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HomeMy WebLinkAbout3794 Saltmarsh Lp 17-2316 (rev)GENERAL NOTES FOUNDATIONS SOIL UNDER SLABS AND UNDER FOOTINGS TO BE COMPACTED TO AT LEAST 95% OF MAX. DRY DENSITY AS DETERMINED BY ASTM- 1557 (MODIFIED PROCTOR) MINIMUM BEARING CAPACITY 2000 PSF TERMITE TREATMENT THE SOIL UNDER THIS STRUCTURE SHALL BE TREATED FOR THE PREVENTION OF SUBTERRANEAN TERMITES, ORA PERIMITER TREATMENT (BORACARE) MAY BE USED, IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES. 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 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. 30" 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 SHA4L 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 V. 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. VERITCALLY. 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. 30" 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 NFPA "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION", LATEST EDITION.(NDS) 2. ALL EXTERIOR WOOD STUD WALLS, BEARING WALLS. SHEAR WALLS AND MISC. STRUCTURAL WOOD FRAMING MEMBERS. (I.E. BLOCKING OR GABLE END BRACING), SHALL BE SPRUCE- PINE -FIR OR EQUIVALENT. NO. 2 GRADE SHALL BE USED REGARDLESS OF SPECIES U.N.O. ON FRAMING PLANS OR DETAILS. END -JOINTED LUMBER IS NOT PERMITTED TO BE USED IN ANY LOAD BEARING (GRAVITY OR WIND) CONDITIONS. E.O.R. TO REVIEW IF INSTALLED. 3. FIELD -CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE -TREATED WOOD SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. 4. 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. 5. 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. 6. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE CENTER OF THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION SHEILDS. ALL HOLES OVER 1" IN DIA FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH SIMPSON HSS2 STUD SHOES, TYP U.N.O. 7. 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. 8. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH, CONCRETE OR MASONRY IS TO BE PRESSURE TREATED. 9. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR MASONRY. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. 10. SEE PLAN FOR BUILT UP STUD COLUMN AND BEAM NAILING PATTERNS Y ALL ENGINEERED LUMBER IS TO HAVE THE MINIMUM DESIGN VALUES AS FOLLOWS: COLUMNS BEAMS STUD E = 1,700,000 lb/in' U.N.O. E = 2,000,000 Ib/inz U.N.O. E = 1,500,000 IbAn2 U.N.O. Fb =2650 Fb =3000 Fb =2200 Ft = 1650 Ft = 1700 Ft = 1500 Fc 11= 3000 Fc 11= 3000 Fc 11= 2100 Fc j = 450 Fc 1= 900 Fc j = 450 Fv = 285 Fv =285 Fv = 150 WOOD BEARING SURFACES ARE TO BE SYP#2 OR BETTER END GRAIN CONDITION U.N.O. EILING CONSTRUCTION 1. USE 1/2" CEILING OR SAG RESISTANT BOARD FOR 24" O.C. FRAMING UNLESS OTHERWISE SPECIFIED. 2. 5/8" TYPE "X" GYPSUM BOARD SHALL BE USED ON CEILING IN GARAGE WHEN LIVING SPACE IS ABOVE THE GARAGE. 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 THEAPPROPRIATE 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 BEA 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. 3. 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. 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 FLANS FOR MORE INFO. 2. TRUSSES SHALL B= DESIGNED BY MWFRS METHODOLOGY FOR LONG SPAN TRUSSES TO DETERMINE UPLIFT AHD REACTION VALUES. MEMBER AND PLATE DESIGN TO BE CALCULATED BY CONPONENTS AND CLADDING METHOD UNLESS SPECIFIED OTHERWISE BY TRUSS ENGINEER OFRECORD 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. WE3 MEMBERS ARE NOT SHOWN, BUT SHALL BE DESIGNED BY TRUSS MANUFACTURER IN ACCORDANCE WITH THE DESIGN LOADS. TRUSS DESIGN LOAD$: TOP CHORD: Lr = 16 PSF DL = 7 PSF (SHINGLE TYPE ROOF COVER) DL = 15 PSF (LI(,HT WEIGHT CLAY TILE ROOF COVER) DL = 14 PSF (-RUSS OVERBUILD) BOTTOM CHORD: (L = 5 PSF MINIMUM FLOOR DESIGN LIVE LOADS: A) FLOORS = 40 P',F B) BALCONIES = 60 PSF / 100 PSF (IF BALCONY > 100 SQ FT) C) DECKS = 40 PSI D) STAIRS = 40 PSF E) BONUS ROOMI(AME ROOMS = 60 PSF U.N.O. MINIMUM FLOOR DESIGN DEAD LOADS: A) FLOORS = 151SF B)BALCONIES = 15 PSF GENERAL LOADING ATTIC WITHOUT SIDRAGE = 10 PSF ATTIC WITH LIMITE) STORAGE = 20 PSF GUARDRAILS / HAWRAILS = 200 LB POINT LOAD / 50 PSF GUARDRAILS IN-FIL COMPONENTS = 50 PSF GENERAL TRUSS Ri ACING & BLOCKING REQUIREMENTS -ADDIT'L BRA;ING & BLOCKING PER BCSI-1 & TRUSS MANUFACTURER'S DWGS -G.C. TO PRO/IDE MIN 2x SYP #2 BLOCKING BETWEEN TRUSSES TO COMPLY W/ APA RECOMMENDATIONS FOR MIN. 7/16" OSB SHEATHING -MIN 2x SYP;;? 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). B!OCKING TO TRUSS TOP CHORD w/ (2) 12d NAILS @ 12" O.C. MAX & 4" FROM EA. END. NOTE: PLIWOOD EDGES @ HIP CORNERS REQUIRE MIN 2x4 SYP #2 BLOCKING w/ (3) 12d TOENAILS EACI END. -TRUSS "X" BPACING: MIN 2x4 SYP #2 AT ANGLE APPROX. 45° FROM VERT. TO EA. TRUSS MEMBER w/ (3) 12d (AILS. SPACE "X° BRACING ALONG TRUSS SPAN @ 10'-0" MAX AND EQUALLY SPACED ROM END OF TRUSS. "X" BRACING TO START 20'-0" MAX FROM #1 HIP GIRDER AND / OR () BAYS AFTER GABLE END BRACING. SEE BCSI-B3 SECTIONS 1, 2 AND 3 FOR ADDITIONAL PROF PLANE PERMANENT BRACING REQUIREMENTS. -PERMANEN12x4 SPF #2 (MIN.) CONT. LATERAL TRUSS BOTTOM CHORD BRACING PERPENDICULAR -D TRUSS SPAN AT 15'-0" O.C. MAX W/IN TRUSS SPAN OR PER TRUSS DESIGN DRAWING; ATTACH W/ (2) 16d NAILS AT EACH TRUSS. OVERLAP BRACING AT LEAST ONE TRUSS SPACf(24") PLUS 6" MIN PAST BOTTOM CHORD. -INSTALL PEMANENT 2x CONTINUOUS LATERAL BRACE (CLB) ACROSS TRUSS WEBS AS INDICATED ON'RUSS SHOP DRAWINGS & BCSI-83. ("T" BRACING MAY BE USED I.L.O. PEMANENT CLB IRT EXTENDS PAIN. 90% OF THE TRUSS WEB (SEE WEB REINFORCEMENT TABLE WITHIN BC, -B3). -AT RAISED FEEL TRUSSES, 2x4 SYP #2 (MIN.) AT TOP AND BOTTOM OF HEEL W/ (2) 12d TOENAILS REQ'D. ,{T. SHEATHING MUST BE ATTACHED TO RAISED HEEL TRUSS AND INDICATED BLOCKIIG. ALTERNATE IF HEEL HEIGHT IS LESS THAN 12" TALL: 2x4 SYP #2 BEHIND THE TRUS;VERT. RUNNING FROM TOP TO BOTTOM ACROSS MAX 4 TRUSSES, THEN BOTTOM TO TOP 'A (2) 12d NAILS AT EACH TRUSS MEMBER (DIAGONAL BRACING) DIAGONAL BRACIN, REQUIRED AT CLB PER BCSI-B3. 6. THE TRUSS MAWFACTURER SHALL DETERMINE ALL SPANS, WORKING POINTS, BEARING POINTS, AND SIMIL\R CONDITIONS. TRUSS SHOP DRAWINGS SHALL SHOW ALL TRUSSES, ALL BRACING MEMBERS, AND ALL TRUSS TO TRUSS HANGERS. 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 DETS FOR ADDIT'L 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. RECD) -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 <112", 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. STRUCTURALSTEEL 1. MATERIAL SPECS: WIDE FLANGE SECTIONS: ASTM A992, GRADE 36, Fy=36 KSI. TUBE STEEL (HSS): ASTM A500, GRADE B, Fy = 46 KSI. PIPE STEEL: ASTM A53, TYPE E OR S, Fy = 35 KSI. ALL OTHER STRUCTURAL & MISC. STEEL: A36 Fy=36 KSI. 2. STRUCT. CONNECTIONS: ALL STRUCT. BOLTS TO BE A325N U.N.O. ALL A325N BOLTS SHALL BE AT "SNUG -TIGHT" CONDITION AS DEFINED IN THE SPEC. SLIP CRITICAL (SC) BOLTS MUST BE FULLY TENSIONED PER SPEC STRUCT. BOLTS SMALLER THAN 5/8" DIA. TO BE A307 THREADED ROD & CONFORM TO A36 OR A307 ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 ALL BOLTS CAST IN CONCRETE: ASTM A36 OR ASTM A-307 SHOP AND FIELD WELDS: E70XX ELECTRODES STEEL REINF.T SHOP DWGS TO BE PROVIDED TO EOR BEFORE FABRICATION FOR REVIEW AND APPROVAL. WELDED CONNECTIONS: ELECTRODES - E70XX UNO (LOW HYDROGEN). FILLET WELDS SHALL BE 3/s' UNO. 3. SUBMIT SHOP DWGS INDICATING ALL SHOP AND ERECTION DETAILS INC. PROFILES, SIZES, SPACING, & LOCATIONS OF STRUCTURAL MEMBERS, CONNECTION ATTACHMENTS, FASTENERS, LOAD, AND TOLERANCES. 4. STRUCTURAL STEEL SHALL RECEIVE SHOP COAT OF PRIMER (COLOR AS DIRECTED BY ARCHITECT) EXCEPT FOR AREAS WHICH WILL RECEIVE SPRAY -ON FIRE PROTECTION. 5. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY STANDARD INSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND SPECS (IF PROVIDED). SUBMIT REPORTS TO ARCHITECT AND ENGINEER. DESIGN PRESSURES WIND DESIGN LOAD INFORMATION WIND SPEED (ULTIMATE) 140 mph WIND SPEED (ALLOWABLE) 108 mph WIND EXPOSURE B RISK CATEGORY II BUILDING TYPE V B ENCLOSURE CLASSIFICATION ENCLOSED INTERNAL PRESSURE COEFFICIENT +/-0.18 S2A WIND PRESSURE & SUCTION EFFECTIVE (PSF) WIND (+) VALUE DENOTES PRESSURE AREA (SQ FT) (-) VALUE DENOTES SUCTION AREA O4 5O (+) 21.2 (+) 21.2 10 (-) 22.9 (-) 28.3 H (+) 20.2 (+) 20.2 20 (-) 22.0 (-) 26.4 (+) 19.0 (+) 19.0 50 (-) 20.8 (-) 23.9 100 (+) 18.0 (+) 18.0 U) W (-) 19.8 (-) 22.0 GARAGE DOORS 9'-0" x T-0" 16'-0" x T-0" (+) 18.4 + o (-) 20.9 (-) 19.7 WIND PRESSURE/ SUCTION DIAGRAM 5 ).4 4 5 5 la STANDARD DESIGN PRESSURE NOTES 1. ASCE 7-10 WALL DESIGN ALLOWABLE COMPONENTS AND CLADDING WIND PRESSURES AND SUCTIONS PER FLORIDA BUILDING CODE 5th EDITION (2014). 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 AREA. OPENING PROTECTION REQUIRED. REFER TO SECTION R301.2.1.2 OF THE RESIDENTIAL CODE FOR SPECIFICATION REQUIREMENTS OF THE USE OF WOOD STRUCTURAL PANELS. REFER TO TABLE R301.2.1.2 FOR ATTACHMENT SPECIFICATIONS ,WR 232011 INDEX OF DRAWINGS SHEET I SHEET TITLE SC STRUCTURAL NOTES U_ MRB JOB No. PSQ-2171166 S1A FOUNDATION PLAN o z S2A DOWEL PLACEMENT PLAN S3 FOUNDATION DETAILS a- S4A LINTEL PLAN H S5A FIRST FLOOR FRAMING PLAN S6 NOTES & CONNECTOR LEGEND S7A ROOF FRAMING PLAN U) W SD1 GENERAL DETAILS SD2 GENERAL DETAILS o SD3 GENERAL DETAILS Q SD4 GENERAL DETAILS �4 SD5 2 -STORY DETAILS SD6 2 -STORY DETAILS ° ST1 GENERAL STAIR DETAILS ° U NUMBER DATE 1 2 MASTER UPDATES DESCRIPTION 10/21/20161 CREATED ELEV. A, B, C & OPTION BEDROOM#5 3/10/2017 1 UPDATED FOR GRADE 60 STEEL & SHEET NUMBERING RECORD COPY J z z W Q INTIALS O Z oN Oz DP Q 0 U H O p LU DP w 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. =w O W U Z Q o� n m W IY U IY F U) J < z z Lu 0 LU D_ L 2 Qib in N 0 0 U) z 0 1- z U 0 Z w m a w z m O 0- w_ Fn < w U w of U) z O C) a. w r LU N a v w �o Y o m `. O O e 2.) LUw ° �,r P ¢oo <¢ . z ono LU o Z O '�s�/e ►1I PFi o m LL U) (D W Lu 7 -, J 0 O W h E F_ z 1-- LL _ o OCOQOdvi_m Z z U fQ- Q (D m _j WTzTr o ::) <0Oa-'T.10U . LL Ofl�<Wzo U2io�0a Q� C< LLF-: z w N < U W U 2E �- F- W W v 2 J U) LO Z0 O_ W Q LLI > > 0 LU = W W LU U C- LU 2 F- 010 Q W Q (D Z aa. 6- BLDG DESIGN: --- STRUCTURAL ENG: CNS DRAFTING DE -STRUCT: MR QC CHECK: MRB JOB No. PSQ-2171166 SCALE: AS INDICATED DATE: 07/19/17 D WALL LEGEND 0 = 9'-4" T.O.M. = INTERIOR/EXTERIOR a GG m°m°mc BEARING WALLS VERIFY = 11'-4" TOP OF HGT. W/ ARCHITECTURAL KNEEWALL PLAN U.N.O. OR LINTEL = 11'-4" T.O.M. Q�o FIRST FLOOR FRAMING PLAN NOTE: SEE PAGE S6 FOR NOTES AND CONNECTOR LEGEND COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. 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SHEATHING (TYP.) 9'-0" BRG. HT. @ SECOND FLOOR T-8" HDR. HT. @ SECOND FLOOR 1x6 SMOOTH FINISH BAND (TYP.) 3/8" TEXTURED CEMENTITIOUS FINISH OVER C.M.U. (TYP.) 0'-0" FIN. FLR. ,_ 9'-0" BRG. HT. @ SECOND FLOOR T-8" HDR. HT. ,1 @ SECOND FLOOR ALL HORIZONTAL & VERTICAL CONTROL JOINTS PER ASTM 1063 10'-8 3/4" FIN. FLR. HT. @ SECOND FLOOR 9'-4" BRG. HT. 8'-0" HDR. HT. L 0'-0" FIN. FLR. FIBERGLASS SHINGLE ROOF INSTALLED AS PER MANUFACTURER'S SPECIFICATIONS. 1011001111mm �J Layout 1 c� REVI Lu 717171El[7][771 F7 1 = Z v z (2204) •' o PROJECT: a z 11'-4" BRG. HT. , N m @ ENTRY DESIGNED o 0 V)to a 00 w r W0 d cam 10'-8 3/4" FIN. FLR. HT.Lu `LL o @ SECOND FLOOR E 9'-4" BRG. HT. 8'-0" HDR. HT. Z 1x6 SMOOTH FINISH BAND (TYP.) 1x6 SMOOTH FINISH BAND (TYP.) 3/8" TEXTURED CEMENTITIOUS FINISH OVER C.M.U. (TYP.) 0'-0" FIN. FLR. ,_ 9'-0" BRG. HT. @ SECOND FLOOR T-8" HDR. HT. ,1 @ SECOND FLOOR ALL HORIZONTAL & VERTICAL CONTROL JOINTS PER ASTM 1063 10'-8 3/4" FIN. FLR. HT. @ SECOND FLOOR 9'-4" BRG. HT. 8'-0" HDR. HT. L 0'-0" FIN. FLR. FIBERGLASS SHINGLE ROOF INSTALLED AS PER MANUFACTURER'S SPECIFICATIONS. 1011001111mm �J Front Elevation "A" (Standard) SCALE: 1/8" = TV (11x17) 1/4" = TV (22x34) 12 6F- FIBERGLASS SHINGLE ROOF INSTALLED AS PER MANUFACTURER'S SPECIFICATIONS. 12 6 Rear Elevation "A" (Standard) SCALE: 1/8" = TV (11x17) 1/4" = TV (2204) 9'-0" BRG. HT. @ SECOND FLOOR T-8" HDR. HT. @ SECOND FLOOR ALL HORIZONTAL & VERTICAL CONTROL JOINTS PER ASTM 1063 }, 10'-8 3/4" FIN. FLR. HT. F @ SECOND FLOOR 9'4' BRG. HT. Y } 8'-0" HDR. HT. 1x6 SMOOTH FINISH BAND (TYP.) DEC. LIGHTING (TYP.) 0'-0" FIN. FLR. 9'-0" BRG. HT. @ SECOND FLOOR T-8" HDR. HT. @ SECOND FLOOR 7/8" TEXTURED CEMENTITIOUS FINISH ON METAL LATH OVER 7116 OSB. SHEATHING (TYP.) 10'-8 3/4" FIN. FLR. HT. @ SECOND FLOOR 9'-4" BRG. HT. 8'-0" HDR. HT. 3/8" TEXTURED CEMENTITIOUS FINISH OVER C.M.U. (TYP.) 0'-0" FIN. FLR. Roof Layout 1 LJ REVI SCALE 1/16" = TV 717171El[7][771 F7 1 = TV (2204) PROJECT: a z z SCALE: AS NOTED W BY: JML & JFT DESIGNED o 0 V)to a 00 w r W0 d cam -1 N M `LL E w_ Front Elevation "A" (Standard) SCALE: 1/8" = TV (11x17) 1/4" = TV (22x34) 12 6F- FIBERGLASS SHINGLE ROOF INSTALLED AS PER MANUFACTURER'S SPECIFICATIONS. 12 6 Rear Elevation "A" (Standard) SCALE: 1/8" = TV (11x17) 1/4" = TV (2204) 9'-0" BRG. HT. @ SECOND FLOOR T-8" HDR. HT. @ SECOND FLOOR ALL HORIZONTAL & VERTICAL CONTROL JOINTS PER ASTM 1063 }, 10'-8 3/4" FIN. FLR. HT. F @ SECOND FLOOR 9'4' BRG. HT. Y } 8'-0" HDR. HT. 1x6 SMOOTH FINISH BAND (TYP.) DEC. LIGHTING (TYP.) 0'-0" FIN. FLR. 9'-0" BRG. HT. @ SECOND FLOOR T-8" HDR. HT. @ SECOND FLOOR 7/8" TEXTURED CEMENTITIOUS FINISH ON METAL LATH OVER 7116 OSB. SHEATHING (TYP.) 10'-8 3/4" FIN. FLR. HT. @ SECOND FLOOR 9'-4" BRG. HT. 8'-0" HDR. HT. 3/8" TEXTURED CEMENTITIOUS FINISH OVER C.M.U. (TYP.) 0'-0" FIN. FLR. Roof Layout 1 LJ REVI SCALE 1/16" = TV (11X17) 1/8" = TV (2204) 0 0 0 w a 0 U w O F- 0 z z erg r 14, "r. a r LJ Y r t PROJECT: a z z SCALE: AS NOTED W BY: JML & JFT DESIGNED o 0 V)to a 00 w r W0 d cam -1 N M `LL erg r 14, "r. a r LJ Y 0 PROJECT: O z SCALE: AS NOTED W BY: JML & JFT DESIGNED o 0 V)to a 00 /(lo u W0 d J -1 N M E w_ Z (n O w M w � oru M O J z z 0 0 N N � (w0 ate+ O 7 O 6 Lr) O r � 00 r4 a c c� O V) r n C v O o c: o ru O Q w Ln O a= . r ISSUE DATE 1 10/03/2017 r REVISIONS Y PROJECT: 17-0175 z SCALE: AS NOTED z DRAWN BY: JML & JFT DESIGNED BY: MJS ELEVATIONS "A" 04.A 9'-0" BRG. HL @ SECOND FLOOR T-8" HDR. HT. @ SECOND FLOOR ALL HORIZONTAL & VERTICAL CONTROL JOINTS PER ASTM 1063 10'-8 3/4" FIN. FLR. HT. @ SECOND FLOOR 9'-4" BRG. HT. 8'-0" HDR. HT. 0'-0" FIN. FLR. 9'4" BRG. HT. @ SECOND FLOOR T-8" HDR. HT. @ SECOND FLOOR H x Lu 0 = 718" TEXTURED CEMENTITIOUS t @ SECOND FLOOR z 2 FINISH ON METAL LATH OVER 0 7/16" OSB. SHEATHING (TYP.) r � IN z m N J N m 10'-8 314" FIN. FLR. HT.uj ,( o @ SECOND FLOOR @ SECOND FLOOR 9'-4" BRG. HT. 9'-4" BRG. HT. 8'-0" HDR. HT. 8'-0" HDR. HT. 1x6 SMOOTH FINISH BAND - _ (TYP.) ALL HORIZONTAL & VERTICAL CONTROL JOINTS PER ASTM 1063 318" TEXTURED CEMENTITIOUS FINISH OVER C.M.U. (TYP.) 0'-0" FIN. FLR. A 12 6F 2'-0" TYP. 12 61 FIBERGLASS SHINGLE ROOF INSTALLED AS PER MANUFACTURER'S SPECIFICATIONS. 2YO- TYP. IM -1 IT- E Left Elevation "A" (Standard) SCALE: 1/8" = TV (11x17) 1/4" = TV (2204) 12 7/8" TEXTURED CEMENTITIOUS 6 FINISH ON METAL LATH OVER 7/16" OSB. SHEATHING (TYP.) h 9'-0" BRG. HT. @ SECOND FLOOR T-8" HDR. HT. @ SECOND FLOOR —1x6 SMOOTH FINISH BAND (TYP.) 3/8" TEXTURED CEMENTITIOUS FINISH OVER C.M.U. (TYP.) 0'-0" FIN. FLR. z N 0 0 12 Z a FIBERGLASS SHINGLE ROOF INSTALLED AS V1 Q PER MANUFACTURER'S SPECIFICATIONS. 6 0 Vi a x Lu 0 — Lu x t @ SECOND FLOOR z 2 Z 11'4' BRG. HT. z @ ENTRY N m ,^^ Lo moi./ M w /W� z V i 10'-8 3/4" FIN. FLR. HT. UQ LU d = @ SECOND FLOOR o 9'-4" BRG. HT. @ SECOND FLOOR o 8'-0" HDR. HT. cn M —1x6 SMOOTH FINISH BAND (TYP.) 3/8" TEXTURED CEMENTITIOUS FINISH OVER C.M.U. (TYP.) 0'-0" FIN. FLR. z N 0 0 12 Z a FIBERGLASS SHINGLE ROOF INSTALLED AS V1 Q PER MANUFACTURER'S SPECIFICATIONS. 6 0 Vi a Right Elevation "A" (Standard) SCALE: 1/8" = T-0" (11x17) 1/4" = TV (2204) 10'-8 3/4" FIN. FLR. HT. @ SECOND FLOOR 9'A" BRG. HT. 8'-0" HDR. HT. 0'-0" FIN. FLR. En V) N 0 w 0 V) m E O � o� vi M fn 0) ~ CO -0 O LL 0') 4) ^ O C) •� CD Zd' o c NLO m 0 LL mW �Z �Z � a ;_ , 0 7 sw 'W s u o co Lu 9'-0" BRG. HT. — t @ SECOND FLOOR z 2 o W T-8" HDR. HT. V)0 ,^^ Lo moi./ M w /W� z V i (a Ufe1 Q) UQ LU d = O J cQ r, -j 0" @ SECOND FLOOR o � cn M - _ O O.HEF. D Right Elevation "A" (Standard) SCALE: 1/8" = T-0" (11x17) 1/4" = TV (2204) 10'-8 3/4" FIN. FLR. HT. @ SECOND FLOOR 9'A" BRG. HT. 8'-0" HDR. HT. 0'-0" FIN. FLR. En V) N 0 w 0 V) m E O � o� vi M fn 0) ~ CO -0 O LL 0') 4) ^ O C) •� CD Zd' o c NLO m 0 LL mW �Z �Z � a ;_ , 0 7 sw 'W s u o O O N N � L tp a O O 6 � O Y - M c6 v cl� 00 N CL M O O n c O d O •L x O ... N Q > a N L O c = O O Q W I`i O 5- r ISSUE DATE 1 06/16/2017 0 x REVISIONS 0 z PROJECT: 17-0175 J DRAWN BY: JML & JFT ELEVATIONS "A" 05.A Lu o W ,^^ Lo moi./ M w /W� z V i (a Ufe1 Q) UQ LU d = O J cQ r, -j o1-- x w � cn M o c O z a O O N N � L tp a O O 6 � O Y - M c6 v cl� 00 N CL M O O n c O d O •L x O ... N Q > a N L O c = O O Q W I`i O 5- r ISSUE DATE 1 06/16/2017 0 x REVISIONS 0 z PROJECT: 17-0175 J DRAWN BY: JML & JFT ELEVATIONS "A" 05.A c 7 § U / ƒ / \ 2 2 & $ E 3 / 2 »Mem $ / / 2 \ CD E / / ƒ / / .\ ( E \\ 22 §/ » \ ) / ) � � \ \ \ §00U z \ G (1) < u ( Q E \ � � ( \ / \ # � / \ y u e / } & / \ � \ _ ru \ & « // 3 \ y G % e c » § \ / - / Cl \ 2 § a 41 o a o \ < 3 G 6 / / 1■ e @ Of o ( Fc) + /ISSUE DATE ,A,2i@7 \ REVISIONS (PROJECT: 17-013 & SCALE: NOTED \ DRAWN BY: AE&JR DESIGNED BY bs Ew7ecEav 7 07 GENERAL NOTES FOUNDATIONS SOIL UNDER SLABS AND UNDER FOOTINGS TO BE COMPACTED TO AT LEAST 95% OF MAX. DRY DENSITY AS DETERMINED BY ASTM- 1557 (MODIFIED PROCTOR) MINIMUM BEARING CAPACITY 2000 PSF TERMITE TREATMENT THE SOIL UNDER THIS STRUCTURE SHALL BE TREATED FOR THE PREVENTION OF SUBTERRANEAN TERMITES, OR A PERIMITER TREATMENT (BORACARE) MAY BE USED, IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES. 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 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. 30" 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 V. 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. VERITCALLY. 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. 30" 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 NFPA "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION", LATEST EDITION.(NDS) 2. ALL EXTERIOR WOOD STUD WALLS, BEARING WALLS. SHEAR WALLS AND MISC. STRUCTURAL WOOD FRAMING MEMBERS. (I.E. BLOCKING OR GABLE END BRACING), SHALL BE SPRUCE- PINE -FIR OR EQUIVALENT. NO. 2 GRADE SHALL BE USED REGARDLESS OF SPECIES U.N.O. ON FRAMING PLANS OR DETAILS. END -JOINTED LUMBER IS NOT PERMITTED TO BE USED IN ANY LOAD BEARING (GRAVITY OR WIND) CONDITIONS. E.O.R. TO REVIEW IF INSTALLED. 3. FIELD -CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE -TREATED WOOD SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. 4. 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, SAVE OR SIMILAR COVERING SHALL BE PRESSURE TREATED WITH PRESERVATIVE, OR BE MANUFACTURED FROM NATURALLY DURABLE OR PRESERVATIVE -TREATED WOOD. 5. 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. 6. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE CENTER OF THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION SHEILDS. ALL HOLES OVER 1" IN DIA FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH SIMPSON HSS2 STUD SHOES, TYP U.N.O. 7. 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. 8. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH, CONCRETE OR MASONRY IS TO BE PRESSURE TREATED. 9. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR MASONRY. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. 10. SEE PLAN FOR BUILT UP STUD COLUMN AND BEAM NAILING PATTERNS ALL ENGINEERED LUMBER IS TO HAVE THE MINIMUM DESIGN VALUES AS FOLLOWS: COLUMNS BEAMS STUD E = 1,700,000 Ib/in' U.N.O. E = 2,000,000 Ibhn2 U.N.O. E = 1,500,000 Ib/int U.N.O. Fb =2650 Fb =3000 Fb =2200 Ft = 1650 Ft = 1700 Ft = 1500 Fc ii= 3000 Fc ii= 3000 Fc ii= 2100 Fc j = 450 Fc j = 900 Fc j = 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 UNLESS OTHERWISE SPECIFIED. 2. 5/8" TYPE "X" GYPSUM BOARD SHALL BE USED ON CEILING IN GARAGE WHEN LIVING SPACE IS ABOVE THE GARAGE. UNDER STAIR PROTECTION 1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 112 -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. 3. 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. 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 W1 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 BCSI-B3 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-B3. ("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-63). -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-B3. 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. 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 DETS FOR ADDIT'L INFO.) 4. METAL STUD SUBSTITUTION WOOD STUDS MAY BE SUBBED w/ METAL STUDS IN NON -LOAD BEARING WALLS 5. OMITTED J -BOLT -112" 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 <112", NO FIX IS REQ'D POUR TIEBEAM & VERT. CELLS PER PLAN. -FOR CMU OVERHANGING FOUNDATION FROM +1/2"-1-118", GROUT FILL FIRST (3) COURSES IN WALL ALONG AREA AFFECTED & TIE BEAM AND VERTICAL CELLS PER PLAN -FOR CMU OVERHANGING FOUNDATION OVER 1-118", CONTACT EOR FOR REPAIRS. STRUCTURALSTEEL FLANGE SECTIO ASTM A992 GRADE 36 F 1. MATERIAL SPECS: WIDE F NS. A T =36 KSI. TUBE y STEEL (HSS): ASTM A500, GRADE B, Fy = 46 KSI. PIPE STEEL: ASTM A53, TYPE E OR S, Fy = 35 KSI. ALL OTHER STRUCTURAL & MISC. STEEL: A36 Fy=36 KSI. 2. STRUCT. CONNECTIONS: ALL STRUCT. BOLTS TO BE A325N U.N.O. ALL A325N BOLTS SHALL BE AT "SNUG -TIGHT" CONDITION AS DEFINED IN THE SPEC. SLIP CRITICAL (SC) BOLTS MUST BE FULLY TENSIONED PER SPEC STRUCT. BOLTS SMALLER THAN 5/8" DIA. TO BE A307 THREADED ROD & CONFORM TO A36 OR A307 ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 ALL BOLTS CAST IN CONCRETE: ASTM A36 OR ASTM A-307 SHOP AND FIELD WELDS: E70XX ELECTRODES STEEL REINF.T SHOP DWGS TO BE PROVIDED TO EOR BEFORE FABRICATION FOR REVIEW AND APPROVAL. WELDED CONNECTIONS: ELECTRODES - E70XX LINO (LOW HYDROGEN). FILLET WELDS SHALL BE 3/s' UNO. 3. SUBMIT SHOP DWGS INDICATING ALL SHOP AND ERECTION DETAILS INC. PROFILES, SIZES, SPACING, & LOCATIONS OF STRUCTURAL MEMBERS, CONNECTION ATTACHMENTS, FASTENERS, LOAD, AND TOLERANCES. 4. STRUCTURAL STEEL SHALL RECEIVE SHOP COAT OF PRIMER (COLOR AS DIRECTED BY ARCHITECT) EXCEPT FOR AREAS WHICH WILL RECEIVE SPRAY -ON FIRE PROTECTION. 5. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY STANDARD INSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND SPECS (IF PROVIDED). SUBMIT REPORTS TO ARCHITECT AND ENGINEER. 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 O DOWEL PLACEMENT PLAN WIND PRESSURE & SUCTION EFFECTIVE (PSF) WIND (+) VALUE DENOTES PRESSURE AREA (SQ FT) (-) VALUE DENOTES SUCTION AREA O4 5O (+) 21.2 (+) 21.2 10 (-) 22.9 (-) 28.3 (+) 20.2 (+) 20.2 20 (-) 22.0 (-) 26.4 (+) 19.0 (+) 19.0 50 (-) 20.8 N 23.9 (+) 18.0 (+) 18.0 100 N 19.8 22.0 GARAGE DOORS V-0" x T-0" 16-0" x T-0" (+)18.4 (+)17.7- +(-)20.9 (-)20.9 (-) 19.7 WIND PRESSURE/ SUCTION DIAGRAM 5 5 4 Pa STANDARD DESIGN PRESSURE NOTES 1. ASCE 7-10 WALL DESIGN ALLOWABLE COMPONENTS AND CLADDING WIND PRESSURES AND SUCTIONS PER FLORIDA BUILDING CODE 5th EDITION (2014). 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 V-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 AREA. OPENING PROTECTION REQUIRED. REFER TO SECTION R301.2.1.2 OF THE RESIDENTIAL CODE FOR SPECIFICATION REQUIREMENTS OF THE USE OF WOOD STRUCTURAL PANELS. REFER TO TABLE R301.2.1.2 FOR ATTACHMENT SPECIFICATIONS INDEX OF DRAWINGS SHEET I SHEET TITLE SC STRUCTURAL NOTES S6 NOTES & CONNECTOR LEGEND QC CHECK: O S1A FOUNDATION PLAN z S2A O DOWEL PLACEMENT PLAN SD6 O S3 O FOUNDATION DETAILS a S4A I LINTEL PLAN S5A FIRST FLOOR FRAMING PLAN J a S6 NOTES & CONNECTOR LEGEND QC CHECK: MRB S7A ROOF FRAMING PLAN W SD1 GENERAL DETAILS SD6 O SD2 GENERAL DETAILS o SD3 GENERAL DETAILS co SD4 12 GENERAL DETAILS W QC CHECK: MRB SD5 2 -STORY DETAILS U SCALE: AS INDICATED SD6 2 -STORY DETAILS ° ST1 O GENERAL STAIR DETAILS W NUMBER DATE MASTER UPDATES DESCRIPTION 1 110/21/20161 CREATED ELEV. A, B, C & OPTION BEDROOM#5 2 1 3/10/2017 1 UPDATED FOR GRADE 60 STEEL & SHEET NUMBERING INITIALS 16 � Z 0 Oz DP Q O U E- O p W DP w =w F p �O w (� U Z Q p J n m w tr F- U F- J Q F - z w p U) w LD S 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. V) z O I- z U 0 z LU cn O LLJ W M CL wJ > LLI a U cl� w U) z 2i W -i W Q a. LL W rn LU o, ea®aeoo°e`�VA. �Ji w O J z a d ¢ p Z �- C0 LLJO z �N L.L D W U I-- D F- W '^ W vJ 2 W L0 Q T z0 0-1 W Q � o W Lu = W LU W <va W -=U'mQ W N Q Q co >. z O &)- J o LLI J 0 O u M E w Z (n J O (D F- Z - LL a (�QOKujr c z0F-0Ur co I--OU�I-Z� c iwQ�Z�o 0 Z)aOODL) -,Tm Oz¢���z z Q LL T- 0 Q d LLFbf N J zo Cq< O 2 BLDG DESIGN: --- STRUCTURALENG: CNS -DESIGN: --- -STRUCT: MR QC CHECK: MRB JOB No. PSQ-2171166 SCALE: AS INDICATED DATE: 07/19/17 S C SYMBOLS LEGEND ® INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60 #5 CONT. FTG. TO TIE BEAM (8'-0" O.C. MAX U.N.O.) a INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5 CONT. FTG. TO TIE BEAM. Z INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT. Q INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT. GRADE 60 #5 CONT. FT.G TO TIE BEAM. A 2 FOUNDATION NOTES: W N 1. PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BE 0 o LAPPED MIN. 6" AND SEALED. — — — — 2. PROVIDE 4" 250OPSI CONC. SLAB W16x6xW1.4xW1.4 WELDED WIRE MESH O J PLACED AT MID DEPTH ON 6 MIL. VAPOR BARRIER ON COMPACTED FILL LL. (FIBER MESH MAY BE USED ILO WWM, WHEN FIBER MESH. MEETS OR LU EXCEEDS SPECIFICATIONS SET FORTH IN CURRENT CODE EDITION. _ F - LL O 3. VERT. #5 BAR TO BE HOOKED AT TOP & BOTTOM (FTG. & TIE BEAM U) ENDS) W/MIN. 12 BAR DIAMETER LEGS EXCLUDING BEND @ EA. END. Z LAP SPLICES SHALL BE NO LESS THAN 30". U D 4. CONSULT W/MAN. SPECIFICATIONS PRIOR TO POURING OR > RECESSING DOOR SILLS. O 5, EXTERIOR SLABS SHALL SLOPE 1/8" PER FOOT AWAY FROM HOUSE. d 6. CONTROL JOINTS (IF SHOWN) ARE NOT REQUIRED BY CODE BUT ARE LU z SUGGESTED (ESPECIALLY WHEN USING FIBER REINF. CONC.) H I- z CONTROL JOINTS TO BE SAW CUT A DEPTH OF 114" OF THE O 0 O THICKNESS OF THE SLAB. FILL CUT W/APPROVED JOINT MATERIAL OR __I Z W U) USE ALTERNATE APPROVED METHOD. Q O I j 7. MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINED BY d w Y COMMUNITY & COUNTY CODES. > Q W 8. FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL L(j � U z w SYSTEMS SHALL BE RAISED AT LEAST 3" ABOVE THE FINISHED GRADE _j (n Z g AND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATION Q INSTRUCTIONS, oO 0 d LL 9. NO WOOD STAKES PERMITTED IN FOUNDATION. U 0 10. PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPED z W DOWN. SEE SHEET S3 FOR ADDITIONAL INFORMATION. GC TO < DETERMINE STEP LOCATIONS IF REQUIRED 11. SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDS Lu AND LAP SPLICE. SEE DTL MF09 AND MF10 ON S3 FOR STANDARD 0-®�+a%011111111, �' Lu FOOTING STEP DOWN AND CORNER INFORMATION. _ a° ¢J�yy>so� D U a °aaoa°oa"®°W'J� mmm W 12. ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCELL oG � %Y Z SHALL BE ELEVATED A MIN OF 18". CONTRACTOR TO PROVIDE SUCH O VV h'' i n sJ PLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION U °jA :Q 13. ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER O y ' d U I¢ �E3 COMPACTION: 2000 PSF (SEE SOILS REPORT AND SPECIFICATIONS�iS ea z rq Q a1 p_ UJ FOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THE % m y6,°°°� a O PROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERAL � �+® c% °gOOza000°�{fj CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO IL FOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN. uj /j 11�p o ca y SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS, ct� COMPACTED IN 12" LIFTS TO AT LEAST 95% OF MAX. DRY DENSITY AS DETERMINED BY ASTM - 1557 ( MODIFIED PROCTOR). U Q THE FOUNDATION SIZES INDICATED ON THE FOUNDATION PLAN HAS Z) Z BEEN DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000 I- W PSF. U) p 14. PENDING SITE CONDITIONS, IF STEMWALL IS REQUIRED, G.C. TO Q WLU DETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. SEE U) STEMWALL CHART ON S3 FOR REQUIRED REINFORCEMENT AND LL FOOTING SIZES PENDING DEPTH OF STEMWALL. O o Z N O FOOTING SCHEDULE < 0 12"x12"x12" dp w/ #5's EQUALLY SPACED EA. j W 1O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (2) # 5 E.W. W BARS & 3" MIN. COVER TO EDGE OF CONC.LU I= n 12"x24"x12" dp w/ #5's EQUALLY SPACED EA. 24" SIDE @3" O.C. & MIN H O 1A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN O BARS & 3" MIN. COVER TO EDGE OF CONC. (3) #5 PARALLEL TO 12" 3: U SIDE 6" O.C. U (9 24"x24"x12" dp w/#5's EQUALLY SPACED EA. Z 2O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (3) # 5 E.W. Q Z BARS & 3" MIN. COVER TO EDGE OF CONC. (D 28"x28"x12" dp w/ #5's EQUALLY SPACED EA. O m (n Uro r 2.3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. U LLI � BARS & 3" MIN. COVER TO EDGE OF CONC. Q z 0 Uj ZZ FW- N> o o6 LU co J U 30"x30"x12" dp w/ #5's EQUALLY SPACED EA. ? z _LL a 2.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. p < (D Q O_ � u .c BARS & 3" MIN. COVER TO EDGE OF CONC. W Z U IIQ— (7 0 32"x32"x12" dp w/ #5's EQUALLY SPACED EA. p h- OW N H z ^ c 2.6 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W. 0 _j Q Q ZO nom. 0 BARS & 3" MIN. COVER TO EDGE OF CONC. U) 0 = g U) V 36"x36"x12" dp w/ #5's EQUALLY SPACED EA.Z z Z z j� W Z 0 O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W. O O L¢L W zz O BARS & 3" MIN. COVER TO EDGE OF CONC. Q U O g n. 42"x42"x12" dp w/ #5's EQUALLY SPACED EA._j Q Fa 3 3.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. Q O LL w N Q BARS & 3" MIN. COVER TO EDGE OF CONC. Z_ U N 42"x42"x16" dp w/ #5's EQUALLY SPACED EA. 3: W Q 2 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. W —I BARS & 3" MIN. COVER TO EDGE OF CONC. I— Z 48"x48"x12" dp w/ #5's EQUALLY SPACED EA. p I— O4 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. I- W O 48"x48"x16" dp w/ #5's EQUALLY SPACED EA. U) W 4A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. I- = U_ BARS & 3" MIN. COVER TO EDGE OF CONC. 3: U) 48"x48"x24" dp w/ #5's EQUALLY SPACED EA. O 4B WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (8) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. LLI LO 52"x52"x12" dp w/ #5's EQUALLY SPACED EA. z Q r 4.3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. 2F - BARS & 3" MIN. COVER TO EDGE OF CONC. W Z O 54"x54"x16" dp w/#5's EQUALLY SPACED EA. 0 O --I 4.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (8) # 5 E.W. SQ LLf BARS & 3" MIN. COVER TO EDGE OF CONC. � W Q W 11 54"x54"x24" dp w/#5's EQUALLY SPACED EA. D M > M 5A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W.F W Lu BARS & 3" MIN. COVER TO EDGE OF CONC. W 60"x60"x16" dp w/#5's EQUALLY SPACED EA. z: 5O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W. U) LU Q BARS & 3" MIN. COVER TO EDGE OF CONC. Q 66"x66"x16" dp w/#5's EQUALLY SPACED EA. F- = LU 5.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (10) # 5 E.W. W m BARS & 3" MIN. COVER TO EDGE OF CONC. LU U N _ LU W Y (" S � Q C) is a0- r- -- BLDG DESIGN: --- STRUCTURALENG: CNS DRAFTING: -DESIGN: --- -STRUCT: MR QC CHECK: MRB JOB No. PSQ-2171166 SCALE: AS INDICATED FOUNDATION PLAN DATE: 07/19/17 1/4"=1'-0" S 1A 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. DO DO D D 8" 8'-4" 1'-8" 16'-0" 4" 9,_4" 19'_4" 28'-8" FOUNDATION NOTES: W N 1. PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BE 0 o LAPPED MIN. 6" AND SEALED. — — — — 2. PROVIDE 4" 250OPSI CONC. SLAB W16x6xW1.4xW1.4 WELDED WIRE MESH O J PLACED AT MID DEPTH ON 6 MIL. VAPOR BARRIER ON COMPACTED FILL LL. (FIBER MESH MAY BE USED ILO WWM, WHEN FIBER MESH. MEETS OR LU EXCEEDS SPECIFICATIONS SET FORTH IN CURRENT CODE EDITION. _ F - LL O 3. VERT. #5 BAR TO BE HOOKED AT TOP & BOTTOM (FTG. & TIE BEAM U) ENDS) W/MIN. 12 BAR DIAMETER LEGS EXCLUDING BEND @ EA. END. Z LAP SPLICES SHALL BE NO LESS THAN 30". U D 4. CONSULT W/MAN. SPECIFICATIONS PRIOR TO POURING OR > RECESSING DOOR SILLS. O 5, EXTERIOR SLABS SHALL SLOPE 1/8" PER FOOT AWAY FROM HOUSE. d 6. CONTROL JOINTS (IF SHOWN) ARE NOT REQUIRED BY CODE BUT ARE LU z SUGGESTED (ESPECIALLY WHEN USING FIBER REINF. CONC.) H I- z CONTROL JOINTS TO BE SAW CUT A DEPTH OF 114" OF THE O 0 O THICKNESS OF THE SLAB. FILL CUT W/APPROVED JOINT MATERIAL OR __I Z W U) USE ALTERNATE APPROVED METHOD. Q O I j 7. MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINED BY d w Y COMMUNITY & COUNTY CODES. > Q W 8. FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL L(j � U z w SYSTEMS SHALL BE RAISED AT LEAST 3" ABOVE THE FINISHED GRADE _j (n Z g AND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATION Q INSTRUCTIONS, oO 0 d LL 9. NO WOOD STAKES PERMITTED IN FOUNDATION. U 0 10. PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPED z W DOWN. SEE SHEET S3 FOR ADDITIONAL INFORMATION. GC TO < DETERMINE STEP LOCATIONS IF REQUIRED 11. SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDS Lu AND LAP SPLICE. SEE DTL MF09 AND MF10 ON S3 FOR STANDARD 0-®�+a%011111111, �' Lu FOOTING STEP DOWN AND CORNER INFORMATION. _ a° ¢J�yy>so� D U a °aaoa°oa"®°W'J� mmm W 12. ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCELL oG � %Y Z SHALL BE ELEVATED A MIN OF 18". CONTRACTOR TO PROVIDE SUCH O VV h'' i n sJ PLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION U °jA :Q 13. ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER O y ' d U I¢ �E3 COMPACTION: 2000 PSF (SEE SOILS REPORT AND SPECIFICATIONS�iS ea z rq Q a1 p_ UJ FOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THE % m y6,°°°� a O PROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERAL � �+® c% °gOOza000°�{fj CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO IL FOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN. uj /j 11�p o ca y SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS, ct� COMPACTED IN 12" LIFTS TO AT LEAST 95% OF MAX. DRY DENSITY AS DETERMINED BY ASTM - 1557 ( MODIFIED PROCTOR). U Q THE FOUNDATION SIZES INDICATED ON THE FOUNDATION PLAN HAS Z) Z BEEN DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000 I- W PSF. U) p 14. PENDING SITE CONDITIONS, IF STEMWALL IS REQUIRED, G.C. TO Q WLU DETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. SEE U) STEMWALL CHART ON S3 FOR REQUIRED REINFORCEMENT AND LL FOOTING SIZES PENDING DEPTH OF STEMWALL. O o Z N O FOOTING SCHEDULE < 0 12"x12"x12" dp w/ #5's EQUALLY SPACED EA. j W 1O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (2) # 5 E.W. W BARS & 3" MIN. COVER TO EDGE OF CONC.LU I= n 12"x24"x12" dp w/ #5's EQUALLY SPACED EA. 24" SIDE @3" O.C. & MIN H O 1A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN O BARS & 3" MIN. COVER TO EDGE OF CONC. (3) #5 PARALLEL TO 12" 3: U SIDE 6" O.C. U (9 24"x24"x12" dp w/#5's EQUALLY SPACED EA. Z 2O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (3) # 5 E.W. Q Z BARS & 3" MIN. COVER TO EDGE OF CONC. (D 28"x28"x12" dp w/ #5's EQUALLY SPACED EA. O m (n Uro r 2.3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. U LLI � BARS & 3" MIN. COVER TO EDGE OF CONC. Q z 0 Uj ZZ FW- N> o o6 LU co J U 30"x30"x12" dp w/ #5's EQUALLY SPACED EA. ? z _LL a 2.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. p < (D Q O_ � u .c BARS & 3" MIN. COVER TO EDGE OF CONC. W Z U IIQ— (7 0 32"x32"x12" dp w/ #5's EQUALLY SPACED EA. p h- OW N H z ^ c 2.6 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W. 0 _j Q Q ZO nom. 0 BARS & 3" MIN. COVER TO EDGE OF CONC. U) 0 = g U) V 36"x36"x12" dp w/ #5's EQUALLY SPACED EA.Z z Z z j� W Z 0 O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W. O O L¢L W zz O BARS & 3" MIN. COVER TO EDGE OF CONC. Q U O g n. 42"x42"x12" dp w/ #5's EQUALLY SPACED EA._j Q Fa 3 3.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. Q O LL w N Q BARS & 3" MIN. COVER TO EDGE OF CONC. Z_ U N 42"x42"x16" dp w/ #5's EQUALLY SPACED EA. 3: W Q 2 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. W —I BARS & 3" MIN. COVER TO EDGE OF CONC. I— Z 48"x48"x12" dp w/ #5's EQUALLY SPACED EA. p I— O4 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. I- W O 48"x48"x16" dp w/ #5's EQUALLY SPACED EA. U) W 4A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. I- = U_ BARS & 3" MIN. COVER TO EDGE OF CONC. 3: U) 48"x48"x24" dp w/ #5's EQUALLY SPACED EA. O 4B WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (8) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. LLI LO 52"x52"x12" dp w/ #5's EQUALLY SPACED EA. z Q r 4.3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. 2F - BARS & 3" MIN. COVER TO EDGE OF CONC. W Z O 54"x54"x16" dp w/#5's EQUALLY SPACED EA. 0 O --I 4.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (8) # 5 E.W. SQ LLf BARS & 3" MIN. COVER TO EDGE OF CONC. � W Q W 11 54"x54"x24" dp w/#5's EQUALLY SPACED EA. D M > M 5A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W.F W Lu BARS & 3" MIN. COVER TO EDGE OF CONC. W 60"x60"x16" dp w/#5's EQUALLY SPACED EA. z: 5O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W. U) LU Q BARS & 3" MIN. COVER TO EDGE OF CONC. Q 66"x66"x16" dp w/#5's EQUALLY SPACED EA. F- = LU 5.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (10) # 5 E.W. W m BARS & 3" MIN. COVER TO EDGE OF CONC. LU U N _ LU W Y (" S � Q C) is a0- r- -- BLDG DESIGN: --- STRUCTURALENG: CNS DRAFTING: -DESIGN: --- -STRUCT: MR QC CHECK: MRB JOB No. PSQ-2171166 SCALE: AS INDICATED FOUNDATION PLAN DATE: 07/19/17 1/4"=1'-0" S 1A 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. I A 1'-8" 1 16'-0" 1 V-8" SYMBOLS LEGEND ® INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60 #5 CONT. FTG. TO TIE BEAM (8'-0" O.C. MAX U.N.O.) ® INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5 CONT. FTG. TO TIE BEAM. 0 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. FILLED CELL - (1) #5 HORIZONTAL TIE AT TOP, BOTTOM AND AT 24"o.c. VERTICALLY BETWEEN COLUMN AND MAIN HOUSE CMU (1) CONT. #5 — FROM TIE BEAM TO FOOTING (1) #5 HORIZONTAL TIE AT TOP, BOTTOM AND AT 24"o.c. VERTICALLY BETWEEN COLUMN AND MAIN HOUSE CMU 1711 AAI \/IC\AI SECTION VIEW MD10 TYPICAL MASONRY COLUMN TIE IN 314" = 1'-0' O LL LU x LL O W Z O O d JJ x F- O J Q x H U w J a LAP 0 SPLICE, Q MIN. OF 30" Q C6 IY w H 0.. x U LL O U) z O U O a 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. LU UQ (Y z U) p 0 U) Q w LL O- z N O_ Fz QO U 1- Op LU w-, xw O w(D UZ z O m U U Q z 0 w W O (9 z 0 O J 0 _z 3 LU x h- 0 z U) x O H 0 LU z 9 U) W 0 W I- U I- J Q z z W 0 co W z O U) UZ O Z W rj) O W LU d. wLLI � > Q U w () z 2 W g Cr Q 0- LL W [Y-' ��_ �_ �'oyc��ra7allll'�d`r LLJ 00i LLI 94 \, a q ) °� OJ Q qq Q `d®����®e9g98gU60gq �� f4 ®®i®os�la99ee��° m LL z Q Z U` n W rn v J � z 0 OLllrNi� E (Q Z F o p Wo6 W (n LL 6 H Z _LL o UQ9Q�Ui_y S z0HO0co _l U) z 6 o W a 0 0 U 0- v@ z0=� O 0 ZQDWF-Z E (��LL�0a .®I Q ui Q 3 LL FN J ZOwN¢ W _j U W W W W 2 L7 to Z H o O� wQw >> w LU = W LU W ovCL W H ry U N R X LU �— ❑ O p=CD CL BLDG DESIGN: --- STRUCTURAL ENG: CNS -DESIGN: --- -STRUCT: MR QC CHECK: MRB JOB No. PSQ-2171166 SCALE: AS INDICATED DATE: 07/19/17 CONTRACTOR TO VERIFYAT CORNERS THE GROUT IS LEVEL PROVIDE WITH TOP OF BLOCK FOR STANDARD #5 PROPER TRUSS/ FLOOR HOOK BAR. LAP SYSTEM BEARING (MIN 3") OTHER BARS INTO INDICATED IN CORNER AS REQ'D —PRECAST "U" METAL LATH OR WIRE SCREEN LINTEL W/ 3000 OVER COURSES NOT REQ'D psi CONC. PER TO BE FILLED. (SHEET METAL LINTEL PLAN. IF & PAPER FELT PROHIBITED) REBAR IS a INDICATED IN BEND O LINTEL, #5 TO BEI. HOOK PER HOOKED INTO MD08 SIDE VERTICALS T-2" 1 1217 2165/1969 6113/2931 8672/4576 10000/6224 RAME INFILL AROU'k,, WINDOW BY BUILDER SEE WF01/SD3 FOR / MORE INFO \ I "B""C" SEE DOWEL PLAN FOR FILLED CELL INFO. LMIN. (1) IS REQ'D ON EITHER SIDE U.N.O. (2) 2X8 SYP#2 P.T. HEADER A„ B C.. "D" <II I ° BOTTOM STEEL IN LINTEL IF :.LINTEL PER PLAN r: INDICATE - SHOULD HOOK INTO z VERTICAL CELLS PER MD08 Uj -NPO o J C STANDARD LINTEL NOTES n D a w BEND O NO -SHEAR WALL T OPENING BEND H a e7 T-2" 1 1217 2165/1969 6113/2931 8672/4576 10000/6224 RAME INFILL AROU'k,, WINDOW BY BUILDER SEE WF01/SD3 FOR / MORE INFO \ I "B""C" SEE DOWEL PLAN FOR FILLED CELL INFO. LMIN. (1) IS REQ'D ON EITHER SIDE U.N.O. (2) 2X8 SYP#2 P.T. HEADER <II I ° BOTTOM STEEL IN LINTEL IF :.LINTEL PER PLAN r: INDICATE - SHOULD HOOK INTO z VERTICAL CELLS PER MD08 Uj -NPO o J C STANDARD LINTEL NOTES n D ROUGH OPENING PER PLAN w BEND O NO -SHEAR WALL T OPENING BEND H a L SEGMENT T-2" 1 1217 2165/1969 6113/2931 8672/4576 10000/6224 RAME INFILL AROU'k,, WINDOW BY BUILDER SEE WF01/SD3 FOR / MORE INFO \ I "B""C" SEE DOWEL PLAN FOR FILLED CELL INFO. LMIN. (1) IS REQ'D ON EITHER SIDE U.N.O. (2) 2X8 SYP#2 P.T. HEADER A„ B C.. "D" #3 O d 15 (± 41/4 91/4 18 TURNED SIDEWAYS. 21/2 5518 91/2 Lu 3 ATTACH TO MASONRY 24 #5 31/8 7 113/4 WALL W/ SIMPSON HU28-2 33/4 7 151/2 DOOR OR WINDOW OPENING MAX. OPENING 4 FT HANGER @ EA. END. W/ (14) 1/4" x 2-3/4" TAPCONS 33/4 8 1/16 14 30 4112 81/16 18112 TO MASONRY & (6) 10d #7 43/8 9 13/16 16 1/2 35 Oco 9 13/16 21 3/4 F 42 8F8-OB/1T O 8R14-1B/1T O E O8R14-0B/1T 8F16-1B/1T 8F40-OB/1T U SAFE LOAD TABLE NOTES < LINTELS MUST BE REDUCED BY 20% IF BEARING LENGTH IS LESS THAN 6-1/2". SAFE LOADS FOR ALL Q �. 8F16-0B/1T 1-1/2" CLEAR 4. SAFE LOADS BASED ON GRADE 40, GRADE 60 MAY BE USED WITHOUT WRITTEN APPROVAL FROM EOR Lu O z a TYPICAL TRUSS ANCHOR PER PLAN PROVIDE SCREEN WHEN BLOCK BELOW IS NOT REQUIRED TO BE FILLED STANDARD 90 DEGREE HOOK TYP. BOND BEAM 8" x 8" x 16" K.O. LINTEL BLOCK FILL w/ 3000 psi CONC. w/ (1) #5 DIA. REBAR �— STD. 90 DEGREE ANGLE 3000 psi CONC. w/ (1) #5 DIA. REBAR 8" x 8" x 16" CMU U.N.O. INDICATES FILLED CELL FROM FTG. TO TIE BEAM w/ #5 BAR W/ 3000 psi CONC. SEE MD08 FOR LAP INFO. PROVIDE CLEAN OUT OPENING @ GROUT FILLED CELL AND REBAR (TYP). MORTAR JOINTS SHOULD NOT BE CUT SEE FOUNDATION FOR FOOTING REQ'D LAP SPLICE, EMBEDMENT, AND HOOKED REINF. STEEL (INCHES) :.LINTEL PER PLAN r: BEARING WALLS VERIFY STANDARD LINTELS GRADE 40 Uj -NPO o J C STANDARD LINTEL NOTES GRADE 60 TRANSOM OPENING BAR SIZE BEND O NO -SHEAR WALL T OPENING BEND H TYPICAL SHEAR WA L SEGMENT T-2" 1 1217 2165/1969 6113/2931 8672/4576 10000/6224 RAME INFILL AROU'k,, WINDOW BY BUILDER SEE WF01/SD3 FOR / MORE INFO \ I "B""C" SEE DOWEL PLAN FOR FILLED CELL INFO. LMIN. (1) IS REQ'D ON EITHER SIDE U.N.O. (2) 2X8 SYP#2 P.T. HEADER A„ B C.. "D" #3 17/8 d 15 TYPICAL TRUSS ANCHOR PER PLAN PROVIDE SCREEN WHEN BLOCK BELOW IS NOT REQUIRED TO BE FILLED STANDARD 90 DEGREE HOOK TYP. BOND BEAM 8" x 8" x 16" K.O. LINTEL BLOCK FILL w/ 3000 psi CONC. w/ (1) #5 DIA. REBAR �— STD. 90 DEGREE ANGLE 3000 psi CONC. w/ (1) #5 DIA. REBAR 8" x 8" x 16" CMU U.N.O. INDICATES FILLED CELL FROM FTG. TO TIE BEAM w/ #5 BAR W/ 3000 psi CONC. SEE MD08 FOR LAP INFO. PROVIDE CLEAN OUT OPENING @ GROUT FILLED CELL AND REBAR (TYP). MORTAR JOINTS SHOULD NOT BE CUT SEE FOUNDATION FOR FOOTING DO LINTEL W/ TRANSOM DETAIL SCALE: 3/4" = 1'-0" REQ'D LAP SPLICE, EMBEDMENT, AND HOOKED REINF. STEEL (INCHES) :.LINTEL PER PLAN r: BEARING WALLS VERIFY STANDARD LINTELS GRADE 40 Uj -NPO o J C STANDARD LINTEL NOTES GRADE 60 TRANSOM OPENING BAR SIZE BEND O LENGTH � BEND H LENGTH LAP SPLICE T-2" 1 1217 2165/1969 6113/2931 8672/4576 10000/6224 RAME INFILL AROU'k,, WINDOW BY BUILDER SEE WF01/SD3 FOR / MORE INFO \ I "B""C" SEE DOWEL PLAN FOR FILLED CELL INFO. LMIN. (1) IS REQ'D ON EITHER SIDE U.N.O. (2) 2X8 SYP#2 P.T. HEADER A„ B C.. "D" #3 17/8 41/4 7 15 (± 41/4 91/4 18 TURNED SIDEWAYS. 21/2 5518 91/2 20 3 ATTACH TO MASONRY 24 #5 31/8 7 113/4 WALL W/ SIMPSON HU28-2 33/4 7 151/2 DOOR OR WINDOW OPENING MAX. OPENING 4 FT HANGER @ EA. END. W/ (14) 1/4" x 2-3/4" TAPCONS 33/4 8 1/16 14 30 4112 81/16 18112 TO MASONRY & (6) 10d #7 43/8 9 13/16 16 1/2 35 NAILS TO HEADER DO LINTEL W/ TRANSOM DETAIL SCALE: 3/4" = 1'-0" � 6 LAP SPLICE 4 Q< U U + 4 m "P "B, EMBEDDED STANDARD 90° HOOK STANDARD 180° HOOK #3 = 2 %Z' #4=2%' #5=2%Z' #6=3" #7=3%Z' FAI PRECAST LINTEL LOAD TABLE LOADS LISTED BELOW HAVE BEEN CALCULATED OR COMPILED FROM DATA FROM THE FOLLOWING APPROVED MAN. CAST -CRETE, QUALITY PRECAST CO., LOTT'S CONCRETE, POWERS STEEL REQ'D LAP SPLICE, EMBEDMENT, AND HOOKED REINF. STEEL (INCHES) LLi th oayexaao �y/), �� D_ 00 BEARING WALLS VERIFY STANDARD LINTELS GRADE 40 Uj -NPO o J C STANDARD LINTEL NOTES GRADE 60 8" UNFILLED BAR SIZE BEND O LENGTH LAP SPLICE BEND H LENGTH LAP SPLICE T-2" 1 1217 2165/1969 6113/2931 8672/4576 10000/6224 "A, "B""C" 'D" A„ B C.. "D" #3 17/8 41/4 7 15 21/4 41/4 91/4 18 #4 21/2 5518 91/2 20 3 55/8 121/2 24 #5 31/8 7 113/4 25 33/4 7 151/2 30 #6 33/4 8 1/16 14 30 4112 81/16 18112 36 #7 43/8 9 13/16 16 1/2 35 51/4 9 13/16 21 3/4 F 42 � 6 LAP SPLICE 4 Q< U U + 4 m "P "B, EMBEDDED STANDARD 90° HOOK STANDARD 180° HOOK #3 = 2 %Z' #4=2%' #5=2%Z' #6=3" #7=3%Z' FAI PRECAST LINTEL LOAD TABLE LOADS LISTED BELOW HAVE BEEN CALCULATED OR COMPILED FROM DATA FROM THE FOLLOWING APPROVED MAN. CAST -CRETE, QUALITY PRECAST CO., LOTT'S CONCRETE, POWERS STEEL GENERAL CONCRETE LINTEL SCHEDULE APPROVED LINTEL MANUFACTURERS: CASTE -CRETE, QUALITY, LOTTS, &POWERS STEEL LLi th oayexaao �y/), �� D_ 00 BEARING WALLS VERIFY STANDARD LINTELS = 11'-4" TOP OF HGT. W/ ARCHITECTURAL Uj -NPO o J C STANDARD LINTEL NOTES -LEAR OPENING 8" UNFILLED 8F8-1 B / 8F8 -0B 8F16-1 B / 8F16 -0B 8F24-1B/8F24-0B O 8F32-1 B / 8F32 -OB 1. AREAS OF BLOCK ABV. MASONRY OPENINGS ARE TO BE GROUTED SOLID TO TIE BEAM. 2. (1) #5 REBAR IN TIE BEAM IS TO BE CONTINUOUS THROUGHOUT INCLUDING ABOVE MASONRY OPENINGS. U.N.O. 3. ALL STANDARD LINTELS TO HAVE MIN. 4" NOMINAL BEARING EA. END. ALL RECESSED LINTELS TO HAVE MIN. 8" BEARING EA. END 4. LINTEL MIN. DEPTHS ARE CALLED OUT ON LINTEL PLAN. IF DEEPER LINTEL INSTALLED THAN INDICATED ON PLAN, THE STRENGTH OF THE LINTEL INCREASES AND IS APPROVED WITHOUT ENGINEERING LETTER. IF A SMALLER LINTEL IS INSTALLED CONTACT EOR FOR APPROVAL. 5. (`) ANY LINTEL DEEPER THAN 32" HAS BEEN VERIFIED TO WORK AS A MIN. 32" FOR THE LOAD CONDITIONS. ANY LINTEL GREATER THAN 32" HAS A GREATER CAPACITY AND THEREFORE IS ADEQUATE FOR THE LOADS. 6. G.C. TO VERIFY ALL LINTEL DIMS IN FIELD WITH WINDOW R.O. SPECIFICATIONS ON PLAN. DIMS SHOWN ON LINTEL PLAN ARE CLEAR SPAN AND USED TO VERIFY DESIGN OF LINTEL ONLY. VERIFY WITH WINDOWIDOOR SUPPLIER SPECIFICATIONS AND COORDINATE WITH EOR AS REQ'D. 7. LINTELS SHOULD BE SHORED UP DURING CONSTRUCTION AS REQUIRED PER THE LINTEL SUPPLIER SPECS. MCD IS NOT RESPONSIBLE FOR CONSTRUCTION MEANS AND METHODS 1'-6" 2231 3069/3069 6113/6113 8974/8974 10000 / 10000 2'-2" 1 1783 1 3069/3069 6113/5163 8974/8054 10000 / 10000 2'-8" 1 1343 1 2693/2561 6113/3820 8974/5961 10000/8107 T-2" 1 1217 2165/1969 6113/2931 8672/4576 10000/6224 T-4" 1 1006 1663/1349 5365/1999 1 7342/3123 10000 / 4249 4'-0" 1 860 1651/1349 5365/1999 7342/3123 10000 / 4249 4'-6" 1 710 1423/1105 4360/1631 6036/2549 8328/3470 5'-2" 1 570 1232/1232 3480/2580 8360/3586 8825/4592 6-2" 1 488 991 /991 2661/2143 5681/2698 6472 / 3685 7'-0" 416 752/699 1843/1625 3486 / 2602 6390/3302 8'-0" 354 726/699 1843/1625 3486/2255 6205/2885 9'-2" 315 618/535 1533/1247 2781/1946 4754/2489 10'-0" 292 567/454 1366 / 1277 2423 / 1770 4006/2263 10'-8" 277 492/352 1254/1132 2193/1567 3552/2003 11'-2" 255 471 /352 1075/1075 1838/1567 2883 / 2003 12'-0" 239 418/297 1075 / 1045 1838 / 1446 2883/1848 12'-8" 0 369/261 1002/984 1697/1361 2630 / 1738 13'-4" 0 328 / 0 1234/0 1779/0 2662/0 MATERIALS 14'-0" 0 292/0 1160/0 1660/0 2439/0 16-0" 0 284/0 950/0 1379/0 1997/0 1. fc PRECAST LINTELS = 3500 PSI. 2. fc PRESTRESSED LINTELS = 6000 psi. 3. GROUTED PER ASTM C476 fg = 3000 psi W/ MAXIMUM 3/8" AGGREGATE AND 8" TO 11" SLUMP. 4, CONCRETE MASONRY UNITS (CMU) PER ASTM C90 W/ MINIMUM NET AREA COMPRESSIVE STRENGTH = 1900 PSI. 5. REBAR PER ASTM A615 GRADE 60. PRESTRESSING STRAND PER ASTM A416 GRADE 270 LOW RELAXATION. 7/32 WIRE PER ASTM A510. 18'-0" 0 211/0 750/0 1177/0 1676/0 18'-8" 0 142/0 1 598/0 1114 /0 1468/0 20'-0" 0 180/0 1 598/0 1024/0 1441/0 20'-8" 0 1 145/0 550/0 981/0 1376/0 0 1 110/0 450/0 824/0 1147 / 0 RECESSED LINTELS -FILLED CLEAR OPENING8R6-1B/8R6-OB 8R14-1B/8R14-0B 8R22-1B/8R22-0B 2'-4" 1694/1694 3725/3280 5499/5421 -8" 1425/1425 3343/3280 4933/4933 3'-0" 1230/1230 2769/2769 4085/4085 T TA" 1081/920 2769 / 1716 4085 / 2839 846/833 2121 / 1716 3127/2839 5'-4" 664/572 1761 / 1761 2595/2595 6'-4" 526/434 1539/1539 1329/2267 7'-4" 480/322 _1_3_3_4_/1_3_3_4___F 1964/1552 8'4" 4151235 1152/1152 1 1694/1552 1) FOR HEADER DEPTHS DEEPER THAN 32", USE VALUES FOR 32" DEEP HEADER 2) FOR HEADER DEPTHS NOT LISTED ON CHART, USE THE VALUES FOR THE NEXT DEPTH DOWN. 3) POWERS STEEL LINTELS MUST ALWAYS BE FILLED. LINTEL DESIGNATION SCHEDULE MARK LINTEL REQUIREMENTS F =FILLED WITH GROUT U = UNFILLED R =RECESSED &FILLED WITH GROUT QUANTITY OF #5 REBAR @ 8 F 16-1 B/1 T BOTTOM OF LINTEL CAVITY QUANTITY OF #5 REBAR AT TOP NOMINAL HEIGHT TYPE DESIGNATION NOMINAL WIDTH A 0 8R6-OB/1T 8F8-OB/1T O 8R14-1B/1T O E O8R14-0B/1T 8F16-1B/1T 8F40-OB/1T U SAFE LOAD TABLE NOTES WALL LEGEND LINTELS MUST BE REDUCED BY 20% IF BEARING LENGTH IS LESS THAN 6-1/2". SAFE LOADS FOR ALL Q O 8F16-0B/1T 1-1/2" CLEAR MIN.OK 0 = 9'4" T.O.M. = INTERIOR/EXTERIOR LLi th oayexaao �y/), �� D_ 00 BEARING WALLS VERIFY 8F20 -1121/1T = 11'-4" TOP OF HGT. W/ ARCHITECTURAL Uj -NPO o J C KNEEWALL PLAN U.N.O. OR LINTEL MIN.( x #5 REBAR AT TOP MIN.1 REQ'D ) 0 = 11'-4" T.O.M. MIN.OK D08 REBAR SPLICE DETAIL LINTEL PLAN SCALE: 3/4" = 1'-0" :VISION 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. Q; 16, m 6,N 0 0 W z 0 UZ O Z W U) OLLI 5; w a w J > ¢ U U) w W z :2 W :� < C) a w W %%01111111,1 0) J) 1- LLi th oayexaao �y/), �� D_ 00 O 8F20 -1121/1T z1-1/2" Uj -NPO o J C CLEAR Z¢ MIN.( x #5 REBAR AT TOP MIN.1 REQ'D ) aaoeauao©od `{� ^Z O 8F20-OB/1T U J ¢ z C.M.U. 2i GROUT !P Z #5 REBAR AT BOTTOM OF LINTEL O 8R22-1B/1T O 8F24-1B/1T #5 REBAR AT TOP MIN. (1) REQ'D = CAVITY i BOTTOM REINFORCING PROVIDED O 8R22-0B/1T F 7-5/8" ACTUAL IN LINTEL (VARIES) 8" NOMINAL WIDTH O 8F24 -08/1T TOP KNOCK OUT/ LINTEL BLOCK 3: FILLED ° COURSE O 8R30 -16/1T I a O 8F32-1B11T 1-1/2" CLEAR � 0 m Q O 8R30-OB/1T L ¢w #5 REBAR AT TOP MIN. (1) REQ'D REQ'D z O_ s 8F32 -013/1T J ¢ z �— C.M.U. — nO �z I BOTTOM REINFORCING PROVIDED O 8F38-1B/1T O 8F12-1B/OT O 8F40 -1B/1T POWERS STEEL LU 7-5/8" ACTUAL IN LINTEL (VARIES) 8" NOMINAL WIDTH UNFILLED Ow BF28 -1B/1T xO 8F40-OB/1T D08 REBAR SPLICE DETAIL LINTEL PLAN SCALE: 3/4" = 1'-0" :VISION 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. Q; 16, m 6,N 0 0 W z 0 UZ O Z W U) OLLI 5; w a w J > ¢ U U) w W z :2 W :� < C) a w W %%01111111,1 0) J) 1- LLi th oayexaao �y/), �� D_ 00 N d Y o O 0a u = ZCIA z1-1/2" Uj -NPO o J C CLEAR Z¢ 0 aaoeauao©od `{� ^Z = J F- d E o #5 REBAR AT TOP MIN. (1) REQ'D = W JW F z w TOP KNOCK OUT/ LINTEL BLOCK 3: v~iOx� ° COURSE O F 0 m Q 8 #5 REBAR AT BOTTOM MIN. (1) Lu L REQ'D z W � �— 16 GA. POWERS STEEL BOXED U) O 7-5/8" ACTUAL LINTEL LD a 8" NOMINAL WIDTH POWERS STEEL LU U SAFE LOAD TABLE NOTES 1. ALL VALUES BASED ON MINIMUM 4" NOMINAL BEARING. EXCEPTION: SAFE LOADS FOR UNFILLED C/) LINTELS MUST BE REDUCED BY 20% IF BEARING LENGTH IS LESS THAN 6-1/2". SAFE LOADS FOR ALL Q RECESSED LINTELS BASED ON 4" NOMINAL BEARING. 2. 0 = NOT RATED. Q 3. SAFE LOADS ARE TOTAL SUPERIMPOSED ALLOWABLE LOAD ON THE SECTION SPECIFIED. U) 4. SAFE LOADS BASED ON GRADE 40, GRADE 60 MAY BE USED WITHOUT WRITTEN APPROVAL FROM EOR Lu 5. ADDITIONAL LATERAL LOAD CAPACITY CAN BE OBTAINED BY THE DESIGNER BY PROVIDING U) ADDIONAL REINFORCED MASONRY ABOVE THE PRECAST LINTEL. _ F 6. ONE #7 REBAR MAY BE SUBSTITUTED FOR TWO #5 REBARS IN 8" LINTELS ONLY. 7. THE DESIGNER MAY EVALUATE CONCENTRATED LOADS FROM THE SAFE LOAD TABLES BY CALCULATING THE MAXIMUM RESISTING MOMENT AND SHEAR AT D -AWAY FROM THE FACE OF SUPPORT. 8. FOR COMPOSITE LINTEL HEIGHTS NOT SHOWN, USE SAFE LOAD FROM NEXT LOWER HGT. 9. ALL SAFE LOADS IN UNITS OF POUNDS PER LINEAR FOOT. D08 REBAR SPLICE DETAIL LINTEL PLAN SCALE: 3/4" = 1'-0" :VISION 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. Q; 16, m 6,N 0 0 W z 0 UZ O Z W U) OLLI 5; w a w J > ¢ U U) w W z :2 W :� < C) a w W %%01111111,1 0) LLi th oayexaao �y/), �� D_ 00 d Y o O 0a u = ZCIA Cn Cn Uj -NPO o J C 0 aaoeauao©od `{� ^Z z O Q LU L0 Lu O U 0 z O Z J_ 0 M wJ m T O"T J ;` ❑ p Ld E )ZF- o 066 U) _j v HZ _LLQ v CD¢2 U�—� ZUI—Ur co O�wzCO v JwniYzmc' 0 ❑¢OOd ,Mm, ❑ _ Z �zl �wui o O¢¢w~O E z 33 a O a 3 /'�/�► I-- C\1 J ISL zOwN¢ p v W J F- W WF_ Z — W L0 z p O_ Cn W ¢ Iii " W = W W ova W F- m a W F- 0 IY a v i' a. 11 BLDG DESIGN: --- STRUCTURALENG: CNS DRAFTING: -DESIGN: --- -STRUCT: MR QC CHECK: MRB JOB No. PSQ-2171166 SCALE: AS INDICATED DATE: 07/19/17 n co co U U U U WALL LEGEND LU Q � N O = 9'-4" T.O.M. = INTERIOR/EXTERIOR BEARING WALLS VERIFY LL = 11'-4" TOP OF HGT. W/ ARCHITECTURAL w KNEEWALL PLAN U.N.O. OR LINTEL i� = 11'-4" T.O.M. O z O O n. Q LU z O O Z LLI U O W a > Y LU Lu U LU U) ° zW < 0 0 a u- O> Q W r N M Luiaam11f9119lr1i7,�! = 1 o ��e.�,. ........ 's w V U � `<�° °®° a ��� �� 00 LL �` �� t0 pnS?>l J z o O ° r tv �oU o � �nQQ U Qc� i9 'C�/ so°oossu000s� {,%N 'P Z Fy M _ lif LU a. /11111111110" -13 m L 0f a UQ Z 1— W Q w LL O Z 0- z QLD U H O p Lu Lu = w O Z Luw0UQ _ J z o Q� Z rr nn C7 r- 0 m V W 0 QZ 0 ujCjLijM� E z o 06 1-- o o C�Q9W w z OF-D(Dao 3 a J ujzlo O W z W o O �QOOU)- M c7 H_ Zzt=- LU di o Z^/ OQQWZzo E Q�O O O viQ O LL (V J Z Z O LU N Q O U w W �L = J z `^ H W ^/ W F _ LL O H LU L0 U) Z O o O� U) � W Q > n :D g>W O J W = W W a U Q W z � W U tn�Z LLI W Y ~ Z ate. BLDG DESIGN: --- STRUCTURALENG: CNS ® DRAFTING: T -DESIGN: --- STRUCT: MR 01 ?110*tN Y QC CHECK: MRB JOB No. PSQ-2171166 SCALE: AS INDICATED FIRST FLOOR FRAMING PLAN DATE: 07/19/17 NOTE: SEE PAGE S6 FOR NOTES AND CONNECTOR LEGEND 1/4"=V-0" S5A 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. A w N CJ U NOTE: SEE PAGE S6 FOR NOTES AND CONNECTOR LEGEND U 0 V C 01 �J1 WALL LEGEND 0 = 9'-4" T.O.M. = INTERIOR/EXTERIOR BEARING WALLS VERIFY = 11'-4" TOP OF HGT. W/ ARCHITECTURAL KNEEWALL PLAN U.N.O. OR LINTEL EXTERIOR FRAME WALL SCHEDULE (PARK SQUARE) WALLS WITH PLASTER OR STUCCO FINISHES WALL HEIGHT STUD & SPECIES SPACING SPACING INTERIOR ZONE END ZONE 8'-0" 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX 9'-4" 2x4 SPF #142 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 #11#2 @ 16" O.C. U.N.O. ON FRAMING PLANS 4. SYP #2 STUDS MAY BE SUBSTITUTED FOR SPF #1/#2 STUDS ONLY. 5. IF EXT. FRAME WALL IS NOT SUPPORTING PLASTER OR STUCCO FINISHES, FRAMER IS TO FOLLOW CHART ABOVE U.N.O. 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 WS09/SD5 U.N.O. ROOF FRAMING PLAN 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. 1/4"=1'-0" a Lu tY U Q IY z Uo QW U� LL O� z N Oz Qo U h - Op w Lu =w H LO =w LU U Z Z ❑ �m O U U Q z ❑ Lu U) O a (D z Q O J ❑ z_ LU f- z H O Lu z 0 U) Lu ❑ W F - coU I— J Q i - z W ❑ LJ x I— U) Z O UZ O Z w v; 0 LU LU LULU J U U) w U7 z :2 p g LL ILwg 1i119gf9 LLl ch aw000a�'°7,r� o LU e®Oo�l� `Y Z 36 ;y' U Qs,�Q CJ o o y� o U` n �'O V W-11 - Z ❑ O W M E 06 W 1--Z�?LLrn o _1 Z ❑�� —0�w.Z^ in ^o ��i ❑ QOOVs m0 �✓ (n0H� W .. o Z ZL Q��~z E c� OU2L�oo C Q�0 a- L L Z O W C4 w N Q O W ILLJ i- LL �- O w O 2 0 Z ~O O -j Us W < > W = W W LU <va W C G � I- a 0° a U N _ W E- p 0O cc Z BLDG DESIGN: --- STRUCTURAL ENG: CNS DRAFTING D -STRUCT: I7 0 II/ \II I JOB No. PSQ-2171166 SCALE: AS INDICATED [Al III IT Al A ---, III A2 I x\ I I r ✓ n =III I,W A3 II V I III 4NA4 n CJ5 A = CJ3 C2 3 c - - ------- -- I r -- I! � ,n I C2 10114— z: H2x6 H2x6 r12X6 r- C1 UOF 2 C1 C C C1 C1 3 3 CJ3 CJ3 Cil v co v -41 H2x6 U NOTE: SEE PAGE S6 FOR NOTES AND CONNECTOR LEGEND U 0 V C 01 �J1 WALL LEGEND 0 = 9'-4" T.O.M. = INTERIOR/EXTERIOR BEARING WALLS VERIFY = 11'-4" TOP OF HGT. W/ ARCHITECTURAL KNEEWALL PLAN U.N.O. OR LINTEL EXTERIOR FRAME WALL SCHEDULE (PARK SQUARE) WALLS WITH PLASTER OR STUCCO FINISHES WALL HEIGHT STUD & SPECIES SPACING SPACING INTERIOR ZONE END ZONE 8'-0" 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX 9'-4" 2x4 SPF #142 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 #11#2 @ 16" O.C. U.N.O. ON FRAMING PLANS 4. SYP #2 STUDS MAY BE SUBSTITUTED FOR SPF #1/#2 STUDS ONLY. 5. IF EXT. FRAME WALL IS NOT SUPPORTING PLASTER OR STUCCO FINISHES, FRAMER IS TO FOLLOW CHART ABOVE U.N.O. 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 WS09/SD5 U.N.O. ROOF FRAMING PLAN 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. 1/4"=1'-0" a Lu tY U Q IY z Uo QW U� LL O� z N Oz Qo U h - Op w Lu =w H LO =w LU U Z Z ❑ �m O U U Q z ❑ Lu U) O a (D z Q O J ❑ z_ LU f- z H O Lu z 0 U) Lu ❑ W F - coU I— J Q i - z W ❑ LJ x I— U) Z O UZ O Z w v; 0 LU LU LULU J U U) w U7 z :2 p g LL ILwg 1i119gf9 LLl ch aw000a�'°7,r� o LU e®Oo�l� `Y Z 36 ;y' U Qs,�Q CJ o o y� o U` n �'O V W-11 - Z ❑ O W M E 06 W 1--Z�?LLrn o _1 Z ❑�� —0�w.Z^ in ^o ��i ❑ QOOVs m0 �✓ (n0H� W .. o Z ZL Q��~z E c� OU2L�oo C Q�0 a- L L Z O W C4 w N Q O W ILLJ i- LL �- O w O 2 0 Z ~O O -j Us W < > W = W W LU <va W C G � I- a 0° a U N _ W E- p 0O cc Z BLDG DESIGN: --- STRUCTURAL ENG: CNS DRAFTING D -STRUCT: MR QC CHECK: MRB JOB No. PSQ-2171166 SCALE: AS INDICATED DATE: 07/19/17 S7A