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1617 Linkside Drive - DRAWINGS LJZ Lv GENERAL NOTES 1. CODES USED: 2004 FLORIDA BUILDING CODE RESIDENTIAL ACI, NDS, APA AND ASCE-7-02. ALL LATEST EDITIONS USED. • S1 . N 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: 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 JURISDICTION OVER THE WORK. FIBERMESH SHALL BE ALLOWED IN LIEU OF WWF. MINIMUM FIBER LENGTH = 1/2". Q . 3. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO COMMENCING CONSTRUCTION. Simpson MSTA36 strapping w/ (26) 10d nails each end for second story wall stud connections ® 16 O.C. z Simpson SPH4/6 w/ (10) 10d nails to stud and (6) 10d nails to sill plate 0 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 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. OTHER DELETRIOUS MATERIAL. SOIL MUST BE COMPACTED TO 95% MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR 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) 10dx1.5" nails to header and (7) 10dx1.5" nails to post. TWO FEET BELOW THE BOTTOM OF THE FOOTING. � N 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. 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. � Z 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. n OCCUPANCY: Residentail Group R-3 (One- and Two-Family Dwellings) 5. CORNER REINFORCEMENT SHALL BE LAPPED 30". Z C CONSTRUCTION: Unprotected 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. p O 1/2" anchor bolt or 1/2"x 7" epoxy anchor shall be installed if header is greater than 5'-0". 6. REINFORCEMENT SHALL HAVE THE FOLLOWING COVER REQUIREMENTS; Lj Of Q BASIC WIND SPEED: 120 MPH 3" FOR CONCRETE CAST AND PERMANENTLY EXPOSED TO EARTH Z ON WIND IMPORTANCE FACTOR: 1.0 (Category II Building) 2" FOR CONCRETE EXPOSED TO EARTH AND WEATHER w � [if Threaded rod installation: 1 1/2" FOR CONCRETE NOT EXPOSED TO WEATHER OR EARTH FOR THE PRIMARY REINFORCEMENT. O > O 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: f 0.55 (Partially open) 7. STEMWALL TO BE A MAXIMUM OF (6) COURSES TALL. CONTACT ENGINEER OF RECORD IF STEMWALL WILL EXCEED LLLJ O U MAXIMUM DESIGN WIND PRESSURES (psf): The top nut shall be snug tight with an additional full turn of the nut to achieve full tension. 6 COURSES IN HEIGHT. w W Q M Li- Opening Size (sf) Zone 5/Edge zones (6'-0" from outside corners) Zone4/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 B. STEMWALL AND MONOLITHIC FOOTINGS ARE INTERCHANGEABLE. 0 F- dam- 0 minimum rod embedment into the foundation shall be 7N. Z Q Q N O 00 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. w Of 0p Q J 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 Q LLJ 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 =� J 00 U 51-100 +24.1 and (-)28.8 +24.1 and (-)25.8 " = U LLJ N LL 6 from joint provide Simpson SSP at joint. � I � >100 +23.2 and (-)27.0 +23.2 and (-)24.9 Z -�dOf LLJ Proposed Structure is located within the wind borne debris region, Provide 1st rod at a maximum of 8" of corner studs. 0 o CL m U 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 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 Simpson TSB2-24 w/ (2)10dx 1 1/2" nails in each truss at specified spacing. 32/16 and not less than 7/16"/ �� " 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. LL_I 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. V) Attics without storage: 10 psf ROOF SHEATHING AND DIAPHRAGM ATTACHMENT Elevated Floors 40 psf 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. = 0 _l 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 O L1J Design Dead Loads: supports. End joints shall be staggered. Provide 2x4 blocking within 4' of gable endwalls. j = 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 U Q Top Chord 7 psf (shingles) 15 psf (tile) 3" o.c. at panel edges 4' from gable end walls. LJ Bottom Chord 5psf Superimposed Floor Dead SUB-FLOORING x y m Top Chord 15 psf (carpet/wood) 20 psf (tile) Lit Z Bottom Chord 5 psf M: Z 0 Deflection L/240 DL (carpet/wood) Sublfooring and underlayment: subflooring, Exp. 1 tongue and groove, glued, APA rated sheathing or Sturdi-I-Floor, plywood or oriented (- 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". IX _J W 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 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. W 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. NOTES ON SHEET S-1 NOTES ON SHEET S-1 ) TRUSS OR RAFTERS REINFORCING STEEL: shall be ASTM A615, Grade 40 ) 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. ANCHOR BOLTS AND THREADED RODS: shall be in accordance with ASTM A 307 or ASTM F 1554 Grade 36. EPDXY IN 5/8- HOLE REQ'D AT OPENINGS OVER 6'-0" (2) 2x4TOP PLATE VAPOR BARRIER OVER 16" OSB. OR 8" CDX OR ARCYLIC IN 9/16" HOLE 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 ARC NOTES ON SHEET S-1 1/2 - GYP. CEIL BOARD OR 5/8 GYP. TRUSS OR CEILING �� OC.JOIST OR /5 8 " GYP. WALLBOARD ) --�--1 -4 ANCHORING ADHESIVE: shall be one of the following products (DUAL CARTRIDGE INSTALLATION ONLY): WALLBOARD W/8d NAILS ® 12 * Simpson Strong-tie Co., Product: Epoxy-Tie SET 1/2 „ GYP. WALLBOARD COLUMN (SEE PLANS)P.T. POST OR FRAMED 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 0 16" O.C. TYPICAL HEADER & POST VAPOR BARRIER OVER CONNECTIONS.) 2x STUDS 0 16" O.C. 2x4 JACK STUD (NP.) Footings and foundations shall be in accordance with FBCR chapter 4. Soil compaction shall be in accordance with ASTM D 1557. THRU-BOLT THRU-BOLT 1/2" THREADED (2) REQ'D FOR OPENINGS Typical anchor bolts are only required at the following locations: ROD (TYP.) OVER 6'-0" Spaced 0 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. Anchor bolts are not required at interior bearing wall sill plates. � �\! � 1 (2) 2x4 FULL LENGTH (KING) � P.T. 2x_ SILL PLATE COUPLER STUDS (NP.) 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 w/ SEAL 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 (TYP.) IF REQ'D. 4 ft lap and shall be face-nailed with (8) 12d sinkers. 12-28-05 PI All wood framing shall be fabricated and installed per ALTC, TPI and National Design Specifications for Wood Construction. DATE ISSUE/REVISION 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 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 • <- any format or manner The Pre-fabricated structural wood trusses manufacturer shall provide signed and sealed shop drawings registered by BRG. STEPDOWN FTG. ' whatsoever without first truss manufacturer's engineer for approval. Design criteria shall be listed and include the rated load capacity of the (SEE DETAIL) • ' •° obtaining our express •° , ° . written permission and truss to truss connectors, and manufacturers license to fabricate 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 B WALL SECTION @ PORCHES WALL ELEVATION RAW GMH B 2 @ OPENING B 3 All pre-fabricated wood trusses shall be fastened to their supporting walls or beams with clips or anchors as indicated SCALE: 1 /2"=V-0" AE JOB NUMBER on the plans. SCALE: 1 2"=1 '-0" 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. 4" CONCRETE SLAB #5 CONTINUOUS 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) GENERAL 8" CMU GROUTED CELLS CL j Use SYP #2 for top plates and PT SYP#2 for sill plates. # 5 VERTICAL o 4'-0' o.c w w/ 6" HOOK INTO FTG. _ NOTES & ° AND 12" Attach base plates to slab with Simpson 1/4"x4 1/2" Titen screws at 32"o.c. up to 10' wall, " p r (2) 5 CONT. w�30" MING LAP ° - j }} DETAILS 16 o.c. u to 16 I i w/ (1) screw within 4" of each side of plate breaks at bearing walls adn 48" o.c. non bearing walls. BEND AROUND CORNERS _ (2) #5 CONTINUOUS w/ 25" MIN LAP „• oo 4" CONCRETE SLAB BEND AROUND CORNERS Header studs and cripples shall be nailed at 6"o.c. w/ 12d nails (.131x3" staggered). 1 -8 _i ° (2) #5 CONT. w/ 6 10 (2) #5 CONTINUOUS w/ 30" MIN LAP 1'-4" 30" MIN LAP All windows and doors shall be designed per component and cladding pressures indicated on these drawings. BEND AROUND CORNERS 10 1'-O" ONE STORY 1'-4" TWO STORIES S - 1 STEMWALL OR MONOLITHIC FOOTING SECTION THRU SLAB AT INTERIOR A2 SLAB: THICKENED EDGE A3 A l BRG. WALL: DEPREqQLQN 1 SCALEo 1 19"=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 PLANS AND RECOMMENDS THAT OWNER SUBMITS THESE STRUCTURAL PLANS TO THE ARCHITECT FOR APPROVAL OF DIMENSIONING PRIOR TO CONSTRUCTION. 2X10 CEILING JOISTS ® 24»O.C. MAX. 1,> PROVIDE (1)MSTA15 „ 22'-32 FLAT STRAP EA.END �� _"' OF HEADER.TYP.U.O.N. 12'-10" SW-3 (2)2x SW-3 SW- INDICATES -�= __ _ _ __ _ _ __ _ _ __ ------_=_- ________=_== THRU BOLT. z t TYP. , ( ) . •`P PROVI E 2 20 PROVIDE (2)MSTA24 FLAT PS EA.END I I FLAT STRAPS EA.END II I I I I III I OF LVL. I I I I iii SW-3 DENOTES SHEARWALL 00 DRILL & EPDXY GROUT I I I OF HEADER. iii 1 1 1 111 1 I 1 1 I 1 iii SEE GENERAL NOTES S-1 FOR ADD'L #5x2'-0" LONG ® 4'-0" OC. I iii I ( I I III (2x102C ILIN JOI TS I I IIII NAILING PATTERN SHEARWALL FULL N SPACING INTO EXISTING � I I I iii HEIGHT. 00 ICD CONCRETE iii I I I I I11 I I I I I I CV O 6" MIN. EMBED. I I Al i iii to Z 4" CONC. SLAB REINF. W/ S_1 iii I I I I III I I I I I I Q z II WWF 6x6- NO. 10 OR I I nl I I I I -� III I I I I I I B1 C) O I I 1RM ESH IR I 6MILVAPOR BARRIERU.O.N. o > I I z O OVER CLEAN COMPACTED N X iii I ( I I C" III I I I I I I M I TREATED FILL. I MI�I I I I I I 1 nl� III I I I I I I 3,: 0 > O IIIII I I I I X 111 I I I I I I N Q I I III I 1 I I III I I I 1 I I '� L w III 1 1 I 1 1 I I I CO POST ROM VE. Z Q Q C-4 O III STRAP TO LV . I I I i i � w PROVI E MIN. 3) PLY w/(2) STA15 FLATS RAPS W [If I I ,� I nl I 111 I I I I iii Lj > 4 i�l 1 BUILT UP CO . UNDE 111 I I I I 1 1 iii J w > p U I I EA.ENII OF L = CO U W I I ( I C Of = 0 0- C===T=== == == �=--_ 1 (3rn SWL3I ISW-3 1I 1 I iiiA2 (2)MTS12 STRAPS2x8 CEILING �ISTS II @ 2 " OCAX. ® BEAM TO WALL I I I I I I I I I I �:I!c(3 CONNECTION TYP. I ' -- - - _-- ---- ---- ---- ---- J -- �I III�Iib 1'-4"xl'-4" THKW Co TURNDOWN EDGE W/2-#5 CONT. -_ -- \/ W I 2)2X12 =__--- (2) 12 - ===-074 __-_-_---=---X12 -- - II -- --- - --- - II B2 PROVIDE PT.4x4" POST p LL. II A3 PROVIDE PT.4x4 POST I I I ' (2)MSTA15 STRAPS TYP. 3-PL'S W Z I S-1 TYP. ® PORCH. W ABU44 POST BASE. i ' I ' ® POST TO BEAM s-1 Q U TYP. 3-PL'S I I I I CONNECTION TYP. U II (�1 II I 20 -4 I I I I Provide SPF# W Z 2 2x6 studs ® 16"o.c. for all Exterior load bearing walls y W II I & SPF#2 2x4 studs ® 16" oc, for int. load bearing walls, and shear walls. _ I SPF#2 2x4 ® 24"oc. for all non load bearing walls. ~O m Z N I II II FDUNDA TION PLA F/RST FL0OR TIED0WN- CE/L/NG JD/ST PLAN 10 W w _ I SCALE: 114" = l '-O" � I _ � L Jj --__ � SCALE: 3/16 = 1 -0 Of LO - (D -- - NOTES: 1. REFER TO ARCH.FLOOR PLAN FOR WALL LOCATIONS & DIMS. NOTES: 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. -- -- -- -- -- -- -- _ -- -- _ _ _ -- _ _ " ROOF FRAMING NOTES - -- -_ - _ - - -- _- - -_ _-_ r _�_ _ , I WOOD TRUSSES ®0 1 1 I I ' r I 1 ' 1. ALL CONVENTIONAL FRAMING SHALL BE No.2 OR BT. SYP EQUAL SPACING 2. FASTEN ALL RAFTERS TO PLATES W/SIMPSON H8 CLIPS, III I I iii I I I I 1 I III I W/(5)10dxl �„ NAILS EA.END FOR SPANS UP TO 10'-0". I I I 1 I I ..I�!.-,III 3. FASTEN ALL RAFTERS TO PLATES W/SIMPSON MTS12 TWIST STRAP III 1 I 1 1 I I I I iii 1 W/(7)10dx12" NAILS EA.END FOR SPANS UP TO 20'-O". I I __ - 4. FASTEN ALL RAFTERS ® RIDGES W/COLLAR TIES. FACE NAIL (2) 2x CONT. REQD TRUSS CONN. NOT I III I I I I I I ' 1 1 WOOD PLATE. SHOWN FOR CLARITY. iii I 1 1 I I I I 1 COLLAR TIES TO RAFTERS W/(5).13101" NAILS. 5. FASTEN ALL JACK RAFTERS TO HIPS & VALLEYS W/(4).131x34" TOE NAILS. 12-28-05 PI I iii I I I I I 1 �Q 6. ALL RIDGES ,HIPS & VALLEYS SHALL BE (1)NOMINAL SIZE LARGER III 1 1 1 1 I 'I,/� 1 THAN ADJOINING RAFTERS.(U.O.N.) DATE ISSUE/REVISION SIMPSON RSP4 STUD I iii 1 I 1 I i j �__ __ __ - I 7. FASTEN RAFTERS TO CEILING JOISTS W/(4).131 x34" NAILS. CRIPPLE STUDS TIE T&B. I iii We hereby expressly B. FASTEN RAFTERS & CEILING JOISTS TO TOP PLATES W/(3).131x34" TOENAILS. reserve the property ®16" O.C. I iii I I I I ,/ III 1 I I 1 �1 i 1 9. FASTEN ALL HIPS & VALLEYS TO PLATES W/(2)SIMPSON MTS12 TWIST STRAPS rights to this drawing �» W 7 10dxll" NAILS EA.END OF STRAP. and it is not to be /( ) 2 reproduced, copied in (2)2x12 W/2 PLYWOOD ' III I I I I I y W 8d NAILS STAGGERED an format it manner / 2x PLATE. ' III ® 12" OC. T&B. OPENING OPENING OPENING __ __ __ __ "' __ __ __ -_ __ whatsoever without first -_lu-4_- -- _+ I obtaining our express III1 (2)2xA0 RIDGE I (2)2x4 POST 1 written permission and (3) KING STUDS. i `� iii I I I I `• consent. TO CELING JOIST ill I \ III BELOW. III DRAWN BY: CHECKED BY: ED 10 2ROD SYSTEM I AE JOB NUMBER � IIIA- RAW GMH (2) JACK STUDS. - ----- ------ STUD WALL--,,,,,, \ ; d I \�?� ;;; ROOFRAFTER FRAM/NG PLAN � = -0" FOUND ATI ON SCALE: 316" 1 ' & / SEE ANCHORAGE DETAILS A4/S-5 FOR EMBED. -_ -- -- -- _- -- _- I I 1 I ' 1 i 1 ` _ui-1 NOTES.. FRAMING 1. ALL EXTERIOR WALLS ARE SHEARWALLS. PLANS 2. SEE SHEET S-1 FOR GENERAL NOTES. II I I 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. SILL PLATE ADDITIONAL -5 TIE ANCHORS SIMPSON TIE T&B. RSP4 STUD ' I - -- I � SEE / I II I T II I I 1 PROVIDE PT.4X4" POST I I I I I TYP. 3-PL'S S - 2 GANG OPENING HOLDOWN DETAIL I A l I II I I II I SHEEP NUMBER Tj------ 6 PLATE PLATE / ------------ --------- C II EXISTING 1 ------------------ 2650 2650 Q ' I I 3060 SH II I :. • U k. F.F. EXISTING sTUcco -------- ------ 3 F. - ---------------�1------------------------------------------ STUCCO ADDITION _ A A ROOF PLAN SCALE: 1/8" = 1'-0" REAR ELEVATION SCALE: 1/4" = 1'-0" 0 �£6 i O IL L PLATE ----------- EXISTING STUCCO STUCCO ... . F.F. ADDITION SIDE ELEVATIOTT SCALE: 1/4" = P-0" I � 612 EXISTING E--� L • PLATE I �. L - ------- ------ - 10501 IXEll 1050 F1Y-17D :1 EXISTING :... I STUCCO F.F. _------ STUCCO AllDI`l'IUN •. SHEET SIDE ELEVATION SCALE: 1/4" = 1'-0" OF z 0 22'-0" Q 6'-0" 10'-0" 6-0" V a 501 FIXED 501 FIXED 3 C? II r---------------------------------------------------------------------- 2'_0� ✓� Q L-L 13 i R - 10, 191 N z 1:3: PROPOSED SUNROOM X E'- ' 396 SF HEATED Q I I i ,K STEP CEILING i o Ll rT1 z A W x r5 LIVING ROOM KITCHEN BREAKFAST q� w , z , �Q � I;Ii I;3. O 9'CEILING T CEILING 9'CEILING �n p U 1 n O°F �, iv o0 axp xt I R �Z j EXISTING HOUSE ZI I4 ENTRY 1647 SF IMAXED Ll rrL----------------------------------------------------------------------j � . ------------,�--------------- 1.1. _---_ —__�- N R s M $ 6068 SGD 3060 SH--,3060 SI-I 3060 SH I I X , ' I T� GREAT ROOM , � 5'4 -0,. 6,_4, T-4�" 3 3'-11" I M I i I 9'CEILING I O i \ I LAUNDRY IiA'C11 \ ------ 8'.CEILING 8'CEILIN(i 2'-0" ---------------------------- - -- PROPOSED CUVEREll PURCI.1 180 SF HEATED I w 9'CEILING --- ————————————— --------------- \ F 2'-6" 8'-7" MASTER BEDROOM GARAGESTUCCO COLUMNS BEDROOM#3 BEDROOM 42 9'CEILING FRAME W. 2X8 MASTER BKITI 8'CEILING 8'CEILING 8'CEILING 8'CEILING 0 FLOOR PLAN Q SCALE: 1/4" = 1'-0" n I1 �lO`✓ CEILING FAN/LIGHT COMBO TELEPHONE RECEPTACLE CABLE CONNECTION R RECESSED LIGHT ALL WALLS DRAWN AT 3.5" SHEET F FLOOD LIGHT SINGLE POLE SWITCH 2 3 OF - o 1)1-011 A R-30 BATT INSULATION W/BAFFLES SAME LEVEL FIBERGLASS SHINGLES OVER#30 FELT I OVER 7/16 OSB DECKING I I I z I O I I PRE-FAB MFG. TRUSSES I I Q I 24" OC 5/8 REBAR DOV4'E],S W. EPDXY II SE'f INTO XSTNG SLAB I � j I A ---- _ GALV.EVES DRIP I I 3 �- I POLYETHYLENE ON li- 4"CONCRETE:-LAB W%6X610i10 w.W.F. A9 POLYETHYLENEVINYL FASCIA AND TRIM I O VAPOR BARM-:R AND MIN.6" I00 WULCOb1i?A< ILD FILL – I PERFORRATED VINYL SOFFIT d I I p Q I I i 1'-4" I N (2)2"x4"WD. PLATE I � I I W B I •�,.q 1/2" GYP WLBD. I ' EXISTINGS B _ _ 1 x w 4" STEP r------------------------------- -----------� a SYNTHETIC STUCCO SYSTEM I I o OVER AIR INFILT.BARRIER OVER 7/16" OSB SHEATHING CONT.FROM BTTM. O SLOPE OF BTTM.PLATE TO TOP OF DBL. TOP PLATE L---1 I 00 I I A I I I 2"x4" WD STUDS @ 16"O.C. R-13 BLOWN-IN INSULATION ^co�^ �.J M� W 4" 3,000 PSI CONCRETE SLAB OVER 2U'-4" 6 MIL VAPOR BARRIER OVER MIN CLEAN COMPACT SOIL TREATED W FOR TERMITES P.T.2"x4"W/SIMPSON ANCHOR @ 48" O.C. _ W/6"X6'1, 10/10 W.W.M. 811 8" XSTNG SLAB NEW SLABx—x xx—x—x—x—x— _X-x_x x_ FOUNDATION PLAN SCALE: 1/4" = F-0" 0 0 _ O EPDXY XS'TNG SIDE 5/8 REBAR DOWEL ,--, i JOIN XSTNG TO NEW FIN. GRADE 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 A Q x-x-x-x-x � 4" CONC. SLAB W/6"X6", 10/10 W.W.M. d' O 0 .006 MILL VISQUEEN O � x—x—x—x x�c—x—x O � � .006 MILL VISQUEEN p - 1'-0" - 00 STEP FOOTER 2-#5 REBAR - 3/4" - 1'-0" 11 1 -0 MONO SLAB SHEET 3/411 - 1'-0t' OF a Lti►►►►►►ic,,,. GENERAL NOTES X t 1. CODES USED: 2004 FLORIDA BUILDING CODE RESIDENTIAL ACI, NDS, APA AND ASCE-7-02. ALL LATEST EDITIONS USED. -'' ••`, � N / _• • 1! �N 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-Y= M� 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 �• e 't . �Z JURISDICTION OVER THE WORK. 3. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO COMMENCING CONSTRUCTION. 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". '.F-� in • , w W 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. 5�, t .` 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 2. SLAB THICKNESS IS 4", UNLESS NOTED OTHERWISE ON THE PLANS. SLAB SHOULD BE POURED OVER A 6 MIL. •'•.. .00 • `,� VAPOR BARRIER AND THE SOIL SHOULD BE TREATED WITH TERMITE POISON PRIOR TO POURING. � j s '; ( � % 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. Provide solid blocking at roof sheathing joints in the first two rafter or truss spaces from able ends. 3. THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC MATERIAL, COHESIVE SOILS OR ANY 5. SUBSURFACE SOIL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN. THE OWNER SHALL PROVIDE TO THE CONTRACTOR 9 9 1 P 9 OTHER DELETRIOUS MATERIAL. SOIL MUST BE COMPACTED TO 95% MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR -- 00 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) 10dx1.5" nails to header and (7) 10dx1.5" nails to post. TWO FEET BELOW THE BOTTOM OF THE FOOTING. co N N 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 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. DESIGN CODE: The 2004 Florida Building Code Residential(FBCR) P / P P / ( ) / 9 ( ) P ON o 5. CORNER REINFORCEMENT SHALL BE LAPPED 30". 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. n Z 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 O CONSTRUCTION: Unprotected 1/2" anchor bolt or 1/2%x 7" epoxy anchor shall be installed if header is greater than 5'-0". 6. REINFORCEMENT SHALL HAVE THE FOLLOWING COVER REQUIREMENTS; BASIC WIND SPEED: 120 MPH 3" FOR CONCRETE CAST AND PERMANENTLY EXPOSED TO EARTH U 1 I ~Q N 2" FOR CONCRETE EXPOSED TO EARTH AND WEATHER Z O IND I RTANC ACTOR: 1.0 (Category II Building) Threaded rod installation: 1 1/2" FOR CONCRETE NOT EXPOSED TO WEATHER OR EARTH FOR THE PRIMARY REINFORCEMENT. w LL WIND EXPO RE: C Rods require a minimum length of (1) bar diameter into threaded rod coupler. U > O Qf INTERNAL PRESSURE COEF ICIENT: t 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 w p U MAXIMUM DESIGN WIND PRESSURES (psf): 6 COURSES IN HEIGHT. Er La w LJ Q 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. Z ED m LL_ minimum rod embedment into the foundation shall be 7". O 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. W � � ONO 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 O 51-100 +36.0 and (-)43.0 +36.0 and (-)38.6 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 W j O U >100 +40.3 and (-)34.7 +40.3 and (-)37.2 6 from joint provide Simpson SSP at joint. = U w LL_ Pro cture is located within bor debri gio , Provide 1st rod at a maximum of 8" of corner studs. Z l ~ d as a partially enclosed structure. Therefore the drywallEXTERIOR WALL & INTERIOR S H EARWALL SHEATHING: - CD on a_ M v This structure is located within the wind borne debris region and has been designed p y ry 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 Simpson TSB2-24 w/ (2)10dx 1 1/2" nails in each truss at specified spacing. 32/16 and not less than 7/16„ " 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 LL_I 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 ROOF SHEATHING AND DIAPHRAGM ATTACHMENT U' w Elevated Floors 40 psf ,� � 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. O 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 J 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 3LL_ O Design Dead Loads: supports. End joints shall be staggered. Provide 2x4 blocking within 4' of gable endwalls. 0 L-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. - Q Bottom Chord 5 psf SUB-FL00 R I N G ( �, � 00 Superimposed Floor Dead w Top Chord 15 psf (carpet/wood) 20 psf (tile) 0-- w Bottom Chord 5 psf w Z Deflection L/240 DL (carpet/wood) Sublfooring and underlayment: subflooring, Exp. 1 tongue and groove, glued, APA rated sheathing or Sturdi-I-Floor, plywood or oriented � Z � 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". O _f w 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 panel edges and 12" o.c. at m Z CONCRETE MASONRY UNITS: shall be hollow unit masonry in accordance with ASTM C 90 and shall have a minimum intermediate supports. D net area compressive strength of 1900 psi when using Type M or S mortar (ASTM C 270). w In accordance with ACI 530, the 1900 psi block in combination with Type M or S mortar provides a design compressive 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 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 1/2" THREADED*,,, 4-1/2 " MIN. MONO FIGS. between lifts. RATED SHEATHING (REFER TO GENERAL (REFER TO GENERAL NOTES ON SHEET S-1 SILL PLATE7" MIN. STEMWALL FTGS. REINFORCING STEEL: shall be ASTM A615, Grade 40 NOTES ON SHEET S-1 ) ) TRUSS OR RAFTERS 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 WELDED WIRE FABRIC (WWF): shall be ASTM A185. SEE PLANSIMPSON SSP 0 32" O.C. ANCHOR BOLTS AND THREADED RODS: shall be in accordance with ASTM A 307 or ASTM F 1554 Grade 36. EPDXY IN 5/ " 2 2x4TOP PLATE NREQ'D AT OPENINGS OVER 6 -0 VAPOR BARRIER OVER 16" OSB. OR e" CDXL 11 OR ARCYLIC I 9/16" HOLE WASHERS: shall be in accordance with ASTM F 436 Grade 36. RATED SHEATHING PLYWOOD. FASTEN TO NUTS: shall be in accordance with ASTM A 563 Grade A Hex. (REFER TO GENERAL EE ARC 1/2 " GYP. CEIL BOARD OR 5/8 " GYP. TRUSS OR CEILING JOIST 1/2 GYP. CEILING BD. NOTES ON SHEET S-1 ) / / 1'-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 OVER CONNECTIONS.) 2x STUDS ® 16" O.C. Footings and foundations shall be in accordance with FBCR chapter 4. Soil compaction shall be in accordance with ASTM D 1557. THRU-BOLT THRU-BOLT2x4 JACK STUD (TYP.) Typical anchor bolts are only required at the following locations: 1/2" THREADED 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. --� \ Anchor bolts are not required at interior bearing wall sill plates. (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 to late shall provide a SHEATHING & CONCRETE W SEAL w/ SEAL PERMITTED 1-11-06 REV.PI WIND E p p p / (TYP.) IF REQ'D. 12-28-05 PI 4 ft lap and shall be face-nailed with (8) 12d sinkers. lug All wood framing shall be fabricated and installed per ALTC, TPI and National Design Specifications for Wood Construction. • • � .. � � °. DATE ISSUE/REVISION •° All framing anchors and connectors noted on drawings shall be manufactured by Simpson Strong Tie or approved equal. • 2x4 SILL We hereby expressly All wood exposed to earth, weather or in contact with masonry, concrete shall be pressure treated. • < ' �' - I • ° PLATE reserve the property - .. _ , rights to this drawing Fastening subject to moisture shall be hot dipped galvanized to ASTM153-80. ?. _ 1/t and it not to be 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 truss manufacturers engineer for approval. Design criteria shall be listed and include the rated load capacity of the (SEE DETAIL) ' •° whatsoever without first truss to truss connectors, and manufacturer's license to fabricate trusses utlizing the connection system proposed. The •°. obtaining our express 4' ° ° written permission and contractor shall approve fabrication and installation drawings indicating size, shape and layout. SCALEF consent. Bracing of trusses during erection installation shall comply with TPI HIB 91. TYPICAL WALL SECTION WALL SECTION WALL ELEVATION DRAWN BY: CHECKED BY: 131 132 RAW GMH All pre-fabricated wood trusses shall be fastened to their supporting walls or beams with clips or anchors as indicated @ PORCHES @ OPENING E N I N G B AE JOB NUMBER on the plans. SCALE: 1 2 =1 -O SCALE. 1 /2"=V-0" SCALE: 1 /2"=V-0" '-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. -• 4" CONCRETE SLAB #5 CONTINUOUS 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 a_ GENERAL W/ 6" HOOK INTTOO FTG.Use SYP #2 for top plates and PT SYP#2 for sill plates. # 5 VERTICAL o.c w a . •: .., _ a: ". NOTES 8c Attach base plates to slab with Simpson 1/4"x4 1/2" Titen screws at 32"o.c. up to 10' wall, " p _ (2) #5 CONT.w/30" MIN LAP ,s a.c. u to ,s , � . � 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 ° _ (2) #5 CONTINUOUS w/ 25" MIN LAP Ap P R�V E�taCN 1,-8„ oo 4" CONCRETE SLAB • BEND AROUND CORNERS CtTy 0; Header JrFICE Header studs and cripples shall be nailed at 6"o.c. w/ 12d nails (.131x3" staggered). _ ` ° - (2) #5 CONT. w/ 6 10 (2) #5 CONTINUOUS w/ 30" MIN LAP 1'-4" B0 • 30" MIN LAP " y 'J�& All windows and doors shall be designed per component and cladding pressures indicated on these drawings. BEND AROUND CORNERS ONE STORY �I 1 -4 TWO STORIES " STEMWALL OR MONOLITHIC FOOTING SECTION THRU SLAB AT INTERIOR SLAB : THICKENED EDGE S - 1 ,_ „ Al BRG. WALL: D E P R E N A2 A3 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 DIMENSIONING PRIOR TO CONSTRUCTION. 2x10 CEILING JOISTS W Z •, \ ' a ` .. 0- �w••�� y • '' ,a ,. 22'-31" Er PROVIDE (1)MSTA15 024"O.C. MAX. ti; . 4 ; 2 FLAT STRAP EA.END J _ �; + . . OF HEADER.TYP.U.O.N. 12'-10" SW-3 (2)2x8 SW-3 SW- INDICATES __ _ _ __ __ __ __ __ _ _ __ __ __ _ _ = _= _=_= THRU BOLT. Z v � TYP. �y � i Li- Nl+ n 1 - - - I PROVILE (2) S20 PROVIDE 2 MSTA24 ��: FLAT STRAPS EA.END II 1 I I I nl I OF LVL. PS IEA.END 1 I I "' SW- IT I OF HEADER. "' I 1 I III I I I iii 3 DENOTES SHEARWALL . DRILL & EPDXY GROUT I 1 IIII SEE GENERAL NOTES S-1 FOR ADD'L 00 #5x2'-0" LONG 0 4'-0" OC. 1 I I I III 12x10 OILING JOISTS ( I 0 IIII NAILING PATTERN SHEARWALL FULL cv c0 SPACING INTO EXISTING 2 OC. AX. HEIGHT.ql III N I CONCRETE I iii I I I I III I I I 1 I I coO 6 MIN. EMBED. I I Al i iii N o ' 4" ' I CONIC. SLAB REINF. W/ WWF 6x6 N0. 10 OR ->• iIIiiI II II II II IIIIIIIII III III III III III II Q _Z OFIBERMESH REINF. OVER TYP. J 6 MIL. VAPOR BARRIER o U. EOVER CLEAN COMPACTED U.O.N. Z x N TREATED FILL I ""viii I I I 1 � u1 I I I I I 1 U W Lt- 04 N III N �III I 1 I I ;7,- III I 1 I I I I N O I Of IW � W Q III z 11 iii I I I I I POST ROM OVE. I I I C� F- m dam- O I PROVI E MIN. 3) PLY III w/(2) STA15 F I W 3 00 I I 4, I I b III I /O I LAT S RAPS I I In � 0 = W _ l ;3 ;BUILT UP CO UNOE Q W I= J CLIN OFL nl JW > OU Wr T T r � SW_3 CD 0 0 WSI I 1 I 1 I I I I ' CD Io CL O U ?A2 s-� I 2x8 $1,LING ISTS iii (2)MTS12 STRAPS I I ( ( 0 OC. VAX. I I I 1111 0 BEAM TO WALL I I I I I I I I1 IIII x CONNECTION TYP. 1'-4"x1'-4" THK. I ' � TURNDOWN EDGE I � - -__ - - _-- -- -- - - - - LLJ W/2-#5 CONT. IIICn I --� r -- - - -- -- -- --� I I I I I I I I I IIII I I I I I I I I I lily I I 1 2 2x12 1I II --- �12 ___ _-- 2 ---_L� __ ________ PROVIDE PT.44" POST 0= WQ ILL. TYP. 0 PORCH. PROVIDE PT.4x4" POST (2 MSTA15 STRAPS TYP. 3-PLS _ W/ABU44 POST BASE. I 11 0 POST TO BEAM V Q C-) TYP. 3-PL'S ' I I I CONNECTION TYP. U 11 ' 20'-4" I 11 I V) (� m Provide SPF#2 2x6 studs 0 16"o.c. for all Exterior load bearing walls Ix W I I I I I & SPF#2 2x4 studs ® 16" oc. for int. load bearing walls, and shear walls. _ Z SPF#2 2x4 ® 24 oc. for all non load bearing walls. z II I II 1 II I II 1 I I m J Z FO LINDA TION PLAN (DFIRS FL 0O TIE DOWN(D - CE/L/NG ✓0/ST PLAN W t� I 11 1 SCALE: 1/4„ = 1 ,-o" ' 1 1 1 X r- ' ' -_ -� � __ __ __ __ __ = J� SCALE: 3/16" = 1 .-C„ Q0 NOTES: 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 i 2x8 RAFTERS ® 24"O.C. U.O.N. --- CONNECT TO TOP PLATE W/SIMPSON (2)H2.5A CLIPS TYP.U.O.N. (2) CRIPPLE STUDS DIRECTLY OVER PROVIDE 2x6 COLAR TIES IN UPPER 1/3 OF SPAN - NAIL TO RAFTER W/ INTERMIDIATE JACK STUDS W/SIMPSON (4).1310" NAILS.U.O.N. RSP4 (2) T&B TYP. -- -- -- -- -- -- -- - -- -- z 0 E: I ,7-- );ELOI ROOF FRAMING NOTES -- -- - - - - -- -- - WOOD TRUSSES ® I I i i I I 1 I I I 1. ALL CONVENTIONAL FRAMING SHALL BE No-2 OR BT. SYP EQUAL SPACING TYP. I III I ( I 2. FASTEN ALL RAFTERS TO PLATES W/SIMPSON H8 CLIPS, III I W/(5)10dx1l" NAILS EA.END FOR SPANS UP TO 10'-0". -I 3. FASTEN ALL RAFTERS TO PLATES W/SIMPSON MTS12 TWIST STRAP iii I I I I I I I I I �� iii I W/(7)10dxll" NAILS EA.END FOR SPANS UP TO 20'-0". I (2) 2x CONT. REQ'D TRUSS CONN. NOT i iii _ _ 4. FASTEN ALL RAFTERS ® RIDGES W/COLLAR TIES. FACE NAIL WOOD PLATE. SHOWN FOR CLARITY. 111 ( I I I I I I , 1" III I I I I I I I 1 I I COLLAR TIES TO RAFTERS W/(5).131x34 NAILS. 5. FASTEN ALL JACK RAFTERS TO HIPS & VALLEYS W/(4).131x34" III _ __ TOE NAILS. I ,,, I , - 12-28-05 PI III I I I I I �Q 6. ALL RIDGES ,HIPS & VALLEYS SHALL BE (1)NOMINAL SIZE LARGER DATE ISSUE/REVISION SIMPSON RSP4 STUD I iii 1 1 I I � I �__ _- __ _ I THAN ADJOINING RAFTERS. 1 CRIPPLE STUDS TIE T&B. III I 7. FASTEN RAFTERS TO CEILING JOISTS W/(4).131 x34" NAILS. " I III 1" We hereby expressly X16 O.C. I iii 8. FASTEN RAFTERS & CEILING JOISTS TO TOP PLATES W/(3).131x34 TOENAILS. reserve the property 9. FASTEN ALL HIPS & VALLEYS TO PLATES W/(2)SIMPSON MTS12 TWIST STRAPS rights to this drawing �" I iii I I I I I I W/(7)lOdx12" NAILS EA.END OF STRAP. and it is not to be III I I I I any format or manner 2 2x12 W/-!" PLYWOOD 1 III I reproduced, copied in W/8d NAILS STAGGERED 1 III , " 2x PLATE. III whatsoever without first ® 12 OC. T&B. OPENING OPENING OPENING __ __ __ __I^�___�__�__ +. __ __ __ __ __ I obtaining our express III I (2)2x00 RIDGE I (2)2x4 POST 1 written permission and (3) KING STUDS. ♦ ♦♦ TO CEILING JOIST consent. i ♦ nl 2"0 THREADED ' \ iii I I ( I I 1 . _ _ iii DRAWN BY: CHECKED BY: ROD SYSTEM. �� I III I I I I -"�� RAW GMH ♦ nl I I I I I I ul I \ nl (2) JACK STUDS. I ♦ �- I- AE JOB NUMBER ---_�_----- I I I � III ( STUD WALL ' ♦ I I I I I I Ii \ I 1 1 d I 1 I \��J I" I ROOFRAFTER FRAM/NG PLAN ♦ I I I ♦ �+ -_ -11M- I I I I I I Ii-- - - - = - __ �♦♦ ♦ ' 1 II II II II III I1 II II ♦♦ -uiiiiiiiiii_aI Li OU N D ATI ON EE ANCHORAGE DETAILS SCALE: 3/16" 1 A4/S-5 FOR EMBED. NOTES: FRAMING __ 1. ALL EXTERIOR WALLS ARE I1zS PLANS F.1% 8c 1 1 ♦ 1 I I I I I I I I II 2. SEE SHEET S-1 FOR GENERAL NOTES. -_--4----�1----- L____�_____ I' 3. REFER TO ARCH. FLR. PLANS FOR EXACT WALL LOCATIONS & DETAILS. SILL PLATE ADDITIONAL EPDXY ANCHORS SIMPSON RSP4 STUD SEE A4/S-5 TIE T&B. TYP, I I I ♦ I _ __ _ I _ 1_ -- __ _ ♦ 4. SEE GENERAL NOTES SHEET S-1 FOR POST TO BEAM CONNECT U.O.N. I 1 I II I T GA I 1 1 PROVIDE PT.4x4" POST NG OPENING HOLDOWN DETAIL II I TYP. 3-PL'S S - 2 Al II I II I 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 DIMENSIONING PRIOR TO CONSTRUCTION. 2x10 CEILING JOISTS W Z •, \ ' a ` .. 0- �w••�� y • '' ,a ,. 22'-31" Er PROVIDE (1)MSTA15 024"O.C. MAX. ti; . 4 ; 2 FLAT STRAP EA.END J _ �; + . . OF HEADER.TYP.U.O.N. 12'-10" SW-3 (2)2x8 SW-3 SW- INDICATES __ _ _ __ __ __ __ __ _ _ __ __ __ _ _ = _= _=_= THRU BOLT. Z v � TYP. �y � i Li- Nl+ n 1 - - - I PROVILE (2) S20 PROVIDE 2 MSTA24 ��: FLAT STRAPS EA.END II 1 I I I nl I OF LVL. PS IEA.END 1 I I "' SW- IT I OF HEADER. "' I 1 I III I I I iii 3 DENOTES SHEARWALL . DRILL & EPDXY GROUT I 1 IIII SEE GENERAL NOTES S-1 FOR ADD'L 00 #5x2'-0" LONG 0 4'-0" OC. 1 I I I III 12x10 OILING JOISTS ( I 0 IIII NAILING PATTERN SHEARWALL FULL cv c0 SPACING INTO EXISTING 2 OC. AX. HEIGHT.ql III N I CONCRETE I iii I I I I III I I I 1 I I coO 6 MIN. EMBED. I I Al i iii N o ' 4" ' I CONIC. SLAB REINF. W/ WWF 6x6 N0. 10 OR ->• iIIiiI II II II II IIIIIIIII III III III III III II Q _Z OFIBERMESH REINF. OVER TYP. J 6 MIL. VAPOR BARRIER o U. EOVER CLEAN COMPACTED U.O.N. Z x N TREATED FILL I ""viii I I I 1 � u1 I I I I I 1 U W Lt- 04 N III N �III I 1 I I ;7,- III I 1 I I I I N O I Of IW � W Q III z 11 iii I I I I I POST ROM OVE. I I I C� F- m dam- O I PROVI E MIN. 3) PLY III w/(2) STA15 F I W 3 00 I I 4, I I b III I /O I LAT S RAPS I I In � 0 = W _ l ;3 ;BUILT UP CO UNOE Q W I= J CLIN OFL nl JW > OU Wr T T r � SW_3 CD 0 0 WSI I 1 I 1 I I I I ' CD Io CL O U ?A2 s-� I 2x8 $1,LING ISTS iii (2)MTS12 STRAPS I I ( ( 0 OC. VAX. I I I 1111 0 BEAM TO WALL I I I I I I I I1 IIII x CONNECTION TYP. 1'-4"x1'-4" THK. I ' � TURNDOWN EDGE I � - -__ - - _-- -- -- - - - - LLJ W/2-#5 CONT. IIICn I --� r -- - - -- -- -- --� I I I I I I I I I IIII I I I I I I I I I lily I I 1 2 2x12 1I II --- �12 ___ _-- 2 ---_L� __ ________ PROVIDE PT.44" POST 0= WQ ILL. TYP. 0 PORCH. PROVIDE PT.4x4" POST (2 MSTA15 STRAPS TYP. 3-PLS _ W/ABU44 POST BASE. I 11 0 POST TO BEAM V Q C-) TYP. 3-PL'S ' I I I CONNECTION TYP. U 11 ' 20'-4" I 11 I V) (� m Provide SPF#2 2x6 studs 0 16"o.c. for all Exterior load bearing walls Ix W I I I I I & SPF#2 2x4 studs ® 16" oc. for int. load bearing walls, and shear walls. _ Z SPF#2 2x4 ® 24 oc. for all non load bearing walls. z II I II 1 II I II 1 I I m J Z FO LINDA TION PLAN (DFIRS FL 0O TIE DOWN(D - CE/L/NG ✓0/ST PLAN W t� I 11 1 SCALE: 1/4„ = 1 ,-o" ' 1 1 1 X r- ' ' -_ -� � __ __ __ __ __ = J� SCALE: 3/16" = 1 .-C„ Q0 NOTES: 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 i 2x8 RAFTERS ® 24"O.C. U.O.N. --- CONNECT TO TOP PLATE W/SIMPSON (2)H2.5A CLIPS TYP.U.O.N. (2) CRIPPLE STUDS DIRECTLY OVER PROVIDE 2x6 COLAR TIES IN UPPER 1/3 OF SPAN - NAIL TO RAFTER W/ INTERMIDIATE JACK STUDS W/SIMPSON (4).1310" NAILS.U.O.N. RSP4 (2) T&B TYP. -- -- -- -- -- -- -- - -- -- z 0 E: I ,7-- );ELOI ROOF FRAMING NOTES -- -- - - - - -- -- - WOOD TRUSSES ® I I i i I I 1 I I I 1. ALL CONVENTIONAL FRAMING SHALL BE No-2 OR BT. SYP EQUAL SPACING TYP. I III I ( I 2. FASTEN ALL RAFTERS TO PLATES W/SIMPSON H8 CLIPS, III I W/(5)10dx1l" NAILS EA.END FOR SPANS UP TO 10'-0". -I 3. FASTEN ALL RAFTERS TO PLATES W/SIMPSON MTS12 TWIST STRAP iii I I I I I I I I I �� iii I W/(7)10dxll" NAILS EA.END FOR SPANS UP TO 20'-0". I (2) 2x CONT. REQ'D TRUSS CONN. NOT i iii _ _ 4. FASTEN ALL RAFTERS ® RIDGES W/COLLAR TIES. FACE NAIL WOOD PLATE. SHOWN FOR CLARITY. 111 ( I I I I I I , 1" III I I I I I I I 1 I I COLLAR TIES TO RAFTERS W/(5).131x34 NAILS. 5. FASTEN ALL JACK RAFTERS TO HIPS & VALLEYS W/(4).131x34" III _ __ TOE NAILS. I ,,, I , - 12-28-05 PI III I I I I I �Q 6. ALL RIDGES ,HIPS & VALLEYS SHALL BE (1)NOMINAL SIZE LARGER DATE ISSUE/REVISION SIMPSON RSP4 STUD I iii 1 1 I I � I �__ _- __ _ I THAN ADJOINING RAFTERS. 1 CRIPPLE STUDS TIE T&B. III I 7. FASTEN RAFTERS TO CEILING JOISTS W/(4).131 x34" NAILS. " I III 1" We hereby expressly X16 O.C. I iii 8. FASTEN RAFTERS & CEILING JOISTS TO TOP PLATES W/(3).131x34 TOENAILS. reserve the property 9. FASTEN ALL HIPS & VALLEYS TO PLATES W/(2)SIMPSON MTS12 TWIST STRAPS rights to this drawing �" I iii I I I I I I W/(7)lOdx12" NAILS EA.END OF STRAP. and it is not to be III I I I I any format or manner 2 2x12 W/-!" PLYWOOD 1 III I reproduced, copied in W/8d NAILS STAGGERED 1 III , " 2x PLATE. III whatsoever without first ® 12 OC. T&B. OPENING OPENING OPENING __ __ __ __I^�___�__�__ +. __ __ __ __ __ I obtaining our express III I (2)2x00 RIDGE I (2)2x4 POST 1 written permission and (3) KING STUDS. ♦ ♦♦ TO CEILING JOIST consent. i ♦ nl 2"0 THREADED ' \ iii I I ( I I 1 . _ _ iii DRAWN BY: CHECKED BY: ROD SYSTEM. �� I III I I I I -"�� RAW GMH ♦ nl I I I I I I ul I \ nl (2) JACK STUDS. I ♦ �- I- AE JOB NUMBER ---_�_----- I I I � III ( STUD WALL ' ♦ I I I I I I Ii \ I 1 1 d I 1 I \��J I" I ROOFRAFTER FRAM/NG PLAN ♦ I I I ♦ �+ -_ -11M- I I I I I I Ii-- - - - = - __ �♦♦ ♦ ' 1 II II II II III I1 II II ♦♦ -uiiiiiiiiii_aI Li OU N D ATI ON EE ANCHORAGE DETAILS SCALE: 3/16" 1 A4/S-5 FOR EMBED. NOTES: FRAMING __ 1. ALL EXTERIOR WALLS ARE I1zS PLANS F.1% 8c 1 1 ♦ 1 I I I I I I I I II 2. SEE SHEET S-1 FOR GENERAL NOTES. -_--4----�1----- L____�_____ I' 3. REFER TO ARCH. FLR. PLANS FOR EXACT WALL LOCATIONS & DETAILS. SILL PLATE ADDITIONAL EPDXY ANCHORS SIMPSON RSP4 STUD SEE A4/S-5 TIE T&B. TYP, I I I ♦ I _ __ _ I _ 1_ -- __ _ ♦ 4. SEE GENERAL NOTES SHEET S-1 FOR POST TO BEAM CONNECT U.O.N. I 1 I II I T GA I 1 1 PROVIDE PT.4x4" POST NG OPENING HOLDOWN DETAIL II I TYP. 3-PL'S S - 2 Al II I II I SHEET NUMBER a Lti►►►►►►ic,,,. GENERAL NOTES X t 1. CODES USED: 2004 FLORIDA BUILDING CODE RESIDENTIAL ACI, NDS, APA AND ASCE-7-02. ALL LATEST EDITIONS USED. -'' ••`, � N / _• • 1! �N 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-Y= M� 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 �• e 't . �Z JURISDICTION OVER THE WORK. 3. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO COMMENCING CONSTRUCTION. 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". '.F-� in • , w W 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. 5�, t .` 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 2. SLAB THICKNESS IS 4", UNLESS NOTED OTHERWISE ON THE PLANS. SLAB SHOULD BE POURED OVER A 6 MIL. •'•.. .00 • `,� VAPOR BARRIER AND THE SOIL SHOULD BE TREATED WITH TERMITE POISON PRIOR TO POURING. � j s '; ( � % 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. Provide solid blocking at roof sheathing joints in the first two rafter or truss spaces from able ends. 3. THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC MATERIAL, COHESIVE SOILS OR ANY 5. SUBSURFACE SOIL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN. THE OWNER SHALL PROVIDE TO THE CONTRACTOR 9 9 1 P 9 OTHER DELETRIOUS MATERIAL. SOIL MUST BE COMPACTED TO 95% MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR -- 00 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) 10dx1.5" nails to header and (7) 10dx1.5" nails to post. TWO FEET BELOW THE BOTTOM OF THE FOOTING. co N N 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 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. DESIGN CODE: The 2004 Florida Building Code Residential(FBCR) P / P P / ( ) / 9 ( ) P ON o 5. CORNER REINFORCEMENT SHALL BE LAPPED 30". 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. n Z 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 O CONSTRUCTION: Unprotected 1/2" anchor bolt or 1/2%x 7" epoxy anchor shall be installed if header is greater than 5'-0". 6. REINFORCEMENT SHALL HAVE THE FOLLOWING COVER REQUIREMENTS; BASIC WIND SPEED: 120 MPH 3" FOR CONCRETE CAST AND PERMANENTLY EXPOSED TO EARTH U 1 I ~Q N 2" FOR CONCRETE EXPOSED TO EARTH AND WEATHER Z O IND I RTANC ACTOR: 1.0 (Category II Building) Threaded rod installation: 1 1/2" FOR CONCRETE NOT EXPOSED TO WEATHER OR EARTH FOR THE PRIMARY REINFORCEMENT. w LL WIND EXPO RE: C Rods require a minimum length of (1) bar diameter into threaded rod coupler. U > O Qf INTERNAL PRESSURE COEF ICIENT: t 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 w p U MAXIMUM DESIGN WIND PRESSURES (psf): 6 COURSES IN HEIGHT. Er La w LJ Q 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. Z ED m LL_ minimum rod embedment into the foundation shall be 7". O 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. W � � ONO 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 O 51-100 +36.0 and (-)43.0 +36.0 and (-)38.6 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 W j O U >100 +40.3 and (-)34.7 +40.3 and (-)37.2 6 from joint provide Simpson SSP at joint. = U w LL_ Pro cture is located within bor debri gio , Provide 1st rod at a maximum of 8" of corner studs. Z l ~ d as a partially enclosed structure. Therefore the drywallEXTERIOR WALL & INTERIOR S H EARWALL SHEATHING: - CD on a_ M v This structure is located within the wind borne debris region and has been designed p y ry 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 Simpson TSB2-24 w/ (2)10dx 1 1/2" nails in each truss at specified spacing. 32/16 and not less than 7/16„ " 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 LL_I 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 ROOF SHEATHING AND DIAPHRAGM ATTACHMENT U' w Elevated Floors 40 psf ,� � 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. O 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 J 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 3LL_ O Design Dead Loads: supports. End joints shall be staggered. Provide 2x4 blocking within 4' of gable endwalls. 0 L-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. - Q Bottom Chord 5 psf SUB-FL00 R I N G ( �, � 00 Superimposed Floor Dead w Top Chord 15 psf (carpet/wood) 20 psf (tile) 0-- w Bottom Chord 5 psf w Z Deflection L/240 DL (carpet/wood) Sublfooring and underlayment: subflooring, Exp. 1 tongue and groove, glued, APA rated sheathing or Sturdi-I-Floor, plywood or oriented � Z � 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". O _f w 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 panel edges and 12" o.c. at m Z CONCRETE MASONRY UNITS: shall be hollow unit masonry in accordance with ASTM C 90 and shall have a minimum intermediate supports. D net area compressive strength of 1900 psi when using Type M or S mortar (ASTM C 270). w In accordance with ACI 530, the 1900 psi block in combination with Type M or S mortar provides a design compressive 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 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 1/2" THREADED*,,, 4-1/2 " MIN. MONO FIGS. between lifts. RATED SHEATHING (REFER TO GENERAL (REFER TO GENERAL NOTES ON SHEET S-1 SILL PLATE7" MIN. STEMWALL FTGS. REINFORCING STEEL: shall be ASTM A615, Grade 40 NOTES ON SHEET S-1 ) ) TRUSS OR RAFTERS 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 WELDED WIRE FABRIC (WWF): shall be ASTM A185. SEE PLANSIMPSON SSP 0 32" O.C. ANCHOR BOLTS AND THREADED RODS: shall be in accordance with ASTM A 307 or ASTM F 1554 Grade 36. EPDXY IN 5/ " 2 2x4TOP PLATE NREQ'D AT OPENINGS OVER 6 -0 VAPOR BARRIER OVER 16" OSB. OR e" CDXL 11 OR ARCYLIC I 9/16" HOLE WASHERS: shall be in accordance with ASTM F 436 Grade 36. RATED SHEATHING PLYWOOD. FASTEN TO NUTS: shall be in accordance with ASTM A 563 Grade A Hex. (REFER TO GENERAL EE ARC 1/2 " GYP. CEIL BOARD OR 5/8 " GYP. TRUSS OR CEILING JOIST 1/2 GYP. CEILING BD. NOTES ON SHEET S-1 ) / / 1'-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 OVER CONNECTIONS.) 2x STUDS ® 16" O.C. Footings and foundations shall be in accordance with FBCR chapter 4. Soil compaction shall be in accordance with ASTM D 1557. THRU-BOLT THRU-BOLT2x4 JACK STUD (TYP.) Typical anchor bolts are only required at the following locations: 1/2" THREADED 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. --� \ Anchor bolts are not required at interior bearing wall sill plates. (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 to late shall provide a SHEATHING & CONCRETE W SEAL w/ SEAL PERMITTED 1-11-06 REV.PI WIND E p p p / (TYP.) IF REQ'D. 12-28-05 PI 4 ft lap and shall be face-nailed with (8) 12d sinkers. lug All wood framing shall be fabricated and installed per ALTC, TPI and National Design Specifications for Wood Construction. • • � .. � � °. DATE ISSUE/REVISION •° All framing anchors and connectors noted on drawings shall be manufactured by Simpson Strong Tie or approved equal. • 2x4 SILL We hereby expressly All wood exposed to earth, weather or in contact with masonry, concrete shall be pressure treated. • < ' �' - I • ° PLATE reserve the property - .. _ , rights to this drawing Fastening subject to moisture shall be hot dipped galvanized to ASTM153-80. ?. _ 1/t and it not to be 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 truss manufacturers engineer for approval. Design criteria shall be listed and include the rated load capacity of the (SEE DETAIL) ' •° whatsoever without first truss to truss connectors, and manufacturer's license to fabricate trusses utlizing the connection system proposed. The •°. obtaining our express 4' ° ° written permission and contractor shall approve fabrication and installation drawings indicating size, shape and layout. SCALEF consent. Bracing of trusses during erection installation shall comply with TPI HIB 91. TYPICAL WALL SECTION WALL SECTION WALL ELEVATION DRAWN BY: CHECKED BY: 131 132 RAW GMH All pre-fabricated wood trusses shall be fastened to their supporting walls or beams with clips or anchors as indicated @ PORCHES @ OPENING E N I N G B AE JOB NUMBER on the plans. SCALE: 1 2 =1 -O SCALE. 1 /2"=V-0" SCALE: 1 /2"=V-0" '-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. -• 4" CONCRETE SLAB #5 CONTINUOUS 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 a_ GENERAL W/ 6" HOOK INTTOO FTG.Use SYP #2 for top plates and PT SYP#2 for sill plates. # 5 VERTICAL o.c w a . •: .., _ a: ". NOTES 8c Attach base plates to slab with Simpson 1/4"x4 1/2" Titen screws at 32"o.c. up to 10' wall, " p _ (2) #5 CONT.w/30" MIN LAP ,s a.c. u to ,s , � . � 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 ° _ (2) #5 CONTINUOUS w/ 25" MIN LAP Ap P R�V E�taCN 1,-8„ oo 4" CONCRETE SLAB • BEND AROUND CORNERS CtTy 0; Header JrFICE Header studs and cripples shall be nailed at 6"o.c. w/ 12d nails (.131x3" staggered). _ ` ° - (2) #5 CONT. w/ 6 10 (2) #5 CONTINUOUS w/ 30" MIN LAP 1'-4" B0 • 30" MIN LAP " y 'J�& All windows and doors shall be designed per component and cladding pressures indicated on these drawings. BEND AROUND CORNERS ONE STORY �I 1 -4 TWO STORIES " STEMWALL OR MONOLITHIC FOOTING SECTION THRU SLAB AT INTERIOR SLAB : THICKENED EDGE S - 1 ,_ „ Al BRG. WALL: D E P R E N A2 A3 SHEET NUMBER 1)1-011 A R-30 BATT INSULATION W/BAFFLES SAME LEVEL FIBERGLASS SHINGLES OVER#30 FELT I OVER 7/16 OSB DECKING I I I z I O I I PRE-FAB MFG. TRUSSES I I Q I 24" OC 5/8 REBAR DOV4'E],S W. EPDXY II SE'f INTO XSTNG SLAB I � j I A ---- _ GALV.EVES DRIP I I 3 �- I POLYETHYLENE ON li- 4"CONCRETE:-LAB W%6X610i10 w.W.F. A9 POLYETHYLENEVINYL FASCIA AND TRIM I O VAPOR BARM-:R AND MIN.6" I00 WULCOb1i?A< ILD FILL – I PERFORRATED VINYL SOFFIT d I I p Q I I i 1'-4" I N (2)2"x4"WD. PLATE I � I I W B I •�,.q 1/2" GYP WLBD. I ' EXISTINGS B _ _ 1 x w 4" STEP r------------------------------- -----------� a SYNTHETIC STUCCO SYSTEM I I o OVER AIR INFILT.BARRIER OVER 7/16" OSB SHEATHING CONT.FROM BTTM. O SLOPE OF BTTM.PLATE TO TOP OF DBL. TOP PLATE L---1 I 00 I I A I I I 2"x4" WD STUDS @ 16"O.C. R-13 BLOWN-IN INSULATION ^co�^ �.J M� W 4" 3,000 PSI CONCRETE SLAB OVER 2U'-4" 6 MIL VAPOR BARRIER OVER MIN CLEAN COMPACT SOIL TREATED W FOR TERMITES P.T.2"x4"W/SIMPSON ANCHOR @ 48" O.C. _ W/6"X6'1, 10/10 W.W.M. 811 8" XSTNG SLAB NEW SLABx—x xx—x—x—x—x— _X-x_x x_ FOUNDATION PLAN SCALE: 1/4" = F-0" 0 0 _ O EPDXY XS'TNG SIDE 5/8 REBAR DOWEL ,--, i JOIN XSTNG TO NEW FIN. GRADE 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 A Q x-x-x-x-x � 4" CONC. SLAB W/6"X6", 10/10 W.W.M. d' O 0 .006 MILL VISQUEEN O � x—x—x—x x�c—x—x O � � .006 MILL VISQUEEN p - 1'-0" - 00 STEP FOOTER 2-#5 REBAR - 3/4" - 1'-0" 11 1 -0 MONO SLAB SHEET 3/411 - 1'-0t' OF z 0 22'-0" Q 6'-0" 10'-0" 6-0" V a 501 FIXED 501 FIXED 3 C? II r---------------------------------------------------------------------- 2'_0� ✓� Q L-L 13 i R - 10, 191 N z 1:3: PROPOSED SUNROOM X E'- ' 396 SF HEATED Q I I i ,K STEP CEILING i o Ll rT1 z A W x r5 LIVING ROOM KITCHEN BREAKFAST q� w , z , �Q � I;Ii I;3. O 9'CEILING T CEILING 9'CEILING �n p U 1 n O°F �, iv o0 axp xt I R �Z j EXISTING HOUSE ZI I4 ENTRY 1647 SF IMAXED Ll rrL----------------------------------------------------------------------j � . ------------,�--------------- 1.1. _---_ —__�- N R s M $ 6068 SGD 3060 SH--,3060 SI-I 3060 SH I I X , ' I T� GREAT ROOM , � 5'4 -0,. 6,_4, T-4�" 3 3'-11" I M I i I 9'CEILING I O i \ I LAUNDRY IiA'C11 \ ------ 8'.CEILING 8'CEILIN(i 2'-0" ---------------------------- - -- PROPOSED CUVEREll PURCI.1 180 SF HEATED I w 9'CEILING --- ————————————— --------------- \ F 2'-6" 8'-7" MASTER BEDROOM GARAGESTUCCO COLUMNS BEDROOM#3 BEDROOM 42 9'CEILING FRAME W. 2X8 MASTER BKITI 8'CEILING 8'CEILING 8'CEILING 8'CEILING 0 FLOOR PLAN Q SCALE: 1/4" = 1'-0" n I1 �lO`✓ CEILING FAN/LIGHT COMBO TELEPHONE RECEPTACLE CABLE CONNECTION R RECESSED LIGHT ALL WALLS DRAWN AT 3.5" SHEET F FLOOD LIGHT SINGLE POLE SWITCH 2 3 OF - o Tj------ 6 PLATE PLATE / ------------ --------- C II EXISTING 1 ------------------ 2650 2650 Q ' I I 3060 SH II I :. • U k. F.F. EXISTING sTUcco -------- ------ 3 F. - ---------------�1------------------------------------------ STUCCO ADDITION _ A A ROOF PLAN SCALE: 1/8" = 1'-0" REAR ELEVATION SCALE: 1/4" = 1'-0" 0 �£6 i O IL L PLATE ----------- EXISTING STUCCO STUCCO ... . F.F. ADDITION SIDE ELEVATIOTT SCALE: 1/4" = P-0" I � 612 EXISTING E--� L • PLATE I �. L - ------- ------ - 10501 IXEll 1050 F1Y-17D :1 EXISTING :... I STUCCO F.F. _------ STUCCO AllDI`l'IUN •. SHEET SIDE ELEVATION SCALE: 1/4" = 1'-0" OF 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 DIMENSIONING PRIOR TO CONSTRUCTION. 2X10 CEILING JOISTS ® 24»O.C. MAX. 1,> PROVIDE (1)MSTA15 „ 22'-32 FLAT STRAP EA.END �� _"' OF HEADER.TYP.U.O.N. 12'-10" SW-3 (2)2x SW-3 SW- INDICATES -�= __ _ _ __ _ _ __ _ _ __ ------_=_- ________=_== THRU BOLT. z t TYP. , ( ) . •`P PROVI E 2 20 PROVIDE (2)MSTA24 FLAT PS EA.END I I FLAT STRAPS EA.END II I I I I III I OF LVL. I I I I iii SW-3 DENOTES SHEARWALL 00 DRILL & EPDXY GROUT I I I OF HEADER. iii 1 1 1 111 1 I 1 1 I 1 iii SEE GENERAL NOTES S-1 FOR ADD'L #5x2'-0" LONG ® 4'-0" OC. I iii I ( I I III (2x102C ILIN JOI TS I I IIII NAILING PATTERN SHEARWALL FULL N SPACING INTO EXISTING � I I I iii HEIGHT. 00 ICD CONCRETE iii I I I I I11 I I I I I I CV O 6" MIN. EMBED. I I Al i iii to Z 4" CONC. SLAB REINF. W/ S_1 iii I I I I III I I I I I I Q z II WWF 6x6- NO. 10 OR I I nl I I I I -� III I I I I I I B1 C) O I I 1RM ESH IR I 6MILVAPOR BARRIERU.O.N. o > I I z O OVER CLEAN COMPACTED N X iii I ( I I C" III I I I I I I M I TREATED FILL. I MI�I I I I I I 1 nl� III I I I I I I 3,: 0 > O IIIII I I I I X 111 I I I I I I N Q I I III I 1 I I III I I I 1 I I '� L w III 1 1 I 1 1 I I I CO POST ROM VE. Z Q Q C-4 O III STRAP TO LV . I I I i i � w PROVI E MIN. 3) PLY w/(2) STA15 FLATS RAPS W [If I I ,� I nl I 111 I I I I iii Lj > 4 i�l 1 BUILT UP CO . UNDE 111 I I I I 1 1 iii J w > p U I I EA.ENII OF L = CO U W I I ( I C Of = 0 0- C===T=== == == �=--_ 1 (3rn SWL3I ISW-3 1I 1 I iiiA2 (2)MTS12 STRAPS2x8 CEILING �ISTS II @ 2 " OCAX. ® BEAM TO WALL I I I I I I I I I I �:I!c(3 CONNECTION TYP. I ' -- - - _-- ---- ---- ---- ---- J -- �I III�Iib 1'-4"xl'-4" THKW Co TURNDOWN EDGE W/2-#5 CONT. -_ -- \/ W I 2)2X12 =__--- (2) 12 - ===-074 __-_-_---=---X12 -- - II -- --- - --- - II B2 PROVIDE PT.4x4" POST p LL. II A3 PROVIDE PT.4x4 POST I I I ' (2)MSTA15 STRAPS TYP. 3-PL'S W Z I S-1 TYP. ® PORCH. W ABU44 POST BASE. i ' I ' ® POST TO BEAM s-1 Q U TYP. 3-PL'S I I I I CONNECTION TYP. U II (�1 II I 20 -4 I I I I Provide SPF# W Z 2 2x6 studs ® 16"o.c. for all Exterior load bearing walls y W II I & SPF#2 2x4 studs ® 16" oc, for int. load bearing walls, and shear walls. _ I SPF#2 2x4 ® 24"oc. for all non load bearing walls. ~O m Z N I II II FDUNDA TION PLA F/RST FL0OR TIED0WN- CE/L/NG JD/ST PLAN 10 W w _ I SCALE: 114" = l '-O" � I _ � L Jj --__ � SCALE: 3/16 = 1 -0 Of LO - (D -- - NOTES: 1. REFER TO ARCH.FLOOR PLAN FOR WALL LOCATIONS & DIMS. NOTES: 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. -- -- -- -- -- -- -- _ -- -- _ _ _ -- _ _ " ROOF FRAMING NOTES - -- -_ - _ - - -- _- - -_ _-_ r _�_ _ , I WOOD TRUSSES ®0 1 1 I I ' r I 1 ' 1. ALL CONVENTIONAL FRAMING SHALL BE No.2 OR BT. SYP EQUAL SPACING 2. FASTEN ALL RAFTERS TO PLATES W/SIMPSON H8 CLIPS, III I I iii I I I I 1 I III I W/(5)10dxl �„ NAILS EA.END FOR SPANS UP TO 10'-0". I I I 1 I I ..I�!.-,III 3. FASTEN ALL RAFTERS TO PLATES W/SIMPSON MTS12 TWIST STRAP III 1 I 1 1 I I I I iii 1 W/(7)10dx12" NAILS EA.END FOR SPANS UP TO 20'-O". I I __ - 4. FASTEN ALL RAFTERS ® RIDGES W/COLLAR TIES. FACE NAIL (2) 2x CONT. REQD TRUSS CONN. NOT I III I I I I I I ' 1 1 WOOD PLATE. SHOWN FOR CLARITY. iii I 1 1 I I I I 1 COLLAR TIES TO RAFTERS W/(5).13101" NAILS. 5. FASTEN ALL JACK RAFTERS TO HIPS & VALLEYS W/(4).131x34" TOE NAILS. 12-28-05 PI I iii I I I I I 1 �Q 6. ALL RIDGES ,HIPS & VALLEYS SHALL BE (1)NOMINAL SIZE LARGER III 1 1 1 1 I 'I,/� 1 THAN ADJOINING RAFTERS.(U.O.N.) DATE ISSUE/REVISION SIMPSON RSP4 STUD I iii 1 I 1 I i j �__ __ __ - I 7. FASTEN RAFTERS TO CEILING JOISTS W/(4).131 x34" NAILS. CRIPPLE STUDS TIE T&B. I iii We hereby expressly B. FASTEN RAFTERS & CEILING JOISTS TO TOP PLATES W/(3).131x34" TOENAILS. reserve the property ®16" O.C. I iii I I I I ,/ III 1 I I 1 �1 i 1 9. FASTEN ALL HIPS & VALLEYS TO PLATES W/(2)SIMPSON MTS12 TWIST STRAPS rights to this drawing �» W 7 10dxll" NAILS EA.END OF STRAP. and it is not to be /( ) 2 reproduced, copied in (2)2x12 W/2 PLYWOOD ' III I I I I I y W 8d NAILS STAGGERED an format it manner / 2x PLATE. ' III ® 12" OC. T&B. OPENING OPENING OPENING __ __ __ __ "' __ __ __ -_ __ whatsoever without first -_lu-4_- -- _+ I obtaining our express III1 (2)2xA0 RIDGE I (2)2x4 POST 1 written permission and (3) KING STUDS. i `� iii I I I I `• consent. TO CELING JOIST ill I \ III BELOW. III DRAWN BY: CHECKED BY: ED 10 2ROD SYSTEM I AE JOB NUMBER � IIIA- RAW GMH (2) JACK STUDS. - ----- ------ STUD WALL--,,,,,, \ ; d I \�?� ;;; ROOFRAFTER FRAM/NG PLAN � = -0" FOUND ATI ON SCALE: 316" 1 ' & / SEE ANCHORAGE DETAILS A4/S-5 FOR EMBED. -_ -- -- -- _- -- _- I I 1 I ' 1 i 1 ` _ui-1 NOTES.. FRAMING 1. ALL EXTERIOR WALLS ARE SHEARWALLS. PLANS 2. SEE SHEET S-1 FOR GENERAL NOTES. II I I 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. SILL PLATE ADDITIONAL -5 TIE ANCHORS SIMPSON TIE T&B. RSP4 STUD ' I - -- I � SEE / I II I T II I I 1 PROVIDE PT.4X4" POST I I I I I TYP. 3-PL'S S - 2 GANG OPENING HOLDOWN DETAIL I A l I II I I II I SHEEP NUMBER LJZ Lv GENERAL NOTES 1. CODES USED: 2004 FLORIDA BUILDING CODE RESIDENTIAL ACI, NDS, APA AND ASCE-7-02. ALL LATEST EDITIONS USED. • S1 . N 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: 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 JURISDICTION OVER THE WORK. FIBERMESH SHALL BE ALLOWED IN LIEU OF WWF. MINIMUM FIBER LENGTH = 1/2". Q . 3. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO COMMENCING CONSTRUCTION. Simpson MSTA36 strapping w/ (26) 10d nails each end for second story wall stud connections ® 16 O.C. z Simpson SPH4/6 w/ (10) 10d nails to stud and (6) 10d nails to sill plate 0 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 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. OTHER DELETRIOUS MATERIAL. SOIL MUST BE COMPACTED TO 95% MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR 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) 10dx1.5" nails to header and (7) 10dx1.5" nails to post. TWO FEET BELOW THE BOTTOM OF THE FOOTING. � N 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. 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. � Z 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. n OCCUPANCY: Residentail Group R-3 (One- and Two-Family Dwellings) 5. CORNER REINFORCEMENT SHALL BE LAPPED 30". Z C CONSTRUCTION: Unprotected 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. p O 1/2" anchor bolt or 1/2"x 7" epoxy anchor shall be installed if header is greater than 5'-0". 6. REINFORCEMENT SHALL HAVE THE FOLLOWING COVER REQUIREMENTS; Lj Of Q BASIC WIND SPEED: 120 MPH 3" FOR CONCRETE CAST AND PERMANENTLY EXPOSED TO EARTH Z ON WIND IMPORTANCE FACTOR: 1.0 (Category II Building) 2" FOR CONCRETE EXPOSED TO EARTH AND WEATHER w � [if Threaded rod installation: 1 1/2" FOR CONCRETE NOT EXPOSED TO WEATHER OR EARTH FOR THE PRIMARY REINFORCEMENT. O > O 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: f 0.55 (Partially open) 7. STEMWALL TO BE A MAXIMUM OF (6) COURSES TALL. CONTACT ENGINEER OF RECORD IF STEMWALL WILL EXCEED LLLJ O U MAXIMUM DESIGN WIND PRESSURES (psf): The top nut shall be snug tight with an additional full turn of the nut to achieve full tension. 6 COURSES IN HEIGHT. w W Q M Li- Opening Size (sf) Zone 5/Edge zones (6'-0" from outside corners) Zone4/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 B. STEMWALL AND MONOLITHIC FOOTINGS ARE INTERCHANGEABLE. 0 F- dam- 0 minimum rod embedment into the foundation shall be 7N. Z Q Q N O 00 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. w Of 0p Q J 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 Q LLJ 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 =� J 00 U 51-100 +24.1 and (-)28.8 +24.1 and (-)25.8 " = U LLJ N LL 6 from joint provide Simpson SSP at joint. � I � >100 +23.2 and (-)27.0 +23.2 and (-)24.9 Z -�dOf LLJ Proposed Structure is located within the wind borne debris region, Provide 1st rod at a maximum of 8" of corner studs. 0 o CL m U 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 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 Simpson TSB2-24 w/ (2)10dx 1 1/2" nails in each truss at specified spacing. 32/16 and not less than 7/16"/ �� " 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. LL_I 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. V) Attics without storage: 10 psf ROOF SHEATHING AND DIAPHRAGM ATTACHMENT Elevated Floors 40 psf 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. = 0 _l 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 O L1J Design Dead Loads: supports. End joints shall be staggered. Provide 2x4 blocking within 4' of gable endwalls. j = 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 U Q Top Chord 7 psf (shingles) 15 psf (tile) 3" o.c. at panel edges 4' from gable end walls. LJ Bottom Chord 5psf Superimposed Floor Dead SUB-FLOORING x y m Top Chord 15 psf (carpet/wood) 20 psf (tile) Lit Z Bottom Chord 5 psf M: Z 0 Deflection L/240 DL (carpet/wood) Sublfooring and underlayment: subflooring, Exp. 1 tongue and groove, glued, APA rated sheathing or Sturdi-I-Floor, plywood or oriented (- 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". IX _J W 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 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. W 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. NOTES ON SHEET S-1 NOTES ON SHEET S-1 ) TRUSS OR RAFTERS REINFORCING STEEL: shall be ASTM A615, Grade 40 ) 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. ANCHOR BOLTS AND THREADED RODS: shall be in accordance with ASTM A 307 or ASTM F 1554 Grade 36. EPDXY IN 5/8- HOLE REQ'D AT OPENINGS OVER 6'-0" (2) 2x4TOP PLATE VAPOR BARRIER OVER 16" OSB. OR 8" CDX OR ARCYLIC IN 9/16" HOLE 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 ARC NOTES ON SHEET S-1 1/2 - GYP. CEIL BOARD OR 5/8 GYP. TRUSS OR CEILING �� OC.JOIST OR /5 8 " GYP. WALLBOARD ) --�--1 -4 ANCHORING ADHESIVE: shall be one of the following products (DUAL CARTRIDGE INSTALLATION ONLY): WALLBOARD W/8d NAILS ® 12 * Simpson Strong-tie Co., Product: Epoxy-Tie SET 1/2 „ GYP. WALLBOARD COLUMN (SEE PLANS)P.T. POST OR FRAMED 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 0 16" O.C. TYPICAL HEADER & POST VAPOR BARRIER OVER CONNECTIONS.) 2x STUDS 0 16" O.C. 2x4 JACK STUD (NP.) Footings and foundations shall be in accordance with FBCR chapter 4. Soil compaction shall be in accordance with ASTM D 1557. THRU-BOLT THRU-BOLT 1/2" THREADED (2) REQ'D FOR OPENINGS Typical anchor bolts are only required at the following locations: ROD (TYP.) OVER 6'-0" Spaced 0 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. Anchor bolts are not required at interior bearing wall sill plates. � �\! � 1 (2) 2x4 FULL LENGTH (KING) � P.T. 2x_ SILL PLATE COUPLER STUDS (NP.) 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 w/ SEAL 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 (TYP.) IF REQ'D. 4 ft lap and shall be face-nailed with (8) 12d sinkers. 12-28-05 PI All wood framing shall be fabricated and installed per ALTC, TPI and National Design Specifications for Wood Construction. DATE ISSUE/REVISION 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 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 • <- any format or manner The Pre-fabricated structural wood trusses manufacturer shall provide signed and sealed shop drawings registered by BRG. STEPDOWN FTG. ' whatsoever without first truss manufacturer's engineer for approval. Design criteria shall be listed and include the rated load capacity of the (SEE DETAIL) • ' •° obtaining our express •° , ° . written permission and truss to truss connectors, and manufacturers license to fabricate 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 B WALL SECTION @ PORCHES WALL ELEVATION RAW GMH B 2 @ OPENING B 3 All pre-fabricated wood trusses shall be fastened to their supporting walls or beams with clips or anchors as indicated SCALE: 1 /2"=V-0" AE JOB NUMBER on the plans. SCALE: 1 2"=1 '-0" 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. 4" CONCRETE SLAB #5 CONTINUOUS 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) GENERAL 8" CMU GROUTED CELLS CL j Use SYP #2 for top plates and PT SYP#2 for sill plates. # 5 VERTICAL o 4'-0' o.c w w/ 6" HOOK INTO FTG. _ NOTES & ° AND 12" Attach base plates to slab with Simpson 1/4"x4 1/2" Titen screws at 32"o.c. up to 10' wall, " p r (2) 5 CONT. w�30" MING LAP ° - j }} DETAILS 16 o.c. u to 16 I i w/ (1) screw within 4" of each side of plate breaks at bearing walls adn 48" o.c. non bearing walls. BEND AROUND CORNERS _ (2) #5 CONTINUOUS w/ 25" MIN LAP „• oo 4" CONCRETE SLAB BEND AROUND CORNERS Header studs and cripples shall be nailed at 6"o.c. w/ 12d nails (.131x3" staggered). 1 -8 _i ° (2) #5 CONT. w/ 6 10 (2) #5 CONTINUOUS w/ 30" MIN LAP 1'-4" 30" MIN LAP All windows and doors shall be designed per component and cladding pressures indicated on these drawings. BEND AROUND CORNERS 10 1'-O" ONE STORY 1'-4" TWO STORIES S - 1 STEMWALL OR MONOLITHIC FOOTING SECTION THRU SLAB AT INTERIOR A2 SLAB: THICKENED EDGE A3 A l BRG. WALL: DEPREqQLQN 1 SCALEo 1 19"=1 . „ SHEET NUMBER