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Carnation Street 1011 ! This plan was designed and dratted b W L Martin Home Desi to REVISIOKS BY 4k �•....._._. __ _ p $ Y t3� eel average conditions and codes • in the suite of Oklahoma at the time it was designed.Because codes and regulations can change and may GENERAL NOTES r vary fro j j . n,W.L.Malin Home Desi cannot warrant cam fiance with any. �' _ FRAMING. special �icgul y g determine the suitability of these plans for m urisdictta gree a ,k DESIGN LOADS code or on.Consult our local bttildiin official to !; 1. Floor.401bs.Live load,iS 1bs.Dead load 1.' Contractor to confirm the size,spacing and species of all framing and straoMW members to meet your your specific site and application. 2. Roof:341bs.Live load,201bs.Dead load local code requirements. This plan can be adapted to your local building codes and requirements,but also,it is the responsi`bili of V << 2. Any structural or'framing members not indicated on the plan are to be sized by the contractor.. the purchaser andlor builder of this plan to see that the structure is built in strict complieace with all 3• Soil bearing capacity 2000 PSF 3. Double floor oists under all partition walls,unless noted otherwise, governing municipal codes[city,county,state and federal]. { 1 4. Live loads dead loads,wind loads,snow loads,lateral loads,seismic zoning and any specialty loading J r conditions will need to be confirmed before construction and adjustments to plans made accordingly. 4. All angled walls are 4S degree angles unless noted.otherwise. The purchaser and/or builder of this plan releases W.L.Martin Home Designs,its owner and employees _ !" See your local building officials for verification of your specific load data,zoning restrictions and site 5. Provide collar ties,cross-bridging and bracing as required. from any claims or lawsuits that may arise during the construction of this structure 9!any time thematter. 6. Provide additional bearing points as required by loading transfers. conditions. € CONCRETE AND FOUNDATIONS: 7. Framing lay-out and size may vary with local codes and conditions. 1. All slabs on grade shall be 4 tach 3000 PSI(2g-day compressive sts.ngth concrete),unless noted 8. Roof g p is for general layotrt only,do not use far rafter cotmt. E otherwise. 3� 2. All slabs on grade shall bear on four inch compacted granular fill with 6 by 610-10 welded wire mesh. 1• Prefabricated fireplaces and flues are to be U.L.approved and installed per mane.specifications. 3, . Interior slabs shall have 6 mil,polyethylene vapor barrier underneath. 2: All materials,supplies and equipment to be installed per menu.specifications and local codes. �! 3. Provide type"x"firecode sheetrock on garage walls and ceilings. E 4.' Provide proper expansion joints and control joints as per local requirements. ' ( 5.' Provide additional beating points as required by floor"I"joist manufactorer,and loading transfers. 4. Confirm window openings for your local egress requirements and minimtun Light and venting. ! t 6. Foundation details may with local codas and conditions, ! S. The mechanical and electrical layouts are suggested only.Consult your mechanical and electrical yy verify with contactor or engineer. ' contractors for exact specifications,locations and sizes. ' {; 7. Provide foundation access and vents as required by local codes and conditions. - 13. Foundation wall and footing sins reinforcing must conform with your local building requirements. 6. Inor alterations to this plea can be made by the builder.Please contact our dtnfting department for `� and roof is in lace. information price quotes if mayor changes are required 9. Foundation walls are not to be backfilled until house is completely framed p ,. 10, Verify depth of footings with your local codes. . �!. 11. Provide termite protection as required by HUD atinimum property standards. BA.SEMEN'T: ft; 1. Basement stairs are calculated as 9 inch treads with 1 inch nosing(10 inch total)and 7.75 inch risers. ! 2. Water heater and air coaditioaer may be located in basement when using basement option. x , 3. Provide sump pumps as required. 4. Some soil conditions may require a 12 inch concrete retaining wall,verify with contractor or engineer. S: Provide exterior windows and door as grade allows. ! 6...Provide venting as local codes and conditions dictate. + IFTHIS IT\r RED . t . P 4 f /yaL ).. 5771-e w7TZFi?•. { f �i j � N i ' [ �t t 1 e Re s{. IE �� rlpMlrlMrW1� `,` JG. •vwM<w ••NVY ILL cri 444 1 I I IL oats �4. ...... 13A 14A.._ .:. s Lc�fNG....._.-....._. care 3 _ a Drawn • M Jobz it pf �z 1p Sheet r l AA .MWM \n�rc• r,�.n+r.�aN,u- a .w; .._._ �. 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I Job I Sheet G, L,- A Slab' , '004 Of (9 Sheets = I I tt lE$! ��eN�9AA@pl IgliFf t at [ I: pp>. DESIGN SPECIFICATIONS: viWm **CONVENTIONAL STRAPPING: ...r.> y .. " # ' Q DESIGN CODE: 2004 FLORIDA BUILDING CODE WHERE "CONVENTIONAL STRAPPING IS SHOWN ON THESE PLANS, USE: THE FOLLOWING: POST AND BEAM FRAMING: J OCCUPANCY: RESIDENTIAL GROUP R-3 (ONE AND TWO-FAMILY DWELLINGS) SIMPSON SPH TOP AND BOTTOM OF EACH STUD W/ (6) 10d NAILS EACH END OF EACH STRAP 0 EACH ATTACH HEADERS TO POSTS W/ (2) SIMPSON CS16 OR MSTA24 FLAT STRAPS W/ (7) 1ODxl.5" NAILS TO HEADER AND (7) 1ODx1.5" NAILS TO POST. END OF EACH WALL, EACH KING STUD, AND ® MAX 32" O.C. . FIRST FLOOR SILL PLATES TO FOUNDATION NOTCH HEADERS UNDER TOP PLATES AND BEAR-ON-JACK STUDS OR USE SIMPSON HUC410 HANGER W/ (8) 16D TO WALL (8) 16D TO HEADER. COPY n, �` �' aCONSTRUCTION: TYPE V, UNPROTECTED " FILw z rn W W/ Y2 ANCHOR BOLTS AT MAX 32 O.C. . SECOND FLOOR SILL PLATES TO FLOOR BEAMS WITH (2) ANCHOR POSTS TO FOUNDATION W SIMPSON ABU POST BASE W/ (1) THREADED ROD SET 7 INTO FOOTING AND (12) 16D NAILS TO POST OR 4 ui BASIC WIND SPEED: 120 MPH 13l X3" NAILS 0 12" O.C. & SECOND FLOOR WALL STUDS TO BEAMS BELOW W/ SIMPSON CS16 OR USE (1) SIMPSON HTT' W/ (1) " THREADED ROD SET 7" INTO FOOTING (18) 16D NAILS TO POST. ; i '' .' 1~ ' `` a° WIND IMPORTANCE FACTOR: 1.0 CATEGORY II BUILDING MSTA24 STRAPPING W/ (7) 10Dx1.5" NAILS EACH END OF EACH STRAP ® EACH END OF EACH WALL, z O WIND EXPOSURE: C EACH KING STUD, AND 0 MAX 32 O.C. �, m w �w � � THREADED ROD: ROOF AND CEILING FRAMING: �,, o z = gi z w a INTERNAL PRESSURE COEFFICIENT: f 0.18 ENCLOSED BUILDING (IMPACT RESISTANT GLAZING REQUIRED) +-���- �• A w a w THIS SYSTEM USES A THREADED ROD CONTINUOUS FROM THE FOUNDATION TO THE DOUBLE TOP PLATE. ROOF ASSEMBLIES SHALL BE IN ACCORDANCE WITH FBC. JAN $ 20 9 U \9 2 O m MAXIMUM DESIGN WIND PRESSURES (PSF): ALL CONVENTIONAL FRAMING SHALL BE SYP 2. REFER TO TRUSS SHOP DRAWINGS FOR TRUSS DETAILS. PROVIDE 1X4 PULIN BRACING w _j c~n J THREADED RODS: SHALL BE IN ACCORDANCE WITH ASTM A 307 OR ASTM F 1554 GRADE 36. THE NUT ABOVE THE BOTTOM CHORD OF ROOF TURSSES AT THE SPACING INDICATED IN THE SHOP DRAWINGS. FASTEN W/ (2) 6D NAILS AT EACH `' U. U. OPENING SIZE (SF) EDGE ZONES (3'-0" FROM OUTSIDE CORNERS) INTERIOR ZONE AT THE DOUBLE TOP PLATE AND SILL PLATE SHALL RECEIVE A FINAL TIGHTENING AFTER THE ROOF � _ TRUSS. PROVIDE SOLID BLOCKING AT ROOF SHEATHING JOINTS IN THE FIRST TWO RAFTERS OR TRUSS SPACES FROM THE GABLE ENDS. � " v SYSTEM IS INSTALLED, RIGHT BEFORE DRYWALL INSTALLATION. w w z d U� 0-20 +36 and (-)48 +36 and (-)39 GABLE ENDWALLS: % a 21-50 +34 and (-)45 +34 and (-)37 WOOD: WOOD FRAMING SHALL BE IN ACCORDANCE WITH FBC, EXCEPT AS NOTED IN THESE PLANS. WHERE WOOD PROVIDE PLATFORM FRAMING IN ATTIC OR BALLOON FRAME WALL STUDS AT ALL GABLE ENDS, SEE PLANS. U 9 � 51-100 +32 and (-)40 +35 and (-)35 JOIST OR THE BOTTOM OF A WOOD STRUCTURAL FLOOR WITHOUT JOIST ARE CLOSER THAN 18" OR w w W w " GROUT: = LzZ >100I L- +30 and (-)37 +30 and (-)33 WOOD JOIST GIRDERS CLOSER THAN 12 TO THE EXPOSED GROUND OR UNEXCAVATED AREAS LOCATED '►Zi �- WITHIN THE PERIMETER OF THE BUILDING FOUNDATION, THE FLOOR ASSEMBLEY (INCLUDING POST, JOIST THE GROUT SHALL BE IN ACCORDANCE WITH ASTM C 476 AND SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF 3/8" PLACED AT U Zo 1 o m J o AND SUBFLOORS) SHALL BE PRESSURE TREATED. ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR AN 8" TO 11" SLUMP AND HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF 2000 PSI AT 28 DAYS WHEN TESTED IN �z E � DESIGN LIVE LOADS: ACCORDANCE WITH ASTM C 1019. pQ OA Q o�W MASONRY SHALL BE PRESSURE TREATED. ALL PRESSURE TREATED WOOD, (I.E. FLOOR JOISTS, RAFTER OGi PARTITION: 20 PSF E z �¢ O Y _ FLOORS: 40 PSF TAILS, ECT.) SHALL BE PROTECTED FROM TOUCHING TRUSS PLATES, TRUSS HANGERS, ECT. WITH EITHER U U A O A a z d N BALCONIES: 100 PSF " PLY, FELT OR APPROVED EQUAL. LAMINATED WOOD FRAMING: W o w m CO FABRICATION AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH APA AND THE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION: O O�� a < DESIGN DEAD LOADS: FLOOR JOISTS BRIDGING AND BLOCKING: MINIMUM ALLOWABLE STRESSES SHALL HAVE THE FOLLOWING PROPERTIES AND SHALL BE A DRY USE CONDITION: U �' PARTITION: 20 PSF F w z w� O FLOORS: 10 PSF ( ) GRADE: 1.9E P� PROVIDE 2x_ BLOCKING AT BOTH ENDS OF ALL FLOOR JOIST. BLOCKING SIZE TO MATCH JOIST DEPTH. FLEXURAL STRESS: 2600 PSI O W ~ a o o O �` ~ � N d- PROVIDE BRIDGING FOR FLOOR JOIST WITH A DEPTH GREATER THAN 9.25 AND WHERE THE SPAN IS Ger v,< U z C) Li N Lo N SOILS: GREATER THAN 8'-0". BRIDGING SHALL BE INSTALLED AT 8'-0" O.C. MAX. JOISTS SHALL BE LATERALL fa O�, w o z , - 1- w Op MINIMUM ALLOWABLE SOIL BEARING CAPACITY = 2500 PSF SUPPORTED AT THE ENDS AND AT EACH SUPPORT BY SOLID BLOCKING EXCEPT WHERE THE ENDS OF A w W cr <C I o0 SUBSURFACE SOIL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN. THE OWNER SHALL PROVIDE TO JOISTS ARE NAILED TO A HEADER, LEDGER, OR RIM BOARD OR TO AN ADJOINING STUD. BLOCKING SHALL t w a L- LJ N_ Ln J (D THE CONTRACTOR A REPORT OF THE SUBSURFACE CONDITIONS. SOIL PREPARATIONS NOTED IN SAID REPORT SHALL BE NOT BE LESS THAN A NOMINAL OF 2-INCHES IN THICKNESS. MASONRY CONSTRUCTION: �V)�a Z Li LO � FOLLOWED UNLESS MORE STRINGENT DESIGN IS SPECIFIED WITHIN THESE PLANS. THE FILL BELOW THE FOUNDATION cz.�o - O � SHOULD BE FREE OF DEBRIS, ORGANIC MATERIAL, COHESIVE SOILS OR ANY OTHER DELETRIOUS MATERIAL. SOIL MUST FLOOR JOISTS NOTCHING AND BORING; CONCRETE MASONRY UNITS: SHALL BE HOLLOW UNIT MASONRY IN ACCORDANCE WITH ASTM C 90 AND SHALL HAVE A MINIMUM NET W �w L Q Z = BE COMPACTED TO 95% MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR A DEPTH OF 2'-0" BELOW THE BOTTOM OF AREA COMPRESSIVE STRENGTH OF 1900 PSI WHEN USING TYPE M OR S MORTAR (ASTM C 270) w o co I-- Z -1 NOTCHES/HOLES IN FLOOR JOIST SHALL NOT BE LOCATED IN THE MIDDLE ONE THIRD OF THE JOIST SPAN. NOTCHES IN ACCORDANCE WITH ACI 530, THE 1900 PSI BLOCK IN COMBINATION WITH TYPE M OR S MORTAR PROVIDES A DESIGN COMPRESSIVE � ,a W J J O THE FOOTING. " " " x Ui m Q > M O IN THE OUTER THIRDS OF THE SPAN SHALL NOT EXCEED 1 DEEP x 2 WIDE. HOLES SHALL NOT EXCEED 1-3/4 IN STRENTH (f'm) OF 1500 PSI. w z x o Z_ � FOOTINGS AND FOUNDATIONS: DIA. AND SHALL NOT BE PLACED WITHIN 2" OF ANY NOTCHES OR TOP AND BOTTOM OF THE JOIST. Q w,- L1 `'� O FOOTINGS AND FOUNDATIONS SHALL BE IN ACCORDANCE WITH FBC AND AS NOTED IN THESE PLANS. SILLS ON CONCRETE: SEE SECTION ABOVE FOR GROUT SPECIFICATIONS w w D CO 0 EE� W DEFINITIONS: 0 w O v Z x WELDED WIRE REINFORCING (WWR): SHALL BE ASTM A185, FURNISH IN FLAT SHEET THIS SYSTEM USES A THREADED ROD CONTINUOUS FROM THE FOUNDATION THROUGH THE DOUBLE TOP GROUT POUR HEIGHT - THE TOTAL HEIGHT OF MASONRY TO BE GROUTED PRIOR TO ERECTION OF ADDITIONAL MASONRY. w0 W c, Lij U 0 d PLATE. THE NUT AT THE DOUBLE TOP PLATE AND SILL PLATE SHALL RECEIVE A FINAL TIGHTENING GROUT POUR - CONSISTS OF ONE OR MORE GROUT LIFTS. L i l < AFTER THE ROOF SYSTEM IS INSTALLED TO ENSURE THE CONNECTION IS FREE AND CLEAR OF GAPS. GROUT LIFT - THE LAYER OF GROUT PLACED IN A SINGLE CONTINUOUS OPERATION AND IS LIMITED TO 5 FEET 1524 MM Q MASONRY STEMWA�,LS: ( )• t� FOR MASONRY WALLS: SILLS ON CONCRETE SHALL BE PRESSURE TREATED (PT) SYP #2 AND SHALL BE RODDING - THE ACT OF COMPACTING FRESHLY POURED CONCRETE OR GROUT IN ITS FORM BY FREEING THE MASS OF AIR POCKETS WITH Q - MASONRY STEMWALLS SHALL BE IN ACCORDANCE WITH FBC AND AS NOTED IN THESE PLANS. ATTACHED AT A MIN. OF 32" ON CENTER WITH 1/2" DIA. ANCHOR 13OLTS AND SET INTO THE BOND REPEATED STABS OF A ROD. m -STEMWALL TO BE A MAXIMUM OF (6) COURSES TALL. CONTACT ENGINEER OF RECORD IF STEMWALL WILL EXCEED OR TIE BEAM. (EMBEDED THREADED RODS MAY ACT AS THE ANCHOR BOLT PROVIDED THAT A PUDDLING - THE PROCESS OF INDUCING COMPACTION OF GROUT BY USE OF A TAMPING ROD. m (6) COURSES IN HEIGHT, CONTINUOUS LOAD PATH IS PROVIDED AND SLIDING OF THE SILL PLATE IS PREVENTED. CONTACT E.O.R. PUDDLE - THE ACT OF WORKING CONCRETE TO ELIMINATE HONEYCOMB, AND TO PRODUCE A DENSER MASS. Lii STEMWALL AND MONOLITHIC FOOTINGS ARE INTERCHANGEABLE. WHERE THREADED RODS ARE EMBEDED 12" INTO FOR APPROVAL). ALL ANCHOR BOLTS SHALL BE PLACED ON EACH SIDE OF A SPLICE AND WITHIN 6" PUDDLE STICK = A STICK OR ROD USED TO CONSOLIDATE GROUT BY HAND. U STEMWALLS, THE TOP TWO COURSES OF STEMWALL MUST BE FILLED. FROM THE END. MASONRY CONSTRUCTION AND INSPECTION GUIDELINES: CONCRETE: SUBFLOORS: 1. LAY UP MASONRY IN RUNNING BOND FOR SIZES AND REINFORCING PER PLANS AND ELEVATIONS. �. .. 2. FACE SHELLS OF BED JOINT SHALL BE MORTARED. a CAST-IN-PLACE CONCRETE: SHALL HAVE A COMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS. WHERE SUBFLOORLNG IS INDICATED IN THESE PLANS, USE Y4" T&G PLYWOOD GLUED WITH A CONSTRUCTION 3. WEBS SHALL BE MORTARED AT CELLS TO BE GROUTED. CONCRETE AND STEEL REINFORCEMENT SHALL BE IN ACCORDANCE WITH FBC. ADHESIVE AND FASTENED PER FBC. 4. VERTICAL CELLS ARE TO BE ALIGNED WHERE THEY ARE TO BE GROUT FILLED UNLESS BOND IS SHIFTED DUE TO SITE CONDITIONS, ANCHOR BOLTS: 5. INSTALL HORIZONTAL JOINT REINFORCING AT 16 INCHES (407 MM) ON CENTER STARTING FIRST BLOCK ABOVE FOUNDATION. c- SLAB ON GRADE TYPICAL ANCHOR BOLTS ARE REQUIRED AT THE FOLLOWING LOCATIONS: 6. MAINTAIN MINIMUM OF 1/2 INCH (12.7 MM) COVER ON JOINT REINFORCING TO EXTERIOR AND REINFORCING SHALL BE EMBEDDED IN MORTAR. �► UNLESS NOTED OTHERWISE ON THE PLANS, SLAB THICKNESS IS 4". SLAB SHALL BE POURED OVER A * SPACED 32" O.C. AT EXTERIOR WALL SILL PLATES. 7. GROUT SPACES BOTH VERTICAL AND HORIZONTAL ARE TO BE SUBSTANTIALLY FREE OF DROPPINGS, DEBRIS, LOOSE AGGREGATE AND ANY w MATERIAL DELETERIOUS TO MASONRY GROUT. 10 MIL. VAPOR BARRIER AND THE SOIL SHALL BE PREPARED FOR TERMITE PREVENTION PRIOR TO * AT THE EXTERIOR WALL SILL PLATES WHERE THE THREADED ROD IS MORE THAN 6" FROM THE END OF THE PLATE. 8. INSTALL REINFORCING IN GROUT CELLS PRIOR TO GROUTING. POURING. 6x6 W1.401.4 WWR TO BE PLACED IN THE CENTER OF THE SLAB. WWR SHALL BE LAPPED * ANCHOR BOLTS ARE NOT REQUIRED AT INTERIOR BEARING WALL SILL PLATES,. 9. GROUT SPACES ARE TO J JNSPECTED PRIOR TO PLACING GROUT. 8". THE USE OF FIBERMESH SHALL BE ALLOWED IN LIEU OF WWR. MINIMUM FIBER LENGTH = 1/20). * ANCHOR BOLTS SHALL BE USED UNDERNEATH FIRST FLOOR WINDOWS ON EACH SIDE BELOW EACH OPENING. ANCHOR 10. FILL CELLS AS NOTED ON E PLANS, ELEVATIONS AND DETAILS, z BOLTS SHALL BE IN ACCORDANCE WITH ASTM A 307 OR ASTM F 1554 GRADE 36. WASHERS: SHALL BE IN ACCORDANCE 11. PLACE GROUT IN LIFT TO 60 INCHES IN HEIGHT (CLEAN OUT HOLES ARE NOT REQUIRED). STEEL REINFORCEMENT: WITH ASTM F 436 GRADE 36. NUTS: SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX. 12, A REINFORCING BAR MAY BE USED TO ROD GROUT IN CELL, TO ENSURE THERE ARE NO VOIDS IN GROUT, REINFORCING STEEL: SHALL BE ASTM A615, GRADE 60 STEEL REINFORCEMENT SHALL BE IN ACCORDANCE WITH FBC, ANCHORING ADHESIVE: SHALL BE ONE OF THE FOLLOWING PRODUCTS (DUAL CARTRIDGE INSTALLATION ONLY): 13. PLACE REINFORCING APPROXIMATELY 1 INCH (25 MM) TO THE SIDE OF DOWEL IN CELL (ACI HER CONDITIONS,) ACI 318 AND AS NOTED IN THESE PLANS. � * ) 14, GROUT SHOULD SET IN APPROXIMATELY 90 MINUTES DEPENDING ON GROUT SLUMP AND WEATHER CONDITIONS. SIMPSON STRONG-TIE CO., PRODUCT: EPDXY-TIE OR ACRYLIC-TIE 15. DO NOT BEND OR MOVE REINFORCEMENT AFTER GROUT HAS SET. CONCRETE COVER SHALL BE IN ACCORDANCE WITH FBC AND AS FOLLOWS: 16. FILL ALL CELLS SOLID BELOW FINISH FLOOR ELEVATION. 3" FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH METAL CONNECTORS: 17. PROVIDE LEVEL "B" QUALITY ASSURANCE AS PER ACI 530-05 TABLE 1.15.2. 2" FOR CONCRETE EXPOSED TO WEATHER OR IN CONTACT WITH GROUND ALL METAL CONNECTORS SHALL BE SIMPSON STRONG-TIE CONNECTORS UNLESS OTHERWISE APPROVED BY THE ENGINEER OF RECORD W < 1-1/2" FOR CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND (E.O.R,) METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO EXTERIOR TREATED WOOD (I.E. ACO TREATED) SHALL BE TOLERANCES (� W (__*11 VERTICAL AND HORIZONTAL REINFORCEMENT WILL BE LAPPED FOR 36 BAR DIAMETERS OR 24", WHICHEVER IS GREATER. GALVANIZED OR STAINLESS STEEL. ALL METAL CONNECTORS WHICH ARE EXPOSED TO EXTERIOR TREATED WOOD (I.E. BORATE) SHALL BE CENTER REINFORCING: Z L1J ry ALL REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE WITH THE TYPICAL BENDING DIAGRAMS AND PLACING Z-MAX COATED. NAILS: ALL NAILS EXPOSED TO EXTERIOR SHALL BE GALVANIZED OR STAINLESS STEEL. ALL NAILS EXPOSED TO CENTERLINE LOCATION SHOULD BE WITHIN 1/2 INCH (13MM) OF CENTER OF MASONRY. DETAILS OF ACI STANDARDS. ALL REINFORCING STEEL SHALL BE HELD SECURELY IN POSITION WITH STANDARD FIRE-TREATED LUMBER SHALL BE STAINLESS STEEL, HORIZONTAL LOCATION SHALL BE WITHIN 2 INCHES (51 MM) OF THE CENTER OF THE CELL. W (y Q d ACCESORIES DURING PLACING OF CONCRETE. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE AS FOLLOWS: REINFORCING SHALL MAINTAIN POSITION WITHOUT BEING TIED. I Ln 0 MASONRY: 48 BAR DIA. HEADERS/JACK STUDS: DO NOT MOVE REINFORCING AFTER INITIAL SET OF GROUT. (f) 1 , CY CORNER REINFORCEMENT SHALL BE LAPPED 30". O O REFER TO THESE PIANS FOR HEADER AND JACK STUD REQUIREMENTS. LiREINFORCING AT BEACH FACE:` Z = MASONRY: MAINTAIN AT LEAST 1/4 INCH (6 MM) CLEAR OF MASONRY FOR FINE GROUT AND 1/2 INCH (13 MM) FOR COARSE GROUT: ry MASONRY CONSTRUCTION SHALL BE IN ACCORDANCE WITH FBC AND IN ACCORDANCE ROOF SHEATHING AND DIAPHRAM ATTACHMENT: REINFORCING SHALL BE PLACED 1 INCH CLEAR TO THE SIDE OF THE DOWELS. 0d }" WITH THE SPECIFICATIONS FOR MASONRY STRUCTURES, ACI 530.1-05, USE 7/16" APA RATED SHEATHING FASTENED W/ 8d RINGSHANK NAILS 0 6" O.C. EDGES, 6" O,C. INTERMEDIATE. ry E-_ L- ACI 3.5 D LIMITS THE GROUT LIFT HEIGHT TO 5' AND REQUIRES A 1-HOUR INITIAL SET BOND BEAMS: z EXTERIOR WALL & INTERIOR SHEARWALL SHEATHING: I-'� Q W Q 0 TIME BETWEEN LIFTS. HORIZONTAL REINFORCING SHALL BE 1/4 INCH (6 MM) CLEAR OF MASONRY FOR FINE GROUT AND 1/2 INCH (13 MM)FOR COARSE GROUT. I-- O PROVIDE APA RATED SHEATHING WHERE STUCCO, BRICK OR STONE VENEER, OR HARDIPLANK LAP SIDING ARE INDICATED ON PLANS. KNOCK OUT WEB BLOCKS SHALL BE USED FOR BLOCK AT THE TOP AND/OR THE BOTTOM OF THE BOND BEAMS, DEPENDING ON THE LOCATION. (n Z d' U VERTICAL FRAMING: PROVIDE APA RATED SHEATHING AT INTERIOR SHEARWALLS. WIRE MESH OR SOME OTHER MEANS SHALL BE USED TO PREVENT GROUT FROM ESCAPING FROM THE BOTTOM OF THE BOND BEAMS INTO CELLS -- FASTEN 46" THICK SHEATHING W/ 8D COMMON NAILS SPACED 6" O.C. AT PANEL EDGES AND 6" O.C. AT INTERMEDIATE SUPPORTS WITHOUT VERTICAL REINFORCING. (,� C ) < USE 2x6 STUDS FOR ALL EXTERIOR WALLS AND 2x4 STUDS FOR ALL INTERIOR WALLS, UNLESS NOTED OTHERWISE IN THESE APPLIED HORIZONTALLY. PIANS. REDUCE NAIL SPACING TO 3" O.C. AROUND ALL OPENINGS. USE 3" EDGE NAILING IN THE LOWER TOP PLATE ON ALL EXTERIOR DEEP FOUNDATIONS: L1J (, F--- O SPACE STUDS 0 16" O.C. MINIMUM AT ALL EXTERIOR WALLS, INTERIOR BEARING WALLS AND INTERIOR SHEARWALLS. " Z1 Z) SPACE STUDS 0 24" O.C. MINIMUM AT ALL INTERIOR NON-BEARING WALLS. USE SPF #2 (OR BETTER) FOR ALL WALLS WALLS. SW-3 INDICATES 3 O.C. NAILING IS ALSO REQUIRED AT THE 130TTOM AND SIDE EDGES OF THE SHEATHING. SHOULD DEEP FOUNDATIONS BE USED WITHIN THIS DESIGN, A LICENSED MATERIAL TESTING AGENCY SHALL VERIFY THE MIN. REQUIRED U.N.O. IN THESE PLANS. USE SYP #2 TOP PLATES AND PT SYP #2 SILL PLATES. DOUBLE TOP PLATE SPLICES SHALL,BE PILE LOADS AS SPECIFICED ON THE PLANS, A LOAD TEST WILL BE REQUIRED TO VERIFY CONDITIONS. W < LAPPED A MIN. OF 4'-0" AND NAILED WITH A MINIMUM OF (2) 12d NAILS AT 8" ON CENTER. OTHER FASTENING GENERAL NOTES = C7 CONNECTIONS AS SPECIFICED IN FBC SHALL BE USED. 1. CODES USED: 2004 FLORIDA BUILDING CODE, ACI, NDS, APA AND ASCE-7-02. ALL LATEST EDITIONS USED. I- �-- 2. ALL DESIGN, CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH APPLICABLE CODES AND AUTHORITIES HAVING JURISDICTION OVER THE WORK. 3. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO COMMENCING CONSTRUCTION, 4. DETAILS FOUND WITHIN THESE DRAWINGS SHALL BE ASSUMED TO BE TYPICAL DETAILS FOR THIS JOB ONLY. DETAILS SHALL GOVERN y, CONSTRUCTION FOR THIS JOB UNLESS OTHERWISE NOTED ON THE PLANS. 5. DIMENSIONS ARE SHOWN FOR REFERENCE ONLY. REFER TO ARCHITECTURAL PLANS FOR ALL DIMENSIONS. IF DIMENSIONS v o CANNOT BE DETERMINED FROM THE ARCHITECTURAL PLANS, CONTACT THE ENGINEER OF RECORD. cm m a N C, EXTERIOR FACE " 6" WIDE PARAPET WALL (2) #5 CON. w/ 30" MIN LAP U '< " • -_ 4 CONCRETE SLAB " END AROUND CORNERS 4 VERTICAL ® 48 O.0 4 CONCR TE SLAB ONLY AT SLAB RECESS # „ 6 WIDE PARAPET WALL I ;, , .•• 4° CONCRETE SLAB W 6 HOOK AT BOT. s" AT GARAGE/SHOWER SLAB RECESS ONLY #5 CONTINUOUS wf 30" MIN LAP 4" CONCRETE SLAB (� / B RR 4" CONCRETE SLAB #5 CONT. w/ 30" MIN LAP ONLY AT PARAPET WALL 4" CONCRETE SLAB w/ (1) # 4 CONT. AT TOP END AROUND CORNERS BEND AROUND CORNERS a L_LJ 8" CMU GROUTED CELLS 8" CMU GROUTED CELLS # 5 "' -*�'• SEE FOUNDATION PLAN 4" CONCRETE SLAB # 5 VERTICAL 0 4'-0' O.0 VERTICAL ® 4'-0" O.0 w/ 6" TOP OF F.F. FOR FTG. SIZE AND REINF. �--- (TOP OF GARAGE FLOOR) w 6 HOOK INTO FTG. HOOK INTO FTG. _ �.4. O a .. D 12" HOOK I TO"SLAB a '' ', '� ,,,��.; AND 12" HOOK INTO HDR. '', „ ,''•` '• •'' ' 2 5 CONT. w 30 MIN LAP �' °, ,,• °p •� BLK. (2) #5 CONT. w/ " •• � 8 CMU -SEE PLAN FOR REINF. � , ' � )) ° •• ';' : . :�"`-' ''4 • 30" MIN. LAP BEND '�', :•4•. DOWELS TO MATCH VERT. REINF. ••'� • EN1 AROUND ORN£RS i THREADED ROD �" s ' SEE EDN. ;a : 5 VERTICAL 4'-0" O.0 pLAN FOR �f •. AROUND CORNERS r' c # �'; ' • ' EMBEDMENT DEPTH w s" HOOK INTO FTG. FTG. SIZE & REINF. �' �'_s• 4 ; (2} #5 CONT. w/ I,_s" / t • AND 12" HOOK INTO SLAB f^� . , •,a, 30" MIN. LAP BEND •a (SEE DETAILS) 1,_s, (2) #5 CON. w/ 30" MIN LAP 2) #5 CONT. W/ 30" �J I_J AROUND CORNERS (2) #5 CONT. W/ BEND AROUND CORNERS s• , t0• (2) #5 CONTINUOUS w/ 30" MIN LAP ON STORY V-o• w 30" MIN LAP ONE STORY �'-o" LAP BEND AROUND _4 V -°• [ONE STORY / V-4„ CORNERS TWO STORY TWO STORY l'-4'," BEND AROUND CORNERS TWO STORY [� W � SLAB AT INTERIOR BEARING WALL: STEMWALL OR MONOLITHIC FOOTING STEMWALL OR MONOLITHIC FTG. STEMWALL/MONOLITHIC FTG. < PARAPET SCALE: 2"=V-0" 61 SCALE: 2"=l '-o" 62 AT SLAB RECESS SCALE: 1 /2"=l '-O" 63 AT ISOLATED FTG. SCALE: 1 /2"=V-0" 64 LJJ 0 4" CONCRETE SLAB REVISIONS (TOP OF MAIN HOUSE FLOOR) . •.. , •.'• N ONW- 4" CONCRETE SLAB � N0. DATE REVISED * •Y •• N " L a 1 6.4 CODE UPDATE FIE C ' ' t. .• a •''• 8 1 5 CONTINUOUS w/ 30 MIN LAP a :. N47 2 .20.09 FRAMING REV NDAROUND CORNERS " • (1) #5 CONTINUOUS •'; ra `�` ` " :" "" • d,• v • f4 10 A. lo" (2) #5 CONTINUOUS w/ 30" MIN LAP �'""" " "�"" ===�- = �'-a• " 1°_4" [REVMM �7]�EWED FOR CODE COMPLIANCE (2) #5 CONTINUOUS w/ 30 MIN LAP CITY OF ATLANTIC BEACH SEE PERMITS FOR ADDITIONAL • REQUIREMENTS AND CONDITIONS. 05`56 SLAB: THICKENED EDGE SLAB AT INT. NON -- BEARING WALL: SLAB AT INTERIOR BEARING WALL SECTION THRU SLAB AT INTERIOR BY. DATE: -a 3-o SCALE: 1 /2"=V-0" 'a' S TE P D O WN SCALE: 1 2"=1 '-o" A 2 SCALE: 1 /2"=V-0" A 3 BRIG. WALL: D E P R E gQLQN1 2„=1 '-O" A 4 w m LLJ Z z � Qz d � J J W Q = , 1 ' LL! = z LQ zcn NO F- ce Z W _X WOW O � Z 4:, 2 d W zpw� c'{ W dW, O QDpol ' ` yuJ. U. Ct oo V wwz d U E O 1D w � d w W Li Boz 50'-0" _ w Z owzo d m J U 62 zoY-, r. > " S-1 oS - P.T. 6X6 POST 171-2 3 -8 12 -2 17 -0op o Zm mLd � — — — — — — — — — — ad d moJ N Q B2 ° (n �"' �- I �-- - - - - - - - --I ( w0w� S-1 Sao - - - - -- - - - - - — - - - - - - - � I I ~ <C� oNC- o Woos z O L Ln CN CN i - - - --- - - - - - — - - - - - - - I I t > z� � ~ � �' � � _f cndw? Q l o0 A4 00 wQ�� wN0J � . I 1 Fy< Lo I I I I I �Wco< z � � J . "� I - - - - - - - - - - W0 w ~ z --jo I ( Wz°d Z < < > o0 I I I I I 1 1 I I Qww 62 I I W0 � w LL o w I I 1 1 s-1 wWp� � c' , Yzx i A3I i t I I d - §o ry <F � 04 S-, I I I 17'-0" 10 m L- I ( 4" CONC. SLAB REINF. W/ c0 � 62 ( ( I ( ( I I WWF 6x6- N0. 10 OR I I I S-1 FIBERMESH REINF. OVER J o '�' U i t I I I I ( i ( 6 MIL. VAPOR BARRIER I SEE AR H. OVER CLEAN COMPACTED S 3 I I TREATED FILL. i I-- - - - - - - - - - LJ — _ A3 - - - - - - - - - - - - - - - I s-1 I I ry Lu I I I - - - - - - -I- - - - - - - - - — i l I I I r - S-, A4 I I I- - - - - — S-' 1 1 z ,- - - - - - w A4 I , U w o I 1 1 S-1 w o Q Lo C1 S-1 CnV-- F- ry N 0 o I B2 24"X24" 1 " DEEP � z = �- i B1 I ( B4 FTG. W�3 5 E.W. TYP. t — i S-1 s-1 I I h o Q ~ z z z m o - - - - - - - - - - cf) (y 0 B3 I I P.T. 6X6 POST TYP. O 0 W < U 0 > -y S-1 I I `I a t v I -I o — _ — - - - - - - - -- 21'-1" � FOUNDA rIONPIA N SCALE: 3/16" = 7'-0" a� FOUNDATION PLAN NOTES: ~ -c 0. O U Q FOR SPECIFIC DIMENSIONAL.ARCHITECTURAL DRAWINGS. INFORMATION PLEASE REFER TO LINETYPEKEY REFER TO SHEET NO. S-1 FOR FOOTING SECTIONS AND DETAILS FOUNDATIONS AND SOIL COMPACTION SHALL BE IN ACCORDANCE CHAPTER 18 OF FBC 2004 CONCRETE A SOILS INVESTIGATION REPORT IS RECOMMENDED TO VERIFY SUITABLE SUBSURFACE CONDITIONS. ASSUMED ALLOWABLE BEARING _ _ _ _ _ CONCRETE HIDDEN 0 THESE STRUCTURAL PLANS WERE PREPARED WITH PLOTTED FILES OF THE ARCHITECTURAL FLOORPLANS THE E.O.R. SHALL BE NOTIFIED IF EXISTING SITE CONDITIONS DEVIATE _I PROVIDED BY THE HOMEOWNER. E.O.R. FROM ORIGINAL PLANS PROVIDED TO US (AS NOTED ABOVE) OR n ASSUMES NO RESPONSIBILITY FOR THE DIMENSIONAL CHANGES ARE MADE FROM ORIGINAL ARCHITECTURAL DESIGN. ACCURACY OF THESE PLANS AND RECOMMENDS THAT O OWNER SUBMITS THESE STRUCTURAL PLANS TO CONTRACTOR FOR APPROVAL/REVIEW OF DIMENSIONING OF STRUCTURE PRIOR LL REVISIONS NO. DATE REVISED 1 6.4 CODE UPDATE 2 .20.09 FRAMING REV 05,w56 Sw2 W (nfrM Z Zd "S Z d ¢Z SPF#2, 2X4 WALLS 0 12" O.C. OR 2x6 WALL 0 16" O.C. 17'-0" o CONVENTIONAI, FRAMING_NOTES: 4,_0" 8, 4" P.T. (_3) X10 HDR. Uj a 1. ALL CONVENTIONAL FRAMING SHALL BE SYP. NO. 2 OR BETTER. 1 '. ® REAR PORCH z z fn u1I uJ - - -- - - - -- Z a 2. ALL RAFTERS SHALL BE 2X6 s 0 24 O.C. U.N.O. -" =--- `-1-- -=-=�;==�i==========1�==i======= r X-B ACING SEE DETAIL V)a u� 3. FASTEN ALL RAFT. TO PLATES WITH SIMP. (2) H8 CLfPS w/ (5) 10d X 1.5» NAILS 'T �-_�� ,�_r___ 1 C1 G2 ON SHEET S-5 Y LLI EACH END , } _S18C_3_ �1r O _ � `� to o: 2 -------------- ------- ------ _ X z z � r�r moo= � 2 2X6 HDR 2 2X12 HDR. �.____�,,��,,,_ . _ _ a Uj 4. FASTEN ALL RAFTERS AT RIDGES WITH 2X6 COLLAR TIES. , ca � = w v cc 0 5, FACE-NAIL COLLAR TIES TO RAFTERS WITH (5) .131 X 3" NAILS. o == = �= t i I I I to � � ---- r ;-------,F-- �t � �-�- -- i• a 4 j o 6, FASTEN ALL JACK RAFT. TO HIPS AND VALLEYS W 5 .131 X 3" TOE-NAILS. _ " 1 1-� CONTRACTOR SHALL NOT /O 2x 2 J01 T 0 24 C. i I ► I I I -- - moo INSTALL PONY WALL UP TO 7. ALL RIDGES, HIPS AND VALLEYS SHALL BE ONE (1) NOM. SIZE LARGER THAN o N IMP. US2 0 w/ _ ' ""-' " "�' "}" -- ' �2� 1 75"X9.5" LVL BM U :___.._ ---------------- ROOI` RAFTERS ® THIS POINT ADJOINING N (PROVIDE (3)2x4 SPF#2 Q8)1 01 TO ACEI INnI P VID P Y ALL -------� ------"_�------ - - Ito w RAFTERS U.N.O. POST UNDER THIS 14 101 TO gOIST TYP (`III I I I 1 ° I I 1 'o X_ , ENQ::tOF'::8Q1M I ) ) UP TO UNDER SIDE � I� * 3 -4 8 FASTEN RAFTERS TO CEILING JOISTS WITH (4) .131 X 3" NAILS. " t I I 1 OF ROOF RAFTERS 11'_0" iv' z LLJ Ln * 9. FASTEN RAFTERS AND CEILING JOISTS TO PLATES WITH (4) .131 X 3 TOE-NAILS. _1_j 1 -�_H-�_ I I t t I THIS AREA I o Q o w w o --------- PROVIDE (3)2x4 SPF#2 z � � °'-, 10.FASTEN ALL HIP AND VALLEYS TO PLATES WITH (2,I SIMP. MTS12 TWIST STRAPS o - _ - ".L-� � -^ - - 2 2x a Z o x : VIII POST UNDER THIS c /( ) (3 d —PROVIDE 3 2x6 SYP 2- III t I I I m x I Z z ¢ ~ W o w 7 i Od X 1.5 NAILS EACH END OF EACH STRAP. R m : f i i III I 1 END OF BEAM ,o ,- 1-t", N 1 x : - - - - _ ( ) # I I 12x12 OC I -� z ,,- 10- NAILERS TO EA. RAFTER W/ (4) 16d NAILS. -I �? POST UNDER THIS 1 � ,�w � �m 9i Q0 12.BENEATH EACH HIP OR VALLEY TO PLATE CONN. USE MIN. (3) SYP.#2 STUDS BEN. �' - POINT OF BEAM` - I I I I cD - i '¢o © J CV .— I C7cJ p < 13.FROM POST TO PLATE WALL, STRAP DOWN W 3 MSTA24 FLAT STRAPS. III I ► I x 14.ALL INTERIOR WALLS WITH POST FROM ABOVE TO 13E STRAPED TO FDN, W/ -- �- - - _ - Y- - - -- i IPIJY n �,� NwO _0„L. CONVENTIONAL STRAPPING. SEE GENERAL NOTES. - � - -- -- - -- -- I P V D ILL! I '- "' i w a ¢o Q W N a � - � ®- ! : UP TO UNDER SIDE K, R V x6 # �, I N W �, - W p1�0 :. :: 2, 8» o •...... HIS V I I I I PROVIDE 3 2 SPF#2 Z � , III OF ROOF RAFTERS ( POST. UNDER T � z > `� � ;.....,,... END OF BEAM g a r W _BM#4 (2)1.75x11.88 _ _ THIS_AREA� } -�--� z Q �„ ¢�_ N J 1-0 -.._ 1 N TM: ;. LVL ABOVE PLATE (I'� - t;����' �,'::� 'p�::�:::�: BM#4 (2)1.75x 11.88 1 = o �_ � z� z � a �'.T. .1. �...L-1- LVL ABOVE PLATE X I ¢o J 0 o C� 0 I` ►� o X10 HD _ cn �, d m� ncnw Z W I cO I I I t SIMP. ABU N L o o¢CD F- Z --I d" �' is 1 (F.J.! F2 PI 6 1. 8" 24" 1O.C. I - MIT11.88 - - - - - POST BASE TYP. v a W � �-, CD i a'. I PONY WALL TO ROOF w Q w z S Z o A - _ I I f I I I I I I I I BM#3 (2)1 75x11.88 LVL (2) 1.75"X9.5" U _ _ I+� `s W Iz o _ _-� i' I I I I ( 1 '� ( , , . .'... ... , • ..,.. .�:' x--------- ___ _----=----_ -(?x-,1,75"X9,5»_LV 1� CONVENTIONALLY STRAP W W D M 1-�- -, 3 % WALL, SEE GEN. NOTES �,o Z > -4 � I: ( I I I 1 I 1 I 1 I - - - - - - - - - -- ; X6 J, 1� , • wLd I� m� x it I I I I I 1 - _ _ _ _ _ _ ao i � „ 6» O.0 o � �o Li _ c� `V II ! N I I 1 1 I 1 I JOIST HANGER01 © = I .(N0 D SIG EDS x �t0- z¢ 11, x I:: 00 M IT311.88 �- 0 I I I FOf S R E)I I!! I U uc',a N I I �','IB�,M 1(2)1.T5x111B8 L I 1 - - - - - - - ci N ,6' �0„ , IIx M Q C14 3# 000 I ... - - - - 2 2X8 � O X$ HD z o - -- - - - - - - _... _. - - _. - _ _ _ __ Li n "-4- POST- -- - - PROVIDE (3)2x4 Sip#2 = -z UNDER THESE ,,' d o * - - - -- - - - - - - - _ -- 1 SIMPSON LUS26 PROVIDE 2 2x4 SYP 2 ' -POINTS OF BEAM - _ ( ) # -' � `'' HANGERS TYP. d POST UNDER BOTH _ _ _ _ _ _ _ (2) 2X8 MDR. - =`9;_- =-------- ENDS OF BEAM -- -- -- - - - - - -- - 7p�� = � - - Z .,,,, Z - - - - - - -- 0° - - - - - - - — -I'I I'I I 'I- I'I C�,1 Q - - - - - - `� - - - - - - - -- - ( I I I IXsI C. R ..�G 'tv W ALL EXTERIOR WALLSARL' ;AEARWALLS I r: T i , �.r W X - - - ._ - - - - - - ._ - - - - - - 1 OC. I I --�--� P.T. 2X6 LEDGER ATTACHED AX: - - - - - - - - - - OT ES GN D OR ST AG ~ TO EA. STUD / (4) .131X3" NAILS ;I= - - - - - - I I I I I ° I I II - - - - - - - - - - -- - - - - ... — , , i , , , , i i , ,I, i WALL STRAPP/JAG PLAN Z - - - - - - - - - LL. - - - - - - - - __�_ �_�_� =_= _1- =-= =_ _� � -._ - W - - - - - - - - -- - - - - - - - - - SCALE: 3/16" _ 1,_0" - - - - - -- ? - - - - - - - - - - - - - - -- - -- - - - - - - - - - i✓ 1'-0" 7'-0" USE (2)2x8 HEADER AT 7�� P.T. 2) 2X10 HDR. FIRST FLOOR TYP. U.O.N, SYMBOL KE ' AND - - - -` - - -- -- - - - " -' - SPF #2 2X4 WALLS TYP. � PORCH X6 WALL : - - -- -- -- -( - - - -- 0 12" O.C. SPF #2 2X4 WALLS -'- --- __ - LINE TYPE KEY 0 GARAGE` ------- ==#ft 2X12 HDR - - - - - - LJ Q 4 RETURN - - - 12" O.C. (� Q W SW-3 ^SW-3- ALL EXTERIOR WALL SARE SHEARWALLS NOTE:ALL GABLE ENDS WALLS W ry ** BALLOON FRAMED GA LE END WALL FROM SHALL BALLOON FRAMED OR X-BRACED. tLJ J � O ND FLOOR P AN OV NTI STRAP. SW=3_ SHE RWALL W 3 NAILING PATT. 6'-6" 8'-0" 6'-6 00 I In (SEE GENERAL NOTES) R.00R& CE/LINGFRA PLAN (2) 2X6 HDR. 0 THREADED ROD LOCATION �' ............ ................ SCALE. 3/16" = 1'-0" Z z .. 0 TYP. 2ND FLOOR NON-BEARING WALLS U.N.O.. BEARING WALLS O U ------ HEADERS Q z ALL f/RST1�L00R WALLS _ . - - - - HANDRAILS ALL HANDRAILS SHALL COMPLY WITH RBC 2006 � - F. C.J. 3111.5.6. CONTRACTOR SHALL SUBMIT TO E.O.R. ALL SHOP `� Lij <C MUM WALLS' CONCRETE THESE STRUCTURAL PLANS WERE PREPARED WITH THE E.O.R. SHALL BE NOTIFIED IF EXISTING SITE CONDITIONS DEVIATE DR, WINGS FOR CODE COMPLIANCE REVIEW AND APPROVAL. (f Z ry -- -- - -- --- CONCRETE (HIDDEN) PLOTTED FILES OF THE ARCHITECTURAL FLOORPLANS FROM ORIGINAL PLANS PROVIDED TO US (AS NOTED ABOVE) OR 0 ry PROVIDED BY THE HOMEOWNER. E.O.R. CHANGES ARE MADE FROM ORIGINAL ARCHITECTURAL DESIGN. TRS: ALL STAIRS, TREADS, LANDINGS ETC. SHALL COMPLY WITH � Q (, Q SIMPSON HTT22 HOLDDOWN ASSUMES NO RESPONSIBILITY FOR THE DIMENSIONAL R 2006 311.5. CONTRACTOR SHALL SUBMIT TO E.O.R. ALL SHOP L� U O ACCURACY OF THESE PLANS AND RECOMMENDS THAT DRAWINGS FOR CODE COMPLIANCE REVIEW AND APPROVAL. Z J SIMPSON MSTC66 FLAT STRAPS OWNER SUBMITS THESE STRUCTURAL PLANS TO CONTRACTOR FOR Q SIMPSON HDQ8 APPROVAL/REVIEW OF DIMENSIONING OF STRUCTURE PRIOR Z O J ** CONVENTIONAL STRAPPING SEE S-1 Q 2X6 WALL ON CEILING FRAMING PLAN TABLE A - PRODUCT APPROVAL CODES H2,5A = (Prod. Code- FL503.5) Simpson H2.5A w/ (5) 8d nails each end - Capacity = 600 Ib H8 = (Prod. Code FL1423,7) Simpson H8 W/ (5) 1OdX1.5" NAILS EA. END - Capacity = 745 Ib c � HTS = (Prod. Code- FL538.9) Simpson HTS20 w/ (24) 10d nails each end - Capacity = 1450 Ib MSTA24 = (Prod. Code- FL1901.57) Simpson MSTA24 w/ (9) 10d nails each end - Capacity = 1640 d EXAMPLE OF UNSUPPORTED (UNBLOCKED) RAFTER U P L I F-T S C H E D U L E . HTT16 = (Prod. Code- FL503.20) SimpsonHTT16 w/ (18) 16d nails into truss and (1) 1/2" thru-bolt into ftg. - Capacity = 4175 Ib PANEL EDGE. UNSUPPORTED PANEL EDGE IS PA51_= Prod. Code- FL474.335 Simpson PA51 Embedded Anchor w 9 16d Halls- Capacity TYPICAL CONDITION ,UNLESS BLOCKING IS REQ'D ( ) P / O p y 2030 lbs. BOUNDARY OF SHEARWALL BY SCHEDULE OR NOTES. (USE SPECIFIED CONN. FOR EACH END TYP.) SET - (Prod. Code- FL402.3) Simpson Epoxy-Tie (SEE TABLE A FOR PRODUCT APPROVAL CODES) AT (Prod. Code'- FL2304.1) Simpson Acrylic Tie CS20 (Prod. Code- FL1901.6) Simpson CS20 20 Go. Coiled Strap w/ (18) 8d nails- Capacity = 1030 lbs. ry ALL TRUSSES: USE (2) SIMP. H8 CONN. EA. END SPI = (Prod. Code- FL474,384} Simpson SP1 Stud Plate Tie w/ (6) 10d nails in stud and (4) 10d nails into top plate- Capacity = 535 lbs. O SP2 = (Prod. Code- FL474.385) Simpson sp2 Stud Plate tie w/ (6) 10d nails in stud and (6) 10d nails into top plate Capacity=605 lbs. SP4 = (Prod. Code- FL474.386) Simpson SP4 Stud Plate Tie w/ (6) 10dx1.5" nails in stud- Capacity = 760 lbs. O (� GYPSUM. BOARD - - - OR PLYWOOD NAIL SPACING AT FL � YOUT OPLION SUPPORTED EDGES, EXAMPLE OF PANEL EDGE w/ Q W SEE NOTES OR SCHEDULE BLOCKING WHERE REQUIRED BY 2 SCHEDULE OR NOTES Z U USS' ONL Y/F' OTHER LA YOUr/S NOT USED) 0 STUDS, ROOF TRUSSES, OR FLOOR JOISTS �-I--� LL NAILING TO INTERMEDIATE SUPPORT IS 6" OC MAX, UON REVISION NO. DATE REVIS NAILING PATTERN FOR SHEATHING 1 6.4 CODE U 2 .20.09 FRAMIN FAIL. PATTERN DETAIL 1 05461 SCALE: 1 /2"=V-O" SAw3 W Wm z zO < < ° ••_ LLJ LLJ � L'i� - ,. Z e ry . Lu �• W inp= � . ; '� WZ LLJ V OL _j .... w -1 N LL U. I}- ~ LL = O V WWz OW n z ir �� WWWw 10 FOOT PLATE o m J Y z < W :o zm� CV ry z < Q �- w=- Z0O z ~ O O d' I I I I I I I 1 1 1 1 1 1 I I I I I I I I I I r (A0 zoL Ld: X _" -- -- -- - W n w LIJ < o1 0 = W ¢ tQ EDNv ( iii I I I I I I I I I I I I I I I I I I I I I I I III -� a z � Lr_ f� �p IIIIIIII IIIIIIIIIIIIIIIIIIIII r 2X12 NALEF FLATWAYS SEE CONVENTIONAL FRAMING NOTES � a W {- z wo :D _1 -J OI ! IJ. o�Ld < < > `�.. OXMz Ord ) Cr J % ow0WOEj - I ( I I I ! I ( I PSTIDON / A II I I I I I I ! I I I CONVENTIONAL FRAMING NOTES: o� §o W U Q (�) Sh'P#� SUDS � II I I I I I I I I I I I I I I RIOGd BEAM bR I I I : � I I l l l l I I I I W < CL iw- R LLE�Y TSP. ' i (2 1. 5" X 1.8 5" LV RI GE B M 1. ALL CONVENTIONAL FRAMING SHALL BE SYP. NO. 2 OR BETTER. z I I ( ( I ( I I I I I I I ( ! I T I I I I I , 2. ALL RAFTERS SHALL BE 2X10' s r� 16" O.C. U.N.O. m W „ ( I ( I I ( I I ! I I I I I' i 16' " 3. FASTEN ALL RAFT. TO PLATES WITH (2) SIMP. H8 CLIPS w/ (5) 10d X 1.5" NAILS W 2 1.7 x9.5 LVL RI GE BO D. U lil O EACH STEN ALL RAFTERS AT RIDGES WITH 2X6 COLLAR TIES. w c„ 5. FACE-NAIL COLLAR TIES TO RAFTERS WITH O5 .131 X 3" NAILS. I I I I ( I I ( I I I iii 00 6. FASTEN ALL JACK RAFT. TO HIPS AND VALLEYS w/(5) .131 X 3" TOE-NAILS. w A 7. ALL RIDGES, HIPS AND VALLEYS SHALL BE ONE (1) NOM. SIZE LARGER THAN 0 1 - -- --- �• -- - --1_-_-_--_--1-- _--�_------ ---�-- --- --- _ I I I I I ( �---�___ - --- ADJOINING RAFTERS U.N.O. it------ - - - -7 - - - --t__1--- -- -- --- if �- 8• FASTEN RAFTERS TO CEILING JOISTS WITH (5) .131 X 3" NAILS. 9. FASTEN RAFTERS AND CEILING JOISTS TO PLATES WITH (4) .131 X 3" TOE-NAILS. „ z � 1 O.FASTEN ALL HIP AND VALLEYS TO PLATES WITH (2) SIMP. MTS12 TWIST STRAPS K, w/(7) 10d X 1.5" NAILS EACH END OF EACH STRAP. W 11.FASTEN NAILERS TO EA. RAFTER W/ (4) 16d NAILS. 4__'L__ ___ _ _ 12.BENEATH EACH HIP OR VALLEY TO PLATE CONN. USE MIN. (3) SYP.#2 STUDS BEN. C14 -'" - - - - - I -�- -I ( 13.FROM POST TO PLATE/WALL, STRAP DOWN W/ (3) MSTA24 FLAT STRAPS. Cq 14.ALL INTERIOR WALLS WITH POST FROM ABOVE TO BE STRAPED TO FDN. Wf 9-FOOTPLATE CONVENTIONAL STRAPPING. SEE GENERAL NOTES. _ i u W HIP =___ - -r= - 0 Lj � 0 iii - - - - - m #* BALL©ONI FR>�MEI It , Q Q 01 iii -;;I- - - - -- - � - - - - 1 1 1 1 1 1 I - _ 9-FOOTPLATE - ~ � w 0 0 CRICKET�PT�EpR -ill- --- -- r -09HTRA TQ7l- J LL_x O N III -" - - - - - - - - - - - - - - SYMBQL KEY AND `t w Q "' - ALL BIMER/OR WALL 8ARE SHEARWALLS (n 71 m 0 -1 TF-�i� -- - - - - - _ - - - - - �ALL RAFTERSAREXO � �6"DCTYP. UNOLINE TYPE KEY- - 1 - 10-FOOT PLATE _ROOFFRAM/NGPUN ALL PLATE HEIGHTS SW-3 SHEARWALL W 1'-0" 3 NAILING PATT. - Q J 10'-6" 10'-6" TO BE VERIFIED BY (SEE GENERAL NOTES) W � SCALE: 1/4" = CONTRACTOR THREADED ROD LOCATION = O h I •�•••••••�•�•••••.••••..••.• NON-BEARING WALLS �- Q THESE STRUCTURAL PLANS WERE PREPARED WITH BEARING WALLS PLOTTED FILES OF THE ARCHITECTURAL FLOORPLANS THE E.O.R. SHALL BE NOTIFIED IF EXISTING SITE CONDITIONS DEVIATE PROVIDED BY THE HOMEOWNER. E.O.R. FROM ORIGINAL PLANS PROVIDED TO US (AS NOTED ABOVE) OR "--"'-"'-'---'-'--' HEADERS y, ASSUMES NO RESPONSIBILITY FOR THE DIMENSIONAL CHANGES ARE MADE FROM ORIGINAL ARCHITECTURAL DESIGN. -- - - -'- - F.J./ C.J. c ACCURACY OF THESE PLANS AND RECOMMENDS THAT CONCRETE ° o CM x m o m N OWNER SUBMITS THESE STRUCTURAL PLANS TO CONTRACTOR FOR - - - - - CONCRETE (HIDDEN) o 0 0 o ;; APPROVAL/REVIEW OF DIMENSIONING OF STRUCTURE PRIOR Q SIMPSON HTT22 HOLDDOWN < 140-TE 1: SIMPSON MSTC66 FLAT STRAPS (� BALLOON FRAME 2x6 WALL (CONVENTIONALLY STRAP WALL.) Q SIMPSON HDQ8 RAFTER OR TRUSS -� UPLIFT SCHEDULE : TABLE A - PRODUCT APPROVAL CODES � o_ H2.5A = (Prod. Code- FL503.5) Simpson H2.5A w/ (5) 8d nails each end - Capacity = 600 lb 0 (USE SPECIFIED CONN. FOR EACH END TYP.) H8 = (Prod. Code FL1423.7) Simpson H8 W/ (5) 1001.5" NAILS EA. END - Capacity = 745 Ib 0 0 (SEE TABLE A FOR PRODUCT APPROVAL CODES) HTS = (Prod. Code- FL538.9) Simpson HTS20 w/ (24) 10d nails each end - Capacity = 1450 Ib MSTA24 = (Prod. Code- FL1901.57) Simpson MSTA24 w/ (9) 10d nails each end - Capacity = 1640 ry _ ALL TRUSSES: USE (2) SIMP. H8 CONN. EA. END HTT16 = (Prod. Code- FL503.20) SimpsonHTT16 w/ (18) 16d nails into truss and (1) 1/2" thru-bolt into ftg. - Capacity = 4175 Ib PA51 = (Prod. Code- FL474.335) Simpson PA51 Embedded Anchor w/ (9) 16d nails- Capacity = 2030 lbs. Q SET = (Prod. Code- FL402.3) Simpson Epoxy-Tie AT = (Proc. Code- FL2304.1) Simpson Acrylic Tie CS20 = (Prod. Code- FL1901.6) Simpson CS20 20 Go. Coiled Strap w/ (18) 8d nails- Capacity = 1030 lbs. SP1 = (Prod. Code- FL474.384) Simpson SP1 Stud Plate Tie w/ (6) 10d nails in stud and (4) 10d nails into top plate- Capacity = 535 lbs. SP2 = (Prod. Code- FL474.385) Simpson sp2 Stud Plate tie w/ (6) 10d nails in stud and (6) 10d nails into top plate Capacity=605 lbs. SP4 = (Prod. Code- FL474.386) Simpson SP4 Stud Plate Tie w/ (6) 1061.5" nails in stud- Capacity = 760 lbs. ME-4 (Erod, Code- FL538.34) Sia=on SPH4 Stud Plate Tie w,Z (10) 1061.5" nails in stud- Capacity 1065 lbs. - REVISIONS NO. DATE REVISED 1 6.4 CODE UPDATE 2 1.20.09 FRAMING REV 05wiv S-4 BLOCKING REQ'D SIMPSON H3 Ld BETWEEN OUTRIGGERS 0 EA. OUTRIGGER z m 2x4 BLOCKING 0 SHEATING 3 8d TOE-NAIL 2x4 BARGE RAFTER CONT. „ SIMPSON SSP 0 32" O.C. Q � NUT AND 3 x 3 x 1/4 , » TOP PLATE JOINTS 4 -0 FROM GABLE END O CONTINUOUS 2x4 SCAB WASHER (TYP.) REQ'D AT OPENINGS OVER 6 -0 o r co SHINGLE STRIP FROM TOP TO BOTTOM /� n v.' a 7 CHORD TO SERVE AS 2x4 OUTRIG R ACIA NAILER FOR X-BRACING k, ''�-' NO • 2 48" TRI TOP CHORD OF GABLE END 8 0 O.C. },�Q = � w TRUSS DROP 3 1/2 " BOTTOM CHORD OF HEADER _, n z_ :Q z = w 16d NAILS 0 8" O.C. GABLE END TRUSS " 2 o. v • O-J '..f LIJ .J N J 2x4 BRACE NAILS (TYP.) 2x4 JACK STUD (TYP.) x (3) 16d u ac--- o U U. 0 8'-0" 0. DOUBLE TOP PLATE 1/2" THREADED (2) REQ'D FOR OPENINGS LLJw o 2 v ONT. 2x4 SCA CONT. 2x4 SCAB FROM TOP TO BOT. • OVER 6'-0" RIDGE (SEE PLANS) o o w FROM TOP TO BO . CHORD 0 EA. X-BRACING (PROVIDE RIDGE STRAP SEE PLANS °_ 1 z CHORD 0 8'-0" FR ADDITIONAL 2x4' s AT VERT. IF BOTTOM CHORD OF ( ) � GABLE HIGHER THAN 48" TO FORM AN "L" COMMON TRUSSES LJ • , STUDS (TYP.) = =w SHAPE) COUPLER FASTEN COLLAR TIES TO RAFTERS o m-0 �3) 16d NAl 2x4 BIOCKIN PERMITTED w 131 x 3" NAILS SEE PLANS J u 2x4SCAB I 0 48 O.C. IN F (TYP.) IF REQ D. / ( ) z O V z TYP' VERT. WEB TRUSS SPACE <c F w W N NOT PRESENTo W� BOT. CHORD OF GABLE END TRUSS •° 2x6 COLLAR TIE ` ' m� N APA RATED SHEATHING, SEE S-1 ° .°. C� TOE-NAIL TO TOP PLATE w/ 8d ' • = a cy u-o -j N NAILS 0 8" O.C. CONTINUOUS 2x4x8' w z a s #2 SYP LATERAL BRACE = :5 w z w Q ®® 48" O.C. SIMPSON RBC ® 24" O.C. 2X6 SILL W/ (2) z w0 z o z Z I- N w Q o O W t C) (y 3" NAILS TO RIM w w o�' z - W N 00 U-) AND F.J. SIMPSON HTS20 �' W Q � � I 00 2x4 BLOCKINGTWIST CONT. 2x4x8 LATERAL 48" O.C.IN FIRST RAFTER TRAP, EA. cn �n Z � (2) 2x TOP PLATE � Q _� W N 0 -I CU I BRACE ® 48" O.C. TRUSS SPACE >_ 7 o s 0 0 F- to U-) (SEE DETAIL BELOW) w v q Z -r Z W I r J d' 0 --� - 0 'd- MIN. (4) 3" ENDX IA� Q O NAILS TO LEDGER w z Li x o Z_ Q < Z 0 SLICE THRU FLOOR AND , W L� 0 ATTACH RAFTER TO STUD 0 w o Y 0 z X BELOW W/ SIMP. HTS20 U = < ROD MAY ALSO BE o o ry W Q O I I SECTION THRU ' GABLE END WALL ISOMETRIC OE LATERAL BRACE PARTIAL 2 STORY WALL ELEV. EXTENDED UP TO � 0 Cl C GABLE END WALL C 2 C UPPER 2X6 SILL PLATE) Q LL- cv SCALE: 1 2"=1 '-0" SCALE: 1 /2"=l '-O" SCALE: 1 ' =1 -0 I-=- THREADED-ROD LLi RATED SHEATHING RATED SHEATHING (REFER TO GENERAL REFER TO GEN. NOTES NOTES ON SHEET S-1 ) 2x6 STUDS 0 (2) 2x_ PLATE TRUSS (TYP.) 16" O.C. U.N.O. NUT AND WASHER (2) 2x_ PLATE - /-NUT AND WASHER HEADER cleLu VAPOR BARRIER AND z VAPOR BARRIER OVER _4» 7/16 " OSB OR 3/8 " CDX PL (2) 12d NAILS (TYP.) (4) 12d NAILS RATED SHEATHING (REFER TO NOTE 3.2308.2.2.1. �7 RATED SHEATHING TYP. WOOD FASTEN TO TRUSS OR CEIL IS 1/2 " GYP. CEILING BD. ON SHEET S1 FOR SPECS (REFER TO GENERAL 1/2 " GYP. CEIL BOARD OR 5/8 " GYP. JOIST w/ 8d NAILS 0 12" O.C. OR 5/8 " GYP. WALLBOARD NOTES ON SHEET S-1 ) WALLBOARD NUT AND WASHER SHEATHING OVER VAPOR BARRIER OVER 2x_ STUDS 0 16" O.C. -, P.T. 2x6 SILL 2x_ STUDS 0 16" O.C. PLATE W/ SEAL VARIES THRU-BOLT / ' 'a ° ' Q W I-- / 0 _ THRU-BOLT 2x4 BLOCKING Z W [� @ 24" O.C. / r ) 0 P.T. POST OR FRAMED 1/4" GAP BETWEEN COLUMN (SEE GEN NUT AND WASHER a W O 0 SHEATHING & CONCRETE NUT AND WASHER (REFER TO GE NOTES ON SHEET S-1 FOR HEADER P.T. 2x_ SILL PLATE ' ' AND BASE CONNECTION SPECS) w/ SEAL EXT. WALL OR Q U ?- j P.T. 2x_ SILL PLATE < Z �W/ SEAL INT. SHEARWALL ry C AT CMU TO FILL VOIDS AND HONEYCOMBS • ' ' ' ' ° ' W Q W �S L- 0 ! e y f m � r U 2J STEMWALL FTG. C� Q GROUT SOLID _ T (SEE DETAIL) W C 0 > d ;: BRG. STEPDOWN FTG. I� z J -- ; a ; ;• .a; (SEE DETAIL) USE AT EXTERIOR WALLS AND INTERIOR SHEARWALLS WHERE WALL IS PARALLEL WITH <C TRUSSES 0 TYPICAL WALL SECTION TYPICAL EXTERIOR WALL SECTION BLOCKING @ PARALLEL WALL WALL SECTION <� B 1 AT PORCH B � TWO TRUSSES'-)z;' � B 4- ��_ " SCALE: 1 /2"=l '-O" l SCALE: 1 "=V-0" SCALE: 1 2"=1 '- zi� SCALE: 1 2 --1 (2) 2x6 TOP PLATE c o a GARAGE DOOR HEAD .1 0 Q;r SIMPSON MSTA24 FIELD-FORMED „ SEE PLANS FOR SIZE ° AS A STUD-TO-PLATE ANCHOR NUT AND 3 x 3 x 1/8 0 a o WASHER w/ (12) 10dx1.5" NAILS SIMPS -0ON SSP 0 32" O.C. (TOP & BOT.) I NUT AND 3 x 3 x 1/4 REQ'D AT OPENINGS OVER 6' " (2) 2x-TOP PLATE (2 SIMPSON CS20 WASHER (TYP.) 1/2" THREADED ROD L w7 10dx1.5" NAILS EA. END NUT & WASHER (2) 2x_ TOP PLATE 1/2" THREADED ROD HEADER-/ SILL PLATE I • SIMPSON MSTAM24 wA Lo COUPLER 2x_ JACK STUD NP. SCR /EWS TO FTG. gND4 " TITEN N PERMITTED 1/2" THREADED (2) REQ'D FOR OPENINGS ( GS (9) 1 O x 1 1/2 " NAILS TO STUD \ W 7 (2) 2x6 HEADER STUDS 0 ROD (TYP.) OVER 6'-0" (3) 2x6 FULL LENGTH STUDS (2) 2x_ FULL LENGTH (KING) v COUPLER STUDS (TYP.) a A • , c (3) 2x6 FULL LENGTH STUDS PERMITTED OPTIO (TYP.) IF REQ'D. • a v SIMPSON PA51 a Q a NUT AND WASHER w/ (16) 16d NAILS NUT AND WASHER " 4" CONCRETE SLAB REVISIONS NUT AND 3 x 3 x 1/4 a G' P.T. 2x6 SILL PLATE Px SILL WASHER (TYP.) � W SEAL ___ . NO. DATE REVISED SILL PLATE EPDXY IN 5/8" HOLE a ° . , OR ARCYLIC IN 9/16" HOLE I •4 ,• 1 6.4 CODE UPDATE •< ' '.. ., d • - ' • .. . •: ••4 STEMWALL _ 2 1.20.09 FRAMING REV • ''d, : .'.: OR FTG. " THICKEN SLAB ACROSS 1 2" THREADED ROD I a EDGE OF OPENING SEE DETAIL FOR EMBEDMENT " WALL ELEVATION THREADED ROD ALTERNATE THREADED ROD SECTION THRU MONOLITHIC N G Al A 2 SLAB CONNECTION A SLAB FOOTING Q GARAGE A 4 05m 56 @� OPEN Sw5 SCALE: 1 /2"=l '-O" SCALE: 1 /2"=l '-O" SCALE: 1 "=V-0" SCALE: 1 /2"=l '-O"