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Valencia Drive 1804 LT LAN b5CPWPRIWTECt 0 o tN Z) 10 4050 SH 4050 SH 2/3010 SH 2/30 SH z ... PROP. ADDITION PROP. -SUN M . � � � .� 00 z "M • ' Cv t° w a z _ 'r-6 - 4W EXIST WINDOWS ti-E < Q _j REMOVE TWO EXIST 36" WINS AND REPLACE W/ '0" C.O. C) < LL_ REMOVE EXIST f' SL GL DR EXIST FIREPL 0 REPLACE NTH 6' C.O. _ EXIST BEDRIVI REMOVE EXIST 3050 WIN FRAME IN • W/ DRYWALL. Z EXIST M BEDRM � ZI EXIST DINING �- EXIST LIVING � x a� Li j to � 0 EXIST _ O CL* , [11 W RELOCATE WASH./DRY -jInI I OCATE 'I 8" KI FOLD DRS D V,AN. .. w -7- "Now I EXIST, KIT/BRKFST "Mau a � EXIST BEDRIVI o TUB • ; O WASH DRY IN ATTIC - • PROP 36" STEEL W/WN PROP 2 X 4 WALL 2/2668 HC uNt 15 110 31-00 •L� p �, �2� v� 0L -5 PE fU I D LA 5 EXIST GARAGE 139 4S Tia I R L� D I M PE—Iz� t D U5 37 0 D � • - NOTES: _ /, ��� c•yam«� -- �'.t�Cr S:o ANY UNFORSEEN STRUCTURAL CONDITIONS Z. ,� ,�,°'� ,�'• c-> > TO BE REPORTED TO THE BUILDING DEPT, IMMEDIATELY. EXISTING STRUCTURE AND f IL COP I C �.� COMPONENTS THAT ARE EXPOSED AND DO NOT �� MEET THE BUILDING CODE MUST •BE REPAIRED. ���-- RESIDENTIAL TYPE--W- CONSTRUCTION S� 6 , �SPPM ai tae"a$Wow* � ` xontn9, subdhrtsion aund otl+rar locat land �ek►pmarrt Ukdwa,but doss rat consaute } �f"lhe�lmomoe of petnb. Compliance 1 bQ4 stat. '.dam. owni OW ft FLOOR P-LA Bid o1 iht roments •.' 00 - r 1 /4! 1 , 011 ._..,. APPROVED CITY OF ATLANTIC BEACH BUILDING OFFICIE k � s HTT . OOl6 FIBERGLASS .7H!NGI ES0 F,...XlSTING ROOF 0 N 5PLY BUILT UP RF w LOPE 1/91 PER FT. • 1 X 4 FRIEZE BD i: . � - • 3010 TRANS : - 3410 TRANS• . � 1 X �I••• TRIM LL_ FD 2 3tJ50 SH- STUCCO 'EXISTING HOUSE, FIN. / ao • 0 Z F L�1 Ll �► ..� RI -GHT E LEVATI 0 N < �- 114!p if —C. EXISTING ROOF FIBERGLASS SHINGLES ZN __�,-.__.._ •�': 5PLY BUILT UP RF, SLOPE 18 PER 2X8CIL. JIST f" r 1 X .4 FRIEZE BD. 2e O.0 • , . .3010 TRANS "• hl 1 X TRIM -.- • : : . EXISTIN HOUSE = •..' .'' . • : �... ...� ._._ -= __.. .. - • - . 050 SH LVL BEAM AS PER EN G. • r r r t t t � � 1 � � t •� . 3068 FRENCH STUCCO FIN. r. ..+.. •.... ..+... .r. .... . ...+ LFFT E L-EVAT 10 N lt 1 /4! _-�_ O , FIBERGLASS SHINGLES EXISTING ROOF -00 NOTES. .. • " • ANY UNFORSEEN STRUCTURAL CONDITIONS -. TO BE REPORTED TO THE BUILDING DEPT. ST P LAN _ IMMEDIATELY. EXISTING STRUCTURE AND '. .. ' . • ' �". COMPONENTS THAT ARE EXPOSED AND DO NOT f� �, , Olt . ' ::� . 'V•'''''�`' _ MEET THE BUILDING CODE MUST BE REPAIRED. 1 /4 �" 1 �` 1.8" O.H. _ O Q • t U) 0 • FIN. t= •: .,- •r•E•XI8T WINS _ •. :' 2 305�J SH �. : * r 2/3050 '• �t�50 SH : 4050 SH �i LOOR .' / tU C) > STUCCO FIN. 1 X 4 TRIM EXISTING HOUSE c 0 co RE.AR ELEVATION �3 NOTES: HURRICANE PLYWOOD SHUTTERS 1 /4 3) 1 ;r•J)3p SHEET TO BE STORED AND PRE SET 1/2'� - • X 3 LAGS 0 EACH CORNER OF EACH WINDOW AND DOOR OPENINGS c� O O N • Q Q D � Z C' � Z Y � 0 0 0M . z � W Q LJ TO y � TO FL000s ELECTRICAL KEY O O FO WALL MOUNTED FIX Q Q 0-j SPOT LIGHT FIX CEILING FAN O� WIRE FOR FADES ONLY DUPLEX RECEPTACLE � WNEATHER PROOF RECEPTACLE '� �► WAIL SWITCH 3 WAY WALL SWITCH 4 TELEPHONE JACK I I I F I TELEVISION JACK HVA/C VENTS ni irOD 0 Nw d IL 00 N NOTES: s ,� LL_ U ALL ELECTRI96I. WIRING TO BE IN � c: Q ACCORDANCE' WITH '99 NEC. PROVIDE (D _ & ARC-FAULT CIRCUIT INTERRUPTERS IN Y p > ALL BEDROOMS PER ARTICLE 210-12. ELECTRICAL PLAN � 0 0 1 /4! i u 0 00 SHEET wo O O 0 16rW X 20»a CONC. MONO. FTG.. z-- W f 2 #5 BARS CONT, AROUND PERIMETER BEND OUTSIDE F (L REBAR. 25 AT CORNER -2- I,-- io S X $*' THICKEN tz a- D E W 5 CON T O I. �- I ...__..._ z F I 4" . CONC. SLAB W f X 6 w W1 .4 K W1 .4 WWM OR 10/10 �, , OD WWF OVER f MIL VAPOR � 4 SLAB� � O BARRIER & CLEAN, COMP FILL z --. �� I� � I -•--� LLQ � w < LL _ cry . SLAB ELEVATION TO MATCH EXIST. HOUSE ELEVATION EXIST, BLOCK FOUNDATION NW TUB WASH DRY NOTES: A FOUNDATION SURVEY SHALL BE PERFORMED AND A COPY OFF THE O SURVEY SHALL BE ON THE SITE FOR THE BUILDING INSPECTORS USE PRIOR W " TO FRAMING INSPECT_ION OR, ALL C > PROPERTY MARKERS SHALL BE EXPOSED AND A STRING STRETCHED FROM 0 MARKER TO MARKER TO VERIFY SETBACKS =. � . � 0c) FOUNDATION PLAII\Nl �-'f -- 1 r - o i S H E ET .. . _ i STRUCTURAL NOTES 1 . ALL LAPS IN TOP PLATE SHALL BE A MINIMUM OF 4!/ AND NAILED -� 1 6d COM. NAILS. W/ 12 �. . _z2. ALL S H EAR WALLS SHALL B E NAILED AT 3 OR O.C. AS NOTED ON ALL EDGES AND 127 O.C. INTERMEDIATE W/ Sd COM. (U.O.N.) BLOCK ALL UNSUPPORTED EDGES W/ 2 X 4 FLATWISE BLOCKING, SHEARWALLS SHALL BE 15/32" CDX OR 7/16" OSB. NAIL 7/1 V QS8 OR 15/3:11 CDX ROOF SHEATHING AT fi' Q.C. �} 3. ALL GABLE ENDS SHALL BE BALLOON FRAMING AND BRACED PER ON ALL SUPPORTS W/ sd RING SHANK uJ ATTACHED DETAIL. -L . 4.' DESIGN WIND LOADS ARE BASED ON -SST•D 10-99 WITH 5 PLY BUILT UPROOF SYSTEM � A WIND SPEED OF 110 M6P,Ho ' 5r STRAP HEADER. STUDS TO DOUBLE PLATE WITH TPP6/4 AT EACH METAL FLASHING HEADER AND NAIL WITH EIGHT 8 -- 1 Cid COM. NAILS (U.O,'N.,)END OF ( � taa HEADER CRIPPLES SHOULD - BE NAILED TOGETHER 1 X 2 NAILE z ���. HEADER STUDS AND E 2 X JOIST SLOPE �/9' PER Fr. - AT 6" O.C. W/16d STAGGERED. CLIP UNIT - TO SHOE WITH ONE ( 1 ) SEE JOIST PLAN �- ---- � TPP6/4 CUPS AND NAIL WITH EIGHT (8)- 10d COM. NAILS (U.O.N.) — — : 7. ALL WINDOWS AND DOOR COMPONENTS MUST WITHSTAND A 1 DO MPH I 1 I S , o • VINYL FASCIA WIND LOAD. 2 X 10 FASCI aj ' 8. ALL CONNECTORS ARE SIMPSON OR EQUAL U.O.N.) 2" CONT. VENT. CDX PLYWOOD 9, FOUNDATION DESIGN IS BASED ON A MINIMUM SOIL BEARING SOFFIT HURRICANE P U ANE CLI 0 EACH JOIST . CAPACITY OF 2000 P%S%F. 1 X 4 FRIEZE BD. SST—MTS. 12 CLIP 10. TYPICAL HEADERS FOR WINDOWS AND DOORS: SiNIPSON H2.5 CLIP 2/2X4- #2 SYP TOP PL USE 2--2 X 10'S FOR SINGLE STORY CONSTRUCTION AND ON 0 32" O.C. W/8--10d NAILS R--11 INSULATION THE SECOND FLOOR OF TWO STORY CONSTRUCTION. USE 2 2 X 12'S FOR THE FIRST FLOOR OF TWO ' STORY CONSTRUCTION. MATERIAL SHALL BE NO,2 OR, BETTER -SOUTHERN - YELLOW PINE (SYP). THESE SIZES AND MATERIAL SHALL APPLY UNLESS OTHERWISE NOTED ON THE PLANS. . TYVEK FILM STUD TABLE EXT. FINISH 2 X 4 STUDS 0 16" O.C. STUD SPACING FOR EXT. LOAD—BEARING WALLS AS PER ELEVATIONS CEILING NO. 2 SPF NO, 2 SYP NO* ' 1 STP HEIGHT 7/16" OSB BOARD NAIL AS NOTED 2 X 4 2 X 5 2 X 4 2 X 2 X 2 X 9ft 161 O.C. 2e Q.C. 1s" O.C. 241 O.C. 16' o. . 24" O.C. 1Oft 12" O.C. 24' 0.C. 12" Q.C. 24" Q.C. 16' Q.C. 24'" Q.C. R--- 91 INSULATION • 1 1 ft N/fir 16* O.c. N/A 16, O.C. N/A 24� Q.C. H6 CLIPS @ 32' O.C, 12ft N/A 1 fi" Q.C. N/A 1 e' Q.C. N/� 24" Q.C. W/6 Sd NAILS . 13ft N/A 12" C.C. N/A 1 fi" Q.C. N/A 1 .' G.C. 2. X 4 PLATE 3 X X 1/8" WASHER 1 4ft N/A 1 2" 0.C. N/A 1 2� 0.C. N/A i�� Q.C. f3" • P.T. PL, W15X 1 Q„ NAIL BOTTOM OF SHEETING A.B. 0 20 O.C. FOR INSECT CONTROL �.” CONC. SLAB 1 s G.L. 49"0 4" CONC. SLABqr ' .a /f, COMP. FILL c k�r ca Nx 2 #5 REBAR CONT. AROUND . . Ss, f VAPOR BARRIER PE IMETER BEND OUTSIDE . 1 #5 CONT. REBAR 25 Ot CORNER y > > c 0 THICKENED EDGE ..�.SECTIONM -to 0 0 0 Co a T ICA Y P M L WALL SECTION SHEET ,_cr r . ♦ i DESIGN SPECIFICATIONS: SIMPSON APPROVAL CODES: EXISTING TIMBER DESIGN CODE: 2004 FLA. BUILDING CODE - RESIDENTIAL (FBC-R) OCCUPANCY: RESIDENTIAL GROUP R-3 (SINGLE & MULTI-FAMILY) CONNECTOR FASTENERS CODE FRAMED WALL29 1 1.0 MS04 LOADS: ACTUAL AND UNIFORM A35 12-8dx1'/2" FL474.4 DEFLECTION CRITERIA: ROOF FRAMING: LIVE LOAD L/240 TOTAL LOAD L/180 FLOOR FRAMING: LIVE LOAD L/360 AND TOTAL LOAD L/240 LTP4 12-8dx1'/z" FL474.258 2"x4" SPF No.2 STUD FLOOR LOADING cd=1.00 -- ROOF LOADING (Cd=1.25) ( H2.5A 5-8d EA. END FL474.115 WALL FRAMING n (- __ __• �- TOP CHORD LIVE LOAD 20 psf TOP CHORD LIVE LOAD 40 psf TYPICAL WALL FRAMING 2x4 P.T. SYP No.2 1 -•� AND ANCHORAGE PER 16 O.C. SEE PLAN I TOP CHORD DEAD LOAD 7 psf TOP CHORD DEAD LOAD 10 psf H3 4-8d EA. END FL474.116 FASTEN TO EXISTING 1 BOTTOM CHORD LIVE LOAD10 psf BOTTOM CHORD LIVE LOAD 0 psf CONSTRUCTION SPECS. TIMBER FRAMED WALL S1.0 ' 4" CONCRETE SLAB w p BOTTOM CHORD DEAD LOAD 5 psf H8 5-10dx1.5" EA. END FL1423.7 ' BOTTOM CHORD DEAD LOAD 5 psf WOOD PANEL w/ /2"0xs LAG SCREWS FIBERMESH © 1.5 LBS S1,0 MTS12 7-10dx1'/2" EA. END FL474.325 SHEARWALL, w/ 2"0 WASHERS SEE DETAIL 2/S1.O(SIM� /CU•YD• MATERIAL SPECIFICATIONS: HTS20 24-1odx1V," EA. END FL538.9 - SEE PLAN 0 32" O.C. FOR REINFORCMENf OF CONCRETE OR 6x6 W1.4xW1.4 IL SEE CAST-IN-PLACE CONCRETE: SHALL HAVE A COMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS AND SCHEDULE DETAIL MSTA24 9-10d EA. END FL1901.57 � SLAB ON WWF ON 6MIL VAPOR BARRIER A MINIMUM / GRADE EXISTING TIMBER WALL TAI IN PREPARED GRA 3/S1.o. CONCRETE IN MASONRY UNITS: SHALL BE CONCRETE MASONRY UNIT IN ACCORDANCE WITH ASTM C 90 AND SHALL HAVE , DETAIL DE. ou Ponigo and NET AREA COMPRESSIVE STRENGTH OF 1900 PSI WHEN USING TYPE M OR S MORTAR (ASTM C 270). IN ACCORDANCE WITH ACI 530, MSTA36 13-10d EA. END FL1901.59 7 SEE PLAN. I� THE 1900 PSI BLOCK IN COMBINATION WITH TYPE M OR S MORTAR PROVIDES A DESIGN COMPRESSIVE STRENGTH (f'm) OF 1500 PSI. 9-10d EA. END o .� �� 4 DETAIL ksociates, Inc. MSTAM24 FL1901.61 N d ' 1 � s rr - » `� I i 496 Osceola Av enue GROUT: THE GROUT SHALL BE IN ACCORDANCE WITH ASTM C 476 AND SHALL HAVE A MAXIMUM COURSE AGGREGATE TO 11 SLUMP AND HAESTED SIZE OF 5-'/,"x2-'/. TITENS . •� j�� S1.0 SCALE. /4 - 1 -0 s �� \\\/ ' .lax.Beach, Florida32250 PLACED AT AN 8" VE A MINIMUM SPECIF{EO COMPRESSIVE STRENGTH OF 2000 PS{ AT 28 DAYS WHEN TMSTC28 18-16d EA. END FL1901.63 C-4 - Ph.242-0908 Fax.2411-9559557 IN ACCORDANCE WITH ASTM C 1019• REINFORCING STEEL' SHALL BE ASTM A615, GRADE 40. MSTC66 26-16d EA. END FL1901.64 ALT. FOOTING AT CA#8344 BUILDERS DISCRETION. SE DET STRUCTURAL STEEL: SHALL BE ASTM A36. MSTC66 38-16d EA. END FL1901.67 me 12" 1-STORY, w/(2}#4 CONT. 2x_ SYP.#2 DBL. TOP 4'-0" MIN. S1.0. CONTACT US wmi YOUR COMMB,ITS 22-10d TO TRUSS PLATE. FASTEN TOGETHER r' E TING WELDED MARE FABRIC (WWF): SHALL BE ASTM A185. MGT FL1423.15 OMMENTSOLP-A.COM 1-'/,"4 ROD TO FTG. w/10d COMMON NAILS ® S UCT AL ANCHOR BOLTS AND THREADED RODS: SHALL BE IN ACCORDANCE WITH ASTM A 307 OR ASTM F 1554 GRADE 36. t0-SDS'/.x3" TO TRUSS 16" O.C. PROVIDE 3-1Od COMMON NAILS EA. SIDE PHD2 FL503.27 OF SPLICE (TYPICAL) C-'-- WASHERS: SHALL BE IN ACCORDANCE WITH ASTM A500 (GRADE B). 1-'/2'0 ROD TO FTG. WITH ASTM A 563 GRADE A HEX. 14-SDS'/4x3" TO TRUSS MONOLITHIC EDGE FOOTING 5 DBL TOP PLATE P NUTS:. SHALL BE IN ACCORDANCEL TE S LI CE PHDS FL503.26 ANCHORING ADHESIVE: SHALL BE ONE OF THE FOLLOWING PRODUCTS (DUAL CARTRIDGE INSTALLATION ONLY): 1-5/s"4 ROD TO FTG. .O SIMPSON STRONG-TIE CO., PRODUCT: EPDXY-TIE SET OR APPROVED EQUAL. \Z..00). SCALE: 3/4" 1'-0" DETAIL FOUNDATION PLAN. SIMPSON STRONG-TIE CO., PRODUCT: ACRYLIC-TIE SET OR APPROVED EQUAL. is-tsd To TRUSS HTT16 FL503.20 METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO EXTERIOR SHALL BE GALVANIZED, Z-MAX OR SS. t-'Is"o ROD TO FTG. 4" CONCRETE SLAB ON IF NO ANCHOR BOLT IS PT. SYP#2 / " ' •' 8 SCALE: 3 16 = 1 -0 LOCATED AS SHOWN PROVIDE SILL PLATE SPECIFICATIONS: 32-16d TO TRUSS GRADE wj 6x6 W1,4x » » s1.0 W1,4 WWF OVER 6MIL A /2 0 EXP. BOLT (w/ 5/ Hrr22 FL503.21 VAPOR BARRIER, OVER EMBEDMENT) w/ 2x2x/a „ CONSTRUCTION � 1-°/s"� R00 TO FTG. EXISTING NEW 1 » VALID ONLY WHEN ROOF ASSEMBLIES: ROOF ASSEMBLIES SHALL BE IN ACCORDANCE WITH FBC-R CHAPTER 9. SIGNATURE IS IN BLUE INK 20-SDS'/.x3" TO TRUSS TERMITE TREATED PLATE WASHER. 9 2x8 SYP#2 ROOF JOIST © 24 O.C. FOOTING AND FOUNDATIONS: SOIL BEARING (DESIGN MAXIMUM): 2500 PSF. IF THE FOOTING ELEVATIONS SHOWN OCCUR INA Hoos FL1463.25 CLEAN COMPACTED FILL '� `� D RAISED SEAL � DISTURBED OR UNSTABLE SOIL, THE ENGINEER SHALL BE NOTIFIED. UNLESS OTHERWISE NOTED ON DRAWINGS, MINIMUM CONCRETE t-'/e"4 ROD TO FTG, 1'-0" 6 4 COVER FOR REINFORCING SHALL BE 3" IN FOOTINGS AND MESH SHALL BE CENTERED IN SLAB ON GRADE. IN ALL CONTINUOUS 6-10d TO HEADER x PROVIDE AT A DISTANCE OF NO LESS MAX• MIN. BUTT JOINT FOOTINGS PROVIDE #3 0 48" O.C. OR ROD CHAIRS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR LUS28 FL474.284 REVISIONS BY CONCRETE ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. 4-10d TO JOIST THAN 6" AND NO MORE THAN 12" FROM H8 H8 DRILL 6" AND EPDXY ALL BUTT JOINTS IN THE SILL PLATE. REINFORCED CONCRETE: DESIGN PER ACI 318 LATEST EDITION, f'c = 2500 PSI. ALL REQUIRES COMPRESSIVE STRENGTHS (UNLESS 14-16d TO HEADER 1-#4x1'-6" HORIZONTAL HUS26 6_16d TO JOIST FL474.284 DOWEL ® 24" oc (TYP) s SILL PLATE BUTT JOINT ALL HEADERS OTHERWISE NOTED ON PLAN) ARE H6• U.O.N. 36-16d TO BRG. MEMBER NEW SLAB INTERSECTION W/ EXISTING s1.o SCALE: 3/4" a 1'-0" DETAIL ' WOOO: ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH MASONRY, CONCRETE OR SOIL SHALL BE HGUS282 FL474.139 PRESSURE-TREATED. WOOD FRAMING SHALL BE IN ACCORDANCE WITH FBC-R, UNLESS OTHERWISE NOTED HEREIN. PT LUMBER 12-16d TO BRG. MEMBER SECTION INDICATED IN SECTIONS PRESERVED WITH SODIUM BORATE (DOT-DISODIUM OCTABORATE TETRA HYDRATE). IF HOWEVER, ACO OR 14-16d TO HEADER 2 SEE DETAIL NON-DOT BORATE PRESERVATIVE TREATMENT IS USED, ALL ATTACHED FASTENERS SHALL BE HOT DIPPED GALVANIZED. IF ACZA Hu4to FLt2t8.t48 S1.0 SCALE: 3/4" = 1'-0" 4/S1.0. PRESERVATIVE IS USED, ALL ATTACHED FASTENERS SHALL BE STAINLESS STEEL. 6-16d TO JOIST • /1 BEARING WALL NOTES: HEADER NOTES: ABU44 s/a"o ROD w/ 12-16d FL474.21 1. DOUBLE TOP PLATES AND SILL PLATES SHALL BE SYP #2 1. TYP. HEADER SYP #2 U.O.N. ON PLAN. RATED SHEATHING, 2. PLATES IN CONTACT w/ CONCRETE OR CMU SHALL BE P.T. 2. JACK AND KING STUDS SPF 2. ABU66 S/b"0 ROD w/ 12-16d FL1725.1 BOUNDARY OF- H10 \ # EXISTING- SHEATHING SEE DESIGN SPECS. 3. SILL PLATE ANCHORS PER GENERAL NOTES. 3. SEE DETAIL 7/S2.0 FOR TYP. FRAMING, 2-5/e"s BOLTS TO BEAM 4. STUD SIZE & GRADE ON STRUCTURAL PLANS SUPERSEDE THIS TABLE. 4. HEADERS ON PLAN SUPERCEDE THIS TABLE. CC44 FL1218,12 5. MIN. OF SPF UTILITY GRADE FOR INTERIOR NON-BRG. TOP PLATES. 2-5/."e BOLTS TO POST * SEE GENERAL NOTES EXAMPLE OF PANEL 1 0 6. USE SPF#2 OR BETTER FOR ALL WALLS IN THESE PLANS. EDGE w BLOCKING 4-/, 4 BOLTS TO BEAM WHERE REQUIRED BY S DET 7. SPACE STUDS AT 24" O.C. IN NON-LOAD BEARING WAI.,I_S s " FOR EPDXY SPECIFICATIONS. • 8. ALL WALLS SHALL BE BALLOON FRAMED FULL HEIGHT TU 1t00F OR CCss FLt2t8.t8 APPLY IN ACCORDANCE WITH FLOOR BEARING ELEVATION, UNLESS NOTED OTHERWISE ON PLAN. 2-'/,"� BOLTS To Posr MANUF. PRINTED INSTRUCTIONS GBVERAL NOTES. /S1• PA51 9-16d (EMBED ANCHOR) FL474.335 3)2x SYP LO GENERAL EPDXY EMBEDMENT: (SEE ANCHORING SYSTEM BELOW FOR ADDITIONAL INFORMATION) EMBEDMENT OF RODS OR REBAR DOWELS SHALL BE 12 BAR DIAMETER MINIMUM (LION), HOLES SHALL BE '/4" LARGER THAN REBAR SIX AND '/8" LARGER THAN 7/•"O ROD TO FTG. '• •• NAIL SPACING AT JA BO EN E TING HDtOA FL503.6 T/FTG. EL. 0 HEA R. S UCT AL THREADED ROD SIZE. 4-'/e"0 BOLTS TO TRUSS ♦ MATCH Z x SU GENERADL NOTES • SHEATHING SPECIFICATIONS. SET SIMPSON EPDXY-TIE k402.3 - Q EXISTING SHINGLE ROOF - 14/32" APA RATED SHEATHING, NAILED w/8d COMMON NAILS 0 6" O.C. EDGE & 6" O.C. FIELD (0 GABLE ENDS 7 W DECREASE EDGE NAIL SPACING TO 4" O.C. WITHIN 4'-0" OF ROOF EDGE). AT SIMPSON ACRYLIC TIE FL2304.1 ;,� EXAMPLE OF UNSUPPORTED .r " 1 CS20 9-8d TO MEMBER EA. END FL1901.6 , " CONT. BOTT. REINF. (UNBLOCKED PANEL EDGE. Q C,) WALL - 14/32 APA RATED SHEATHING, NAILED w/ 8d COMMON WIRE 0 6 O.C. EDGE AND 6 O.C. FIELD. PROVIDE 2x4 BLOCKING *ADD (2) #5x3-0 TIYPICAL AT ALL JOINTS. AT WALLS WITH STUCCO FINISH, PANELS SHALL BE ORIENTED LOG DIRECTION PERPENDICULAR TO WALL STUDS. 6-10d TO STUD *ADD DRILL & EPDXY (SEE FTG. DETAILS) ( ) ROOF FRAMING PLAN SP1 FL474.384 CTR " - PORCH - '/2" GYPSUM (WATER PROOF) GREEN BOARD, w/ 5d COOLER NAILS 0 6" O.C. EDGE AND FIELD 4-10d TO TO TOP PLATE GROUT (6 MIN.) INTO -'/," OR GREATER CDX PLYWOOD, w 6d COMMON NAILS 016" O.C. EDGE AND FIELD - EXISTING FTG. NAILING 'b INTERMEDIATE SCALE: 3/16" = V-0" 4 ( ) / 6 10d TO STUD » -'/te" OSB, w/ 8d COMMON WIRE NAILS 0 6" O.C. EDGE AND FIELD. SP2 FL474.385 SUPPORteS s o.C. MAX. STUDS, ROOF 1. ALL EXTERIOR WAILS ARE SW-3 SEE CONSTRUCTION z ., " 6-10d TO TO TOP PLATE i (LION) TRUSSES, OR P N SHEATHING FASTENED WITH 6d NAILS 0 6 O.C. EDGES SPECIFICATIONS. HARDIPANEL SHEATHING: WHERE HARDIPANEL SHOWN USE 5/16 HARDI A ELSE S FLOOR JOISTS. •�■•�•• & FIELD. WHEN SW-3 IS NOTED FASTEN WITH 8dx2'/2 GALV. COMMON WIRE. IF SW-1 IS SHOWN. PROVIDE WOOD PANEL SHEATHING sP4 s-todxt.5".tO STUD FL474.386 AS INDICATED ABOVE BENEATH HARDIPANEL APPLICATION AND PROVIDE HORIZONTAL BLOCKING AT 48" MAX SPH4 10-10dxt.5" TO STUD FL538.34 3 EXISTING FOOTING CONNECTION I 7 SHEATHING NAILING DETAIL 2. BUILT-UP POST SHOWN ON PLAN ARE MINIMUM AN W EXTERIOR AND INTERIOR SHEARWALL SPECIFICATIONS: SHEATH PER WOOD PANEL SHEATHING SCHEDULE BELOW, NTH 2x BLOCKING AT sPH6 10-10dx1.5' TO STUD FL538.35 S1,0 SCALE: 3/4" =1'-0" SECTION BE INCREASED TO CORRESPOND WITH STUD WALL SIZE MAY -ALL PANEL JOINTS. EXAMINE ALL SECTIONS AND DETAILS FOR SPECIAL NAILING AND BLOCKING CONDITIONS. 51,0 z 4-10d TO STUD SELECTED. --- WOOD PANEL SHEATHING: SW-# INDICATES WOOD PANEL SHEARWALL. PROVIDE NAILING AND ANCHORING AT EACH END OF SSP 1-10d TO TO TOP PLATE FL1423.21 SHEARWALL PER SCHEDULE BELOW OR AS INDICATED ON PLAN. PROVIDE DOUBLE STUDS AT ENDS OF SHEARWALLS. (KING STUDS ATHEADER HEADER MAY SERVE AS DOUBLE STUD). IF CONVENTIONALLY STRAPPED, ANCHOR SECOND STORY END STUDS TO FIRST FLOOR WALL 4-10d TO STUD MINIMUM SIZE EXISTING STRUCTURES ARE SHOWN ON DRAWINGS FOR CLARITY ONLY. VERIFY ALL EXISTING/NEW FRAMING w/ (3) CS16 OR AS INDICATED ON PLAN, OSP FL1423.21 SYMBOL HEADER MAXIMUM JACK KING ELEVATIONS AND TYPE OF CONSTRUCTION OF THOSE STRUCTURES, AND NOTIFY ENGINEER 1-tod TO TO TOP PLATE OPENING STUDS STUDS IMMEDIATELY BEFORE BEGINNING NEW CONSTRUCTION OF ANY INTERFERENCES LABS NAILING & END ANCHORAGE OF SHEARWALLS 4-10d TO STUD H6 (2)2x6 4'-4" 1 1 AND/OR DISCREPANCIES � W SW1: NAILING- 8d COMMON WIRE NAILS 0 3" O.C. EDGE & 6" O.C. FIELD ANCHOR-3/8"0 5/s"0 ROD QR (2)1/2"0 RODS LTT20B 1-10d TO TO TOP PLATE FLI423.21 ROOF SHEATHING THAT MIGHT EXIST BETWEEN CONSTRUCTION DOCUMENTS AND/OR ACTUAL FIELD CONDITIONS. SW2: USE SWI NAILING, EXCEPT SHEATH BOTH SIDES OF STUDS ANCHOR- w/ (2) RODS PER CONST. SPEC. H8 (2)2x8 6'-4" 1 2 THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING/SHORING, TEMPORARY SUPPORTS W SW3: NAILING- 8d COMMON WIRE NAILS ® 6" O.C. EDGE & 6" O.C. FIELD ANCHOR- w/ '/2"0 R00 2x8 BLOCKING 2x8 ROOF BRICK LINTEL SCHEDULE AND BETWEEN EA. JOIST RAFTERS H10 (2)2x10 8'-4" 1 3 OTHER SUCH ITEMS OR OTHER M 0 S �1ND SYSTEM THE THREADED R00 ANCHORING SYSTEM SHALL CONSIST OF '/2"� A307 THREADED RODS, ORIENTED VERTICALLY MISC. BRICK SPECIFICATIONS 0 24 O.C. , H12 » 0 E MEASURES NECESSARY TO PROTECT THE STRUCTURE AND ANY ANCHORING SYS E (2)2x12 10-4 2 3 PERSONNEL DURING CONSTRUCTION THE DESIGN ADEQUACY AND SAFETY OF ABOVE ITEMS ARE THE AND ATTACHED TO THE FOUNDATION AND TO THE UPPERMOST PLATE AT THE LOCATIONS INDICATED IN THESE DOCUMENTS. ABOVE LINTEL MIN. MAX, TOP PLATE, PROVIDE A 3% 3"x'/4" THICK STEEL WASHER. FASTEN WITH A NUT AND ALLOW AT LEAST 3 THREADS TO EXTEND ABOVE SOLE RESPONSIBILITY OF THE CONTRACTOR. TIGHTENED NUT. (TYP.)THIS SYSTEM ELIMINATES THE CONVENTIONAL STRAPPING REQUIREMENTS OF WOOD FRAMED CONSTRUCTION (I.E. DIMENSION BRG. SPAN STUD-TO-PLATE TIES, BOTTOM PLATE TO FOUNDATION TIES, FLOOR-TO-FLOOR STRAPS, AND HEADER TO JACK STUD STRAPS) L3'/2 x3'/2 x'/4 4 IN. 6 FT. SPECIAL REQUIREMENTS AT WINDOW/DOOR OPENINGS UNLESS OTHERWISE NOTED IN THESE DOCUMENTS. �� � 2x8 RIM GIRDER TRUSSES. do WIDE RnD SPACING• ROD INSTALLATION: AT ALL PLATE PENETRATIONS, PROVIDE A HOLE IN THE PLATE 14" LARGER THAN THE DIAMETER OF THE L4x3'/2"x'/4 6 IN. 8 FT. EXISTING WA \ `I BOARD CONT. 3 GIRDER TRUSS OR Q TOP PLATE SPLICE SHALL NOT ®WHERE ROD IS SPECIFIED ON THREADED ROD USED. WHILE SINGLE CONTINUOUS RODS ARE PREFERRED, COUPLERS (SIMPSON CNW OR EQUAL) MAY BE USED IN " E G LL C" BEAM w/ STRAP OCCUR BETWEEN THE KING STUDS PLAN ADJACENT TO GIRDER TRUSS CASES WHERE ONE CONTINUOUS ROD IS UNFEASIBLE. THE ROD SHALL IBE INSTALLED APPROXIMATELY CENTERED IN HOLE. RODS MAY L5x3/2 x/4 6 IN. 10 FT. & ROOF FRAMING NUT AND WASHER BE SLANTED FROM TRUE VERTICAL BY A MAXIMUM OF 2 INCHES IN 10 FEET TO AVOID CONFLICTS WITH FLOOR AND WALL FRAMING. TO REMAIN PER ROD NOTES 6" MAX 2 1 AND THE FIRST THREADED ROD. OR BEAM, LOCATE ROD WITHIN 6" THE NUT ABOVE THE UPPERMOST PLATE SHALL BE SECURED OVER THE WASHER TO A SNUG-TIGHT CONDITION PLUS ONE-HALF TURN L6x3V2"x'/4 6 IN. 12 FT. TRIM OFF 214"'SPF#yy 6" MAX ®PROVIDE FULL SHEATHING ABOVE OF POST. OF A STANDARD WRENCH (APPROXIMATELY 25 FT.-LBS. OF TORQUE). SIMPSON H8 06 0.0 ALL WINDOWS AND NAIL WITH 8d 0 3" 6 AT OPENINGS GREATER THAN S1,0-FOUNDATION PLAN & L7x3'/2"x'/4 6 IN. 16 FT, EXISTING TRUSS ® EA. JOIST FRAMING WALL STUDS & � O.C. EDGE AND FI " EPDXY ANCHORING: ALL THREADED RODS SHALL BE DRILLED & EPDXY ANCHORED. PROVIDE A MINIMUM EDGE DISTANCE (MEASURED OVERHANG. SHEATHING PER 6 FROM CENTERLINE OF ROD TO EDGE OF SLAB) OF 2" FOR 2x4 FRAMING AND 3" IN 2x6 FRAMING. PROVIDE 6" EMBEDMENT FOR LD. OMIT THIS 4-2 , ATTACH DOUBLE TOP PLATE CEILING/FLOOR PLAN BRG WALL SCHED, POST BELOW REQUIREMENT OVER OPENINGS IN TO HEADER WITH SPH4/6 0 32" MONOLITHIC CONCRETE AND 12" EMBEDMENT FOR STEMWALL AND CMU SAND ICF INSTALLATIONS. 1. STEEL LINTELS TO BE MIN. 36 LINTEL MUST HAVE BALLOON FRAMED WALLS. CORROSION RESISTANT COATING OF EPDXY BASED PAINT. 8 EXISTING ROOF CONNECTION & GENERAL NOTES. GIRDER, SEE O.C. 1F CRIPPLE STUDS ARE USED GENERAL UPLIFT REQUIREMENTS: AT WALLS INSTALL %"0 A307 THREADED ROD ANCHORS PER DETAILS 10/S1.0 WITH A MAX » • » THREADED ROD PLAN ®FOR ROD SPECIFIED ON PLAN ATTACH SPH PL TO CRIPPLES AND SPACING OF 6'-8" O.C., AT EXTERIOR WALLS & 4'-0" O.C. AT INTERIOR BEARING WALLS, AND AT ALL CORNERS AND WALL 2. LINTEL MORE THAN 8'. SHOULD BE LATERALLY 51.0 SCALE: 3/4 =1 -0 SYSTEM PER ROD ADJACENT TO WALL OPENINGS, ATTACH CRIPPLE TO HEADER WITH • INTERSECTIONS. ALSO, LOCATE AT SPECIAL ANCHOR LOCATIONS INDICATED ON PLAN. INTERIOR PARTITION WALLS AND INTERIOR SUPPORTED NOT TO EXCEED 6 FT. O.C. w/1-'/4 x3 WD. NOTES AND PLAN LOCATE ROD WITHIN 6" OF KING H3. BEARING WALLS WITH NO ROOF UPLIFT DO NOT REQUIRE ANCHORS. ANCHORS AT ENDS OF SHEARWALLS MAY VARY, SEE SHEARWALL SCREWS INTO HEADER PROVIDE A V " VERT. SLOTTED STUD. (2)WHEN ROD SPACING EXCEEDS SPECIFICATIONS ABOVE AND PLAN FOR LOCATION. AS AN ALTERNATE 'THE CONTRACTOR MAY INSTALL CONVENTIONAL STRAPPING HOLE FOR SCREW. SILL ANCHOR IN FILL PER 7/S2.0 FOR INTERIOR/EXTERIOR ROOF BEARING WALLS IN LIEU OF THE ANCHORING SYSTEM. BETWEEN RODS PER ROUGH OPENING @)PROVIDE AN ADDITIONAL ROW OF 5'-4", PROVIDE AN ADDITIONAL 3. BRICK VENEER SIDING: HORIZONTAL TIES 0 24 O.C., CONSTRUCTION SPEC. SEE ARCH. » ROW OF 8d NAILS 0 6" O.C. INTO 8D NAILS ® 6 O.C. INTO ONE OF SILL PLATE CONNECTORS: ALL EXTERIOR WALLS & INTERIOR SHEARWALLS, PROVIDE '/2"x6" Ig THREADED ROD ANCHORS w/ 2x2x1/4"0 VERT. TIES 0 16" O.C.. PROVIDE 3/,a"O WEEP HOLES 4 THE KING STUDS ADJACENT TO ALL DOUBLE TOP PLATE. STAGGER THIS OR 1'/2"x1'/2"x'/s"O PLATE WASHER DRILLED & EPDXIED 0 40" OC BE"TWEEN ANCHOR RODS INCLUDING BENEATH WINDOW SILLS. 033" O.C. IMMEDIATELY ABOVE FLASHING. OPENINGS (IN ADDITION TO OTHER NAILING TYPICAL NAILING. ROD EMBEDMENT NAILS SPECIFIED IN GENERAL ROOF AND CEILING FRAMING: REFER TO TRUSS SHOP DRAWINGS FOR TRUSS PROFILES. PROVIDE SOLID BLOCKING AT SHEATHING DEPTH PER FOUNDATION, NOTES. OMIT IF WALL SEGMENT " JOINTS IN THE FIRST TWO RAFTER OR TRUSS SPACES FROM GABLE END;. ROOF SHEATHING SHALL BE ATTACHED TO BLOCKING WITH FASTENING SCHEDULE ROD NOTEST SEE PLAN ADJ. TO OPENING IS LESS THAN 6 PANEL-END NAILING REQUIREMENTS. ALL CONVENTIONAL FRAMING SHALL BE SYP#2. ENCLOSED �" .8. 18". MAX F FOR WOOD MEMBERS MEANS AND METHODS: THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL � BE RESPONSIBLE FOR CONSTRUCTION MEANS, (U.O.N. ON PLAN) A SPH4/6 032" O.C. 6 METHODS, TECHNIQUES, PROCEDURES, OR SEQUENCES; FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR OR ANY OTHER PERSONS CONNECTOR A Do not scale dimensions from these PERFORMING THE WORK OR FOR THE FAILURE FOR ANY OF THEM TO CONSTRUCT THE WORK IN ACCORDANCE WITH THE CONTRACT CONN. w C SPH4/6 032" O.C. DOUBLE TOP PLATE SEE 8 S1.0 FOR x drawings.If a dimension is unclear DOCUMENTS. MEMBERS TYPE CONN. D MSTA24 TO 6' WIDE TO WALL STUD. 40" MAXSILL A TACHMENT, FASTEN CORNER POST Q refer to the Architectural drawings or LIMITS OF STRUCTURAL ENGINEERING DESIGN RESPONSIBILITIES: THE ITEMIS SPECIFICALLY DESIGNED BY THE STRUCTURAL ENGINEER z (2) MSTA24 TO 12' WIDE HEADER SEE SCHEDULE. MULTIPLE STUDS AT » TOGETHER w/12d COMMON Contact the E.O.R. JOIST TO SILL QR. GIRDER TOE NAIL 2-16d Z r END OF SHEARWALL, 6 8 ® 6" O.C. (STAGGERED). ARE LIMITED TO THE FOLLOWING: CONTINUOUS LOAD PATH FOR WIND UPILIFT, WOOD PANEL SHEARWALLS, WALL FRAMING AND v E LTT20B TO 6 WIDE MAX 1 0- REQUIRED SHEATHING AND HEADERS DIRECTLY SUPPORTING ROOF FRAMING. ITEMS NOT DESIGNED PRE-ENGINEERED WOOD FLOOR AND SEE SHEARWALL ROOF TRUSSES, FLOOR FRAMING NOT SPECIFICALLY ADDRESSED, TRUSS-TO-TRUSS CONNECTION, AND ANY ARCHITECTURAL, BRIDGING TO JOIST TOE NAIL 2-8d E.E. IHTT16 TO ,2' WIDE CONNECTOR SPECIFICATIONS. SIMPSON H3 AT SAME HEADER TO JACK STUD AN HORING SYSTEM STRAIGHT CORNER POST SUBDIVISION MECHANICAL OR ELECTRICAL SYSTEM. SOLE PLATE TO JOIST/BLOCKING FACE NAIL 16d0 16" O.C. SPACING AS CbNNECTOR Aall 10 SCHEMATIC AND SPECIFICATIONS FI CATIONS NOTE: ONLY ONE (O"w FLEET LANDING KING STUDS ROUGH OPENING SEE ARCH. S1.0 SSP MAY BE USED IN LIEU OF SPH4/6. DBL ROD INSTA AMON ROD IS REQ'D AT LOT UNIT BLOCK TOP OR SOLE PLATE TO STUD FACE NAIL 2-16d AT OPENINGS LESS THAN 4 HOWEVER, SPACING SHALL BE REDUCED BY HALF. TYP. CORNERS. 115 CONNECTOR E JACK STUDS PROVIDE SPH4/6 AND ANCHOR STUD TO SOLE PLATE TOE NAIL 3-16d KING STUD TO BOLT OR ROD ANCHOR WITHIN MP N N CUSTOMER PLAN NAME FOUNDATION. 6" UNLESS SHEARWALL ANCHOR CONVENTIONAL ROOF FRAMING SCHEDULE CO 0 E TS & CLADDING DESIGN WIND PRESSURES FLEET LANDING DOUBLE STUDS FACE NAIL 16d® 12" O.C. 6" IS•PRESENT. ASPHALT SHINGLE CONCRETE TILE COMPONENTS do CLADDING - WALLS 1) DESIGN WIND PRESSURES REPRIESENT THE DESIGN/DRAWN/CHECKED TOP PLATE, LAPS/INTERSECTION FACE NAIL ♦ ° 2-16d ROOF RAFTER MAXIMUM SPAN MAXIMUM SPAN UPLIFT CONNECTOR O DESIGN WIND PRESSURES (psf) NET PRESSURE (SUM OF EXTERNAL AND AOB JB LAP 16d016" O.C. (SYP #2) 024" O.C. 016" O.C. 024" O.C. 016" O.C. DBL. TOP PLATE PRE-ENG TRUSS TRIBUTARY INTERIOR EDGE STRIP INTERNAL PRESSURES) APPLIED NORMAL ( ) # AREA (9f) ZONE a =3'-0" 0 WALL SURFACES. DATE CONT. HEADER, TWO PIECES FACE NAIL e0 EDGE CONNECTOR C 1 2x4 SPF#2 SILL 2 x 6 9'-6" 11'-6" 8'-6" 9'-9" (1) H3 !� 4-12d TOE NAIL (1) A35 Q$ 4-12d TOE NAIL 2) LINEAR INTERPOLATION BETWEEIN VALUES 11.01.06 1st LVL WALL STUD FASTENED TO JACK 10 +25.9 -28.1 +25.1 -34.7 OF TRIBUTARY AREA IS PERMISSIBLE. CEILING JOIST TO PLATE TOE NAIL 2-16d TO SILL PLATE STUDS W/ 4-12d 2 x 8 13'-0" 15'-0" 11'-6" 13'-O" (2) H3 Qg 8-12d TOE NAIL (2) A35 Qg 8-12d TOE NAIL 50 3) PLUS AND MINUS SIGNS SIGNIFY PRESSURE SCALE TOENAILS. " n » +23.2 -25.4 +23.2 -29.2 ACTING TOWARD AND AWAY FROM THE AS NOTED CONT, HEADER TO STUD TOE NAIL 3-16d x 1 - 19-0 13!_91017-0 (1) MTS12 (2) A35 100 +22.0 -24.2 +22.0 -26.9 EXTERIOR WALL SURFACE, RESPECTM� .`!, TYPICAL OPENING DETAIL AND 2 x 12 ,9'-0" 23'-0" ,s'-3" 19'-9" (2) MTS12 (2) A35 9 C 0 N VE N TI 0 N A L STRAPPING SCHEDULE �� pLt C01�40�1�N'� AHD CLAD'D1NG WALL ELEMENTS SHALL 8E DESIGNED FOR BOTH CEILING JOIST TO ROOF RAFTER FACE NAIL 8-12d POSITIVE & NEGATIVE PRESSURES SHOWN IN TABLE. RAFTER PLATE TOE NAIL 4-16d S1,0 SSP MAY BE USED IN LIEU OF SPH4/6 HOWEVER SPACING SHALL BE REDUCED BY HALF. NOTE: 5) COMPONENT AND CLADDING ELEMENTS WITHIN A DISTANCE 'o' FROM 11HE. CORNER OF 'CHE SHEET USE THIS SCHEDULE FOR ALL ROOFS NOT FRAMED BY PRE-ENGINEERED WOOD ROOF TRUSSES. AT BUILOING SHALL BE OE%GNEO FOR THE E©GE SZRIP PRESSURES, OZNERWISE, VISE INTERIOR BUILT-UP CORNER STUDS FACE NAIL 16dC� 12" O.C. FF \*1 CONVENTIONAL FRAMING LOCATED OVER OTHER ROOF FRAMING, SEE LEDGER 80AR0 DESAII. BELOW FOR ZONE PRESSURES. C) LLM A1IACHMENI OF OVER�RAMED RAPIERS 30 MAIN RAPIERS. WHEN USING 1W0 H3 CLIPS ON Ph" WIDE LUMBER, PLACE CLIPS DIAGONALLY ACROSS DBL. TOP PLATE FROM EA. OTHER. WHEN USING TWO A35 CLIPS ON 0/2" NOE LUMBER, STAGGER CLIPS VERTICALLY TO AVOID NAILING INTERFERENCE. RAFTERS SHALL BE STRAPPED TO NEAREST MAIN ROOF RAFTER. SHEET 1 OF