from the end of the plate. (2) 2x4 FULL LENGTH (KING) Anchor bolts are not required at interior bearing Wall Sill plates. COUPLER STUDS (TYP.) Wood framing shall be in accordance with FBCR chapter 6 except as noted in these plans. 1/4" CAP BETWEEN P.T. 2x4 SILL PLATE P.T. 2x- SILL PLATE PERMITTED 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 SHEATHING & CONCRETE W/ SEAL w/ SEAL (TYP.) IF REQ'D. 4 ft lap and shall be face-nailed with (8) 12d sinkers. 12-28-05 P1 All wood framing shall be fab6cated and installed per ALTC, TPI and National Design Specifications for Wood Construction. � 4 DATE ISS I ON A 4 All framing anchors and connectors noted on drawings shall be manufactured by Simpson Strong Tie or approved equal. 1 14 2x4 SILL We hereby expressly res erve the property PLATE All wood exposed to earth, weather or in contact with masonry, concrete shall be pressure treated. rights to this drawing and it is not to be Fastening subject to moisture shall be hot dipped galvanized to ASTM153-80. reproduced, copied in 4 any format or manner BRG. STEPDOWN FTG. whatsoever without first The Pre-fabricated structural wood trusses manufacturer shall provide signed and sealed shop drawings registered by (SEE DETAIL) obtaining our express -4 truss manufacturer's engineer for approval. Design criteria shall be listed and include the rated load capacity of the written permission and truss to truss connectors, and manufacturer's license to fabriicate trusses utlizing the connection system proposed. The consent. contractor shall approve fabrication and installation drawings indicating size, shape and layout. SCALEF DRAWN BY- CHECKED BY. Bracing of trusses during erection installation shall comply with TPI HIB 91. TYPICAL WALL SECTION 131 WALL SECTION B2 WALL ELEVATION B3 RAW GMH All pre-fabricated wood trusses shall be fastened to their supporting walls or beams with clips or anchors as indicated =1 @ PORCHES @ @ OPENING SCALE: 1 /2"=V-0" AE JOB NUMBER on the plans. SCALE: 1 /2' SCALE: 1 /2"=V-0" The nut at the double top plate shall receive a final tightening after the roof system is installed. CONCRETE SLAB See stud schedule for exterior load bearing stud size and spacing. I __: * - : :� 4" CONCRETE SLAB -----#5 CONTINL16US w/ 30" MIN LAP Z /--4* CONCRETE SLAB All gable end walls shall be balloon framed or braced per detail. BEND AROUND CORNERS n (TOP OF MAIN HOUSE FLOOR) 8" CMU GROUTED CELLS CL GENERAL # 5 VERTICAL 0 4*-0" O.0 Use SYP #2 for top plates and PT SYP#2 for sill plates. V A w/ 6" HOOK INTO FrG. NOTES & AND 12" HOOK INTO SLAB 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" (2) #5 CONT. w/ 30" MIN LAP DETAILS �D (2) #5 CONTINUOUS w/ 25" MIN LAP _I . BEND AROUND CORNERS w/ (1) screw within 4" of each side of plate breaks at bearing walls adn 48" o.c. non bearing walls. 00 BEND AROUND CORNERS 4" CONCRETE SLA13 1 8" 0 Header studs and cripples shall be nailed at 6"o.c. wl 12d nails (.1310" staggered). (2) #5 CONT. w/ 6" 10" (2) #5 CONTINUOUS wl 30" MIN LAP 1"-4 MI L F 30" MIN LAP All windows and doors shall be designed per component and cladding pressures indicated on these drawings. �p 6 OUI ?1BEND_AROUND CORNERS 10 �V-0" �ONE STORY " V-4" *1 TWO STORIES S - 1 STEMWALL OR MONOLITHIC FOOTING SECTION THRU SLAB AT INTERIOR SLAB: THICKENED EDGE SCALE: 1 19 1 '-J2L BRG. WALL: DEPREqQLQN 1 1 SCALEo 1 19"=1 '-0" 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 PLANS AND RECOMMENDS THAT OWNER SUBMITS THESE STRUCTURAL PLANS TO THE ARCHITECT FOR APPROVAL OF a_ DIMENSIONING PRIOR TO CONSTRUCTION. 2x1O CEILING JOISTS @ 24"O.C. MAX. 22'-31 PROVIDE (1)MSTA15 * in 2 FLAT STRAP EA.END OF HEADER.TYP.U.O.N. 12'-10" Q SW-3 (2)2x SW-3 SW INDICATES - ----- -------- THRU BOLT. TYP. ITIE 7T PROVII E (2)M FS20 PROVIDE (2)MSTA24 FLAT PS EA.END1 V-) z z Z z z z FLAT STRAPS EA.END OF I-VL. I SW-3 DENOTES SHEARWALL 00 DRILL & EPDXY GROUT OF HEADER. SEE GENERAL NOTES S-1 FOR ADDI #5x2'-O" LONG 0 4'-0" OC. 2xl 0 ILING JOISTS NAILING PATTERN SHEARWALL FULL SPACING INTO EXISTING @ A OC. AX. HEIGHT. 00 CONCRETE CD C14 6" MIN. EMBED. to 4" CONC. SLAB REINF. W/ < WWF 6x6- NO. 10 OR C) 0 FIBERMESH REINF. OVER TYP. (3 Of, 6 MIL. VAPOR BARRIER U.O.N. 0 z: 0 OVER CLEAN COMPACTED -1 C" 1`0 -j �2 OX Lj LL- TREATED FILL. 3,: 0 > (n :D < L < LLJ CO POST --ROM VE. F- 0 2-- < < C-4 STRAP TO LV LLJ 3�: 00 LLJ PROVII E MIN. 3) PLY w/(2)14STA1 5 SIRAPS [If I 400 11 1 1 1 < Lj BUILT UP CO UNDE� I I I !�E- 0 > FLAT A NII OF LV- CO 0 Li CN P0 Of =]a= 0 0 CD --- --- -----F- - ---- T T 1 (3 rn 0- CD SWL3 1 ISW-3 11 1 14�111<1 ?A2 I \-'- (2)MTS12 STRAPS 2x8 dEILING *ISTS III @ 2�" OC VAX. 0 BEAM TO WALL :I!c(3 CONNECTION TYP. CN X l'-4"xl'-4" THK C14 L-1 -Co TURNDOWN EDGE* W/2-#5 CONT. ------ LLI I 2)2xl2 ]__�21?�12 L 0 ---------------- --------- 074 B2 PROVIDE PT.4x4" POST LL. 12 Lij rA3 TYP. a PORCH. PROVIDE PT.44" POST (2)MSTA15 STRAPS TYP. 3-PL'S 3f En W/ABU44 POST BASE. 0 POST TO BEAM TYP. 3-PL'S CONNECTION TYP. 2 1 (J� M 0 -4" Provide SPF#2 2x6 studs 0 16"o.c. for all Exterior load bearing walls y LLJ & SPF#2 2x4 studs @ 16" oc. for int. load bearing walls, and shear walls. Ld z SPF#2 2x4 @ 24"oc. for all non load bearing walls. Z 0 M z FO UNDA TION X AN 10 FIRS T FL 0 OR TIE D 0 WN CEIL ING JOIS T PL A N LLJ LLJ (DSCALE: 114" = l '-O" SCALE. 3116" = l '-O" Of (-0 ---J L Jj NOTES: (D NOTES: 1. REFER TO ARCH.FLOOR PLAN FOR WALL LOCATIONS & DIMS. 2. REFER TO SHEET NO. S-1 FOR FOOTING SECTIONS AND DETAILS 1. ALL EXTERIOR WALLS ARE SHEARWALLS. 3. FOOTINGS AND FOUNDATIONS SHALL BE IN ACCORDANCE WITH 2. SEE SHEET S-1 FOR GENERAL NOTES. FBCR CHAPTER 4 3. REFER TO ARCH. FLR. PLANS FOR EXACT WALL LOCATIONS & DETAILS. 4. A SOILS INVESTIGATION REPORT IS RECOMMENDED TO VERIFY 4. SEE GENERAL NOTES SHEET S-1 FOR POST TO BEAM CONNECT U.O.N. SUITABLE SUBSURFACE CONDITIONS 5. ASSUMED ALLOWABLE SOIL BEARING CAPACITY= 2,500 PSF 6. MONOLITHIC FOOTINGS MAYBE SUBSTITUTED IN LIEU OF STEMWALL FOOTINGS. 2x8 RAFTERS @ 24"O.C. U.O.N. CONNECT TO TOP PLATE W/SIMPSON (2)H2.5A CLIPS TYP.U.O.N. PROVIDE 2x6 COLAR TIES IN UPPER (2) CRIPPLE STUDS DIRECTLY OVER 1/3 OF SPAN - NAIL TO RAFTER W/ INTERMIDIATE JACK STUDS W/SIMPSON (4).1310" NAILS.U.O.N. RSP4 (2) T&B TYP. of ROOF FRAMING NOTES z Z z z z z 1. ALL CONVENTIONAL FRAMING SHALL BE No.2 OR BT. SYP /-WOOD TRUSSES 0 2. FASTEN ALL RAFTERS TO PLATES W/SIMPSON H8 CLIPS, EQUAL SPACING TYP. W/(5)10dxl"" NAILS EA.END FOR SPANS UP TO 10'-0". -41! 3. FASTEN ALL RAFTERS TO PLATES W/SIMPSON MTS12 TWIST STRAP W/(7)10dxll" NAJLS EA.END FOR SPANS UP TO 20'-On. 2 W/COLLAR TIES. FACE NAIL (2) 2x CONT. REQ'D TRUSS CONN. NOT 4. FASTEN ALL RAFTERS @ RIDGES SHOWN FOR CLARITY. COLLAR TIES TO RAFTERS W/(5).13101" NAILS. WOOD PLATE. 4 5. FASTEN ALL JACK RAFTERS TO HIPS & VALLEYS W/(4).131x3-1* 4 TOE NAILS. 12-28-05 PI 6. ALL RIDGES HIPS & VALLEYS SHALL BE (1)NOMINAL SIZE LARGER THAN ADJOINING RAFTERS.(U.O.N.) DATE ISSUE/RNSION SIMPSON RSP4 STUD jz� 7. FASTEN RAFTERS TO CEILING JOISTS W/(4).13101" NAILS. CRIPPLE STUDS TIE T&B. 4 We hereby expressly B. FASTEN RAFTERS & CEILING JOISTS TO TOP PLATES W/1(3).13101" TOENAILS. reserve the property @16" D.C. 4 9. FASTEN ALL HIPS & VALLEYS TO PLATES W/(2)SIMPSON MTS12 TWIST STRAPS rights to this drawing and it is not to be W/(7)10dxl-l" NAILS EA.END OF STRAP. 2 reproduced, copied in (2)2xl 2 W/-!" PLYWOOD any format or manner 2 whatsoever without first W/8d NAILS STAGGERED n ----2x PLATE. obtaining our express @ 12 OC. T&B. OPENING OPENING OPENING ... written permission and (2)2xA0 RIDGE I (2)2x4 POST (3) KING STUDS. consent. TO CELING JOIST BELOW. DRAWN BY. CHECKED BY: 1"0 THREADED 10 2 RAW GMH ROD SYSTEM. AE JOB NUMBER __----(2) JACK STUDS. - --- ------- STUD WALL--,,,,,, I CjI ROOFRAFTER FRAMING PLAN r ,ELOI -0" OUNDATION SCALE: 3116" 1 ' SEE ANCHORAGE DETAILS A4/S-5 FOR EMBED. NOTES: FRAMING 1. ALL EXTERIOR WALLS ARE SHEARWALLS. PLANS 2. SEE SHEET S-1 FOR GENERAL NOTES. 3. REFER TO ARCH. FLR. PLANS FOR EXACT WALL LOCATIONS & DETAILS. 4. SEE GENERAL NOTES SHEET S-1 FOR POST TO BEAM CONNECT U.O.N. -5 TIE T&B. TYP. \j L I L- ILL PLATE ADDITIONAL EPDXY ANCHORS SIMPSON RSP4 STUD SEE A4/S PROVIDE PT.4x4" POST TYP. 3-PL'S " GANG " OPENING HOLDOWN DETAIL S - 2 AlSHEET NUMBER SCALE: N-T-,;- 77- 6 PLATE PLATE_ -- -------- ,A I - --------------- z CN :7. QF L50 EXISTING 0 3060 SH kn % F J_F.F. EXISTING --------- STUCCO ADDITION ROOF PLAN "DU SCALE: 1/8" P-0" r,.juAR ELEVATION- SCALE: 1/4" V-0" 6 IL PLATE .7- EXISTING STUCCO STU CCO . FF . 4 AMMON SIDE ELEVATION SCALE: 1/4" P-O" 6 12 EXISTING PLATL ------------77 D 1050 FlY-17D EXISTING STUCCO F.F. STUCCO-...:-.- ADDITION SHEET SIDE ELEVATION SCALE: 1/4" V-0" OF 22'-0" 101-011 6'-0" 6-0" 501�FIXED 5011 FIXED C? r---------------------------------------------------------------------- I I i L2 L-L C11 R 10, 91 1:3: i z PROPOSED SUNROOM v o X L-1, i 396 SF HEATED I i /R STEP CEILING z m C:� P4 r T. . LIVING ROOM KITCHEN BREAKFAST p 15: i z 9'CEILING TCEILING 9'CEILING C)U TV OF 60 CN x R EXISTING HOUSE ZI I C14 ENTRY 1647 SF IMAXED Ll L----------------------------------------------------------------------j r 1 -7 R ------------7"Z---------------- sT 6068 SGD 3060 SH--,3060 SI-I 3060 SH X T-4-i -0 4" GREAT ROOM f 11\ 4 15" 6'- T-11" 9'CEILING BA`114 LAUNDRY 8'.CEILING 8'CEILING 2'-0- ----------------------------------- PROPOSED COVERED PORCH 180 SI:HEATED 9'CEILING ------------- ------------- --.1n- - ----------------- ----------- F 2'-6" 8--7 ---------- MASTER BEDROOM GARAGE STUCCO COLUMNS BEDROOM#3 BEDROOM 42 9'CEILING FRAME W. 2X8 MASTER BKITI 8'CLILING 8'CEILING 8'CEILING 8'CEILING FLOOR PLAN SCALE: 1/4" 1'-0" CEILING FAN/LIGHT COMBO TELEPHONE RECEPTACLE CABLE CONNECTION R RECESSED LIGHT SHEET ALL WALLS DRAWN AT 3.5" FLOOD LIGHT SINGLE POLE SWITCH 2 3 OF 1)141 A R-30 BATT INSULATION W/BAFFLES SAME LEVEL FIBERGLASS SHINGLES OVER#30 FELT OVER 7/16 OSB DECKING 0 PRE-FAB MFG. TRUSSES 24" OC 5/8 REBAR DOxh'E],S W. EPDXY SE'f INFO XSTNG SLAB ---- GALV.EVES DRIP ON(�1,11 POLYETHYLENE VINYL FASCIA AND TRIM WUL CC).kl:,.'A(-ILD FILL VAPOR BARM-:R AND MIN.6' 00 4'CONCREFE:-LAB W,6X6 10,;I() w.W.F. PERFORRATED VINYL SOFFIT 11-411 (2)2"x4"WD. PLATE 1/2" GYP WLBD. EXISTI GS B -jr C 4" STEP ---- ------------------- SYNTHETIC STUCCO SYSTEM -4 OVER AIR INFILT.BARRIER OVER 7/16" OSB SHEATHING,CONT.FROM BTTM. SLOPE - OF BTTM.PLATE TO TOP OF DBL. TOP PLATE L 00 A L 2rlx4" WD STUDS @ 16"O.C. co� R-13 BLOWN-IN INSULATION 20'-4t' 4" 3,000 PSI CONCRETE SLAB OVER 6 MIL VAPOR BARRIER OVER MIN CLEAN COMPACT SOIL TREATED FOR TERMITES P.T.2"x4"W/SIMPSON ANCHOR 48" O.C. W/6"X6", 10/10 W.W.M. 811 811 XSTNG SLAB W %,_ NEW SLAB _x_x_x X--fX—X— X_ _x_x_x I FOUNDATION PLAN SCALE: 1/4" F-0" 0 0 0 EPDXY XS'rNG SIDE 5/8 REBAR DOWEL FIN. GRADE JOIN XSTNG TO NEW 1-011 3/411 - 11-011 #5 CONT.REBAR 2 EA ONE STORY 4" CONC. SLAB W/6"X6", 10/10 W.W.M TYPICAL WALL SECTION �-I-x_x_x N 4" CONC. SLAB W/6"X6", 10/10 W.W.M. r 0 0 .006 MILL VISQUEEN X—X—X-----X----x .006 MILL VISQUEEN I-Off 00 r -STEP FOOTER 2-#5 REBAR 3/4to it—Off 1 1-011 MONO SLAB SHEET 3/411 - 11-011 OF LU ttj1A11JJ,�. X GENERAL NOTES 1. CODES USED: 2004 FLORIDA BUILDING CODE RESIDENTIAL ACI, NDS, APA AND ASCE-7-02. ALL LATEST EDITIONS USED. C4 Where "CONVENTIONAL STRAPPING" is shown in these plans, use: 2. ALL DESIGN, CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH APPLICABLE CODES AND AUTHORITIES HAVING Simpson SPH4/6 w/ (10) 10d nails each end for wall stud to top plate connections @ 16" O.C. 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 0. Z JURISDICTION OVER THE WORK. Simpson MSTA36 strapping w/ (26) 10d nails each end for second story wall stud connections @ 16" O.C. FIBERMESH SHALL BE ALLOWED IN LIEU OF WWF. MINIMUM FIBER LENGTH = 1/2-. PRIOR TO COMMENCING CONSTRUCTION. .00 Cn 3. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE 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. 2. SLAB THICKNESS IS 4", UNLESS NOTED OTHERWISE ON THE PLANS. SLAB SHOULD BE POURED OVER A 6 MIL. DETAILS SHALL GOVERN All conventional framing shall be SYP #2. Refer to truss shop drawings for truss details. Provide 1x4 purlin bracing above N, -,Jz I '. % 4. DETAILS FOUND WITHIN THESE DRAWINGS SHALL BE ASSUMED TO BE TYPICAL DETAILS FOR THIS JOB ONLY. VAPOR BARRIER AND THE SOIL SHOULD BE TREATED WITH TERMITE POISON PRIOR TO POURING. 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 wl (2) 6d nails at each truss. 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. 3. THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC MATERIAL, COHESIVE SOILS OR ANY 00 OTHER DELETRIOUS MATERIAL. SOIL MUST BE COMPACTED TO 95% MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR V_ A REPORT OF THE SUBSURFACE CONDITIONS. SOIL PREPARATIONS NOTED IN SAID REPORT SHALL BE FOLLOWED UNLESS MORE Attach headers to posts w/ (2) Simpson CS20 flat straps w/ (7) 10dxl.5" nails to header and (7) 10dxl.5" nails to post. TWO FEET BELOW THE BOTTOM OF THE FOOTING. CIO CN cl-A Notch headers under top plates and bear on jack studs or use Simpson HUC410 hanger w/ (8) 16d to wall (8) 16d to header. 00 DESIGN CODE: The 2004 Florida Building Code Residential(FBCR) 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 4. VERTICAL AND HORIZONTAL REINFORCEMENT WILL BE LAPPED FOR 48 BAR DIAMETERS OR 30", WHICHEVER IS GREATER. CD CN C5 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. 5. CORNER REINFORCEMENT SHALL BE LAPPED 30". n :�f 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. < CONSTRUCTION: Unprotected 1/2" anchor bolt or 1/2% 7" epoxy anchor shall be installed if header is greater than 5'-0". 6. REINFORCEMENT SHALL HAVE THE FOLLOWING COVER REQUIREMENTS; C� 0 BASIC WIND SPEED: 120 MPH 3" FOR CONCRETE CAST AND PERMANENTLY EXPOSED TO EARTH 1-1f I 0 rt�,,�[) 11111FIID51111m CTOR: 1.0 (Category 11 Building) 2" FOR CONCRETE EXPOSED TO EARTH AND WEATHER _J Threaded rod installation: 1 1/2- FOR CONCRETE NOT EXPOSED TO WEATHER OR EARTH FOR THE PRIMARY REINFORCEMENT. 0 LLj LL_ WIND EXPO RE: C Rods require a minimum length of (1) bar diameter into threaded rod coupler. �> 0 Qf INTERNAL PRESSURE COEF ICIENT: 0.5 artially en) The top nut shall be snug tight with an additional full turn of the nut to achieve full tension. 7. STEMWALL TO BE A MAXIMUM OF (6) COURSES TALL. CONTACT ENGINEER OF RECORD IF STEMWALL WILL EXCEED C:) 0 6 COURSES IN HEIGHT. < MAXIMUM DESIGN WIND PRESSURES (psf): LLJ Er LLJ < Opening Size (sf) Edge zones (6'-0" from outside corners) Interior Zone The maximum spacing of the anchor rods shall be as indicated on the drawings. The tolerance of rod placement shall be 6". The 8. STEMWALL AND MONOLITHIC FOOTINGS ARE INTERCHANGEABLE. ED M LL_ minimum rod embedment into the foundation shall be 7". CD F- 0 :E < < CN 0-20 +39.2 and (-)49.3 +39.2 and (-)41.7 9. WHERE THREADED RODS ARE EMBEDDED 12" INTO STEMWALLS, THE TOP TWO COURSES OF STEMWALL MUST BE FILLED. L.LJ 3�: [if 00 LJJ 21-50 +37.8 and (-)46.6 +37.8 and (-)40.3 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 clf Q I 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 _j < LLJ < 51-100 +36.0 and (-)43.0 +36.0 and (-)38.6 _J LLJ > 0 _J 00 +40 6" from joint provide Simpson SSP at joint. 0 LLJ LL_ >100 +40.3 and (-)34.7 .3 and (-)37.2 Provide 1st rod at a maximum of 8" of corner studs. N0 Z -4- n bm-wrn-d'bcr debri Pr-0 5iregiort,,�� ��Cture is located withi' CD 0 CD LLJ 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 SHEARWALL SHEATHING: - CD n a_ M 0 ceiling can not be considered for lateral bracing of the bottom chord of the truss. The lateral bracing shall be achieved by installing 1x4 Wall sheathing Exp. 1 APA rated sheathing or APA Structural 1-plywood or oriented strand borad: Span rating not less 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 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/ Eld common nails on 6"O.C. at supported edges & 112"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 wolls. V) > Attics without Storage: 10 psf ROOF SHEATHING AND DIAPHRAGM ATTACHMENT LLJ Elevated Floors 40 psf :�,:- n-,, Use 7/16" rated sheathing for asphalt shingles and 5/8 " rated sheathing for tile roofs fastened wl 8d nails 6" o.c edges, 6" o.c. intermediate. 0 Balconies 60 psf Deflection L/480 (carpet/wood) Roof sheathing Exp. 1 APA rated sheathing or APA Strutural 1 sheathing, plywood or oriented strand board: Span rating not less than Wall 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 LL_ Design Dead Loads: supports. End joints shall be staggered. Provide 2x4 blocking within 4' of gable endwalls. 0 LJ-J 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. D Bottom Chord 5 psf SUB-FLOORING (J� M Superimposed Floor Dead U) 0-- y Li Top Chord 15 psf (carpet/wood) 20 psf (tile) LLJ Z Bottom Chord 5 psf Sub1fooring and underlayment: subflooring, Exp. 1 tongue and groove, glued, APA rated sheathing or Sturdi-I-Floor, plywood or oriented D Deflection L/240 DL (carpet/wood) 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 Deflection L/360 DL (tile) LLJ CAST-IN-PLACE CONCRETE: shall have a minimum compressive strength of 2500 psi at 28 days. Floor sheathing panels shall be nailed to all wood supports and blocking with 10d nails at 6"o.c. along all ponel 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. net area compressive strength of 1900 psi when using Type M or S mortar (ASTM C 270). LLJ In accordance with ACI 530, the 1900 psi block in combination with Type M or S mortar provides a design compressNe Q0 strength (f'm) of 1500 psi. GROUT: The grout shall be in accordance with ASTM C 476 and shall have a maximum course aggregate size of 3/8 placed at an 8" to 11" slump and have a minimum specified compressive strength of 2000 psi at 28 days when tesbd in accordance with ASTM C 1019. Masonry construction shall be in accordance with FBC chapter 21 and in accordance with the Specifications for 1/2- THREADED ROD 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 RATED SHEATHING RATED SHEATHING 4-1/2 MIN. MONO FTGS. between lifts. (REFER TO GENERAL (REFER TO GENERAL 7" MIN. STEMWALL FTGS. NOTES ON SHEET S-1 NOTES ON SHEET S-1 TRUSS OR RAFTERS SILL PLATE REINFORCING STEEL: shall be ASTM A615, Grade 40 SEE PLAN. Steel Construction shall be in accordance with FBC chapter 22. (2) 2x4 PLATE NUT AND 3 x 3 x 1/8" WASHER (TYP.) STRUCTURAL STEEL: shall be ASTM A36. NUT AND WASHER SEE A4/S-5 (2) 2x PLATE-\ NUT AND WASHER SEE A4/S-5 STEEL PIPE AND STRUCTURAL TUBING: shall be ASTM A500 (Grade B) BEAM HEADER SEE PLAN WELDED WIRE FABRIC (WWF): shall be ASTM A185. I , .*,,, 7 --SIMPSON SSP 0 32" O,C, ANCHOR BOLTS AND THREADED RODS: shall be in accordance with ASTM A 307 or ASTM F 1554 Grade 36. OSB. OR CDX EPDXY IN 5/8" HOLE REQ'D AT OPENINGS OVER 6'-0" (2) 2x4TOP PLATE VAPOR BARRIER OVER OR ARCYLIC IN 9/16" HOLE A PLYWOOD. FASTEN TO L WASHERS: shall be in accordance with ASTM F 436 Grade 36. RATED SHEATHING L 11 (REFER TO GENERAL TRUSS OR CEILING JOIST 1/2 GYP. CEILING BD. U! U NUTS: shall be in accordance with ASTM A 563 Grade A Hex. NOTES ON SHEET S-1 ISEE ARCF 1/2 GYP. CEIL BOARD OR 5/8 GYP. '-4"- W/8d NAILS @ 12" OC. OR 5/8 " GYP. WALLBOARD ANCHORING ADHESIVE: shall be one of the following products (DUAL CARTRIDGE INSTALLATION ONLY): WALLBOARD P.T. POST OR FRAMED * Simpson Strong-tie Co., Product: Epoxy-Tie SET 1/2 " GYP. WALLBOARD COLUMN (SEE PLANS) VARIES HEADER-/ * Simpson Strong-tie Co., Product: Acrylic-Tie AT (SEE GENERAL NOTES FOR�� SHEATHING OVER - ,,--1/2 " GYP. WALLBOARD Roof Assemblies shall be in accordance with FBC chapter 15. 2x6 STUDS @ 16" O.C. TYPICAL HEADER & POST VAPOR BARRIER P�ER CONNECTIONS.) O.C\ Footings and foundations shall be in accordance with FBCR chapter 4. Soil compaction shall be in accordance with ASTM D 1557. HRU-BOLT 2x STUDS @ 16 .,--THRU-BOLT 1/2" THREADED-/ 2x4 JACK STUD (TYP.) Typical anchor bolts are only required at the following locations: .0 NOD (TYP.) (2) REQ'D FOR OPENINGS Spaced @ 6' o.c. at the exterior wall sill plate where the thru-bolt spacing is greater than 6' D.C. - \\-- -I)/'\-- OVER 6'-0" At the exterior wall sill plates where the thru-bolt is more than 12" from the end of the plate. J 1 11 1 Anchor bolts are not required at interior bearing wall sill plates. 41, (2) 2x4 FULL LENGTH (KING) Wood framing shall be in accordance with FBCR chapter 6 except as noted in these plans. 1/4" GAP BETWEEN P.T. 2x4 SILL PLATE FP.T. 2x- SILL PLATE COUPLER STUDS (TYP.) 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 SHEATHING & CONCRETE W S EAL w/ S EAL PERMITTED 1-11-06 REV.PI WIND E 4 ft lop and shall be face-nailed with (8) 12d sinkers. lug (TYP.) IF REQ'D. 12-28-05 P1 All wood framing shall be fabricated and installed per ALTC, TPI and National Design Specifications for Wood Construction. 4 DATE ISSUE/REVISION 44. All framing anchors and connectors noted on drawings shall be manufactured by Simpson Strong Tie or approved equal. We hereby expressly 2x4 SILL reserve the property All wood exposed to earth, weather or in contact with masonry, concrete shall be pressure treated. =4 4 PLATE 0 9 rights to this drawing 4 ' and it is not to be Fastening subject to moisture shall be hot dipped galvanized to ASTM153-80. 11/t reproduced, copied in The Pre-fabricated structural wood trusses manufacturer shall provide signed and sealed shop drawings registered by BRG. STEPDOWN FTG. any format or manner 4 whatsoever without first truss manufacturer's engineer for approval. Design criteria shall be listed and include the rated load capacity of the (SEE DETAIL) 4A ' obtaining our express truss to truss connectors, and manufacturer's license to fabricate trusses utlizing the connection system proposed. The ------------ written permission and contractor shall approve fabrication and installation drawings indicating size, shape and layout. SCALEF consent. DRAWN BY: CHECKED BY: Bracing of trusses during erection installation shall comply with TPI HIB 91. TYPICAL WALL SECTION 131 WALL SECTION 132 WALL ELEVATION 133 RAW GMH All pre-fabricated wood trusses shall be fastened to their supporting walls or beams with clips or anchors as indicated SCALE: 1 /2' 1 '-0 @ PORCHES SCALE: 1 /2"=V-0" @ OPENING AE JOB NUMBER on the plans. SCALE: 1 /2"=V-0" The nut at the double top plate shall receive a final tightening after the roof system is installed. 4" CONCRETE SLAB See stud schedule for exterior load bearing stud size and spacing. #5 CONTINU OIUS w/ 30" MIN LAP Z /-4" CONCRETE SLA13 -4" CONCRETE SLAB All gable end walls shall be balloon framed or braced per detail. BEND AROUND CORNERS n (TOP OF MAIN HOUSE FLOOR) 8" CMU GROUTED CELLS a- # 5 VERTICAL 0 4'-0- O.0 LU GENERAL Use SYP #2 for top plates and PT SYP#2 for sill plates. W/ 6" HOOK INTO FTG. 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', AND 12" HOOK INTO SLAB NOTES (2) #5 CONT. w/ 30* MIN LAP DETAILS w/ (1) screw within 4" of each side of plate breaks at bearing walls adn 48" o.c. non bearing walls. BEND AROUND CORNERS 4 A (2) #5 CONTINUOUS w/ 25" MIN LAP M AROUND CORNERS 00 ;//ZI4' CONCRETE SLAB BEI 0; Header studs and cripples shall be nailed at Co.c. w/ 12d nails (.131x3" staggered). -8- A (2) #5 CONT. w/ 6" 10 �011 NG Orf ICt A (2) #5 CONTINUOUS w/ 30" MIN LAP 1"-4 30" MIN LAP J�& All windows and doors shall be designed per component and cladding pressures indicated on these drawings. BENDAROUND CORNERS ONE STORY _4 TWO STORIES STEMWALL OR MONOLITHIC FOOTING SECTION THRU SLAB AT INTERIOR SLAB : THICKENED EDGE S - 1 C;(' BRG. WALL: D E P R E�LQN I SHEET NUMBER .Al F- 1 -;r.Al F: 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 PLANS AND RECOMMENDS THAT OWNER SUBMITS THESE STRUCTURAL PLANS TO THE ARCHITECT FOR APPROVAL OF Lq z DIMENSIONING PRIOR TO CONSTRUCTION. 2x1O CEILING JOISTS 0 24"O.C. MAX. rk k 1�4- - �-11, - 0- C% 5 Er PROVIDE (1)MSTA1 I-AJ Ln 2 2'-31 2 FLAT STRAP EA.END OF HEADER.TYP.U.O.N. 12'-10" SW-3 (2)2x8 SW-3 S INDICATES )z SW-3 W-k Z Z Z Z z z z -- --------7M ---------- < z z Z z z E z THRU BOLT. P:RQVI LE ( f 7F T TYP. 0 f PROVI E (2)M FS20 PROVIDE (2)MSTA24 :j I I FLAT PS EA.END V) 7T FLAT STRAPS EA.END OF LVL. I SW-3 DENOTES SHEARWALL T- DRILL & EPDXY GROUT OF HEADER. SEE GENERAL NOTES S-1 FOR ADDIL 00 #5x2'-O" LONG 0 4'-0" OC. 2x10 ILING JOISTS NAILING PATTERN SHEARWALL FULL SPACING INTO EXISTING 21' 1 1 1 CONCRETE @ OC. AX. HEIGHT. co CD 6" MIN. EMBED. C114 4" CONIC. SLAB REINF. W/ WWF 6x6- NO. 10 OR ->j -j < z > C) 0 FIBERMESH REINF. OVER TYP. -i i 6 MIL. VAPOR BARRIER CD '-t c3 E OVER CLEAN COMPACTED U.O.N. I a) :z 0 00 X N TREATED FILL. LLj Lt- 04 ;7,- Of < :D LLJ O:f LLj < POST --ROM ED M OVE. F- STRAP TO LV < < 0 PROVI E MIN. PLY w/(2)1 ISTAII 5 FLAT SIRAPS LLJ 3: 00 4" BUILT UP CO UNDE� [If I EA.EN OF L. < LLJ 0 LLJ > -j 00 L U Ld CN 3 11 ;3 ; CD 0 0 LLJ SW F SW-3 CD ro CL 0) ?A2 2x8 (2)MTS12 STRAPS $1,LING *ISTS I I 1 1:1 0 OC. VAX. I I 111 0 BEAM TO WALL 1 11:100 CONNECTION TYP. 04 X 1'-4"xl'-4" THK. - I C-4 TURNDOWN EDGE 00 LLJ W/2-#5 CONT. Cn W 1-7 1 2�2',x 12 �12 ----------- J_j2j? ---L 0 --------------- \- PROVIDE PT.44" POST ILL. TYP. 0 PORCH. PROVIDE PT.4x4" POST (2)MSTA15 STRAPS TYP. 3-PL'S :e W/ABU44 POST BASE. 0 POST TO BEAM V) C-) TYP. 3-PL'S CONNECTION TYP. Z) C-) 20'-4" V) M Provide SPF#2 2x6 studs 0 16"o.c. for all Exterior load bearing walls Ix W & SPF#2 2x4 studs @ 16" oc. for int. load bearing walls, and shear walls. W z SPF#2 2x4 @ 24"oc. for all non load bearing walls. 0 X __j W M z FO LINDA TION PLAN 0 FIRS T FL 0 OR TIE D 0 WN CEIL ING JOIS T PL A N W )) I W (DSCALE. 114 1 -opt X T- NOTES: (DSCALE. 3116" = l '-O" Q0 1. REFER TO ARCH.FLOOR PLAN FOR WALL LOCATIONS & DIMS. NOTES: 2. REFER TO SHEET NO. S-1 FOR FOOTING SECTIONS AND DETAILS 3. FOOTINGS AND FOUNDATIONS SHALL BE IN ACCORDANCE WITH 1. ALL EXTERIOR WALLS ARE SHEARWALLS. FBCR CHAPTER 4 2. SEE SHEET S-1 FOR GENERAL NOTES. 4. A SOILS INVESTIGATION REPORT IS RECOMMENDED TO VERIFY 3. REFER TO ARCH. FLR. PLANS FOR EXACT WALL LOCATIONS & DETAILS. SUITABLE SUBSURFACE CONDITIONS 4. SEE GENERAL NOTES SHEET S-1 FOR POST TO BEAM CONNECT U.O.N. 5. ASSUMED ALLOWABLE SOIL BEARING CAPACITY= 2,500 PSF 6. MONOLITHIC FOOTINGS MAYBE SUBSTITUTED IN LIEU OF STEMWALL FOOTINGS. Ott 2 8 RAFTERS @ 24"O.C. U.O.N. xi CONNECT TO TOP PLATE W/SIMPSON (2)H2.5A CLIPS TYP.U.O.N. PROVIDE 2x6 COLAR TIES IN UPPER (2) CRIPPLE STUDS DIRECTLY OVER 113 OF SPAN - NAIL TO RAFTER W/ INTERMIDIATE JACK STUDS W/SIMPSON (4).1310" NAILS.U.O.N. RSP4 (2) T&B TYP. I ROOF FRAMING NOTES WOOD TRUSSES @ z ---- ---- -- I Ol 1. ALL CONVENTIONAL FRAMING SHALL BE No-2 OR BT. SYP 2. FASTEN ALL RAFTERS TO PLATES W/SIMPSON H8 CLIPS, EQUAL SPACING TYP. r I j III W/(5)10dxll" NAILS EA.END FOR SPANS UP TO 10'-0". -41! 2 3. FASTEN ALL RAFTERS TO PLATES W/SIMPSON MTS12 TWIST STRAP W/(7)10dxll" NAILS EA.END FOR SPANS UP TO 20'-0'. -REQ'D TRUSS CONN. NOT (2) 2x CONT. 4. FASTEN ALL RAFTERS @ RIDGES W/COLLAR TIES. FACE NAIL WOOD PLATE. SHOWN FOR CLARITY. COLLAR TIES TO RAFTERS W/(5).13lx3lN NAILS. 4 5. FASTEN ALL JACK RAFTERS TO HIPS & VALLEYS W/(4).13lx3-1" TOE NAILS. 4 T: 12-28 6. ALL RIDGES HIPS & VALLEYS SHALL BE (1)NOMINAL SIZE LARGER SIMPSON RSP4 STUD THAN ADJOINING RAFTERS.(U.O.N.) DATE ISSUE/REVISION CRIPPLE STUDS TIE T&B. 7. FASTEN RAFTERS TO CEILING JOISTS W/(4).13lx3-1- NAILS. 4 We hereby expressly @16" D.C. 8. FASTEN RAFTERS & CEILING JOISTS TO TOP PLATES W/(3).13lx3-1" TOENAILS. 4 ki reserve the property 9. FASTEN ALL HIPS & VALLEYS TO PLATES W/(2)SIMPSON MTS12 TWIST STRAPS rights to this drawing 11" NAILS EA.END OF STRAP. and it is not to be (2)2xl 2 W/-!" PLYWOOD W/(7)1 OdX 2 repro uce , copied in 2 any format or manner W/8d NAILS STAGGERED ------2x PLATE. whatsoever without first @ 12" OC. T&B. OPENING OPENING OPENING obtaining our express I (2)2xgO RIDGE I F2)2-W POST written permission and (3) KING STUDS. TO CEILING JOIST consent. BELOW. 1"0 THREADED DRAWN BY: CHECKED BY: 2 ROD SYSTEM. RAW GMH __----(2) JACK STUDS. AE JOB NUMBER I-A----I N�--- ------ STUD WALL 1 1 C31 ROOFRAFTER FRAMING PLAN I z 0 E: -,7-- );ELOI Li OUNDATION EE ANCHORAGE DETAILS (DSCALE. 3116" 1 A4/S-5 FOR EMBED. NOTES: FRAMING HH11 7-7 1. ALL EXTERIOR WALLS ARE SHEARWALLS. I1zS PLANS F.1%N 111 2. SEE SHEET S-1 FOR GENERAL NOTES. 4----41----- 3. REFE 4. SEE GENERAL NOTES SHEET S-1 FOR POST TO BEAM CONNECT U.O.N. R TO ARCH. FLR. PLANS FOR EXACT WALL LOCATIONS & DETAILS. SEE A4/S-5 TI E T&B. TYP. SILL PLATE ADDITIONAL EPDXY ANCHORS SIMPSON RSP4 STUD PROVIDE PT.4x4" POST TYP. 3-PL'S " GANG OPENING HOLDOWN DETAIL S - 2 AlSHEET NUMBER SCALE: N-T-s-