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HomeMy WebLinkAbout3725 Saltmarsh Lp 18-1274 Foundation PlanGENERAL NOTES FOUNDATIONS SOIL UNDER SLABS AND UNDER FOOTINGS TO BE COMPACTED TO AT LEAST 95% OF MAX. DRY DENSITY AS DETERMINED BY ASTM D1557 (MODIFIED PROCTOR) MINIMUM BEARING CAPACITY 2000 PSF TERMITE TREATMENT REFER TO SECTION R318 PROTECTION AGAINST TERMITES, OF THE FLORIDA BUILDING CODE - RESIDENTIAL CURRENT EDITION, FOR FULL LIST OF REQUIREMENTS CAST IN PLACE CONCRETE 1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 2500 PSI, A SLUMP OF 4" PLUS OR MINUS 1", AND HAVE 2 TO 4% AIR ENTRAINMENT, AND A MAXIMUM WATER/CEMENT RATIO OF 0.58. 2. ALL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A-615 GRADE 60 MIN. 3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 FOR 6x6xW1.4xW1.4 WWF SHALL BE LAPPED AT LEAST 6" & CONTAIN AT LEAST ONE CROSS WIRE WITHIN THE 6".FIBERMIX OF EQUAL SPECIFICATIONS MAY BE USED IN LIEU OF WWF. 4. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH "THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318 LATEST EDITION, AND "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS," ACI 301. 5. HORIZONTAL FOOTING BARS SHALL BE BENT MIN. 12 BAR DIAMETERS (EXCLUDING BEND) AROUND CORNERS OR CORNER BARS WITH MIN. 24" LAP EXCLUDING BEND AT EACH END SHALL BE PROVIDED. 6. MINIMUM LAP SPLICES ON ALL REINFORCING BARS SHALL BE 48 BAR DIAMETERS. 7. SLAB ON GRADE, REINFORCEMENT SHALL BE SUPPORTED IN PLACE FROM THE CENTER TO UPPER 1/3 OF THE SLAB. BOLTS AND THREADED RODS 1. ALL BOLTS & THREADED RODS TO BE ASTM A307 OR BETTER (U.N.O.) 2. STEEL BOLTS LESS THAN ONE -HALF-INCH (12.7 mm) IN DIAMETER USED AS FASTENERS FOR PRESSURE PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153. 3. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS SHALL BE PERMITTED TO BE OF MECHANICALLY DEPOSITED ZINC -COATED STEEL WITH COATING WEIGHTS IN ACCORDANCE WITH ASTM B 695, CLASS 55, MINIMUM. MASONRY WALL CONSTRUCTION 1. HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, TYPE 2, CONFORMING TO ASTM C90, W/ A MINIMUM NET COMPRESSIVE STRENGTH OF 2000 PSI (fm = 1900 PSI) 2. MORTAR SHALL BE TYPE M OR S, CONFORMING TO ASTM C270 3. HEAD MORTAR JOINTS AT PRECAST WINDOW SILLS TO BE NO MORE THAN 1". 4. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE SIZE OF 3/8" AND A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. 5. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH CELLS FILLED WITH COARSE GROUT AND GRADE 60 STEEL. REINFORCEMENT SHALL BE PLACED IN CENTER OF MASONRY CELL W/ MIN 1/2" CLEARANCE TO INSIDE FACE. 6. VERTICAL REINFORCEMENT SHALL BE HELD IN CENTER OF THE MASONRY/ BLOCK WALL AT THE TOP & BOTTOM & MAXIMUM 8'-0" U.N.O. VERTICALLY. TIES TO THE FOOTING & LINTEL STEEL IS ADEQUATE @ TOP & BOTTOM OF WALL; REBAR POSITIONERS IN MIDDLE OF WALL 7. REINFORCING STEEL SHALL BE LAPPED MIN. 25" U.N.O. 8. HOOKS AT THE TOP & BOTTOM OF VERTICAL REINFORCING BARS TO BOND COURSE AND FOOTING TO BE NO LESS THAN 12 BAR DIAMETERS EXCLUDING BEND 9. EXPANSION TYPE ANCHORS ARE NOT TO BE USED IN BOND COURSE. EMBEDDED ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED. 10. MASONRY ROUGH OPENING TOLERANCES - 1/4" TO + 1/2" 11. GROUT STOPS SHALL BE PROVIDED BELOW BOND BEAM. PLASTIC SCREEN, METAL LATH STRIP OR CAVITY CAPS MAY BE USED TO PREVENT THE FLOW OF GROUT INTO CELLS BELOW. THE USE OF FELT PAPER AS A STOP IS PROHIBITED. 12. TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY DURING CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR 13, DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR (3) DAYS AND NO CONCENTRATED LOADS FOR (7) DAYS. PER CODE ACI 318, LATEST EDITION. 14. DURING CONCRETE POURS, GC TO ADEQUATELY VIBRATE THE FILLED CELL W/ EITHER RODDING OR PENCIL VIBRATOR TO ENSURE PROPER CONCRETE CONSOLIDATION. WOOD CONSTRUCTION 1. WOOD CONSTRUCTION SHALL CONFORM TO THE ANSI/AWC "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION", LATEST EDITION.(NDS) 2. LUMBER DENOTED AS SPF#2 OR SPF#1/#2 SHALL BE SPRUCE -PINE -FIR VISUALLY GRADED "NoA/No.2" BY NLGA, OR BETTER. 3. LUMBER DENOTED AS SYP#2 SHALL BE SOUTHERN YELLOW PINE OR "MIXED" SOUTHERN YELLOW PINE VISUALLY GRADED "No 2" BY SFIB, OR BETTER. 4. OTHER LUMBER SHALL BE VISUALLY GRADED "No. 2" OR BETTER, REGARDLESS OF SPECIES, U.N.O. ON FRAMING PLANS OR DETAILS. 5. ALL STRUCTURAL WOOD MEMBERS INCLUDING EXTERIOR FRAME WALLS, BEARING WALLS, SHEAR WALLS, AND MISC. MEMEBERS (I.E. BLOCKING OR GABLE END BRACING) SHALL BE SPF#2 OR BETTER U.N.O.. 6. END -JOINTED LUMBER IS NOT PERMITTED TO BE USED IN ANY LOAD BEARING (GRAVITY OR WIND) CONDITIONS. E.O.R. TO REVIEW IF INSTALLED. 7. FIELD -CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE -TREATED WOOD SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. 8. THE PORTIONS OF GLUED -LAMINATED TIMBERS THAT FORM THE STRUCTURAL SUPPORTS OF A BUILDING OR OTHER STRUCTURE AND ARE EXPOSED TO WEATHER AND NOT PROPERLY PROTECTED BY A ROOF, EAVE OR SIMILAR COVERING SHALL BE PRESSURE TREATED WITH PRESERVATIVE, OR BE MANUFACTURED FROM NATURALLY DURABLE OR PRESERVATIVE -TREATED WOOD. 9. ALL LUMBER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY (MOISTURE CONTENT 19% OR LESS), U.N.O. ALL WATERPROOFING AND FIRE SAFETY SYSTEMS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE DESIGNED AND DETAILED BY OTHERS. 10. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE CENTER OF THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION SHIELDS. ALL HOLES OVER 1" IN DIA FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH SIMPSON HSS2 STUD SHOES, TYP U.N.O. 11. MANY OF THE PRESSURE TREATED WOODS USE CHEMICALS THAT ARE CORROSIVE TO STEEL. IT IS THE BUILDER'S RESPONSIBILITY TO VERIFY THE TYPE OF WOOD TREATMENT AND TO SELECT APPROPRIATE CONNECTORS THAT RESIST CORROSION. FOR EXAMPLE. ACQ-C, ACQ-D, CBA -A OR CA -B REQUIRE HOT -DIPPED GALVANIZED OR STAINLESS STEEL FASTENERS. DOR SODIUM BORATE (SBX) DOES NOT. 12. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH, CONCRETE OR MASONRY IS TO BE PRESSURE TREATED IN ACCORDANCE WITH THE LATEST EDITION OF THE AWPA U1 STANDARD. 13. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR MASONRY. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. 14. SEE PLAN FOR BUILT UP STUD COLUMN AND BEAM NAILING PATTERNS ENGINEERED LUMBER 1. ENGINEERED LUMBER PRODUCTS SHALL CONFORM TO THE CURRENT EDITION OF THE ANSI/AWC NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS). 2. ENGINEERED LUMBER SHALL BE EITHER STRUCTURAL COMPOSITE LUMBER AS DEFINED NDS SECTION 8,1 (INCLUDING LVL, PSL, AND LSL LUMBER) 3. ALL ENGINEERED LUMBER IS TO HAVE THE MINIMUM DESIGN VALUES AS FOLLOWS: COLUMNS BEAMS STUD E = 1,700,000 Ib/int U.N.O. E = 2,000,000 Ib/int U.N.O. E = 1,500,000 Ib/int U.N.O. Fb =2650 Fb =3000 Fb =220Q Ft = 1650 Ft = 1700 Ft = 1500 Fc 11= 3000 Fc 11= 3000 Fc 11= 2100 Fc 1= 450 Fc J = 900 Fc 1= 450 Fv = 285 Fv = 285 Fv = 150 WOOD BEARING SURFACES ARE TO BE SYP#2 OR BETTER END GRAIN CONDITION U.N.O. CEILING CONSTRUCTION 1. USE 1/2" CEILING OR SAG RESISTANT BOARD FOR 24" O.C. FRAMING U.N.O. 2. 5/8" TYPE "X" GYPSUM BOARD SHALL BE USED ON CEILING IN GARAGE WHEN LIVING SPACE IS ABOVE THE GARAGE. MEANS AND METHODS CONSTRUCTION MEANS & METHODS ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. THE STRUCTURE IS UNSTABLE UNTIL ALL LOAD BEARING WALLS ARE ERECTED & TRUSS / FRAME MEMBERS ARE CONNECTED PROPERLY PER APPROVED FRAMING PLANS / DETAILS ALONG W/ CONNECTOR & COMPONENT MANUFACTURERS' SPECIFICATIONS. UNTIL SUCH TIME, TEMPORARY BRACING & SHORING OF WALLS AND FRAME MEMBERS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. UNDER STAIR PROTECTION 1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2 -INCH (12.7MM) GYPSUM BOARD. METAL COATINGS FOR USE WITH PRESSURE TREATED WOOD IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE THAT ALL METAL CONNECTORS, METAL FASTENERS, ANCHORS, AND NAILS ARE THE APPROPRIATE MATERIAL AND/OR HAVE THE APPROPRIATE COATING FOR USE WITH THE DIFFERENT TYPES OF PRESSURE TREATED WOODS, AS PER THE FOLLOWING GUIDELINES. 1. WOOD TREATED WITH DOT SODIUM BORATE(SBX): CONNECTORS SHALL BE A MINIMUM G50 ZINC COATING 2. WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE) OR OTHER BORATE (NON -DOT) TREATMENTS: CONNECTORS SHALL BE A MINIMUM G185 ZINC COATING. 1 FOR ALL OTHER COMBINATIONS FOLLOW THE RECOMMENDATIONS OF THE PRESERVATIVE WOOD TREATER. 4. STAINLESS STEEL CONNECTORS AND FASTENERS MAYBE USED WITH ALL TYPES OF PRESSURE TREATED WOOD SUCH THAT THEY MEET THE REQUIREMENTS OF ASTM F1667 PREFABRICATED WOOD TRUSSES 1. ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY FASTENED TO THEIR SUPPORTING WALLS OR BEAMS WITH HURRICANE CLIPS OR ANCHORS.UPLIFT CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS ANCHORS AND ANCHOR BOLTS ARE ONLY REQUIRED ON MEMBERS IN WALLS THAT ARE EXPOSED TO UPLIFT OR LATERAL FORCES. INTERIOR LOAD BEARING WALLS ARE NOT ALWAYS EXPOSED TO UPLIFT FORCES. THE MEMBERS OF THESE WALLS WOULD NOT NEED TO HAVE CONNECTORS APPLIED. PLEASE COORDINATE WITH THE TRUSS ENGINEER FOR THE LOCATION OF THESE WALLS AND STRUCTURAL PLANS FOR MORE INFO. 2. TRUSSES SHALL BE DESIGNED BY MWFRS METHODOLOGY FOR LONG SPAN TRUSSES TO DETERMINE UPLIFT AND REACTION VALUES. MEMBER AND PLATE DESIGN TO BE CALCULATED BY COMPONENTS AND CLADDING METHOD UNLESS SPECIFIED OTHERWISE BY TRUSS ENGINEER OF RECORD 3. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE LATEST EDITION OF ANSI TPI 1, 4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED BY TRUSS MANUFACTURER UNLESS NOTED ON PLANS 5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION OF TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE DESIGNED BY TRUSS MANUFACTURER IN ACCORDANCE WITH THE DESIGN LOADS. TRUSS DESIGN LOADS: TOP CHORD: Lr = 16 PSF DL = 7 PSF (SHINGLE TYPE ROOF COVER) DL = 15 PSF (LIGHT WEIGHT CLAY TILE ROOF COVER) DL = 14 PSF (TRUSS OVERBUILD) BOTTOM CHORD: DL = 5 PSF MINIMUM FLOOR DESIGN LIVE LOADS: 'A) FLOORS = 40 PSF B) BALCONIES =60 PSF / 100 PSF (IF BALCONY? 100 SQ FT) C) DECKS = 40 PSF D) STAIRS = 40 PSF E) BONUS ROOM/GAME ROOMS = 60 PSF U.N.O. MINIMUM FLOOR DESIGN DEAD LOADS: A) FLOORS = 15 PSF B)BALCONIES = 15 PSF GENERAL LOADING: ATTIC WITHOUT STORAGE = 10 PSF ATTIC WITH LIMITED STORAGE = 20 PSF GUARDRAILS / HANDRAILS = 200 LB POINT LOAD / 50 PSF GUARDRAILS IN -FILL COMPONENTS = 50 PSF GENERAL TRUSS BRACING & BLOCKING REQUIREMENTS -ADDIT'L BRACING & BLOCKING PER BCSI-1 & TRUSS MANUFACTURER'S DWGS -G.C. TO PROVIDE MIN 2x SYP #2 BLOCKING BETWEEN TRUSSES TO COMPLY W/ APA RECOMMENDATIONS FOR MIN. 7/16" OSB SHEATHING -MIN 2x SYP #2 BLOCKING REQ'D ALONGSIDE TRUSS TOP CHORD @ ROOF HIP/RIDGE TO PREVENT SHEATHING SPAN FROM EXCEEDING 2FT (NOT REQ'D IF SHEATHING SPAN IS LESS THAN 2FT). BLOCKING TO TRUSS TOP CHORD w/ (2) 12d NAILS @ 12" O.C. MAX & 4" FROM EA. END. NOTE: PLYWOOD EDGES @ HIP CORNERS REQUIRE MIN 2x4 SYP #2 BLOCKING w/ (3) 12d TOENAILS EACH END. -TRUSS "X" BRACING: MIN 2x4 SYP #2 AT ANGLE APPROX. 45° FROM VERT. TO EA. TRUSS MEMBER w/ (3) 12d NAILS. SPACE "X" BRACING ALONG TRUSS SPAN @ 10'-0" MAX AND EQUALLY SPACED FROM END OF TRUSS. "X" BRACING TO START 20'-0" MAX FROM #1 HIP GIRDER AND / OR (4) BAYS AFTER GABLE END BRACING. SEE SCSI -133 SECTIONS 1, 2 AND 3 FOR ADDITIONAL ROOF PLANE PERMANENT BRACING REQUIREMENTS. -PERMANENT 2x4 SPF #2 (MIN.) CONT. LATERAL TRUSS BOTTOM CHORD BRACING PERPENDICULAR TO TRUSS SPAN AT 15'-0" O.C. MAX W/IN TRUSS SPAN OR PER TRUSS DESIGN DRAWINGS. ATTACH W/ (2) 16d NAILS AT EACH TRUSS. OVERLAP BRACING AT LEAST ONE TRUSS SPACE (24") PLUS 6" MIN PAST BOTTOM CHORD. -INSTALL PERMANENT 2x CONTINUOUS LATERAL BRACE (CLB) ACROSS TRUSS WEBS AS INDICATED ON TRUSS SHOP DRAWINGS & BCSI-133. ("T" BRACING MAY BE USED I.L.O. PEMANENT CLB IF IT EXTENDS MIN, 90% OF THE TRUSS WEB (SEE WEB REINFORCEMENT TABLE WITHIN BCSI-B3). -AT RAISED HEEL TRUSSES, 2x4 SYP #2 (MIN.) AT TOP AND BOTTOM OF HEEL W/ (2) 12d TOENAILS REQ'D. EXT. SHEATHING MUST BE ATTACHED TO RAISED HEEL TRUSS AND INDICATED BLOCKING. ALTERNATE IF HEEL HEIGHT IS LESS THAN 12" TALL: 2x4 SYP #2 BEHIND THE TRUSS VERT. RUNNING FROM TOP TO BOTTOM ACROSS MAX 4 TRUSSES, THEN BOTTOM TO TOP W/ (2) 12d NAILS AT EACH TRUSS MEMBER (DIAGONAL BRACING) DIAGONAL BRACING REQUIRED AT CLB PER BCSI-63. 6. THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS, WORKING POINTS, BEARING POINTS, AND SIMILAR CONDITIONS. TRUSS SHOP DRAWINGS SHALL SHOW ALL TRUSSES, ALL BRACING MEMBERS, AND ALL TRUSS TO TRUSS HANGERS. FIELD REPAIR NOTES 1. OMITTED REBAR DRILL A 3/4" 0 HOLE MIN. 6" DEEP AT LOCATION OF OMITTED REBAR, AND INSTALL #5 BAR INTO EPDXY FILLED HOLE. EPDXY TO BE SIMPSON STRONG TIE EPDXY OR EQ. FOLLOW MANU'S INSTRUCTIONS. ASSURE ALL DUST AND DEBRIS FROM DRILLING ARE REMOVED FROM HOLE w/ COMPRESSED AIR PRIOR TO APPLYING EPDXY. ALLOW EPDXY TO CURE TO MANU'S SPECIFICATIONS, THEN FILL CELL IN NORMAL WAY DURING BONDBEAM POUR. USE 30" MIN. LAP SPLICE. HOOKS AT TOP OF BAR TO BE MIN. 12 BAR DIAMETERS(EXCLUDING BEND). 2. STRAPS/CONNECTOR SUBSTITUTION MAY SUB STRAPS/CONNECTORS w/ STRAPS/CONNECTORS OF EQUAL OR GREATER UPLIFT & LATERAL RESISTANCE VALUES IN FIELD WITHOUT VERIFICATION, PROVIDED ALL MANUFACTURER'S INSTALLATION INSTRUCTIONS ARE FOLLOWED. 3. STAIR CONSTRUCTION 2X12'S MAY BE USED ILO TIMBERSTRANDS FOR STAIR STRINGERS. RIM BOARDS MAY BE USED FOR RISERS & TREADS ILO 2x12'S (SEE GEN. STAIR DETAIL SHEET FOR MORE INFO.) 4. METAL STUD SUBSTITUTION WOOD STUDS MAY BE SUBBED w/ METAL STUDS IN NON -LOAD BEARING WALLS 5. OMITTED J -BOLT -1/2" ALL THREAD ROD w/ 2" x 2" SQ. WASHER DRILL & EPDXY w/ SIMPSON SET EPDXY WITH MIN. 7" EMBEDMENT. -1/2"x6" SIMPSON TITEN HD THREADED ANCHORS W/ LBP1/2 WASHER MAY BE USED ILO 1/2" J -BOLT. TAPCON FASTENERS MAY BE USED ILO SIMPSON TITENS 6. MORTAR JOINTS -FOR BED JOINTS 1/2"-1", GROUT FILL CELLS IN BLOCK AFFECTED (NO VERT. REINF. REQ'D) -FOR HEAD JOINTS GREATER THAN 3/4", GROUT FILL CELL IN BLOCKAFFECTED ON EA.SIDE OF JOINT. PROVIDE (1) #5 VERT. REINF. IN EA. CELL CONT. PER PLAN. "EXCEPTION: IF TIE BEAM COURSE AND ADJ. TWO COURSES BELOW, AS WELL AS 1st (2) COURSES FROM FND. HAVE HEAD JOINTS WHICH FALL W/IN THE SPECIFIED TOLERANCES, THE ADDED VERTICAL REINFORCEMENT IS NOT REQ'D TO BE EPDXIED INTO TIE BEAM/FTG -FOR BLOCKS NOT STAGGERED, GROUT FILL CELL EA. SIDE OF JOINT AND PROVIDE (1) #5 VERT. REINF. IN EA. CELL, CONT. PER PLAN. 7. OVERHANGING CMU WALL -FOR CMU OVERHANGING FOUNDATION <1/2", NO FIX IS REQ'D POUR TIEBEAM & VERT. CELLS PER PLAN. -FOR CMU OVERHANGING FOUNDATION FROM +1/2"-1-1/8", GROUT FILL FIRST (3) COURSES IN WALL ALONG AREA AFFECTED & TIE BEAM AND VERTICAL CELLS PER PLAN -FOR CMU OVERHANGING FOUNDATION OVER 1-1/8", CONTACT EOR FOR REPAIRS. DESIGN PRESSURES WIND DESIGN LOAD INFORMATION WIND SPEED (ULTIMATE) 140 mph WIND SPEED (ALLOWABLE) 108 mph WIND EXPOSURE B RISK CATEGORY 11 BUILDING TYPE V B ENCLOSURE CLASSIFICATION ENCLOSED INTERNAL PRESSURE COEFFICIENT +/-0.18 S3 WIND PRESSURE & SUCTION EFFECTIVE LINTEL PLAN S5A (PSF) WIND NOTES & CONNECTOR LEGEND S7A (+) VALUE DENOTES PRESSURE AREA (SQ FT) GENERAL DETAILS SD2 _ VALUE DENOTES SUCTION AREA O O5 GENERAL DETAILS (+) 21.2 (+) 21.2 10 (-) 22.9 (-) 28.3 20 (+) 20.2 (+) 20.2 (-) 22.0 (-) 26.4 (+) 19.0 (+) 19.0 50 (-) 20.8 (-) 23.9 100 (+) 18.0 (+) 18.0 (-) 19.8 - 22.0 GARAGE DOORS 9'-0" x T-0" 16'-0" x T-0" (+)18.4- (+)17.7 (-) 20.9 (-) 19.7 WIND PRESSURE/ SUCTION DIAGRAM (404 STANDARD DESIGN PRESSURE NOTES 1. ASCE 7-10 WALL DESIGN ALLOWABLE COMPONENTS AND CLADDING WIND PRESSURES AND SUCTIONS PER FLORIDA BUILDING CODE 6th EDITION (2017). WIND SPEED IS BASED ON LINEAR INTERPOLATION FOR THIS SITE. 2. MEAN ROOF HEIGHT FOR A TYPICAL SINGLE STORY HOME IS 15FT, 2 STORY HOME IS 30FT 3. MULTIPLY THE ABOVE PRESSURES BY 1.67 TO GET ULTIMATE WIND PRESSURES. 4. "a" = END ZONE IS ONLY W/IN 5'-0" OF ALL EXTERIOR BUILDING CORNERS. 5. INDICATED PRESSURES CAN BE INTERPOLATED FOR OTHER DOOR SIZES, OTHERWISE USE LOAD ASSOCIATED WITH THE LOWER EFFECTIVE AREAS. 6. DESIGNATED AREAS WHERE THE ULTIMATE WIND SPEED IS 140 MPH OR GREATER IS CONSIDERED TO BE IN THE WIND -BOURNE DEBRIS REGION. GLAZED OPENING PROTECTION IS REQUIRED AND SHALL BE PROVIDED PER SECTION R301.2.1.2 OF THE FLORIDA BUILDING CODE - RESIDENTIAL, CURRENT EDITION. INDEX OF DRAWINGS SHEET SHEET TITLE Sc STRUCTURAL NOTES SIA FOUNDATION PLAN S2A DOWEL PLACEMENT PLAN S3 FOUNDATION DETAILS S4A LINTEL PLAN S5A FIRST FLOOR FRAMING PLAN S6 NOTES & CONNECTOR LEGEND S7A ROOF FRAMING PLAN SD1 GENERAL DETAILS SD2 GENERAL DETAILS SD3 GENERAL DETAILS SD4 GENERAL DETAILS SD5 TWO-STORY DETAILS S D6 TWO-STORY DETAILS ST1 GENERAL STAIR DETAILS y MASTER UPDATES RECORD COPY NUMBER DATE DESCRIPTION INTIALS 1 2/28/2017 CREATED ELEV. A & B STD. & w/SITTING RM. & SITTING RM. w/TRAY OPT. HG 2 2/28/2018 UPDATED TO INCLUDE MASTER w/TRAY OPT. PER WP -134 (MID -FL. TRUSS) UPDATED PER FBC 6th EDITION (2017) RESIDENTIAL HG COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. J Q 1-- z W M 0 N z O F- 0 LU s t- (0 W O U z 0 J D m Q ❑ O J M W _ h -- LL O z O W 7 O C�. IL W z F- O J J F- M CL 2 0 U ❑ z rS w a - Q z U: M O W z O O X a. z ry t -- U ❑ F -- W ❑ Q M O z O U O J W T z W U z Q O U Q z ❑ W O 0- Q 0 Q O J z W z _ O ❑ W z C9 W W ❑ W U-1 X ❑ U D cn J Q z W ❑ W M ry d- L 0 16'-0" 14'-0" 8" coo ( oa (j 11 H LL 2.6 3. 2.6 W S3 Lho �'I . - U) T 1- PAVERS U U_ � N �= FL ago (-)0'_4" u� S3 i MFO� S3 M F02 S3 b - ii L— 30'-0 /MMFF01 S3 16'-0" 14'-0" 8" 15'-4" ( oa MSF _1 nPAD 11 h 2.6 3. 2.6 W S3 ❑ �'I . - co W T 1- PAVERS U U_ CK �= FL ago (-)0'_4" thi _~, - >- MF01 a 1--0 S3 i _4" 8'_8" 41V I~ 3'_0" VJ N CD N 6. CONTROL JOINTS (IF SHOWN) ARE NOT REQUIRED BY CODE BUTARE Z O M I al 2 2 (M F1 3 0 S33 S3 THICKNESS OF THE SLAB. FILL CUT W/APPROVED JOINT MATERIAL OR w cv T 7. N w O LO w D I OL 0'-0" FIN. FLR.° I I I I I I - °� o 0 ��'+��!',`� 00 o C] C 4" THICK CONC. SLAB W/ I FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL U o'`~� z �,A; p FIBERMESH. OVER 6 MIL VAPOR SYSTEMS SHALL BE RAISED AT LEAST 3" ABOVE THE FINISHED GRADE O Cb o°..omaod..e. Q` �® °n 0 W Z BARRIER OVER COMPACTED FILL. AND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATION 6'-0" 1 IIS q O O 10'-10" 6'-0" (2 -STORY FTG. 71-21' a FO PERMITTED IN FOUNDATION. 2.3 ® S3 I-- I -� — 10. PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPED a O O °um®�N�4i I-1 DOWN. SEE SHEET S3 FOR ADDITIONAL INFORMATION. GC TO DETERMINE LL�'®� �l I -��FO LU ,,w` 11. SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDS `�I�l� i 111j0����� AND LAP SPLICE. SEE DTL MF09 AND MF10 ON 83 FOR STANDARD U_ S3 \ FOOTING STEP DOWN AND CORNER INFORMATION. I FO — ® S3 U) I I- In 10'-10" 19'-2" 12. ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCE O W M 1 3'-8" FO I S3 SHALL BE ELEVATED A MIN OF 18". CONTRACTOR TO PROVIDE SUCH I 0 I�1 0 FO IQ III I I �---JIT I Q 9'_4" S3 2 -STORY FTG. M II MF01 >O Q 0- i i S3 F3�M" 13. ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER a. MF11 M S3 (-)0'-4" OL (-�)_0�'-4" Y 3.5 FO S3 I PAVERS U (D ° C XU F o D1 2.1 2 �/ '� - u.. b o C??- ao N O �- �' i r PROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERAL 20'-0" MF 2 S3 ® I MF13 I 2.6 S3 2.6 FOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN. DO D DO D 2'-4" 16'-0" 2'-4" 914" 30'-0" /MMFF01 S3 SYMBOLS LEGEND 91 INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60 #5 CONT. FTG. TO TIE BEAM (8'-0" O.C. MAX U.N.O.) o INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5 CONT. FTG. TO TIE BEAM. Z INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT. GRADE 60 #5 CONT. FT.G TO TIE BEAM. ........... . . 1 /4"=1'-0" FOUNDATION NOTES: 1. PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BE LAPPED MIN. 6" AND SEALED. REFER TO FBC-R CURRENT EDITION SECTION R506.2.3 FOR REQUIRED LOCATIONS 2. PROVIDE 4" 250OPSI CONC. SLAB W/ 6x6xW1.4xW1 A WELDED WIRE MESH PLACED AT MIDDLE OR UPPER 1/3 OF SLAB DEPTH OVER 6 MIL. VAPOR BARRIER ON COMPACTED FILL (FIBER MESH MAY BE USED ILO WWM, WHEN FIBER MESH. MEETS OR EXCEEDS SPECIFICATIONS SE F FORTH IN Q ( oa SYMBOLS LEGEND 91 INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60 #5 CONT. FTG. TO TIE BEAM (8'-0" O.C. MAX U.N.O.) o INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5 CONT. FTG. TO TIE BEAM. Z INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT. GRADE 60 #5 CONT. FT.G TO TIE BEAM. ........... . . 1 /4"=1'-0" FOUNDATION NOTES: 1. PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BE LAPPED MIN. 6" AND SEALED. REFER TO FBC-R CURRENT EDITION SECTION R506.2.3 FOR REQUIRED LOCATIONS 2. PROVIDE 4" 250OPSI CONC. SLAB W/ 6x6xW1.4xW1 A WELDED WIRE MESH PLACED AT MIDDLE OR UPPER 1/3 OF SLAB DEPTH OVER 6 MIL. VAPOR BARRIER ON COMPACTED FILL (FIBER MESH MAY BE USED ILO WWM, FOOTING SCHEDULE o g 12"x12"x12" dp w/ #5's EQUALLY SPACED EA. U O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (2) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. I- MM2 j# 5 rAIlALLEL TO o z m 12"x24"x12" dp w/ #5's EQUALLY SPACED EA. 24" SIDE @3" O.C. &MIN 1A WAY MIN, 2" HORIZ. CLEARANCE BETWEEN (3) #5 PARALLEL TO 12" `t V � Z I BARS & 3" MIN. COVER TO EDGE OF CONC. i,_. CD SIDE 6 O.C. _ O24"x24"x12" dp w/ #5's EQUALLY SPACED EA. Oz lUj U � w WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (3) # 5 E.W. O n U E BARS & 3" MIN. COVER TO EDGE OF CONC. Q � o 28"x28"x12" dp w/ #5's EQUALLY SPACED EA. U 2.3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. -1 H z � Qo BARS & 3" MIN. COVER TO EDGE OF CONC. w z `L O IL fn 30"x30"x12" dp w/ #5's EQUALLY SPACED EA. IT- :J 0 Q ❑ a o 2.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. — 00 Q LIJBARS & 3" MIN. COVER TO EDGE OF CONC. J O z Q O 2 w O 32"x32"x12" dp w/ #5's EQUALLY SPACED EA. w UO Z Fes-- W W O E <9> .6 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W. U BARS & 3" MIN. COVER TO EDGE OF CONC. o Q � -� a 36"x36"x12" dp w/ #5's EQUALLY SPACED EA. m �-- 2i O LQ O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W. O W Z � Q BARS & 3" MIN. COVER TO EDGE OF CONC. U O a0 42"x42"x12" dp w/ #5's EQUALLY SPACED EA. Q (n 3.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. „ BARS & 3" MIN. COVER TO EDGE OF CONC, W 42"x42"x16" dp w/ #5's EQUALLY SPACED EA. �5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. a BARS & 3" MIN. COVER TO EDGE OF CONC. 2 48"x48"x12" dp w/ #5's EQUALLY SPACED EA, (D m O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. Q O 48"x48"x16" dp w/ #5's EQUALLY SPACED EA. 00 4A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. ❑ W > BARS & 3" MIN, COVER TO EDGE OF CONC. Z 2 LU W �! 48"x48"x24" dp w/ #5's EQUALLY SPACED EA. ® W 4B WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (8) # 5 E.W. z BARS & 3" MIN. COVER TO EDGE OF CONC. F` W >w LOW 52"x52"x12" dp w/ #5's EQUALLY SPACED EA. z W Z 4.3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. < BARS & 3" MIN. COVER TO EDGE OF CONC. 54"x54"x16" dp w/#5's EQUALLY SPACED EA. f"" a (fj 4.5 WAY MIN. 2" HORIZ, CLEARANCE BETWEEN MIN (8) # 5 E.W. U _ BARS & 3" MIN. COVER TO EDGE OF CONC. O W 54"x54"x24" dp w/#5's EQUALLY SPACED EA. ~0 00 Z WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W. w BARS & 3" MIN. COVER TO EDGE OF CONC. 7 60"x60"x16" dp w/#5's EQUALLY SPACED EA. U) O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E,W. W BLDG DESIGN: --- BARS & 3" MIN. COVER TO EDGE OF CONC. STRUCTURAL ENG: MCD 66"46"x16" dp w/#5's EQUALLY SPACED EA. W DRAFTING: 5.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (10) # 5 E.W. -DESIGN: --- BARS & 3" MIN. COVER TO EDGE OF CONC. I-STRUCT: HG U QC CHECK: MRB 1- - U) JOB No. PSQ-0204598 SCALE: AS INDICATED Lu DATE: 03/01/18 D W 1 A o' z I— COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. WHEN FIBER MESH. MEETS OR EXCEEDS SPECIFICATIONS SE F FORTH IN Q CURRENT CODE EDITION). h 3. VERT. #5 BAR TO BE HOOKED AT TOP & BOTTOM (FTG. & TIE BEAM W ENDS) W/MIN. 12 BAR DIAMETER LEGS EXCLUDING BEND @ EA. END. ❑ LAP SPLICES SHALL BE NO LESS THAN 30". co W CK 4, CONSULT W/MAN. SPECIFICATIONS PRIOR TO POURING OR RECESSING DOOR SILLS. i 5. EXTERIOR SLABS SHALL SLOPE 1/8" PER FOOT AWAY FROM HOUSE. CD N 6. CONTROL JOINTS (IF SHOWN) ARE NOT REQUIRED BY CODE BUTARE Z O SUGGESTED (ESPECIALLY WHEN USING FIBER REINF. CONC.) CONTROL JOINTS TO BE SAW CUT A DEPTH OF 1/4" OF THE 0 THICKNESS OF THE SLAB. FILL CUT W/APPROVED JOINT MATERIAL OR w USE ALTERNATE APPROVED METHOD. T 7. MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINED BY w O LO w D COMMUNITY & COUNTY CODES. ��'+��!',`� 00 8. FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL U o'`~� z �,A; p SYSTEMS SHALL BE RAISED AT LEAST 3" ABOVE THE FINISHED GRADE z o°..omaod..e. Q` �® °n 0 W Z AND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATION INSTRUCTIONS. q O O 9. NO WOOD STAKES a PERMITTED IN FOUNDATION. Q ® �Q mo 10. PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPED a O O °um®�N�4i DOWN. SEE SHEET S3 FOR ADDITIONAL INFORMATION. GC TO DETERMINE LL�'®� � ®' O u - STEP LOCATIONS IF REQUIRED LU ,,w` 11. SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDS `�I�l� i 111j0����� AND LAP SPLICE. SEE DTL MF09 AND MF10 ON 83 FOR STANDARD U_ FOOTING STEP DOWN AND CORNER INFORMATION. O U) 12. ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCE O W SHALL BE ELEVATED A MIN OF 18". CONTRACTOR TO PROVIDE SUCH co l- - PLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION >O Q 0- 13. ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER a. a COMPACTION: 2000 PSF (SEE SOILS REPORT AND SPECIFICATIONS (D FOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THE s PROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERAL CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO O FOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN. SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS, < ? COMPACTED IN 12" LIFTS TO AT LEAST 95%u OF MAX. DRY DENSITY AS T_ w DETERMINED BY ASTM - D1557 ( MODIFIED PROCTOR). THE FOUNDATION SIZES INDICATED ON THE FOUNDATION PLAN HAS BEEN DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000 w PSF. Z 14, PENDING SITE CONDITIONS, IF STEMWALL IS REQUIRED, G.C. TO p O DETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. SEE U F- W STEMWALL CHART ON S3 FOR REQUIRED REINFORCEMENT AND a_ FOOTING SIZES PENDING DEPTH OF STEMWALL. Q (� w 15. IF STEM WALL IS REQUIRED TO BE CONSTRUCTED TALLER THAN THE C Q HEIGHTS PROVIDED ON THE STEM WALL SCHEDULE --- STOP--- w a CONTACT E.O.R. PRIOR TO CONSTRUCTION � Q ❑ Q 16. ALL FOUNDATION PADS WHERE SHOWN ON THE BELOW FOOTING SCHEDULE SHALL BE INSTALLED WHERE THE DEPTH OF THE U FOOTING WILL BE MEASURED FROM THE LOWEST SLAB ELEVATION p W MAINTAINING A MINIMUM DEPTH AS SPECIFIED. THE FOUNDATION Z PAD MAY BE INSTALLED DEEPER THAN THE INDICATED PENDING SITE O CONDITIONS AND/OR LOCATIONS. CONTRACTOR TO FIELD VERIFY �0_ ALL MINIMUM FOUNDATION DIMENSIONS AND REINFORCEMENT j U REQUIREMENTS ARE MET. O o n, FOOTING SCHEDULE o g 12"x12"x12" dp w/ #5's EQUALLY SPACED EA. U O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (2) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. I- MM2 j# 5 rAIlALLEL TO o z m 12"x24"x12" dp w/ #5's EQUALLY SPACED EA. 24" SIDE @3" O.C. &MIN 1A WAY MIN, 2" HORIZ. CLEARANCE BETWEEN (3) #5 PARALLEL TO 12" `t V � Z I BARS & 3" MIN. COVER TO EDGE OF CONC. i,_. CD SIDE 6 O.C. _ O24"x24"x12" dp w/ #5's EQUALLY SPACED EA. Oz lUj U � w WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (3) # 5 E.W. O n U E BARS & 3" MIN. COVER TO EDGE OF CONC. Q � o 28"x28"x12" dp w/ #5's EQUALLY SPACED EA. U 2.3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. -1 H z � Qo BARS & 3" MIN. COVER TO EDGE OF CONC. w z `L O IL fn 30"x30"x12" dp w/ #5's EQUALLY SPACED EA. IT- :J 0 Q ❑ a o 2.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. — 00 Q LIJBARS & 3" MIN. COVER TO EDGE OF CONC. J O z Q O 2 w O 32"x32"x12" dp w/ #5's EQUALLY SPACED EA. w UO Z Fes-- W W O E <9> .6 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W. U BARS & 3" MIN. COVER TO EDGE OF CONC. o Q � -� a 36"x36"x12" dp w/ #5's EQUALLY SPACED EA. m �-- 2i O LQ O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W. O W Z � Q BARS & 3" MIN. COVER TO EDGE OF CONC. U O a0 42"x42"x12" dp w/ #5's EQUALLY SPACED EA. Q (n 3.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. „ BARS & 3" MIN. COVER TO EDGE OF CONC, W 42"x42"x16" dp w/ #5's EQUALLY SPACED EA. �5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. a BARS & 3" MIN. COVER TO EDGE OF CONC. 2 48"x48"x12" dp w/ #5's EQUALLY SPACED EA, (D m O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. Q O 48"x48"x16" dp w/ #5's EQUALLY SPACED EA. 00 4A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. ❑ W > BARS & 3" MIN, COVER TO EDGE OF CONC. Z 2 LU W �! 48"x48"x24" dp w/ #5's EQUALLY SPACED EA. ® W 4B WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (8) # 5 E.W. z BARS & 3" MIN. COVER TO EDGE OF CONC. F` W >w LOW 52"x52"x12" dp w/ #5's EQUALLY SPACED EA. z W Z 4.3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. < BARS & 3" MIN. COVER TO EDGE OF CONC. 54"x54"x16" dp w/#5's EQUALLY SPACED EA. f"" a (fj 4.5 WAY MIN. 2" HORIZ, CLEARANCE BETWEEN MIN (8) # 5 E.W. U _ BARS & 3" MIN. COVER TO EDGE OF CONC. O W 54"x54"x24" dp w/#5's EQUALLY SPACED EA. ~0 00 Z WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W. w BARS & 3" MIN. COVER TO EDGE OF CONC. 7 60"x60"x16" dp w/#5's EQUALLY SPACED EA. U) O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E,W. W BLDG DESIGN: --- BARS & 3" MIN. COVER TO EDGE OF CONC. STRUCTURAL ENG: MCD 66"46"x16" dp w/#5's EQUALLY SPACED EA. W DRAFTING: 5.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (10) # 5 E.W. -DESIGN: --- BARS & 3" MIN. COVER TO EDGE OF CONC. I-STRUCT: HG U QC CHECK: MRB 1- - U) JOB No. PSQ-0204598 SCALE: AS INDICATED Lu DATE: 03/01/18 D W 1 A o' z I— COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. F A" SYMBOLS LEGEND J INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60 #5 CONT. FTG. TO TIE BEAM (8'-0" O.C. MAX U.N.O.) 0 INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5 CONT. FTG. TO TIE BEAM. J Z INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT. I - z W INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT. w GRADE 60 #5 CONT. FT.G TO TIE BEAM. a N (1) # 5 @ TOP, BOTTOM &@24"O.C. VERTICALLY BETWEEN COLUMN & MAIN HOUSE CMU FILLED CELL (1) # 5 @ TOP, BOTTOM &@24"O.C. VERTICALLY BETWEEN COLUMN & MAIN HOUSE CMU C 1*7 PLAN VIEW SECTION VIEW Dl( MASON-RY COLUMN TIE IN 0 ❑ z m W a z U LL O U) z O O ty 0- W F- U LL O z _O I— V O _ J W T_ F— z I— w U z 0 U U Q z ❑ W U) 0 a O z 0 0 J ❑ z W z i'- Q T ER 0 ❑ LU z LU U) W ,itsI— fy U ❑ F_ (0 J 1-- l fill/, z LO O coo sptlaa°o°�/ �JJ,® Y a ° 0 0000 W �I < T 4 � Lf L �-a s O co Z W ❑ < O 0 ¢ U 0 z Q J 00 -- (1) CONT. # 5 FROM TIE BEAM TO FOOTING O LL W z F_ MASONRY WALL LL REINFORCING PER U) PLAN (TYP). z O O w W 2 I— O J J z Dl( MASON-RY COLUMN TIE IN 0 ❑ z m W a z U LL O U) z O O ty 0- W F- U LL O z _O I— V O _ J W T_ F— z I— w U z 0 U U Q z ❑ W U) 0 a O z 0 0 J ❑ z W z i'- Q T ER 0 ❑ LU z LU U) W ,itsI— fy U ❑ F_ (0 J 1-- l fill/, w LO �ia��,��,� i coo sptlaa°o°�/ �JJ,® Y a ° 0000 GJ� '°+� ° o e41 �I < 0 4 � Lf L �-a s O Z 0� U J < O ¢ 09 W 00 ❑ rn CD i C) Z J W w ry Z O� - p- Uj Iz W Ui__ � o W °- W Q! U 0 CL V LLQ :3: W W (W.) U- W ® J 67 E J 0 0")o W N r / 0 W z Z ¢ O J IJL u I JU1-m W �(j)EE0¢ z W z0 D_ LLI z 0Lo T �0 0 U iY7 W a j M W W �e J LU i LLJ -111 /� W� 1�. z p D a ch (1) D : LU -7 YH® O 00 Z GL CL �y BLDG DESIGN: --- STRUCTURAL ENG: MCD DRAFTING: -DESIGN: -STRUCT: QC CHECK: JOB No. SCALE: DOWEL PLACEMENT PLAN z DATE: w 1/411=11-011 T_ I— COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. HG MRB PSQ-0204598 AS INDICATED 03/01/18 GC1 2x4 SYP#2 BLOCKING 16"o.c. ATTACH EACH TO TRUSSES w/(3)12c NAILS. ATTACH BLO( TO WALL BELOW w/S DTC CLIP. NOTE: SEE PAGE 55.1 FOR NOTES AND CONNECTOR LEGEND 10 BOTTOM @ 9'-4" WALL LEGEND I I = 9'-4" T.O.M. SMENM = INTERIOR/EXTERIOR BEARING WALL (OR LINTEL 11'-4" T.O.M. IF REFERENCED ON SHEET S4). VERIFY HEIGHT W/ ARCHITECTURAL PLANS U.N.O. 1/4"=11-011 COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. U n Q) 0 i C) W 7 W ry U) z O� n- nn li U) W U Q U o W a. 0 W U 0 Yt /-y� 7 ti W O G U� O z°pq 00— (D z �0 W0 W ,� W� C)U�_ E 06U) 00 o (Dwzo�r. z Q O m� 0) r. a U W U)QEO<ui o o I-- zazWz E (vo ) <D LU �Q� W 1¢— OLo W z o _17 p o U) W > > o WWW e' ® W �W� XuJ AL zCL D0 W U) O w Z W N BLDG DESIGN: --- STRUCTURALENG: MCD DRAFTING: LO o©oomxaooa�® /L� �/� 1L Co QC CHECK: MRB O PSQ-0204598 SCALE: z cc 03/01/118 ;oU Q C _j "may Q O u_ U n Q) 0 i C) W 7 W ry U) z O� n- nn li U) W U Q U o W a. 0 W U 0 Yt /-y� 7 ti W O G U� O z°pq 00— (D z �0 W0 W ,� W� C)U�_ E 06U) 00 o (Dwzo�r. z Q O m� 0) r. a U W U)QEO<ui o o I-- zazWz E (vo ) <D LU �Q� W 1¢— OLo W z o _17 p o U) W > > o WWW e' ® W �W� XuJ AL zCL D0 W U) O w Z W N BLDG DESIGN: --- STRUCTURALENG: MCD DRAFTING: -DESIGN: --- -STRUCT: HG QC CHECK: MRB JOB No. PSQ-0204598 SCALE: AS INDICATED DATE: 03/01/118 M) CnpC Gq i H2X6 H2X6 X N X N 2 X N WALL LEGEND Q = 9'-4" T.O.M. = INTERIOR/EXTERIOR BEARING WALL (OR LINTEL = 11'-4" T.O.M. IF REFERENCED ON SHEET 34). VERIFY HEIGHT W/ ARCHITECTURAL PLANS U.N.O. EXTERIOR FRAME WALL SCHEDULE (PARK SQUARE) WALL HEIGHT STUD & SPECIES SPACING SPACING INTERIOR ZONE END ZONE 8'-0" 2x4 SPF #142 16" O.C. MAX 16" O.C. MAX 9'-0" 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX 9'-4" 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX 10'-0" 2x4 SPF #1/#2 16" O.C. MAX 12" O.C. MAX EXTERIOR FRAME WALL NOTES 1. 2x4 WALL STUDS WITHIN 5 FT OF EACH CORNER ARE CONSIDERED TO BE WITHIN THE WALL END ZONE. SEE CHART ABOVE FOR REQUIRED STUD SPACING. 2. SEE DETAIL WF10/SD4 FOR REQUIRED WALL SHEATHING THICKNESS & NAILING PATTERN. 2.1. NOTE: CONTRACTOR TO TAKE CARE AND NOT OVER DRIVE NAILS. IF NAILS ARE OVERDRIVEN, THE ENTIRE SHEET OF SHEATHING IS TO BE REMOVED AND REPLACED. IF MORE THAN 50% OF THE SHEATHING IS OVERDRIVEN, CONTACT EOR FOR REVIEW OF EXTERIOR STUDS 3. IF WALL IS FRAMED WITH 2x6 STUDS OR LARGER, STUDS ARE TO BE MIN. SPF #1/#2 @ 16" O.C. U.N.O. ON FRAMING PLANS 4. SYP #2 STUDS MAYBE SUBSTITUTED FOR SPF #1/#2 STUDS ONLY. ULTIMATE WIND SPEED: 140 MPH EXPOSURE: B STANDARD 2ND FLOOR FRAMING NOTES: 1. ALL EXTERIOR WALLS, LESS OPENINGS, ARE CONSIDERED SHEAR WALLS. U.N.O. ATTACH SHEATHING PER NAILING SCHEDULE. 2. AT ALL WINDOW / DOOR OPENINGS @ 2ND FLOOR, CONTRACTOR TO FOLLOW THE DETAILS INDICATED BELOW: OPENING SITTING ON MASONRY - WS06/SD5 (STRAPS/BASE CONNECTIONS SHOWN ARE ONLY REQUIRED WHEN CALLED OUT ON PLANS OR SHEATHING IS NOT CONTINUOUS) OPENING SITTING ON WOOD BEAM - WS07/SD5 (STRAPS SHOWN ARE ONLY REQUIRED WHEN CALLED OUT ON PLANS OR SHEATHING IS NOT CONTINUOUS) 3. AT ALL CORNERS, CONTRACTOR TO FOLLOW DETAIL WS09/SD5 U.N.O. 4. IF SHEATHING IS NOT INSTALLED CONTINUOUS (ONE SOLID PIECE) FROM BOTTOM OF FLOOR SYSTEM TO DOUBLE TOP PLATE OF FRAME WALL, INSTALL REQUIRED SHEATHING SPLICE BLOCKING PER PLAN DETAIL WF1OAT ALL LOCATIONS AS REQUIRED. 5. ANY INFORMATION WRITTEN AND/OR DETAILED ON THE FRAMING PLAN i.e. BUILT UP COLUMNS, CONNECTORS, ENGINEERING NOTES, SHALL SUPERCEDE ANY INFORMATION SHOWN ON A STANDARD DETAIL, IF ANY ITEM IS IN QUESTION, CONTACT THE ENGINEER OF RECORD FOR ADDITIONAL CLARIFICATION. f. ROOF FRAMING PLAN cw) O U 0 z ry w F- a Q T- o I O Z O W O W 0 - Li ❑ F -- U t - co ❑ 2 U- 0 O z O F= U O J W T h - W U z ry O U U Z ❑ W O a. C7 z 0 O J ❑ W T f- ❑ Z F- z 1-- J O ❑ W z (D U) W ❑ W W 1/4"=1'-0" u COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited.