WIND PRESSURE/ SUCTION DIAGRAM WIND DESIGN LOAD INFORMATION EFFECTIVE WIND AREA (SQ FT) AREA 10 20 50 100 4 (-) (-) (+) (-) (-) (+) (-) (+) (+) (-) (+) (-) (-) (+) (+) (+) WIND PRESSURE & SUCTION (PSF) (+) VALUE DENOTES PRESSURE (-) VALUE DENOTES SUCTION 5 GARAGE DOORS 16'-0" x 7'-0" 9'-0" x 7'-0" 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). 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 WIND SPEED (ULTIMATE) WIND SPEED (ALLOWABLE) WIND EXPOSURE RISK CATEGORY ENCLOSURE CLASSIFICATION INTERNAL PRESSURE COEFFICIENT II ENCLOSED +/- 0.18 DESIGN PRESSURES a 5 5 5 4 4 a 5 a BUILDING TYPE V B WIND SPEED IS BASED ON LINEAR INTERPOLATION FOR THIS SITE. 28.3 32.1 29.7 140 mph 108 mph C 29.1 25.2 27.7 30.8 33.5 39.6 37.0 25.2 28.3 26.6 29.7 30.8 26.6 (+) 21.4 (-) 23.8 (+) 22.3 (-) 27.7 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 GENERAL NOTES 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 40. 3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-l85 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. 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. 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 (f'm = 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 40 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. 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 EPOXY 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. 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 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. 60 60 40" 30 30 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. 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 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-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-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. DRILL A 3/4" Ø HOLE MIN. 6" DEEP AT LOCATION OF OMITTED REBAR, AND INSTALL #5 BAR INTO EPOXY FILLED HOLE. EPOXY TO BE SIMPSON STRONG TIE EPOXY OR EQ. FOLLOW MANU'S INSTRUCTIONS. ASSURE ALL DUST AND DEBRIS FROM DRILLING ARE REMOVED FROM HOLE w/ COMPRESSED AIR PRIOR TO APPLYING EPOXY. ALLOW EPOXY 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. 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. 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. WOOD STUDS MAY BE SUBBED w/ METAL STUDS IN NON-LOAD BEARING WALLS 5. -1/2" ALL THREAD ROD w/ 2" x 2" SQ. WASHER DRILL & EPOXY w/ SIMPSON SET EPOXY 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. -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 BLOCK AFFECTED 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 EPOXIED 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. -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. E 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 16" 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. 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. 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. ALL ENGINEERED LUMBER IS TO HAVE THE MINIMUM DESIGN VALUES AS FOLLOWS: COLUMNS BEAMS WOOD BEARING SURFACES ARE TO BE SYP#2 OR BETTER END GRAIN CONDITION U.N.O. E = 1,700,000 lb/in ² U.N.O. E = 2,000,000 lb/in ² U.N.O. Fb = 2650 Ft = 1650 Fc ||= 3000 Fc _ = 450 Fv = 285 Fb = 3000 Ft = 1700 Fc ||= 3000 Fc _ = 900 Fv = 285 | | STUD E = 1,500,000 lb/in ² U.N.O. Fb = 2200 Ft = 1500 Fc ||= 2100 Fc _ = 450 Fv = 150 | 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. SHEET TITLE DATE DESCRIPTION REV. 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. PROJECT STRUCTURAL ENG: QC CHECK: JOB No. SCALE: DATE: --- PSQ-2171397 AS INDICATED 08/16/17 --- MCD BLDG DESIGN: DRAFTING: --- -DESIGN: -STRUCT: DP PARK SQUARE HOMES 2699 NAPLES, ELEVATION COMMUNITY, LOT THIS RESIDENTIAL STRUCTURE IS DESIGNED TO WITHSTAND THE WIND LOADING IMPOSED IN ACCORDANCE WITH THE LOCATION OF SAID STRUCTURE, PROVISIONS OF CHAPTER 3, AND COMPLIES WITH ALL OTHER PROVISIONS OF THE FLORIDA BUILDING CODE 5th EDITION (2014)-RESIDENTIAL BRYAN E. DAHLKE, P.E. FLORIDA LIC. No. 81439 MONTA CONSULTING & DESIGN OF WMR AND ASSOCIATES, LLC CERT. OF AUTHORIZATION NO. 9177 222 S. WESTMONTE DR., STE. 100 ALTAMONTE SPRINGS, FL 32714 PHONE: (407) 681-1917 www.montaconsulting.com Certification No. 10-243 A R N C B D C NATIONAL COUNCIL OF BUILD ING DESIGNE R CERTI F ICATION I B D STRUCTURAL NOTES SC INDEX OF DRAWINGS SHEET SHEET TITLE MASTER UPDATES NUMBER DATE DESCRIPTION INTIALS 1 8/17/2017 CREATED ELEV 'A', 'B', & 'C' W/ OPTIONAL SITTING @ MASTER & OPTIONAL MASTER BATH DP SC STRUCTURAL NOTES S1ABC FOUNDATION PLAN S5A S6 NOTES & CONNECTOR LEGEND S4ABC LINTEL PLAN S3 FOUNDATION DETAILS FIRST FLOOR FRAMING PLAN S2ABC DOWEL PLACEMENT PLAN S7ABC ROOF FRAMING PLAN S3.1 FOUNDATION DETAILS SD1 GENERAL DETAILS SD2 GENERAL DETAILS SD3 GENERAL DETAILS SD4 GENERAL DETAILS SD5 2-STORY DETAILS SD6 2-STORY DETAILS ST1 GENERAL STAIR DETAILS S8 S5B FIRST FLOOR FRAMING PLAN S5C FIRST FLOOR FRAMING PLAN MODEL SPECIFIC DETAILS
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WIND PRESSURE/SUCTION DIAGRAM
WIND DESIGN LOAD INFORMATION
EFFECTIVEWIND
AREA (SQ FT)
AREA
10
20
50
100
4
(-) (-)
(+) (-) (-)
(+)
(-) (+)
(+)
(-) (+)
(-)
(-) (+)
(+)
(+)
WIND PRESSURE & SUCTION(PSF)(+) VALUE DENOTES PRESSURE(-) VALUE DENOTES SUCTION
5
GARAGE DOORS 16'-0" x 7'-0"9'-0" x 7'-0"
STANDARD DESIGN PRESSURE NOTES
1. ASCE 7-10 WALL DESIGN ALLOWABLE COMPONENTS ANDCLADDING WIND PRESSURES AND SUCTIONS PER FLORIDABUILDING CODE 5th EDITION (2014).
2. MEAN ROOF HEIGHT FOR A TYPICAL SINGLE STORY HOMEIS 15FT, 2 STORY HOME IS 30FT
3. MULTIPLY THE ABOVE PRESSURES BY 1.67 TO GETULTIMATE WIND PRESSURES.
4. "a" = END ZONE IS ONLY W/IN 5'-0" OF ALL EXTERIORBUILDING CORNERS.
5. INDICATED PRESSURES CAN BE INTERPOLATED FOROTHER DOOR SIZES, OTHERWISE USE LOAD ASSOCIATEDWITH THE LOWER EFFECTIVE AREAS.
6. DESIGNATED AREAS WHERE THE ULTIMATE WIND SPEED IS140 MPH OR GREATER IS CONSIDERED TO BE IN THEWIND-BOURNE DEBRIS AREA. OPENING PROTECTIONREQUIRED. REFER TO SECTION R301.2.1.2 OF THERESIDENTIAL CODE FOR SPECIFICATION REQUIREMENTSOF THE USE OF WOOD STRUCTURAL PANELS. REFER TOTABLE R301.2.1.2 FOR ATTACHMENT SPECIFICATIONS
WIND SPEED IS BASEDON LINEAR INTERPOLATION FOR THIS SITE.
28.332.129.7
140 mph108 mph
C
29.1
25.227.7 30.8
33.5
39.6
37.0
25.2
28.3
26.6
29.7
30.826.6
(+) 21.4(-) 23.8
(+) 22.3(-) 27.7
SOIL UNDER SLABS AND UNDER FOOTINGS TO BE COMPACTED TO AT LEAST 95% OFMAX. DRY DENSITY AS DETERMINED BY ASTM- 1557 (MODIFIED PROCTOR) MINIMUMBEARING CAPACITY 2000 PSF
GENERAL NOTES
1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF2500 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 TOASTM A-615 GRADE 40.
3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-l85 FOR 6x6xW1.4xW1.4WWF SHALL BE LAPPED AT LEAST 6" & CONTAIN AT LEAST ONE CROSS WIRE WITHINTHE 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 (EXCLUDINGBEND) 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.
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 OFHOT-DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZEOR COPPER. FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153.
3. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS SHALL BE PERMITTED TO BEOF MECHANICALLY DEPOSITED ZINC-COATED STEEL WITH COATING WEIGHTS INACCORDANCE WITH ASTM B 695, CLASS 55, MINIMUM.
1. HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, TYPE 2,CONFORMING TO ASTM C90, W/ A MINIMUM NET COMPRESSIVE STRENGTH OF 2000PSI (f'm = 1900 PSI)
2. MORTAR SHALL BE TYPE M OR S, CONFORMING TO ASTM C2703. 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 40 STEEL. REINFORCEMENT SHALL BEPLACED IN CENTER OF MASONRY CELL W/ MIN 1/2" CLEARANCE TO INSIDE FACE.
6. VERTICAL REINFORCEMENT SHALL BE HELD IN CENTER OF THE MASONRY/ BLOCKWALL AT THE TOP & BOTTOM & MAXIMUM 8'-0" U.N.O. VERITCALLY. TIES TO THEFOOTING & LINTEL STEEL IS ADEQUATE @ TOP & BOTTOM OF WALL; REBARPOSITIONERS 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 BEND9. EXPANSION TYPE ANCHORS ARE NOT TO BE USED IN BOND COURSE. EMBEDDED
ANCHORS OR EPOXY 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 INTOCELLS BELOW. THE USE OF FELT PAPER AS A STOP IS PROHIBITED.
12. TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY DURINGCONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR
13. DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR (3) DAYS AND NOCONCENTRATED 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 CONCRETECONSOLIDATION.
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 USEDREGARDLESS OF SPECIES U.N.O. ON FRAMING PLANS OR DETAILS. END-JOINTEDLUMBER 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 WOODSHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4.
4. THE PORTIONS OF GLUED-LAMINATED TIMBERS THAT FORM THE STRUCTURALSUPPORTS OF A BUILDING OR OTHER STRUCTURE AND ARE EXPOSED TO WEATHERAND NOT PROPERLY PROTECTED BY A ROOF, EAVE OR SIMILAR COVERING SHALL BEPRESSURE TREATED WITH PRESERVATIVE, OR BE MANUFACTURED FROM NATURALLYDURABLE OR PRESERVATIVE-TREATED WOOD.
5. ALL LUMBER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY (MOISTURECONTENT 19% OR LESS), U.N.O. ALL WATERPROOFING AND FIRE SAFETY SYSTEMS ARETHE RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE DESIGNED AND DETAILEDBY OTHERS.
6. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THECENTER OF THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION SHEILDS. ALLHOLES OVER 1" IN DIA FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH SIMPSONHSS2 STUD SHOES, TYP U.N.O.
7. MANY OF THE PRESSURE TREATED WOODS USE CHEMICALS THAT ARE CORROSIVETO STEEL. IT IS THE BUILDER'S RESPONSIBILITY TO VERIFY THE TYPE OF WOODTREATMENT AND TO SELECT APPROPRIATE CONNECTORS THAT RESIST CORROSION.FOR EXAMPLE. ACQ-C, ACQ-D, CBA-A OR CA-B REQUIRE HOT-DIPPED GALVANIZED ORSTAINLESS STEEL FASTENERS. DOR SODIUM BORATE (SBX) DOES NOT.
8. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH, CONCRETE OR MASONRYIS TO BE PRESSURE TREATED.
9. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE ORMASONRY. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUTWOODEN TOP PLATES.
10. SEE PLAN FOR BUILT UP STUD COLUMN AND BEAM NAILING PATTERNS
THE SOIL UNDER THIS STRUCTURE SHALL BE TREATED FOR THEPREVENTION OF SUBTERRANEAN TERMITES, OR A PERIMITER TREATMENT(BORACARE) MAY BE USED, IN ACCORDANCE WITH RULES AND LAWSESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE ANDCONSUMER SERVICES.
60
60
40"
30
30
IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE THAT ALL METAL CONNECTORS,METAL FASTENERS, ANCHORS, AND NAILS ARE THE APPROPRIATE MATERIALAND/OR HAVE THE APPROPRIATE COATING FOR USE WITH THE DIFFERENT TYPESOF PRESSURE TREATED WOODS, AS PER THE FOLLOWING GUIDELINES.
1. WOOD TREATED WITH DOT SODIUM BORATE(SBX): CONNECTORS SHALL BE AMINIMUM 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 THEPRESERVATIVE WOOD TREATER.
4. STAINLESS STEEL CONNECTORS AND FASTENERS MAYBE USED WITH ALL TYPESOF PRESSURE TREATED WOOD.
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 AREONLY REQUIRED ON MEMBERS IN WALLS THAT ARE EXPOSED TO UPLIFT OR LATERALFORCES. 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 WALLSAND STRUCTURAL PLANS FOR MORE INFO.
2. TRUSSES SHALL BE DESIGNED BY MWFRS METHODOLOGY FOR LONG SPAN TRUSSES TODETERMINE UPLIFT AND REACTION VALUES. MEMBER AND PLATE DESIGN TO BECALCULATED BY COMPONENTS AND CLADDING METHOD UNLESS SPECIFIED OTHERWISE BYTRUSS ENGINEER OF RECORD3. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THELATEST EDITION OF ANSI TPI 1.4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED BY TRUSSMANUFACTURER UNLESS NOTED ON PLANS5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION OF
TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE DESIGNED BYTRUSS MANUFACTURER IN ACCORDANCE WITH THE DESIGN LOADS.
GENERAL LOADING:ATTIC WITHOUT STORAGE = 10 PSFATTIC WITH LIMITED STORAGE = 20 PSFGUARDRAILS / HANDRAILS = 200 LB POINT LOAD / 50 PSFGUARDRAILS IN-FILL COMPONENTS = 50 PSFGENERAL 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 ISLESS THAN 2FT). BLOCKING TO TRUSS TOP CHORD w/ (2) 12d NAILS @ 12” O.C. MAX & 4” FROMEA. 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. TRUSSMEMBER w/ (3) 12d NAILS. SPACE “X” BRACING ALONG TRUSS SPAN @ 10'-0” MAX ANDEQUALLY SPACED FROM END OF TRUSS. “X” BRACING TO START 20'-0” MAX FROM #1 HIPGIRDER AND / OR (4) BAYS AFTER GABLE END BRACING. SEE BCSI-B3 SECTIONS 1, 2 AND 3FOR ADDITIONAL ROOF PLANE PERMANENT BRACING REQUIREMENTS.
-PERMANENT 2x4 SPF #2 (MIN.) CONT. LATERAL TRUSS BOTTOM CHORD BRACINGPERPENDICULAR TO TRUSS SPAN AT 15'-0” O.C. MAX W/IN TRUSS SPAN OR PER TRUSSDESIGN DRAWINGS. ATTACH W/ (2) 16d NAILS AT EACH TRUSS. OVERLAP BRACING AT LEASTONE TRUSS SPACE (24”) PLUS 6” MIN PAST BOTTOM CHORD.
-INSTALL PERMANENT 2x CONTINUOUS LATERAL BRACE (CLB) ACROSS TRUSS WEBSAS 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 REINFORCEMENTTABLE WITHIN BCSI-B3).
-AT RAISED HEEL TRUSSES, 2x4 SYP #2 (MIN.) AT TOP AND BOTTOM OF HEEL W/ (2) 12dTOENAILS REQ'D. EXT. SHEATHING MUST BE ATTACHED TO RAISED HEEL TRUSS ANDINDICATED BLOCKING. ALTERNATE IF HEEL HEIGHT IS LESS THAN 12” TALL: 2x4 SYP #2BEHIND THE TRUSS VERT. RUNNING FROM TOP TO BOTTOM ACROSS MAX 4 TRUSSES, THENBOTTOM 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, BEARINGPOINTS, AND SIMILAR CONDITIONS. TRUSS SHOP DRAWINGS SHALL SHOW ALL TRUSSES, ALLBRACING MEMBERS, AND ALL TRUSS TO TRUSS HANGERS.
1.DRILL A 3/4" Ø HOLE MIN. 6" DEEP AT LOCATION OF OMITTED REBAR, AND INSTALL #5 BARINTO EPOXY FILLED HOLE. EPOXY TO BE SIMPSON STRONG TIE EPOXY OR EQ. FOLLOWMANU'S INSTRUCTIONS. ASSURE ALL DUST AND DEBRIS FROM DRILLING ARE REMOVEDFROM HOLE w/ COMPRESSED AIR PRIOR TO APPLYING EPOXY. ALLOW EPOXY TO CURE TOMANU'S SPECIFICATIONS, THEN FILL CELL IN NORMAL WAY DURING BONDBEAM POUR. USE30" MIN. LAP SPLICE. HOOKS AT TOP OF BAR TO BE MIN. 12 BAR DIAMETERS(EXCLUDINGBEND).
2.MAY SUB STRAPS/CONNECTORS w/ STRAPS/CONNECTORS OF EQUAL OR GREATER UPLIFT& LATERAL RESISTANCE VALUES IN FIELD WITHOUT VERIFICATION, PROVIDED ALLMANUFACTURER'S INSTALLATION INSTRUCTIONS ARE FOLLOWED.
3.2X12'S MAY BE USED ILO TIMBERSTRANDS FOR STAIR STRINGERS. RIM BOARDS MAY BEUSED FOR RISERS & TREADS ILO 2x12'S (SEE GEN. STAIR DETS FOR ADDIT'L INFO.)
4.WOOD STUDS MAY BE SUBBED w/ METAL STUDS IN NON-LOAD BEARING WALLS
5.-1/2" ALL THREAD ROD w/ 2" x 2" SQ. WASHER DRILL & EPOXY w/ SIMPSON SET EPOXY WITHMIN. 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.-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 BLOCK AFFECTED ONEA.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 EPOXIED INTO TIE BEAM/FTG-FOR BLOCKS NOT STAGGERED, GROUT FILL CELL EA. SIDE OF JOINT AND PROVIDE (1) #5VERT. REINF. IN EA. CELL, CONT. PER PLAN.
7. -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) COURSESIN WALL ALONG AREA AFFECTED & TIE BEAM AND VERTICAL CELLS PER PLAN-FOR CMU OVERHANGING FOUNDATION OVER 1-1/8", CONTACT EOR FOR REPAIRS.
E
1. MATERIAL SPECS: WIDE FLANGE SECTIONS: ASTM A992, GRADE 36, Fy=36 KSI. TUBESTEEL (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 BOLTSSHALL 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 SHALLCONFORM TO ASTM F1554 ALL BOLTS CAST IN CONCRETE: ASTM A36 OR ASTM A-307SHOP AND FIELD WELDS: E70XX ELECTRODES STEEL REINF.T SHOP DWGS TO BEPROVIDED TO EOR BEFORE FABRICATION FOR REVIEW AND APPROVAL. WELDEDCONNECTIONS: ELECTRODES - E70XX UNO (LOW HYDROGEN). FILLET WELDS SHALL BE3
16" 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 BYARCHITECT) EXCEPT FOR AREAS WHICH WILL RECEIVE SPRAY-ON FIRE PROTECTION.
5. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY STANDARDINSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND SPECS (IF PROVIDED).SUBMIT REPORTS TO ARCHITECT AND ENGINEER.
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.
1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIRSURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2-INCH(12.7MM) GYPSUM BOARD.
ALL ENGINEERED LUMBER IS TO HAVE THE MINIMUM DESIGN VALUES AS FOLLOWS:COLUMNS BEAMS
WOOD BEARING SURFACES ARE TO BE SYP#2 OR BETTER END GRAINCONDITION U.N.O.
E = 1,700,000 lb/in ² U.N.O. E = 2,000,000 lb/in ² U.N.O.
Fb = 2650
Ft = 1650
Fc ||= 3000
Fc _ = 450
Fv = 285
Fb = 3000
Ft = 1700
Fc ||= 3000
Fc _ = 900
Fv = 285
| |
STUDE = 1,500,000 lb/in ² U.N.O.
Fb = 2200
Ft = 1500
Fc ||= 2100
Fc _ = 450
Fv = 150
|
CONSTRUCTION MEANS & METHODS ARE THE SOLE RESPONSIBILITY OF THECONTRACTOR. THE STRUCTURE IS UNSTABLE UNTIL ALL LOAD BEARING WALLS AREERECTED & TRUSS / FRAME MEMBERS ARE CONNECTED PROPERLY PER APPROVEDFRAMING PLANS / DETAILS ALONG W/ CONNECTOR & COMPONENT MANUFACTURERS'SPECIFICATIONS. UNTIL SUCH TIME, TEMPORARY BRACING & SHORING OF WALLS ANDFRAME MEMBERS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
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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.
CONTROL JOINTS (IF SHOWN) ARE NOT REQUIRED BY CODE BUT ARESUGGESTED (ESPECIALLY WHEN USING FIBER REINF. CONC.)CONTROL JOINTS TO BE SAW CUT A DEPTH OF 1/4" OF THETHICKNESS OF THE SLAB. FILL CUT W/APPROVED JOINT MATERIAL ORUSE ALTERNATE APPROVED METHOD.
EXTERIOR SLABS SHALL SLOPE 1/8" PER FOOT AWAY FROM HOUSE.
CONSULT W/MAN. SPECIFICATIONS PRIOR TO POURING ORRECESSING DOOR SILLS.
VERT. #5 BAR TO BE HOOKED AT TOP & BOTTOM (FTG. & TIE BEAMENDS) W/MIN. 12 BAR DIAMETER LEGS EXCLUDING BEND @ EA. END.LAP SPLICES SHALL BE NO LESS THAN 30".
PROVIDE 4" 2500PSI CONC. SLAB W/ 6x6xW1.4xW1.4 WELDED WIRE MESHPLACED AT MID DEPTH ON 6 MIL. VAPOR BARRIER ON COMPACTED FILL(FIBER MESH MAY BE USED ILO WWM, WHEN FIBER MESH. MEETS OREXCEEDS SPECIFICATIONS SET FORTH IN CURRENT CODE EDITION.
PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BELAPPED MIN. 6" AND SEALED.
6.
5.
4.
3.
1.
2.
MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINED BYCOMMUNITY & COUNTY CODES.
7.
FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICALSYSTEMS SHALL BE RAISED AT LEAST 3" ABOVE THE FINISHED GRADEAND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATIONINSTRUCTIONS.
8.
NO WOOD STAKES PERMITTED IN FOUNDATION.9.
PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPEDDOWN. SEE SHEET S3 FOR ADDITIONAL INFORMATION. GC TODETERMINE STEP LOCATIONS IF REQUIRED
10.
SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDSAND LAP SPLICE. SEE DTL MF09 AND MF10 ON S3 FOR STANDARDFOOTING STEP DOWN AND CORNER INFORMATION.
11.
ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCESHALL BE ELEVATED A MIN OF 18". CONTRACTOR TO PROVIDE SUCHPLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION
12.
ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTERCOMPACTION: 2000 PSF (SEE SOILS REPORT AND SPECIFICATIONSFOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THEPROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERALCONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TOFOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN.SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS,COMPACTED IN 12" LIFTS TO AT LEAST 95% OF MAX. DRY DENSITY ASDETERMINED BY ASTM - 1557 ( MODIFIED PROCTOR ).THE FOUNDATION SIZES INDICATED ON THE FOUNDATION PLAN HASBEEN DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000PSF.
13.
PENDING SITE CONDITIONS, IF STEMWALL IS REQUIRED, G.C. TODETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. SEESTEMWALL CHART ON S3 FOR REQUIRED REINFORCEMENT ANDFOOTING SIZES PENDING DEPTH OF STEMWALL.
14.
FOUNDATION NOTES:
FOOTING SCHEDULE12"x12"x12" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (2) # 5 E.W.
12"x24"x12" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (2) # 5 PARALLEL TO24" SIDE @3" O.C. & MIN(3) #5 PARALLEL TO 12"
SIDE @6" O.C.24"x24"x12" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (3) # 5 E.W.
28"x28"x12" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (4) # 5 E.W.
30"x30"x12" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (4) # 5 E.W.
32"x32"x12" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (5) # 5 E.W.
36"x36"x12" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (5) # 5 E.W.
42"x42"x12" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (6) # 5 E.W.
42"x42"x16" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (6) # 5 E.W.
48"x48"x12" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (7) # 5 E.W.
48"x48"x16" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (7) # 5 E.W.
48"x48"x24" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (8) # 5 E.W.
52"x52"x12" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (7) # 5 E.W.
54"x54"x16" dp w/#5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (8) # 5 E.W.
54"x54"x24" dp w/#5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (9) # 5 E.W.
60"x60"x16" dp w/#5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (9) # 5 E.W.
66"x66"x16" dp w/#5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (10) # 5 E.W.
1
1A
2
2.3
2.5
2.6
3
3.5
3.5A
4
4A
4B
4.3
4.5
4.5A
5
5.5
MF04
S3
2'-6
"
MF03
S3
MF07
S3
SF03S3.1
(-)0
'-3 1
/2"
7'-6
"
5'-8"
3.5
MF05
S3
4"
6'-0 1/2"
11 1/2"
(-)0'-4" 1/8
" / F
T.
PIT
CH
27'-8"
8" 13'-10" 13'-2"
7'-4
"8"
8'-0
"6
1'-4
"
22'
-2 1
/2"
2 2
MF08
S3
MF08S3
MF08S3
22'
-0"
MF01
S3
SF01
S3.1
69'
-4"
7'-0
"
3.5
4" THICK CONC. SLAB W/FIBERMESH. OVER 6 MIL VAPORBARRIER OVER COMPACTED FILL.
0'-0" FIN. FLR.
(-)0'-4"
1/8
" / F
T.
PIT
CH
CONC.PAD W/OPT DR.
A/CPAD
1/8
" / F
T.
PIT
CH (-)0'-4"
40'-0"
12'-4"
2'-0"
16'-0" 2'-0" 8'-0"
9'-0" 1'-0"
30'-0" 10'-0"
40'-0"
1'-0
"5
'-0"
6'-0
"5
9'-8
"
69'
-4"
3'-8
"
9'-8
"10'-0" (2-STORY FTG)
MF11S3
MF13S3
SF04S3
MF13S3
SF04S3
MD01
SD1
MD01
SD1MD01
SD1
2.6
MF03
S3
21'
-0"
18'
-4"
2'-8
"
2'-8"19'-8"
3'-4
"1
2'-4
"2
'-6 1
/2"
22'
-1 1
/2"
11'-6"6'-4"3'-8"18'-6"
MF03
S3
MF03
S3MF02
S3
SF02S3.1
MF02
S3
SF02
S3.1
MF08
S3
MF08
S3
MF06
S3
MF06
S3
10'
-6 1
/2"
MF01
S3
SF01S3.1
MF01S3
SF01S3.1
MF11S3
MF01S3
SF01S3.1
MF01S3
SF01
S3.1
SF01S3.1
MF01
S3
MF01S3
SF01
S3.1
2.3
2.5
7'-0"
29'
-8"
(2-S
TO
RY
FT
G)
30'
-0"
22'
-0"
17'
-4"
(2-S
TO
RY
FT
G)
MF06
S3
2
1 3'-8 1/2" 17'-9 1/2"
3'-6
"
11'
-4"
4'-8
"3
'-0"
2'-0"
2'-4
"
7'-0
"2
'-8"
2.3
2.3
2.3
3
3.5MD10
7'-0
"
2.5
3
1'-0"1'-0"
29'
-0"
SYMBOLS LEGEND
INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5CONT. FTG. TO TIE BEAM.
INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60 #5CONT. FTG. TO TIE BEAM ( O.C. MAX U.N.O.)
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.
6'-0"
FO
UN
DA
TIO
N P
LAN
S1ABC
SH
EE
T T
ITLE
DA
TE
DE
SC
RIP
TIO
NR
EV
.
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.
PR
OJE
CT
STRUCTURAL ENG:
QC CHECK:
JOB No.
SCALE:
DATE:
---
PSQ-2171397
AS INDICATED
08/16/17
---
MCD
BLDG DESIGN:
DRAFTING:
----DESIGN:-STRUCT: DP
PA
RK
SQ
UA
RE
HO
ME
S2
69
9 N
AP
LE
S,
EL
EV
AT
ION
CO
MM
UN
ITY
, L
OT
TH
IS R
ES
IDE
NT
IAL
ST
RU
CT
UR
E I
S D
ES
IGN
ED
TO
WIT
HS
TA
ND
TH
E W
IND
LO
AD
ING
IM
PO
SE
D I
N A
CC
OR
DA
NC
E W
ITH
TH
E L
OC
AT
ION
OF
SA
ID S
TR
UC
TU
RE
, PR
OV
ISIO
NS
OF
CH
AP
TE
R 3
, AN
D C
OM
PLI
ES
WIT
H A
LL O
TH
ER
PR
OV
ISIO
NS
OF
TH
E F
LOR
IDA
BU
ILD
ING
CO
DE
5th
ED
ITIO
N (
2014
)-R
ES
IDE
NT
IAL
BR
YA
N E
. DA
HLK
E,
P.E
.
FLO
RID
A L
IC.
No
. 814
39
MO
NT
A C
ON
SU
LTIN
G &
DE
SIG
NO
F W
MR
AN
D A
SS
OC
IAT
ES
, LLC
CE
RT
. O
F A
UT
HO
RIZ
AT
ION
NO
. 917
72
22 S
. W
ES
TM
ON
TE
DR
., S
TE
. 100
ALT
AM
ON
TE
SP
RIN
GS
, F
L 3
2714
PH
ON
E:
(40
7)
681-
1917
ww
w.m
on
taco
nsu
lting
.com
Cer
tific
atio
n N
o. 1
0-24
3A
R
N
C
B
D
CN
AT
ION
AL
CO
UN
CIL
OF
BUILDING DESIGNER
CERTIFICATIO
N
IB
D
1/4"=1'-0"
14.
CONTROL JOINTS (IF SHOWN) ARE NOT REQUIRED BY CODE BUT ARESUGGESTED (ESPECIALLY WHEN USING FIBER REINF. CONC.)CONTROL JOINTS TO BE SAW CUT A DEPTH OF 1/4" OF THETHICKNESS OF THE SLAB. FILL CUT W/APPROVED JOINT MATERIAL ORUSE ALTERNATE APPROVED METHOD.
EXTERIOR SLABS SHALL SLOPE 1/8" PER FOOT AWAY FROM HOUSE.
CONSULT W/MAN. SPECIFICATIONS PRIOR TO POURING ORRECESSING DOOR SILLS.
VERT. #5 BAR TO BE HOOKED AT TOP & BOTTOM (FTG. & TIE BEAMENDS) W/MIN. 12 BAR DIAMETER LEGS EXCLUDING BEND @ EA. END.LAP SPLICES SHALL BE NO LESS THAN 30".
PROVIDE 4" 2500PSI CONC. SLAB W/ 6x6xW1.4xW1.4 WELDED WIRE MESHPLACED AT MID DEPTH ON 6 MIL. VAPOR BARRIER ON COMPACTED FILL(FIBER MESH MAY BE USED ILO WWM, WHEN FIBER MESH. MEETS OREXCEEDS SPECIFICATIONS SET FORTH IN CURRENT CODE EDITION.
PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BELAPPED MIN. 6" AND SEALED.
6.
5.
4.
3.
1.
2.
MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINED BYCOMMUNITY & COUNTY CODES.
7.
FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICALSYSTEMS SHALL BE RAISED AT LEAST 3" ABOVE THE FINISHED GRADEAND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATIONINSTRUCTIONS.
8.
NO WOOD STAKES PERMITTED IN FOUNDATION.9.
PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPEDDOWN. SEE SHEET S3 FOR ADDITIONAL INFORMATION. GC TODETERMINE STEP LOCATIONS IF REQUIRED
10.
SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDSAND LAP SPLICE. SEE DTL MF09 AND MF10 ON S3 FOR STANDARDFOOTING STEP DOWN AND CORNER INFORMATION.
11.
ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCESHALL BE ELEVATED A MIN OF 18". CONTRACTOR TO PROVIDE SUCHPLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION
12.
ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTERCOMPACTION: 2000 PSF (SEE SOILS REPORT AND SPECIFICATIONSFOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THEPROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERALCONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TOFOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN.SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS,COMPACTED IN 12" LIFTS TO AT LEAST 95% OF MAX. DRY DENSITY ASDETERMINED BY ASTM - 1557 ( MODIFIED PROCTOR ).THE FOUNDATION SIZES INDICATED ON THE FOUNDATION PLAN HASBEEN DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000PSF.
13.
PENDING SITE CONDITIONS, IF STEMWALL IS REQUIRED, G.C. TODETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. SEESTEMWALL CHART ON S3 FOR REQUIRED REINFORCEMENT ANDFOOTING SIZES PENDING DEPTH OF STEMWALL.
14.
FOUNDATION NOTES:
FOOTING SCHEDULE12"x12"x12" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (2) # 5 E.W.
12"x24"x12" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (2) # 5 PARALLEL TO24" SIDE @3" O.C. & MIN(3) #5 PARALLEL TO 12"
SIDE @6" O.C.24"x24"x12" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (3) # 5 E.W.
28"x28"x12" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (4) # 5 E.W.
30"x30"x12" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (4) # 5 E.W.
32"x32"x12" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (5) # 5 E.W.
36"x36"x12" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (5) # 5 E.W.
42"x42"x12" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (6) # 5 E.W.
42"x42"x16" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (6) # 5 E.W.
48"x48"x12" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (7) # 5 E.W.
48"x48"x16" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (7) # 5 E.W.
48"x48"x24" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (8) # 5 E.W.
52"x52"x12" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (7) # 5 E.W.
54"x54"x16" dp w/#5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (8) # 5 E.W.
54"x54"x24" dp w/#5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (9) # 5 E.W.
60"x60"x16" dp w/#5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (9) # 5 E.W.
66"x66"x16" dp w/#5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (10) # 5 E.W.
1
1A
2
2.3
2.5
2.6
3
3.5
3.5A
4
4A
4B
4.3
4.5
4.5A
5
5.5
MF04
S3
2'-6
"
MF03
S3
MF07
S3
SF03S3.1
(-)0
'-3 1
/2"
7'-6
"
5'-8"
3.5
MF05
S3
4"
6'-0 1/2"
11 1/2"
4" THICK CONC. SLAB W/FIBERMESH. OVER 6 MIL VAPORBARRIER OVER COMPACTED FILL.
0'-0" FIN. FLR.
(-)0'-4"
1/8
" / F
T.
PIT
CH
CONC.PAD W/OPT DR.
A/CPAD
1/8
" / F
T.
PIT
CH (-)0'-4"
40'-0"
12'-4"
2'-0"
16'-0" 2'-0" 8'-0"
9'-0" 1'-0"
30'-0" 10'-0"
40'-0"
1'-0
"5
'-0"
6'-0
"5
9'-8
"
69'
-4"
3'-8
"
9'-8
"10'-0" (2-STORY FTG)
MF11S3
MF13S3
SF04S3
MF13S3
SF04S3
MD01
SD1
MD01
SD1MD01
SD1
2.6
MF03
S3
21'
-0"
18'
-4"
2'-8
"
2'-8"19'-8"
3'-4
"1
2'-4
"2
'-6 1
/2"
22'
-1 1
/2"
11'-6"6'-4"3'-8"18'-6"
MF03
S3
MF03
S3MF02
S3
SF02S3.1
MF02
S3
SF02
S3.1
MF08
S3
MF08
S3
MF06
S3
MF06
S3
10'
-6 1
/2"
MF01
S3
SF01S3.1
MF01S3
SF01S3.1
MF11S3
MF01S3
SF01S3.1
MF01S3
SF01
S3.1
SF01S3.1
MF01
S3
MF01S3
SF01
S3.1
2.3
2.5
7'-0"
29'
-8"
(2-S
TO
RY
FT
G)
30'
-0"
22'
-0"
17'
-4"
(2-S
TO
RY
FT
G)
MF06
S3
2
1 3'-8 1/2" 17'-9 1/2"
3'-6
"
11'
-4"
4'-8
"3
'-0"
2'-0"
2'-4
"
7'-0
"2
'-8"
2.3
2.3
2.3
3
3.5MD10
7'-0
"
2.5
3
1'-0"1'-0"
30'
-0"
15'-0" 12'-8"
(-)0'-4" 1/8
" / F
T.
PIT
CH
MF01S3
SF01S3.1
MF01
S3
SF01S3.1
MF01
S3
SF01
S3.1
MF08
S3
69'
-4"
30'
-1 1
/2"
2.5
8'-0
"
1'-0
"7
'-0"
2.5
8'-0
"1
'-0"
7'-0
"
37'
-0"
SYMBOLS LEGEND
INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5CONT. FTG. TO TIE BEAM.
INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60 #5CONT. FTG. TO TIE BEAM ( O.C. MAX U.N.O.)
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.
6'-0"
FO
UN
DA
TIO
N P
LAN
S1ABC.1
SH
EE
T T
ITLE
DA
TE
DE
SC
RIP
TIO
NR
EV
.
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.
PR
OJE
CT
STRUCTURAL ENG:
QC CHECK:
JOB No.
SCALE:
DATE:
---
PSQ-2171397
AS INDICATED
08/16/17
---
MCD
BLDG DESIGN:
DRAFTING:
----DESIGN:-STRUCT: DP
PA
RK
SQ
UA
RE
HO
ME
S2
69
9 N
AP
LE
S,
EL
EV
AT
ION
CO
MM
UN
ITY
, L
OT
TH
IS R
ES
IDE
NT
IAL
ST
RU
CT
UR
E I
S D
ES
IGN
ED
TO
WIT
HS
TA
ND
TH
E W
IND
LO
AD
ING
IM
PO
SE
D I
N A
CC
OR
DA
NC
E W
ITH
TH
E L
OC
AT
ION
OF
SA
ID S
TR
UC
TU
RE
, PR
OV
ISIO
NS
OF
CH
AP
TE
R 3
, AN
D C
OM
PLI
ES
WIT
H A
LL O
TH
ER
PR
OV
ISIO
NS
OF
TH
E F
LOR
IDA
BU
ILD
ING
CO
DE
5th
ED
ITIO
N (
2014
)-R
ES
IDE
NT
IAL
BR
YA
N E
. DA
HLK
E,
P.E
.
FLO
RID
A L
IC.
No
. 814
39
MO
NT
A C
ON
SU
LTIN
G &
DE
SIG
NO
F W
MR
AN
D A
SS
OC
IAT
ES
, LLC
CE
RT
. O
F A
UT
HO
RIZ
AT
ION
NO
. 917
72
22 S
. W
ES
TM
ON
TE
DR
., S
TE
. 100
ALT
AM
ON
TE
SP
RIN
GS
, F
L 3
2714
PH
ON
E:
(40
7)
681-
1917
ww
w.m
on
taco
nsu
lting
.com
Cer
tific
atio
n N
o. 1
0-24
3A
R
N
C
B
D
CN
AT
ION
AL
CO
UN
CIL
OF
BUILDING DESIGNER
CERTIFICATIO
N
IB
D
1/4"=1'-0"
14.
CONTROL JOINTS (IF SHOWN) ARE NOT REQUIRED BY CODE BUT ARESUGGESTED (ESPECIALLY WHEN USING FIBER REINF. CONC.)CONTROL JOINTS TO BE SAW CUT A DEPTH OF 1/4" OF THETHICKNESS OF THE SLAB. FILL CUT W/APPROVED JOINT MATERIAL ORUSE ALTERNATE APPROVED METHOD.
EXTERIOR SLABS SHALL SLOPE 1/8" PER FOOT AWAY FROM HOUSE.
CONSULT W/MAN. SPECIFICATIONS PRIOR TO POURING ORRECESSING DOOR SILLS.
VERT. #5 BAR TO BE HOOKED AT TOP & BOTTOM (FTG. & TIE BEAMENDS) W/MIN. 12 BAR DIAMETER LEGS EXCLUDING BEND @ EA. END.LAP SPLICES SHALL BE NO LESS THAN 30".
PROVIDE 4" 2500PSI CONC. SLAB W/ 6x6xW1.4xW1.4 WELDED WIRE MESHPLACED AT MID DEPTH ON 6 MIL. VAPOR BARRIER ON COMPACTED FILL(FIBER MESH MAY BE USED ILO WWM, WHEN FIBER MESH. MEETS OREXCEEDS SPECIFICATIONS SET FORTH IN CURRENT CODE EDITION.
PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BELAPPED MIN. 6" AND SEALED.
6.
5.
4.
3.
1.
2.
MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINED BYCOMMUNITY & COUNTY CODES.
7.
FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICALSYSTEMS SHALL BE RAISED AT LEAST 3" ABOVE THE FINISHED GRADEAND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATIONINSTRUCTIONS.
8.
NO WOOD STAKES PERMITTED IN FOUNDATION.9.
PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPEDDOWN. SEE SHEET S3 FOR ADDITIONAL INFORMATION. GC TODETERMINE STEP LOCATIONS IF REQUIRED
10.
SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDSAND LAP SPLICE. SEE DTL MF09 AND MF10 ON S3 FOR STANDARDFOOTING STEP DOWN AND CORNER INFORMATION.
11.
ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCESHALL BE ELEVATED A MIN OF 18". CONTRACTOR TO PROVIDE SUCHPLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION
12.
ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTERCOMPACTION: 2000 PSF (SEE SOILS REPORT AND SPECIFICATIONSFOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THEPROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERALCONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TOFOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN.SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS,COMPACTED IN 12" LIFTS TO AT LEAST 95% OF MAX. DRY DENSITY ASDETERMINED BY ASTM - 1557 ( MODIFIED PROCTOR ).THE FOUNDATION SIZES INDICATED ON THE FOUNDATION PLAN HASBEEN DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000PSF.
13.
PENDING SITE CONDITIONS, IF STEMWALL IS REQUIRED, G.C. TODETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. SEESTEMWALL CHART ON S3 FOR REQUIRED REINFORCEMENT ANDFOOTING SIZES PENDING DEPTH OF STEMWALL.
14.
FOUNDATION NOTES:
FOOTING SCHEDULE12"x12"x12" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (2) # 5 E.W.
12"x24"x12" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (2) # 5 PARALLEL TO24" SIDE @3" O.C. & MIN(3) #5 PARALLEL TO 12"
SIDE @6" O.C.24"x24"x12" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (3) # 5 E.W.
28"x28"x12" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (4) # 5 E.W.
30"x30"x12" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (4) # 5 E.W.
32"x32"x12" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (5) # 5 E.W.
36"x36"x12" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (5) # 5 E.W.
42"x42"x12" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (6) # 5 E.W.
42"x42"x16" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (6) # 5 E.W.
48"x48"x12" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (7) # 5 E.W.
48"x48"x16" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (7) # 5 E.W.
48"x48"x24" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (8) # 5 E.W.
52"x52"x12" dp w/ #5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (7) # 5 E.W.
54"x54"x16" dp w/#5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (8) # 5 E.W.
54"x54"x24" dp w/#5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (9) # 5 E.W.
60"x60"x16" dp w/#5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (9) # 5 E.W.
66"x66"x16" dp w/#5's EQUALLY SPACED EA.WAY MIN. 2" HORIZ. CLEARANCE BETWEENBARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (10) # 5 E.W.
1
1A
2
2.3
2.5
2.6
3
3.5
3.5A
4
4A
4B
4.3
4.5
4.5A
5
5.5
(-)0'-4" 1/8
" / F
T.
PIT
CH
27'-8"
8" 13'-10" 13'-2"
7'-4
"8"
8'-0
"6
1'-4
"
22'
-2 1
/2"
2 2
MF08
S3
MF08S3
MF08S3
22'
-0"
MF01
S3
SF01
S3.1
69'
-4"
7'-0
"
3.5
4" THICK CONC. SLAB W/FIBERMESH. OVER 6 MIL VAPORBARRIER OVER COMPACTED FILL.
0'-0" FIN. FLR.
(-)0'-4"
1/8
" / F
T.
PIT
CH
CONC.PAD W/OPT DR.
A/CPAD
1/8
" / F
T.
PIT
CH (-)0'-4"
40'-0"
12'-4"
2'-0"
16'-0" 2'-0" 8'-0"
9'-0" 1'-0"
30'-0" 10'-0"
40'-0"
1'-0
"5
'-0"
6'-0
"5
9'-8
"
69'
-4"
3'-8
"
9'-8
"10'-0" (2-STORY FTG)
MF11S3
MF13S3
SF04S3
MF13S3
SF04S3
MD01
SD1
MD01
SD1MD01
SD1
2.6
MF03
S3
21'
-0"
18'
-4"
2'-8
"
2'-8"19'-8"
3'-4
"1
2'-4
"2
'-6 1
/2"
22'
-1 1
/2"
11'-6"6'-4"3'-8"18'-6"
MF03
S3
MF03
S3MF02
S3
SF02S3.1
MF02
S3
SF02
S3.1
MF08
S3
MF08
S3
MF06
S3
MF06
S3
10'
-6 1
/2"
MF01
S3
SF01S3.1
MF01S3
SF01S3.1
MF11S3
MF01S3
SF01S3.1
MF01S3
SF01
S3.1
SF01S3.1
MF01
S3
MF01S3
SF01
S3.1
2.3
2.5
7'-0"
29'
-8"
(2-S
TO
RY
FT
G)
30'
-0"
22'
-0"
17'
-4"
(2-S
TO
RY
FT
G)
MF06
S3
2
1 3'-8 1/2" 17'-9 1/2"
3'-6
"
11'
-4"
4'-8
"3
'-0"
2'-0"
2'-4
"
7'-0
"2
'-8"
2.3
2.3
2.3
3
3.5MD10
7'-0
"
2.5
3
1'-0"1'-0"
(-)0'-3 1/2"
MF04
S3
1'-8
"
3.5
MF03
S3
MF07S3
SF03
S3.1
4'-0
"
7'-0"
4"
6'-0 1/2"
11 1/2"
29'
-0"
SYMBOLS LEGEND
INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5CONT. FTG. TO TIE BEAM.
INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60 #5CONT. FTG. TO TIE BEAM ( O.C. MAX U.N.O.)
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.
6'-0"
FO
UN
DA
TIO
N P
LAN
S1ABC.2
SH
EE
T T
ITLE
DA
TE
DE
SC
RIP
TIO
NR
EV
.
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.
PR
OJE
CT
STRUCTURAL ENG:
QC CHECK:
JOB No.
SCALE:
DATE:
---
PSQ-2171397
AS INDICATED
08/16/17
---
MCD
BLDG DESIGN:
DRAFTING:
----DESIGN:-STRUCT: DP
PA
RK
SQ
UA
RE
HO
ME
S2
69
9 N
AP
LE
S,
EL
EV
AT
ION
CO
MM
UN
ITY
, L
OT
TH
IS R
ES
IDE
NT
IAL
ST
RU
CT
UR
E I
S D
ES
IGN
ED
TO
WIT
HS
TA
ND
TH
E W
IND
LO
AD
ING
IM
PO
SE
D I
N A
CC
OR
DA
NC
E W
ITH
TH
E L
OC
AT
ION
OF
SA
ID S
TR
UC
TU
RE
, PR
OV
ISIO
NS
OF
CH
AP
TE
R 3
, AN
D C
OM
PLI
ES
WIT
H A
LL O
TH
ER
PR
OV
ISIO
NS
OF
TH
E F
LOR
IDA
BU
ILD
ING
CO
DE
5th
ED
ITIO
N (
2014
)-R
ES
IDE
NT
IAL
BR
YA
N E
. DA
HLK
E,
P.E
.
FLO
RID
A L
IC.
No
. 814
39
MO
NT
A C
ON
SU
LTIN
G &
DE
SIG
NO
F W
MR
AN
D A
SS
OC
IAT
ES
, LLC
CE
RT
. O
F A
UT
HO
RIZ
AT
ION
NO
. 917
72
22 S
. W
ES
TM
ON
TE
DR
., S
TE
. 100
ALT
AM
ON
TE
SP
RIN
GS
, F
L 3
2714
PH
ON
E:
(40
7)
681-
1917
ww
w.m
on
taco
nsu
lting
.com
Cer
tific
atio
n N
o. 1
0-24
3A
R
N
C
B
D
CN
AT
ION
AL
CO
UN
CIL
OF
BUILDING DESIGNER
CERTIFICATIO
N
IB
D
1/4"=1'-0"
SYMBOLS LEGEND
INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5CONT. FTG. TO TIE BEAM.
INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60 #5CONT. FTG. TO TIE BEAM ( O.C. MAX U.N.O.)
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.
6'-0"
(1) CONT. #5FROM TIE BEAMTO FOOTING
(1) #5 HORIZONTAL TIEAT TOP, BOTTOM ANDAT 24"o.c. VERTICALLYBETWEEN COLUMNAND MAIN HOUSE CMU
FILLED CELL
LAPSPLICE,MIN.OF 25"
MD10 TYPICAL MASONRY COLUMN TIE IN3/4" = 1'-0"
(1) #5HORIZONTALTIE AT TOP,BOTTOM ANDAT 24"o.c.VERTICALLYBETWEENCOLUMN ANDMAIN HOUSECMU
5'-8
"2
'-0"
4'-0
"6
'-0"
4'-0
"2
'-0"
1'-0
"
1'-4" 12'-6" 1'-4" 12'-6"
3'-0
"
1'-8" 3'-8" 4'-4" 3'-8" 4'-0"
6'-8
"1
'-4"
1'-0
"8"
6'-4
"
80'-0
1/2
"65'-4 1/8"
2'-10" 6'-8" 2'-10"
6'-4
"4
'-8"
5'-4
"6
'-0"
6'-0
"4
'-0"
2'-8
"4
'-8"
4'-4
"5
'-4"
6'-4
"4
'-0"
2'-0
"
3'-1"5'-2"1'-9" 2'-8
"2
'-0"
3'-8
"
2'-0"7'-4"8"2'-0"8'-0"2'-0"16'-0"2'-0"
5'-0
"2
'-0"
4'-0
"6
'-0"
2'-4
"1
'-8"
4'-0
"6
'-0"
8'-8" 1'-8"
2'-8
"
1'-4
"
8"1
'-4"
2'-0
"
SH
EE
T T
ITLE
DA
TE
DE
SC
RIP
TIO
NR
EV
.
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.
PR
OJE
CT
STRUCTURAL ENG:
QC CHECK:
JOB No.
SCALE:
DATE:
---
PSQ-2171397
AS INDICATED
08/16/17
---
MCD
BLDG DESIGN:
DRAFTING:
----DESIGN:-STRUCT: DP
PA
RK
SQ
UA
RE
HO
ME
S2
69
9 N
AP
LE
S,
EL
EV
AT
ION
CO
MM
UN
ITY
, L
OT
TH
IS R
ES
IDE
NT
IAL
ST
RU
CT
UR
E I
S D
ES
IGN
ED
TO
WIT
HS
TA
ND
TH
E W
IND
LO
AD
ING
IM
PO
SE
D I
N A
CC
OR
DA
NC
E W
ITH
TH
E L
OC
AT
ION
OF
SA
ID S
TR
UC
TU
RE
, PR
OV
ISIO
NS
OF
CH
AP
TE
R 3
, AN
D C
OM
PLI
ES
WIT
H A
LL O
TH
ER
PR
OV
ISIO
NS
OF
TH
E F
LOR
IDA
BU
ILD
ING
CO
DE
5th
ED
ITIO
N (
2014
)-R
ES
IDE
NT
IAL
BR
YA
N E
. DA
HLK
E,
P.E
.
FLO
RID
A L
IC.
No
. 814
39
MO
NT
A C
ON
SU
LTIN
G &
DE
SIG
NO
F W
MR
AN
D A
SS
OC
IAT
ES
, LLC
CE
RT
. O
F A
UT
HO
RIZ
AT
ION
NO
. 917
72
22 S
. W
ES
TM
ON
TE
DR
., S
TE
. 100
ALT
AM
ON
TE
SP
RIN
GS
, F
L 3
2714
PH
ON
E:
(40
7)
681-
1917
ww
w.m
on
taco
nsu
lting
.com
Cer
tific
atio
n N
o. 1
0-24
3A
R
N
C
B
D
CN
AT
ION
AL
CO
UN
CIL
OF
BUILDING DESIGNER
CERTIFICATIO
N
IB
D
DO
WE
L P
LAC
EM
EN
T P
LAN
S2ABC1/4"=1'-0"
SYMBOLS LEGEND
INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5CONT. FTG. TO TIE BEAM.
INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60 #5CONT. FTG. TO TIE BEAM ( O.C. MAX U.N.O.)
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.
6'-0"
(1) CONT. #5FROM TIE BEAMTO FOOTING
(1) #5 HORIZONTAL TIEAT TOP, BOTTOM ANDAT 24"o.c. VERTICALLYBETWEEN COLUMNAND MAIN HOUSE CMU
FILLED CELL
LAPSPLICE,MIN.OF 25"
MD10 TYPICAL MASONRY COLUMN TIE IN3/4" = 1'-0"
(1) #5HORIZONTALTIE AT TOP,BOTTOM ANDAT 24"o.c.VERTICALLYBETWEENCOLUMN ANDMAIN HOUSECMU
5'-8
"2
'-0"
4'-0
"6
'-0"
4'-0
"2
'-0"
1'-0
"
2'-10" 6'-8" 2'-10"
6'-4
"4
'-8"
5'-4
"6
'-0"
6'-0
"4
'-0"
2'-8
"4
'-8"
4'-4
"5
'-4"
6'-4
"4
'-0"
2'-0
"
3'-1"5'-2"1'-9" 2'-8
"2
'-0"
3'-8
"
2'-0"7'-4"8"2'-0"8'-0"2'-0"16'-0"2'-0"
5'-0
"2
'-0"
4'-0
"6
'-0"
2'-4
"1
'-8"
4'-0
"6
'-0"
8'-8" 1'-8"
2'-8
"
1'-4
"
8"1
'-4"
2'-0
"
4'-8
"6
'-4"
1'-8" 3'-8" 4'-4" 3'-8" 1'-8" 12'-8"
2'-4"
1'-0
"
2'-8
"4
'-4"
1'-0
"2
'-8"
4'-4
"
80'-0
1/2
"71'-10"
SH
EE
T T
ITLE
DA
TE
DE
SC
RIP
TIO
NR
EV
.
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.
PR
OJE
CT
STRUCTURAL ENG:
QC CHECK:
JOB No.
SCALE:
DATE:
---
PSQ-2171397
AS INDICATED
08/16/17
---
MCD
BLDG DESIGN:
DRAFTING:
----DESIGN:-STRUCT: DP
PA
RK
SQ
UA
RE
HO
ME
S2
69
9 N
AP
LE
S,
EL
EV
AT
ION
CO
MM
UN
ITY
, L
OT
TH
IS R
ES
IDE
NT
IAL
ST
RU
CT
UR
E I
S D
ES
IGN
ED
TO
WIT
HS
TA
ND
TH
E W
IND
LO
AD
ING
IM
PO
SE
D I
N A
CC
OR
DA
NC
E W
ITH
TH
E L
OC
AT
ION
OF
SA
ID S
TR
UC
TU
RE
, PR
OV
ISIO
NS
OF
CH
AP
TE
R 3
, AN
D C
OM
PLI
ES
WIT
H A
LL O
TH
ER
PR
OV
ISIO
NS
OF
TH
E F
LOR
IDA
BU
ILD
ING
CO
DE
5th
ED
ITIO
N (
2014
)-R
ES
IDE
NT
IAL
BR
YA
N E
. DA
HLK
E,
P.E
.
FLO
RID
A L
IC.
No
. 814
39
MO
NT
A C
ON
SU
LTIN
G &
DE
SIG
NO
F W
MR
AN
D A
SS
OC
IAT
ES
, LLC
CE
RT
. O
F A
UT
HO
RIZ
AT
ION
NO
. 917
72
22 S
. W
ES
TM
ON
TE
DR
., S
TE
. 100
ALT
AM
ON
TE
SP
RIN
GS
, F
L 3
2714
PH
ON
E:
(40
7)
681-
1917
ww
w.m
on
taco
nsu
lting
.com
Cer
tific
atio
n N
o. 1
0-24
3A
R
N
C
B
D
CN
AT
ION
AL
CO
UN
CIL
OF
BUILDING DESIGNER
CERTIFICATIO
N
IB
D
DO
WE
L P
LAC
EM
EN
T P
LAN
S2ABC.11/4"=1'-0"
SYMBOLS LEGEND
INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5CONT. FTG. TO TIE BEAM.
INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60 #5CONT. FTG. TO TIE BEAM ( O.C. MAX U.N.O.)
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.
6'-0"
(1) CONT. #5FROM TIE BEAMTO FOOTING
(1) #5 HORIZONTAL TIEAT TOP, BOTTOM ANDAT 24"o.c. VERTICALLYBETWEEN COLUMNAND MAIN HOUSE CMU
FILLED CELL
LAPSPLICE,MIN.OF 25"
MD10 TYPICAL MASONRY COLUMN TIE IN3/4" = 1'-0"
(1) #5HORIZONTALTIE AT TOP,BOTTOM ANDAT 24"o.c.VERTICALLYBETWEENCOLUMN ANDMAIN HOUSECMU
1'-4" 12'-6" 1'-4" 12'-6"
3'-0
"
1'-8" 3'-8" 4'-4" 3'-8" 4'-0"
6'-8
"1
'-4"
1'-0
"8"
6'-4
"
80'-0
1/2
"65'-4 1/8"
2'-10" 6'-8" 2'-10"
6'-4
"4
'-8"
5'-4
"6
'-0"
6'-0
"4
'-0"
2'-8
"4
'-8"
4'-4
"5
'-4"
6'-4
"4
'-0"
2'-0
"
3'-1"5'-2"1'-9" 2'-8
"2
'-0"
3'-8
"
2'-0"7'-4"8"2'-0"8'-0"2'-0"16'-0"2'-0"
5'-0
"2
'-0"
4'-0
"6
'-0"
2'-4
"1
'-8"
4'-0
"6
'-0"
8'-8" 1'-8"
2'-8
"
1'-4
"
8"1
'-4"
2'-0
"
2'-1
0"4
'-8"
3'-1
0"4
'-0"
5'-8
"1
'-0"
8"2
'-0"
SH
EE
T T
ITLE
DA
TE
DE
SC
RIP
TIO
NR
EV
.
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.
PR
OJE
CT
STRUCTURAL ENG:
QC CHECK:
JOB No.
SCALE:
DATE:
---
PSQ-2171397
AS INDICATED
08/16/17
---
MCD
BLDG DESIGN:
DRAFTING:
----DESIGN:-STRUCT: DP
PA
RK
SQ
UA
RE
HO
ME
S2
69
9 N
AP
LE
S,
EL
EV
AT
ION
CO
MM
UN
ITY
, L
OT
TH
IS R
ES
IDE
NT
IAL
ST
RU
CT
UR
E I
S D
ES
IGN
ED
TO
WIT
HS
TA
ND
TH
E W
IND
LO
AD
ING
IM
PO
SE
D I
N A
CC
OR
DA
NC
E W
ITH
TH
E L
OC
AT
ION
OF
SA
ID S
TR
UC
TU
RE
, PR
OV
ISIO
NS
OF
CH
AP
TE
R 3
, AN
D C
OM
PLI
ES
WIT
H A
LL O
TH
ER
PR
OV
ISIO
NS
OF
TH
E F
LOR
IDA
BU
ILD
ING
CO
DE
5th
ED
ITIO
N (
2014
)-R
ES
IDE
NT
IAL
BR
YA
N E
. DA
HLK
E,
P.E
.
FLO
RID
A L
IC.
No
. 814
39
MO
NT
A C
ON
SU
LTIN
G &
DE
SIG
NO
F W
MR
AN
D A
SS
OC
IAT
ES
, LLC
CE
RT
. O
F A
UT
HO
RIZ
AT
ION
NO
. 917
72
22 S
. W
ES
TM
ON
TE
DR
., S
TE
. 100
ALT
AM
ON
TE
SP
RIN
GS
, F
L 3
2714
PH
ON
E:
(40
7)
681-
1917
ww
w.m
on
taco
nsu
lting
.com
Cer
tific
atio
n N
o. 1
0-24
3A
R
N
C
B
D
CN
AT
ION
AL
CO
UN
CIL
OF
BUILDING DESIGNER
CERTIFICATIO
N
IB
D
DO
WE
L P
LAC
EM
EN
T P
LAN
S2ABC.21/4"=1'-0"
SE
E E
LE
VA
TIO
N
FOOTING @ ENTRY MASONRY COLUMN3/4"=1'-0"
SEE ELEVATION
3"
CO
VE
R T
YP
.
WOOD POST PER PLANFOR SIZE AND BASECONNECTION
TOP COURSE TO BECHAIR BLOCKS.ENTIRE BASE TO BEFILLED SOLID
CMU BASE w/ (1) #5VERTICAL @ EACHCORNER. SEE FLR.PLAN FOR BASE SIZE
IF BRG. WALL ABOVE-1/2" J-BOLT W/ MIN. 6"PAST DEEPEST STEPREQ'D
1-1/2" COVER TYP.
3"
CO
VE
R T
YP
.
.
10
"
8"
8"
CLEAN COMPACTEDFILL @ 95% STANDARDDENSITY
CONC. SLAB PERFOUNDATION PLAN
NON-BEARING SLAB STEP DOWN3/4"=1'-0"
SE
E P
LA
N -
VA
RIE
S
8" 4"
4"
WHERE 2ND STORY OCCURS, FTGSHALL BE 1'-8" WIDE w/(3) #5 BARS
1'-4"
8"
1'-0
" M
IN
GRADE
8"
1'-8
" M
IN
MIN
. 4
" U
.N.O
.M
AX
. 8"
VA
RIE
S W
/ SLO
PE
OF
GA
RA
GE
SLA
B
3
'-0"
MA
X
TYPICAL GARAGE CURB FOOTING3/4"=1'-0"
SEE PLANVARIES
3" COVER
3"
CO
VE
R
(1) #5 FROM FTG. TOTIE BEAM SPLICE TOBE MIN. 30" GROUTCELL SOLID
MASONRY WALLSEE PLAN
CONCRETE SLAB PERFOUNDATION PLAN
(2) #5 BARS CONT.W/ 3" COVER TYP.
CLEAN COMPACTEDFILL @ 95% STANDARDDENSITY
8"
8"
#3 STIRRUPS @48" O.C. WHENMONO DEPTHEXCEEDS 26", IFDEPTH IS LESSTHAN 26"THESE BARSARE NOT REQ'D
(2) #5 BARS @ TOPWHEN MONO DEPTHEXCEEDS 26". IFDEPTH IS LESS THAN26", THESE BARS ARENOT REQUIRED
1'-4"
8"
1'-0
" M
IN
GRADE
WHERE 2ND STORY OCCURS, FTGSHALL BE 1'-8" WIDE w/(3) #5 BARS
8"
1'-
8"
MIN
.3
'-0
" M
AX
.
TYPICAL EXTERIOR FOOTING3/4"=1'-0"
3" COVER
3"
CO
VE
R
(1) #5 FROM FTG. TOTIE BEAM SPLICE TOBE MIN. 30" GROUTCELL SOLID
MASONRY WALLSEE PLAN
CONCRETE SLAB PERFOUNDATION PLAN
CLEAN COMPACTEDFILL @ 95% STANDARDDENSITY
(2) #5 BARS CONT.W/ 3" COVER TYP.
8"
8"
#3 STIRRUPS @48" O.C. WHENMONO DEPTHEXCEEDS 26", IFDEPTH IS LESSTHAN 26"THESE BARSARE NOT REQ'D
(2) #5 BARS @ TOPWHEN MONO DEPTHEXCEEDS 26". IFDEPTH IS LESS THAN26", THESE BARS ARENOT REQUIRED
3"
MIN
.
PENETRATINGPIPE
FINISH FLOOR
8" CMU -FINISH PER ELEV.
3"
5"
8" C.M.U. FINISHPER ELEV.
FINISH FLOOR
FOOTING PERPLAN
MIN
.
LOOP TIE (TYP.)
PVC SLEEVE
(FRONT VIEW)
(SIDE VIEW)
PVC SLEEVEMIN. DIAMETERTO BE 2 PIPESIZES LARGERTHAN THEPENETRATINGPIPE
PENETRATINGPIPE
GRADE
1'-0
"
SEE FDN PLANFOR SIZE& REINF.
PIPE VERTICAL THRU FDN
TYPICAL FOUNDATION PENETRATIONS3/4"=1'-0"
8"
MIN
.
SEE FDN.PLAN FOR
SIZE & REINF.
PIPE PERPENDICULAR TO FND
CLEAN COMPACTED FILL@ 95% STANDARD DENSITY
CONC. SLABPERFOUNDATIONPLAN
PVC OR SCH40SLEEVE
TOP (2) #5 x 4'-0"CENTERED AT PIPEPENETRATION
PVC OR SCH40SLEEVE
TOP (2) #5 x 4'-0"CENTERED AT PIPEPENETRATION
FOOTING PER PLAN
SH
EE
T T
ITLE
DA
TE
DE
SC
RIP
TIO
NR
EV
.
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.
HOLD BRG WALL BACKSO GYP FINISH ISFLUSH w/ FOUNDATIONBELOW
2x BRG WALL PERPLAN AND BEARINGWALL SCHEDULE
2x PT SILL PLATE
CLEAN COMPACTEDFILL @ 95% STANDARDDENSITY
BEARING SLAB STEP DOWN3/4"=1'-0"
10
"
2 1/4"
8"8"6"
6"
MIN
. 4
" U
.N.O
.8
" M
AX
CLEAN COMPACTEDFILL @ 95% STANDARDDENSITY
CONC. SLAB PERFOUNDATION PLAN
NON-BEARING SLAB STEP DOWN3/4"=1'-0"
SE
E P
LA
N -
VA
RIE
S8" 4"
4"
GRADE
VERIFY WITHCHART
DE
PT
H
3"
4"
3"
PLAN VIEW @ NOTCH
NOTCH INFOOTING IS NOT TOBE DIRECTLY BELOWGIRDER ORADJACENT TO ANOPENING WITH AGIRDER ABOVE
NOTCHED FOOTING @ CONDUIT
8"
MIN
.
SEE FDN.PLAN FOR
SIZE & REINF.
PIPE PERPENDICULAR TO FND
1'-0
"
SEE FDN PLANFOR SIZE& REINF.
PIPE VERTICAL THRU FDN
TYPICAL FOUNDATION PENETRATIONS3/4"=1'-0"
CONT. STEM WALLFOOTING BEYOND
3" MIN COVER
PVC OR SCH40 SLEEVETOP (2) #5 x 4'-0"CENTERED AT PIPEPENETRATION
PVC OR SCH40 SLEEVE
TOP (2) #5 x 4'-0"CENTERED AT PIPEPENETRATION
STEMWALL PER PLAN
NOTE:DO NOT PENETRATESTEM WALL AT FILLEDCELL LOCATION
4" PVC SLEEVE A/CCHASE
SH
EE
T T
ITLE
DA
TE
DE
SC
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.
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.
PR
OJE
CT
STRUCTURAL ENG:
QC CHECK:
JOB No.
SCALE:
DATE:
---
PSQ-2171397
AS INDICATED
08/16/17
---
MCD
BLDG DESIGN:
DRAFTING:
----DESIGN:-STRUCT: DP
PA
RK
SQ
UA
RE
HO
ME
S2
69
9 N
AP
LE
S,
EL
EV
AT
ION
CO
MM
UN
ITY
, L
OT
TH
IS R
ES
IDE
NT
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ST
RU
CT
UR
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S D
ES
IGN
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TO
WIT
HS
TA
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IND
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IM
PO
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D I
N A
CC
OR
DA
NC
E W
ITH
TH
E L
OC
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ION
OF
SA
ID S
TR
UC
TU
RE
, PR
OV
ISIO
NS
OF
CH
AP
TE
R 3
, AN
D C
OM
PLI
ES
WIT
H A
LL O
TH
ER
PR
OV
ISIO
NS
OF
TH
E F
LOR
IDA
BU
ILD
ING
CO
DE
5th
ED
ITIO
N (
2014
)-R
ES
IDE
NT
IAL
BR
YA
N E
. DA
HLK
E,
P.E
.
FLO
RID
A L
IC.
No
. 814
39
MO
NT
A C
ON
SU
LTIN
G &
DE
SIG
NO
F W
MR
AN
D A
SS
OC
IAT
ES
, LLC
CE
RT
. O
F A
UT
HO
RIZ
AT
ION
NO
. 917
72
22 S
. W
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TM
ON
TE
DR
., S
TE
. 100
ALT
AM
ON
TE
SP
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GS
, F
L 3
2714
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E:
(40
7)
681-
1917
ww
w.m
on
taco
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lting
.com
Cer
tific
atio
n N
o. 1
0-24
3A
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C
B
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CN
AT
ION
AL
CO
UN
CIL
OF
BUILDING DESIGNER
CERTIFICATIO
N
IB
D
FO
UN
DA
TIO
N D
ET
AIL
S
S3
NOT USEDNOT USED
NOT USED
GRADE
SEE PLAN
8"
4"
8"
MIN
.
WIDTH
DE
PT
H
WOOD COLUMN AT ENTRY3/4"=1'-0"
8"
WOOD POST. PERPLAN FOR SIZE & BASECONNECTION
CONC. SLAB PERFOUNDATION PLAN
(1) #5 CONT. PER PLANw/ 3" COVER TYP.
#5 REBAR CONT. @SLAB LEVEL
SLAB EXTENSION UPTO 1 1/2" (BEYONDBLOCK FACE)PERMITTED IF REQ.PER ARCHITECTURALELEV.
(1) #5 VERT. IN GROUTFILLED CELL@ 72" O.C.MAX & TYP AT EA.CORNER AND COL.LOCATION FOR WALLS<40" TALL . SEESTEMWALL SCHED. IFWALL IS TALLER.
SEE STEM WALLCHART THIS SHEETFOR FOOTING SIZEAND REINFORCEMENT
GRADE
1'-
0"
MIN
.
1. VERTICAL REINF. IN SOLID GROUT CELLS AT ALL CORNERS,JAMBS, WALL INTERSECTIONS, BELOW GIRDER TRUSSLOCATIONS, & @ MAX. SPACING STATED IN SCHEDULEU.N.O. ON FOUNDATION/ DOWEL PLAN
2. W.W.M. IS REQUIRED TO MAKE ADEQUATE CONNECTIONBETWEEN SLAB AND WALL. WHEN STEM WALL EXECEEDS48" TALL, FIBERMESH CAN NOT BE USED AND #4 TURNBARS ARE REQUIRED @ EACH FILLED CELL LOCATION.EACH BAR TO TIE INTO VERTICAL BAR AND EXTEND OUT AMIN. 4'-0" INTO SLAB / STEM
3. IF STEM IS REQ'D TO BE HIGHER, CONTACT ENGINEER OFRECORD PRIOR TO CONSTRUCTION FOR MORE INFO.NOTE: FILLED CELL SPACING & FOOTING SIZE COULDCHANGE. MCD IS NOT RESPONSIBLE FOR ADDITIONALCONSTRUCTION COSTS DUE TO REVISIONS FOR TALLERSTEM WALLS
4. G.C. TO PROVIDE ADEQUATE BRACING OF STEM WALLWHEN UNEVEN BACK FILLING IS TAKING PLACE
5. IF STEM WALL IS WITH IN 5'-0" OF POOL OR WATERFEATURE FOUNDATIONS, CONTACT EOR FOR FURTHERREVIEW
6. FOUNDATION TO BE CENTERED ON STEMWALL AT ALLTIMES
7. WHEN STEM WALLS ARE GREATER THAN 48" TALL. THECONTRACTOR IS TO INSTALL MID-HEIGHT KNOCK OUTCOURSE WITH (1) #5 HOOK BAR AT ALL CORNERS. HOOKBARS TO BE MIN 4'-0" x 4'-0" IN LENGTH. TIE HOOK BARSINTO VERTICALS @ EA. END, POURED SOLID
8. CONTRACTOR TO CONTACT EOR FOR ADVERSE SITECONDITIONS NOT COVERED WITHIN THIS DETAIL
72" - 80"
48" - 64"
8" - 40"
STEMWALLHEIGHT 1-STORY
NUMBER/ SIZE OF BARS MAX. FILLED CELLSPACING (O.C.)IN STEM WALL
2-STORY
WIDTHDEPTH WIDTHDEPTH
FOOTING DIMENSION
STEMWALL SCHEDULE
16"10" 20"10"
20"10" 20"10"
30"10" 30"10"
SEE FOUNDATION PLANFOR F.C. SPACINGABOVE SLAB LEVEL
32"
40"
HE
IGH
T
MATCH FILLED CELLSPACING PER PLAN
3" COVER TYP.
STEMWALL CONSTRUCTION NOTES
DE
PT
H
WIDTH
STEM WALL SCHEDULE3/4"=1'-0"
(3)#5 BARS FOR ONE & TWOSTORY
(2) #5 BARS FOR ONE STORY OR(3) #5 BARS FOR TWO STORY
(2) #5 BARS FOR ONE STORY OR(3) #5 BARS FOR TWO STORY
EXTERIOR SHORING/BRACING TO BEPROVIDED BYCONTRACTOR TOPREVENT STEM WALLBLOWOUTS/ CRACKSDURING BACKFILLING
INSPECTIONCLEANOUTS REQ'DFOR STEMWALLS > 40"
SEE SCHEDULE FORFILLED CELL SPACINGAND FOOTING SIZE
CONC. SLAB PER PLAN- IF W.W.M. IS USED,TIE TO #5 CONT. INCHAIR BLOCK- IF STEMWALL TALLERTHAN 48" #4 TURNBARS REQUIRED
CLEAN COMPACTEDFILL @ 95% STANDARDDENSITY; TERMITETREATMENT IN 12"MAX. LIFTS
EXTEND REBAR ABOVESLAB PER MIN. LAPSPLICE AS REQ'D.AT EXT. WOOD WALLLOCATIONS: VERT.BARS TO TERMINATE@ SLAB LEVEL
CHAIR FOR REBAR BYBUILDER
KNOCK OUT / CHAIRBLOCK COURSE W/ #5CONT. WHEN STEMWALL IS GREATERTHAN 3 COURSE TALL
SEE NOTE 7 FORCORNERREINFORCEMENT
2 1/4"
1'-
0"
MIN
.
WIDTH
DE
PT
H
STEM WALL @ GARAGE STEP DOWN3/4"=1'-0"
#5 DOWEL W/ MIN. 6"EMBED. INTO MAINFOOTING W/ SIMP.EPOXY @ 12" O.C.
CONCRET STAIRSAS REQ'D PERGRADE W/ MIN (1)#5 BAR @ NOSING
SE
E P
LA
N M
AX
36"
(1) #5 VERT. IN GROUTFILLED CELL@ 72" O.C.MAX & TYP AT EA.CORNER AND COL.LOCATION FOR WALLS<40" TALL . SEESTEMWALL SCHED. IFWALL IS TALLER.
CLEAN COMPACTEDFILL @ 95% STANDARDDENSITY
2x BEARING OR NON-BEARING WALL, SEEPLAN FOR MORE INFO
SEE PLAN FORPOSSIBLE STAIRS. IFFORM/POUREDPROVIDE (1) #5 ATEACH STEP
CONC. SLAB PERFOUNDATION PLAN
(1) #5 CONT. PER PLAN
2x P.T. BOTTOM PLATE
SEE STEM WALLCHART THIS SHEETFOR FOOTING SIZEAND REINFORCEMENT
TOP COURSE CHAIRBLOCK
ELASTOMERIC JOINTFILLER
GRADE
1'-
0"
MIN
.
DE
PT
H
WIDTH
STEM WALL FOOTING @ PORCH3/4"=1'-0"
SE
E E
LE
V.
#5 DOWEL W/ MIN. 6"EMBED. INTO MAINFOOTING W/ SIMP.EPOXY @ 12" O.C.
(1) #5 VERT. IN GROUTFILLED CELL @ 72"O.C. MAX. & TYP @EA. CORNER & COL.LOCATION FOR WALLS<40" TALL . SEESTEMWALL SCHED. IFWALL IS TALLER.
CLEAN COMPACTEDFILL @ 95% STANDARDDENSITY
3" MAX. OVERHANGOPTIONAL
CONC. SLAB PERFOUNDATION PLAN
(1) #5 CONT. PER PLANw/ 1-1/2" MIN. COVER
SEE STEM WALLCHART THIS SHEETFOR FOOTING SIZEAND REINFORCEMENT
SEE PLAN FORPOSSIBLE STAIRS. IFFORM/POUREDPROVIDE (1) #5 ATEACH STEP
GRADE8
"
4"
SE
E E
LE
V. F
OR
BLK
HG
T8
" M
IN.
WIDTH
DE
PT
H
MASONRY COLUMN AT ENTRY3/4"=1'-0"
1'-4"
SEE ELEV. FORBLK WIDTH
WOOD POST. PERPLAN FOR SIZE & BASECONNECTION
TOP COURSE TO BECHAIR BLOCKS.ENTIRE BASE TO BEFILLED SOLID
CMU BASE W/ (1) #5VERTICAL EACHCORNER FILLED SOLID.SEE ELEV. FOR BASESIZE
#5 REBAR CONT. @SLAB LEVEL
EXTEND SLAB 1 1/2"MAX. BEYOND BLOCKFACE PER ELEV.
CONC. SLAB PERFOUNDATION PLAN
(1) #5 VERT. IN GROUTFILLED CELL@ 72" O.C.MAX & TYP AT EA.CORNER AND COL.LOCATION FOR WALLS<40" TALL . SEESTEMWALL SCHED. IFWALL IS TALLER.
(2) #5 CONT. w/ 3"COVER TYP.
SEE STEM WALLCHART THIS SHEETFOR FOOTING SIZEAND REINFORCEMENT
CLEAN COMPACTEDFILL @ 95%STANDARDDENSITY
DE
PT
H
WIDTH
1'-
0"
MIN
.8
" M
IN
MIN
. 4
" U
.N.O
.M
AX
. 8"
FOOTING @ SHOWER @ MASONRY3/4"=1'-0"
8" 4"
CONC. SLAB PERFOUNDATION PLAN
CLEAN COMPACTEDFILL @ 95% STANDARDDENSITY
SLOPED GROUT TODRAIN
KNOCK OUT / CHAIRBLOCK COURSE W/ #5CONT. WHEN STEMWALL IS OVER 3COURSE TALL
REBAR w/ TYP. COVERPER STEM WALLCHART THIS SHEET
OPTIONAL CURB BYBUILDER
SEE STEM WALLCHART THIS SHEETFOR FILLED CELLSPACING & FOOTINGSIZE & REINF.
GRADE
1'-
0"
MIN
.8
" M
IN
DE
PT
H
WIDTH
TYPICAL GARAGE CURB FOOTING3/4"=1'-0"
SEE PLANVARIES
(1) #5 FROM FTG. TOTIE BEAM SPLICE TOBE MIN. 30" GROUTCELL SOLID
MASONRY WALLSEE PLAN
ELASTOMERIC JOINTFILLER ONLY @FLOATING SLABLOCATIONS (FLOATINGSLAB NOT PERMITTEDWHEN STEM WALL ISOVER 3 COURSESTALL)
CLEAN COMPACTEDFILL @ 95% STANDARDDENSITY
REBAR w/ TYP. COVERPER STEM WALLCHART THIS SHEET
KNOCK OUT / CHAIRBLOCK COURSE W/ #5CONT. WHEN STEMWALL IS OVER 3COURSES TALL
SEE STEM WALLCHART THIS SHEETFOR FILLED CELLSPACING & FOOTINGSIZE & REINF.
GRADE
1'-
0"
MIN
.8
" M
IN
DE
PT
H
WIDTH
TYPICAL EXTERIOR FOOTING3/4"=1'-0"
KNOCK OUT / CHAIRBLOCK COURSE W/ #5CONT. WHEN STEMWALL IS OVER 3COURSE TALL
(1) #5 FROM FTG. TOTIE BEAM SPLICE TOBE MIN. 30" GROUTCELL SOLID
MASONRY WALLSEE PLAN
CONCRETE SLAB PERFOUNDATION PLAN
CLEAN COMPACTEDFILL @ 95% STANDARDDENSITY
SEE STEM WALLCHART THIS SHEETFOR FILLED CELLSPACING & FOOTINGSIZE & REINF.
REBAR w/ TYP. COVERPER STEM WALLCHART THIS SHEET
SH
EE
T T
ITLE
DA
TE
DE
SC
RIP
TIO
NR
EV
.
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.
PR
OJE
CT
STRUCTURAL ENG:
QC CHECK:
JOB No.
SCALE:
DATE:
---
PSQ-2171397
AS INDICATED
08/16/17
---
MCD
BLDG DESIGN:
DRAFTING:
----DESIGN:-STRUCT: DP
PA
RK
SQ
UA
RE
HO
ME
S2
69
9 N
AP
LE
S,
EL
EV
AT
ION
CO
MM
UN
ITY
, L
OT
TH
IS R
ES
IDE
NT
IAL
ST
RU
CT
UR
E I
S D
ES
IGN
ED
TO
WIT
HS
TA
ND
TH
E W
IND
LO
AD
ING
IM
PO
SE
D I
N A
CC
OR
DA
NC
E W
ITH
TH
E L
OC
AT
ION
OF
SA
ID S
TR
UC
TU
RE
, PR
OV
ISIO
NS
OF
CH
AP
TE
R 3
, AN
D C
OM
PLI
ES
WIT
H A
LL O
TH
ER
PR
OV
ISIO
NS
OF
TH
E F
LOR
IDA
BU
ILD
ING
CO
DE
5th
ED
ITIO
N (
2014
)-R
ES
IDE
NT
IAL
BR
YA
N E
. DA
HLK
E,
P.E
.
FLO
RID
A L
IC.
No
. 814
39
MO
NT
A C
ON
SU
LTIN
G &
DE
SIG
NO
F W
MR
AN
D A
SS
OC
IAT
ES
, LLC
CE
RT
. O
F A
UT
HO
RIZ
AT
ION
NO
. 917
72
22 S
. W
ES
TM
ON
TE
DR
., S
TE
. 100
ALT
AM
ON
TE
SP
RIN
GS
, F
L 3
2714
PH
ON
E:
(40
7)
681-
1917
ww
w.m
on
taco
nsu
lting
.com
Cer
tific
atio
n N
o. 1
0-24
3A
R
N
C
B
D
CN
AT
ION
AL
CO
UN
CIL
OF
BUILDING DESIGNER
CERTIFICATIO
N
IB
D
FO
UN
DA
TIO
N D
ET
AIL
S
S3.1
NOT USED
NOT USED
16'-0"
MIN.K
8'-0"
MIN.K
4'-6"
U
2'-0
"2
'-0"
2'-0
"2
'-0"
2'-8
"
BMIN. @OPT DOOR
8'-0"
D
6'-0"
F
3'-0"
F
3'-0"
F
D
12'-6"
D
12'-6"
D
6'-8
"5
'-0"
REQ'D LAP SPLICE, EMBEDMENT, AND HOOKED REINF. STEEL (INCHES)
BAR SIZE
"D"
"B"
+ "
C"
"C"
"B"
"A" "A"
"C"
GRADE 40
BEND Ø LENGTH LAP SPLICE
"A" "B" "C" "D"
1 7/8#3#3
#4
#5
#6
#7
2 1/2
3 1/8
3 3/4
4 3/8
4 1/4
5 5/8
7
8 1/16
9 13/16
7 15
9 1/2 20
11 3/4 25
14 30
16 1/2 35
#3 = 2 12"
#4 = 2 12"
#5 = 2 12"
#6 = 3"#7 = 3 1
2"
MD08 REBAR SPLICE DETAILSCALE: 3/4" = 1'-0"
GRADE 60
LENGTH LAP SPLICE
"A" "B" "C" "D"
2 1/4
3
3 3/4
4 1/2
5 1/4
4 1/4
5 5/8
7
8 1/16
9 13/16
9 1/4 18
12 1/2 24
15 1/2 30
18 1/2 36
21 3/4 42
BEND Ø
LINTEL W/ TRANSOM DETAIL3/4"=1'-0"
FRAME INFILL AROUNDWINDOW BY BUILDERSEE WF01/SD2 FORMORE INFO
SEE DOWEL LAYOUTPLAN FOR FILLED CELLINFO. MIN. (1) IS REQ'DON EITHER SIDE OFOPENING U.N.O.
(2) 2X8 SYP #2 P.T. WOOD HEADERTURNED SIDEWAYS. ATTACH (2) 2X8SYP #2 P.T. HEADER TO MASONRYWALL W/ SIMPSON HU28-2 OR HUC28-2HANGER @ EA. END. USING (14) 1/4"DIA. X 2-3/4" TAPCONS OR EQUAL INTOMASONRY & (6) 10d NAILS INTOHEADER. NAIL EACH PLY AND EACHADDITIONAL HEADER PLY W/ (2)-ROWS10d NAILS STAGGERED @ 6" O.C. ANDMIN 2" FROM ENDS.
DOOR OR WINDOW OPENINGMAX 4'-0"
REFER TO DESIGN PLANS FORREQUIRED IN-FILL FRAMINGDIMENSIONS
NON-SHEAR WALL AT OPENING TYPICAL SHEAR WALL SEGMENT
PROVIDE SCREEN WHEN BLOCK BELOWIS NOT REQUIRED TO BE FILLED
SEE FOUNDATION FOR FOOTING
AT CORNERSPROVIDESTANDARD #5HOOK BAR. LAPOTHER BARS INTOCORNER AS REQ'D
PROVIDE CLEAN OUT OPENING @ GROUTFILLED CELL AND REBAR (TYP). MORTARJOINTS SHOULD NOT BE CUT
METAL LATH OR WIRE SCREENOVER COURSES NOT REQ'DTO BE FILLED. (SHEET METAL& PAPER FELT PROHIBITED)
CONTRACTOR TO VERIFYTHE GROUT IS LEVELWITH TOP OF BLOCK FORPROPER TRUSS/ FLOORSYSTEM BEARING (MIN 3")
BOTTOM STEEL IN LINTEL IFINDICATE - SHOULD HOOK INTOVERTICAL CELLS PER MD08
SH
EE
T T
ITLE
DA
TE
DE
SC
RIP
TIO
NR
EV
.
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.
PR
OJE
CT
STRUCTURAL ENG:
QC CHECK:
JOB No.
SCALE:
DATE:
---
PSQ-2171397
AS INDICATED
08/16/17
---
MCD
BLDG DESIGN:
DRAFTING:
----DESIGN:-STRUCT: DP
PA
RK
SQ
UA
RE
HO
ME
S2
69
9 N
AP
LE
S,
EL
EV
AT
ION
CO
MM
UN
ITY
, L
OT
TH
IS R
ES
IDE
NT
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ST
RU
CT
UR
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S D
ES
IGN
ED
TO
WIT
HS
TA
ND
TH
E W
IND
LO
AD
ING
IM
PO
SE
D I
N A
CC
OR
DA
NC
E W
ITH
TH
E L
OC
AT
ION
OF
SA
ID S
TR
UC
TU
RE
, PR
OV
ISIO
NS
OF
CH
AP
TE
R 3
, AN
D C
OM
PLI
ES
WIT
H A
LL O
TH
ER
PR
OV
ISIO
NS
OF
TH
E F
LOR
IDA
BU
ILD
ING
CO
DE
5th
ED
ITIO
N (
2014
)-R
ES
IDE
NT
IAL
BR
YA
N E
. DA
HLK
E,
P.E
.
FLO
RID
A L
IC.
No
. 814
39
MO
NT
A C
ON
SU
LTIN
G &
DE
SIG
NO
F W
MR
AN
D A
SS
OC
IAT
ES
, LLC
CE
RT
. O
F A
UT
HO
RIZ
AT
ION
NO
. 917
72
22 S
. W
ES
TM
ON
TE
DR
., S
TE
. 100
ALT
AM
ON
TE
SP
RIN
GS
, F
L 3
2714
PH
ON
E:
(40
7)
681-
1917
ww
w.m
on
taco
nsu
lting
.com
Cer
tific
atio
n N
o. 1
0-24
3A
R
N
C
B
D
CN
AT
ION
AL
CO
UN
CIL
OF
BUILDING DESIGNER
CERTIFICATIO
N
IB
D
LIN
TE
L P
LAN
S4ABC1/8"=1'-0"
GENERAL CONCRETE LINTEL SCHEDULE
AREAS OF BLOCK ABV. MASONRY OPENINGS ARE TO BE GROUTED SOLID TO TIE BEAM.
(1) #5 REBAR IN TIE BEAM IS TO BE CONTINUOUS THROUGHOUT INCLUDING ABOVE MASONRYOPENINGS. U.N.O.ALL STANDARD LINTELS TO HAVE MIN. 4" BEARING EA. END. ALL RECESSED LINTELS TO HAVE MIN.8" BEARING EA. END
LINTEL MIN. DEPTHS ARE CALLED OUT ON LINTEL PLAN. IF DEEPER LINTEL INSTALLED THANINDICATED ON PLAN, THE STRENGTH OF THE LINTEL INCREASES AND IS APPROVED WITHOUTENGINEERING LETTER. IF A SMALLER LINTEL IS INSTALLED CONTACT EOR FOR APPROVAL.
1.
2.
3.
4.
MARKLINTELREQUIREMENTS
8RF6-0B/1TA
8F8-0B/1TB
8RF14-1B/1TC
D
E
F
G
H
J
8F20-1B/1T
8RF22-1B/1T
8RF14-0B/1T
8F16-0B/1T
8F20-0B/1T
K
L
M
8F24-1B/1T
8RF22-0B/1T
8F24-0B/1T
8F16-1B/1T
(*) ANY LINTEL DEEPER THAN 32" HAS BEEN VERIFIED TO WORK AS A MIN. 32" FOR THE LOADCONDITIONS. ANY LINTEL GREATER THAN 32" HAS A GREATER CAPACITY AND THEREFORE ISADEQUATE FOR THE LOADS.
5.
G.C. TO VERIFY ALL LINTEL DIMS IN FIELD WITH WINDOW R.O. SPECIFICATIONS ON PLAN. DIMSSHOWN ON LINTEL PLAN ARE CLEAR SPAN AND USED TO VERIFY DESIGN OF LINTEL ONLY. VERIFYWITH WINDOW/DOOR SUPPLIER SPECIFICATIONS AND COORDINATE WITH EOR AS REQ'D.
6.
TYPE DESIGNATION
1. f'c PRECAST LINTELS = 3500 PSI.
2. f'c PRESTRESSED LINTELS = 6000 psi.
3. GROUTED PER ASTM C476 f'g = 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.
8F16-1B/1TQUANTITY OF #5 REBAR AT TOP
QUANTITY OF #5 REBAR @BOTTOM OF LINTEL CAVITY
NOMINAL WIDTH
NOMINAL HEIGHT
F = FILLED WITH GROUT /U = UNFILLED R = RECESSED
1. ALL VALUES BASED ON MINIMUM 4" NOMINAL BEARING. EXCEPTION: SAFE LOADS FOR UNFILLED LINTELS MUST BE REDUCED BY 20% IF BEARING LENGTH IS LESS THAN 6-1/2". SAFE LOADS FOR ALL RECESSED LINTELS BASED ON 4" NOMINAL BEARING.
5. ADDITIONAL LATERAL LOAD CAPACITY CAN BE OBTAINED BY THE DESIGNER BY PROVIDING ADDIONAL REINFORCED MASONRY ABOVE THE PRECAST LINTEL.
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.
2. 0 = NOT RATED.
3. SAFE LOADS ARE TOTAL SUPERIMPOSED ALLOWABLE LOAD ON THE SECTION SPECIFIED.
4. SAFE LOADS BASED ON GRADE 40, GRADE 60 MAY BE USED WITHOUT WRITTEN APPROVAL FROM EOR
6. ONE #7 REBAR MAY BE SUBSTITUTED FOR TWO #5 REBARS IN 8" LINTELS ONLY.
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.
C.M.U.
GROUT
FILLEDN
P
R
S
T
8RF30-1B/1T
8F32-1B/1T
8RF30-0B/1T
8F32 -0B/1T
8F38 -1B/1T
U 8F12 -1B/0T
V
W
X
BOTTOM REINFORCING PROVIDEDIN LINTEL (VARIES)
#5 REBAR AT TOP MIN. (1) REQ'D
1-1/2" CLEAR
#5 REBAR AT BOTTOM OF LINTELCAVITY
15-
5/8
" A
CT
UA
L1
6" N
OM
INA
L H
EIG
HT
7-5/8" ACTUAL8" NOMINAL WIDTH
UNFILLED
16 GA. POWERS STEEL BOXEDLINTEL
#5 REBAR AT TOP MIN. (1) REQ'D
1-1/2" CLEAR
7-5
/8"
ST
D D
EP
TH
GC
TO
IN
ST
ALL
PO
WE
R B
OX
ST
EE
L R
DH
(5.
625)
LIN
TE
L A
T R
EC
ES
SE
D L
INT
EL
S
7-5/8" ACTUAL8" NOMINAL WIDTH
TOP KNOCK OUT/ LINTEL BLOCKCOURSE
#5 REBAR AT BOTTOM MIN. (1)REQ'D
POWERS STEEL
PRECAST LINTEL LOAD TABLE
CLEAR OPENING
5'-4"
8'-4"7'-4"
3'-4"3'-0"2'-8"2'-4"
4'-4"
6'-4"
1) FOR HEADER DEPTHS DEEPER THAN 32", USE VALUES FOR 32" DEEP HEADER2) FOR HEADER DEPTHS NOT LISTED ON CHART, USE THE VALUES FOR THE NEXT DEPTH DOWN.
8R6-1B/8R6-0B 8R14-1B/8R14-0B 8R22-1B/8R22-0B
7. LINTELS SHOULD BE SHORED UP DURING CONSTRUCTION AS REQUIRED PER THE LINTELSUPPLIER SPECS. MCD IS NOT RESPONSIBLE FOR CONSTRUCTION MEANS AND METHODS
C.M.U.
BOTTOM REINFORCING PROVIDEDIN LINTEL (VARIES)
#5 REBAR AT TOP MIN. (1) REQ'D
1-1/2" CLEAR
15-
5/8
" A
CT
UA
L1
6" N
OM
INA
L H
EIG
HT
7-5/8" ACTUAL8" NOMINAL WIDTH
LOADS LISTED BELOW HAVE BEEN CALCULATED OR COMPILED FROM DATA FROM THE FOLLOWINGAPPROVED MAN. CAST-CRETE, QUALITY PRECAST CO., LOTT'S CONCRETE, POWERS STEEL
NON-SHEAR WALL AT OPENING TYPICAL SHEAR WALL SEGMENT
PROVIDE SCREEN WHEN BLOCK BELOWIS NOT REQUIRED TO BE FILLED
SEE FOUNDATION FOR FOOTING
AT CORNERSPROVIDESTANDARD #5HOOK BAR. LAPOTHER BARS INTOCORNER AS REQ'D
PROVIDE CLEAN OUT OPENING @ GROUTFILLED CELL AND REBAR (TYP). MORTARJOINTS SHOULD NOT BE CUT
METAL LATH OR WIRE SCREENOVER COURSES NOT REQ'DTO BE FILLED. (SHEET METAL& PAPER FELT PROHIBITED)
CONTRACTOR TO VERIFYTHE GROUT IS LEVELWITH TOP OF BLOCK FORPROPER TRUSS/ FLOORSYSTEM BEARING (MIN 3")
BOTTOM STEEL IN LINTEL IFINDICATE - SHOULD HOOK INTOVERTICAL CELLS PER MD08
SH
EE
T T
ITLE
DA
TE
DE
SC
RIP
TIO
NR
EV
.
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.
PR
OJE
CT
STRUCTURAL ENG:
QC CHECK:
JOB No.
SCALE:
DATE:
---
PSQ-2171397
AS INDICATED
08/16/17
---
MCD
BLDG DESIGN:
DRAFTING:
----DESIGN:-STRUCT: DP
PA
RK
SQ
UA
RE
HO
ME
S2
69
9 N
AP
LE
S,
EL
EV
AT
ION
CO
MM
UN
ITY
, L
OT
TH
IS R
ES
IDE
NT
IAL
ST
RU
CT
UR
E I
S D
ES
IGN
ED
TO
WIT
HS
TA
ND
TH
E W
IND
LO
AD
ING
IM
PO
SE
D I
N A
CC
OR
DA
NC
E W
ITH
TH
E L
OC
AT
ION
OF
SA
ID S
TR
UC
TU
RE
, PR
OV
ISIO
NS
OF
CH
AP
TE
R 3
, AN
D C
OM
PLI
ES
WIT
H A
LL O
TH
ER
PR
OV
ISIO
NS
OF
TH
E F
LOR
IDA
BU
ILD
ING
CO
DE
5th
ED
ITIO
N (
2014
)-R
ES
IDE
NT
IAL
BR
YA
N E
. DA
HLK
E,
P.E
.
FLO
RID
A L
IC.
No
. 814
39
MO
NT
A C
ON
SU
LTIN
G &
DE
SIG
NO
F W
MR
AN
D A
SS
OC
IAT
ES
, LLC
CE
RT
. O
F A
UT
HO
RIZ
AT
ION
NO
. 917
72
22 S
. W
ES
TM
ON
TE
DR
., S
TE
. 100
ALT
AM
ON
TE
SP
RIN
GS
, F
L 3
2714
PH
ON
E:
(40
7)
681-
1917
ww
w.m
on
taco
nsu
lting
.com
Cer
tific
atio
n N
o. 1
0-24
3A
R
N
C
B
D
CN
AT
ION
AL
CO
UN
CIL
OF
BUILDING DESIGNER
CERTIFICATIO
N
IB
D
LIN
TE
L P
LAN
S4ABC.11/8"=1'-0"
GENERAL CONCRETE LINTEL SCHEDULE
AREAS OF BLOCK ABV. MASONRY OPENINGS ARE TO BE GROUTED SOLID TO TIE BEAM.
(1) #5 REBAR IN TIE BEAM IS TO BE CONTINUOUS THROUGHOUT INCLUDING ABOVE MASONRYOPENINGS. U.N.O.ALL STANDARD LINTELS TO HAVE MIN. 4" BEARING EA. END. ALL RECESSED LINTELS TO HAVE MIN.8" BEARING EA. END
LINTEL MIN. DEPTHS ARE CALLED OUT ON LINTEL PLAN. IF DEEPER LINTEL INSTALLED THANINDICATED ON PLAN, THE STRENGTH OF THE LINTEL INCREASES AND IS APPROVED WITHOUTENGINEERING LETTER. IF A SMALLER LINTEL IS INSTALLED CONTACT EOR FOR APPROVAL.
1.
2.
3.
4.
MARKLINTELREQUIREMENTS
8RF6-0B/1TA
8F8-0B/1TB
8RF14-1B/1TC
D
E
F
G
H
J
8F20-1B/1T
8RF22-1B/1T
8RF14-0B/1T
8F16-0B/1T
8F20-0B/1T
K
L
M
8F24-1B/1T
8RF22-0B/1T
8F24-0B/1T
8F16-1B/1T
(*) ANY LINTEL DEEPER THAN 32" HAS BEEN VERIFIED TO WORK AS A MIN. 32" FOR THE LOADCONDITIONS. ANY LINTEL GREATER THAN 32" HAS A GREATER CAPACITY AND THEREFORE ISADEQUATE FOR THE LOADS.
5.
G.C. TO VERIFY ALL LINTEL DIMS IN FIELD WITH WINDOW R.O. SPECIFICATIONS ON PLAN. DIMSSHOWN ON LINTEL PLAN ARE CLEAR SPAN AND USED TO VERIFY DESIGN OF LINTEL ONLY. VERIFYWITH WINDOW/DOOR SUPPLIER SPECIFICATIONS AND COORDINATE WITH EOR AS REQ'D.
6.
TYPE DESIGNATION
1. f'c PRECAST LINTELS = 3500 PSI.
2. f'c PRESTRESSED LINTELS = 6000 psi.
3. GROUTED PER ASTM C476 f'g = 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.
8F16-1B/1TQUANTITY OF #5 REBAR AT TOP
QUANTITY OF #5 REBAR @BOTTOM OF LINTEL CAVITY
NOMINAL WIDTH
NOMINAL HEIGHT
F = FILLED WITH GROUT /U = UNFILLED R = RECESSED
1. ALL VALUES BASED ON MINIMUM 4" NOMINAL BEARING. EXCEPTION: SAFE LOADS FOR UNFILLED LINTELS MUST BE REDUCED BY 20% IF BEARING LENGTH IS LESS THAN 6-1/2". SAFE LOADS FOR ALL RECESSED LINTELS BASED ON 4" NOMINAL BEARING.
5. ADDITIONAL LATERAL LOAD CAPACITY CAN BE OBTAINED BY THE DESIGNER BY PROVIDING ADDIONAL REINFORCED MASONRY ABOVE THE PRECAST LINTEL.
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.
2. 0 = NOT RATED.
3. SAFE LOADS ARE TOTAL SUPERIMPOSED ALLOWABLE LOAD ON THE SECTION SPECIFIED.
4. SAFE LOADS BASED ON GRADE 40, GRADE 60 MAY BE USED WITHOUT WRITTEN APPROVAL FROM EOR
6. ONE #7 REBAR MAY BE SUBSTITUTED FOR TWO #5 REBARS IN 8" LINTELS ONLY.
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.
C.M.U.
GROUT
FILLEDN
P
R
S
T
8RF30-1B/1T
8F32-1B/1T
8RF30-0B/1T
8F32 -0B/1T
8F38 -1B/1T
U 8F12 -1B/0T
V
W
X
BOTTOM REINFORCING PROVIDEDIN LINTEL (VARIES)
#5 REBAR AT TOP MIN. (1) REQ'D
1-1/2" CLEAR
#5 REBAR AT BOTTOM OF LINTELCAVITY
15-
5/8
" A
CT
UA
L1
6" N
OM
INA
L H
EIG
HT
7-5/8" ACTUAL8" NOMINAL WIDTH
UNFILLED
16 GA. POWERS STEEL BOXEDLINTEL
#5 REBAR AT TOP MIN. (1) REQ'D
1-1/2" CLEAR
7-5
/8"
ST
D D
EP
TH
GC
TO
IN
ST
ALL
PO
WE
R B
OX
ST
EE
L R
DH
(5.
625)
LIN
TE
L A
T R
EC
ES
SE
D L
INT
EL
S
7-5/8" ACTUAL8" NOMINAL WIDTH
TOP KNOCK OUT/ LINTEL BLOCKCOURSE
#5 REBAR AT BOTTOM MIN. (1)REQ'D
POWERS STEEL
PRECAST LINTEL LOAD TABLE
CLEAR OPENING
5'-4"
8'-4"7'-4"
3'-4"3'-0"2'-8"2'-4"
4'-4"
6'-4"
1) FOR HEADER DEPTHS DEEPER THAN 32", USE VALUES FOR 32" DEEP HEADER2) FOR HEADER DEPTHS NOT LISTED ON CHART, USE THE VALUES FOR THE NEXT DEPTH DOWN.
8R6-1B/8R6-0B 8R14-1B/8R14-0B 8R22-1B/8R22-0B
7. LINTELS SHOULD BE SHORED UP DURING CONSTRUCTION AS REQUIRED PER THE LINTELSUPPLIER SPECS. MCD IS NOT RESPONSIBLE FOR CONSTRUCTION MEANS AND METHODS
C.M.U.
BOTTOM REINFORCING PROVIDEDIN LINTEL (VARIES)
#5 REBAR AT TOP MIN. (1) REQ'D
1-1/2" CLEAR
15-
5/8
" A
CT
UA
L1
6" N
OM
INA
L H
EIG
HT
7-5/8" ACTUAL8" NOMINAL WIDTH
LOADS LISTED BELOW HAVE BEEN CALCULATED OR COMPILED FROM DATA FROM THE FOLLOWINGAPPROVED MAN. CAST-CRETE, QUALITY PRECAST CO., LOTT'S CONCRETE, POWERS STEEL
NON-SHEAR WALL AT OPENING TYPICAL SHEAR WALL SEGMENT
PROVIDE SCREEN WHEN BLOCK BELOWIS NOT REQUIRED TO BE FILLED
SEE FOUNDATION FOR FOOTING
AT CORNERSPROVIDESTANDARD #5HOOK BAR. LAPOTHER BARS INTOCORNER AS REQ'D
PROVIDE CLEAN OUT OPENING @ GROUTFILLED CELL AND REBAR (TYP). MORTARJOINTS SHOULD NOT BE CUT
METAL LATH OR WIRE SCREENOVER COURSES NOT REQ'DTO BE FILLED. (SHEET METAL& PAPER FELT PROHIBITED)
CONTRACTOR TO VERIFYTHE GROUT IS LEVELWITH TOP OF BLOCK FORPROPER TRUSS/ FLOORSYSTEM BEARING (MIN 3")
BOTTOM STEEL IN LINTEL IFINDICATE - SHOULD HOOK INTOVERTICAL CELLS PER MD08
SH
EE
T T
ITLE
DA
TE
DE
SC
RIP
TIO
NR
EV
.
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.
PR
OJE
CT
STRUCTURAL ENG:
QC CHECK:
JOB No.
SCALE:
DATE:
---
PSQ-2171397
AS INDICATED
08/16/17
---
MCD
BLDG DESIGN:
DRAFTING:
----DESIGN:-STRUCT: DP
PA
RK
SQ
UA
RE
HO
ME
S2
69
9 N
AP
LE
S,
EL
EV
AT
ION
CO
MM
UN
ITY
, L
OT
TH
IS R
ES
IDE
NT
IAL
ST
RU
CT
UR
E I
S D
ES
IGN
ED
TO
WIT
HS
TA
ND
TH
E W
IND
LO
AD
ING
IM
PO
SE
D I
N A
CC
OR
DA
NC
E W
ITH
TH
E L
OC
AT
ION
OF
SA
ID S
TR
UC
TU
RE
, PR
OV
ISIO
NS
OF
CH
AP
TE
R 3
, AN
D C
OM
PLI
ES
WIT
H A
LL O
TH
ER
PR
OV
ISIO
NS
OF
TH
E F
LOR
IDA
BU
ILD
ING
CO
DE
5th
ED
ITIO
N (
2014
)-R
ES
IDE
NT
IAL
BR
YA
N E
. DA
HLK
E,
P.E
.
FLO
RID
A L
IC.
No
. 814
39
MO
NT
A C
ON
SU
LTIN
G &
DE
SIG
NO
F W
MR
AN
D A
SS
OC
IAT
ES
, LLC
CE
RT
. O
F A
UT
HO
RIZ
AT
ION
NO
. 917
72
22 S
. W
ES
TM
ON
TE
DR
., S
TE
. 100
ALT
AM
ON
TE
SP
RIN
GS
, F
L 3
2714
PH
ON
E:
(40
7)
681-
1917
ww
w.m
on
taco
nsu
lting
.com
Cer
tific
atio
n N
o. 1
0-24
3A
R
N
C
B
D
CN
AT
ION
AL
CO
UN
CIL
OF
BUILDING DESIGNER
CERTIFICATIO
N
IB
D
LIN
TE
L P
LAN
S4ABC.11/8"=1'-0"
GENERAL CONCRETE LINTEL SCHEDULE
AREAS OF BLOCK ABV. MASONRY OPENINGS ARE TO BE GROUTED SOLID TO TIE BEAM.
(1) #5 REBAR IN TIE BEAM IS TO BE CONTINUOUS THROUGHOUT INCLUDING ABOVE MASONRYOPENINGS. U.N.O.ALL STANDARD LINTELS TO HAVE MIN. 4" BEARING EA. END. ALL RECESSED LINTELS TO HAVE MIN.8" BEARING EA. END
LINTEL MIN. DEPTHS ARE CALLED OUT ON LINTEL PLAN. IF DEEPER LINTEL INSTALLED THANINDICATED ON PLAN, THE STRENGTH OF THE LINTEL INCREASES AND IS APPROVED WITHOUTENGINEERING LETTER. IF A SMALLER LINTEL IS INSTALLED CONTACT EOR FOR APPROVAL.
1.
2.
3.
4.
MARKLINTELREQUIREMENTS
8RF6-0B/1TA
8F8-0B/1TB
8RF14-1B/1TC
D
E
F
G
H
J
8F20-1B/1T
8RF22-1B/1T
8RF14-0B/1T
8F16-0B/1T
8F20-0B/1T
K
L
M
8F24-1B/1T
8RF22-0B/1T
8F24-0B/1T
8F16-1B/1T
(*) ANY LINTEL DEEPER THAN 32" HAS BEEN VERIFIED TO WORK AS A MIN. 32" FOR THE LOADCONDITIONS. ANY LINTEL GREATER THAN 32" HAS A GREATER CAPACITY AND THEREFORE ISADEQUATE FOR THE LOADS.
5.
G.C. TO VERIFY ALL LINTEL DIMS IN FIELD WITH WINDOW R.O. SPECIFICATIONS ON PLAN. DIMSSHOWN ON LINTEL PLAN ARE CLEAR SPAN AND USED TO VERIFY DESIGN OF LINTEL ONLY. VERIFYWITH WINDOW/DOOR SUPPLIER SPECIFICATIONS AND COORDINATE WITH EOR AS REQ'D.
6.
TYPE DESIGNATION
1. f'c PRECAST LINTELS = 3500 PSI.
2. f'c PRESTRESSED LINTELS = 6000 psi.
3. GROUTED PER ASTM C476 f'g = 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.
8F16-1B/1TQUANTITY OF #5 REBAR AT TOP
QUANTITY OF #5 REBAR @BOTTOM OF LINTEL CAVITY
NOMINAL WIDTH
NOMINAL HEIGHT
F = FILLED WITH GROUT /U = UNFILLED R = RECESSED
1. ALL VALUES BASED ON MINIMUM 4" NOMINAL BEARING. EXCEPTION: SAFE LOADS FOR UNFILLED LINTELS MUST BE REDUCED BY 20% IF BEARING LENGTH IS LESS THAN 6-1/2". SAFE LOADS FOR ALL RECESSED LINTELS BASED ON 4" NOMINAL BEARING.
5. ADDITIONAL LATERAL LOAD CAPACITY CAN BE OBTAINED BY THE DESIGNER BY PROVIDING ADDIONAL REINFORCED MASONRY ABOVE THE PRECAST LINTEL.
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.
2. 0 = NOT RATED.
3. SAFE LOADS ARE TOTAL SUPERIMPOSED ALLOWABLE LOAD ON THE SECTION SPECIFIED.
4. SAFE LOADS BASED ON GRADE 40, GRADE 60 MAY BE USED WITHOUT WRITTEN APPROVAL FROM EOR
6. ONE #7 REBAR MAY BE SUBSTITUTED FOR TWO #5 REBARS IN 8" LINTELS ONLY.
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.
C.M.U.
GROUT
FILLEDN
P
R
S
T
8RF30-1B/1T
8F32-1B/1T
8RF30-0B/1T
8F32 -0B/1T
8F38 -1B/1T
U 8F12 -1B/0T
V
W
X
BOTTOM REINFORCING PROVIDEDIN LINTEL (VARIES)
#5 REBAR AT TOP MIN. (1) REQ'D
1-1/2" CLEAR
#5 REBAR AT BOTTOM OF LINTELCAVITY
15-
5/8
" A
CT
UA
L1
6" N
OM
INA
L H
EIG
HT
7-5/8" ACTUAL8" NOMINAL WIDTH
UNFILLED
16 GA. POWERS STEEL BOXEDLINTEL
#5 REBAR AT TOP MIN. (1) REQ'D
1-1/2" CLEAR
7-5
/8"
ST
D D
EP
TH
GC
TO
IN
ST
ALL
PO
WE
R B
OX
ST
EE
L R
DH
(5.
625)
LIN
TE
L A
T R
EC
ES
SE
D L
INT
EL
S
7-5/8" ACTUAL8" NOMINAL WIDTH
TOP KNOCK OUT/ LINTEL BLOCKCOURSE
#5 REBAR AT BOTTOM MIN. (1)REQ'D
POWERS STEEL
PRECAST LINTEL LOAD TABLE
CLEAR OPENING
5'-4"
8'-4"7'-4"
3'-4"3'-0"2'-8"2'-4"
4'-4"
6'-4"
1) FOR HEADER DEPTHS DEEPER THAN 32", USE VALUES FOR 32" DEEP HEADER2) FOR HEADER DEPTHS NOT LISTED ON CHART, USE THE VALUES FOR THE NEXT DEPTH DOWN.
8R6-1B/8R6-0B 8R14-1B/8R14-0B 8R22-1B/8R22-0B
7. LINTELS SHOULD BE SHORED UP DURING CONSTRUCTION AS REQUIRED PER THE LINTELSUPPLIER SPECS. MCD IS NOT RESPONSIBLE FOR CONSTRUCTION MEANS AND METHODS
C.M.U.
BOTTOM REINFORCING PROVIDEDIN LINTEL (VARIES)
#5 REBAR AT TOP MIN. (1) REQ'D
1-1/2" CLEAR
15-
5/8
" A
CT
UA
L1
6" N
OM
INA
L H
EIG
HT
7-5/8" ACTUAL8" NOMINAL WIDTH
LOADS LISTED BELOW HAVE BEEN CALCULATED OR COMPILED FROM DATA FROM THE FOLLOWINGAPPROVED MAN. CAST-CRETE, QUALITY PRECAST CO., LOTT'S CONCRETE, POWERS STEEL
MIN. (2) 2x8 SYP #2 BEAM TO SUPPORTLANDING FRAMING & STAIR STRINGERS.ATTACH PLIES USING (2) ROWS OF 10dNAILS @ 12" O.C. MAINTAIN MIN. 2" EDGE& END DISTANCE. SEE DETAIL ST01/ST1FOR MORE INFO
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.
PR
OJE
CT
STRUCTURAL ENG:
QC CHECK:
JOB No.
SCALE:
DATE:
---
PSQ-2171397
AS INDICATED
08/16/17
---
MCD
BLDG DESIGN:
DRAFTING:
----DESIGN:-STRUCT: DP
PA
RK
SQ
UA
RE
HO
ME
S2
69
9 N
AP
LE
S,
EL
EV
AT
ION
CO
MM
UN
ITY
, L
OT
TH
IS R
ES
IDE
NT
IAL
ST
RU
CT
UR
E I
S D
ES
IGN
ED
TO
WIT
HS
TA
ND
TH
E W
IND
LO
AD
ING
IM
PO
SE
D I
N A
CC
OR
DA
NC
E W
ITH
TH
E L
OC
AT
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OF
SA
ID S
TR
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TU
RE
, PR
OV
ISIO
NS
OF
CH
AP
TE
R 3
, AN
D C
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PLI
ES
WIT
H A
LL O
TH
ER
PR
OV
ISIO
NS
OF
TH
E F
LOR
IDA
BU
ILD
ING
CO
DE
5th
ED
ITIO
N (
2014
)-R
ES
IDE
NT
IAL
BR
YA
N E
. DA
HLK
E,
P.E
.
FLO
RID
A L
IC.
No
. 814
39
MO
NT
A C
ON
SU
LTIN
G &
DE
SIG
NO
F W
MR
AN
D A
SS
OC
IAT
ES
, LLC
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NO
. 917
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22 S
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(40
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Cer
tific
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AT
ION
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CIL
OF
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CERTIFICATIO
N
IB
D
FIR
ST
FLO
OR
FR
AM
ING
PLA
N
S5A SEE PAGE S6 FOR NOTES AND CONNECTOR LEGEND 1/4"=1'-0"
MIN. (2) 2x8 SYP #2 BEAM TO SUPPORTLANDING FRAMING & STAIR STRINGERS.ATTACH PLIES USING (2) ROWS OF 10dNAILS @ 12" O.C. MAINTAIN MIN. 2" EDGE& END DISTANCE. SEE DETAIL ST01/ST1FOR MORE INFO
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.
PR
OJE
CT
STRUCTURAL ENG:
QC CHECK:
JOB No.
SCALE:
DATE:
---
PSQ-2171397
AS INDICATED
08/16/17
---
MCD
BLDG DESIGN:
DRAFTING:
----DESIGN:-STRUCT: DP
PA
RK
SQ
UA
RE
HO
ME
S2
69
9 N
AP
LE
S,
EL
EV
AT
ION
CO
MM
UN
ITY
, L
OT
TH
IS R
ES
IDE
NT
IAL
ST
RU
CT
UR
E I
S D
ES
IGN
ED
TO
WIT
HS
TA
ND
TH
E W
IND
LO
AD
ING
IM
PO
SE
D I
N A
CC
OR
DA
NC
E W
ITH
TH
E L
OC
AT
ION
OF
SA
ID S
TR
UC
TU
RE
, PR
OV
ISIO
NS
OF
CH
AP
TE
R 3
, AN
D C
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PLI
ES
WIT
H A
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ER
PR
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NS
OF
TH
E F
LOR
IDA
BU
ILD
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CO
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5th
ED
ITIO
N (
2014
)-R
ES
IDE
NT
IAL
BR
YA
N E
. DA
HLK
E,
P.E
.
FLO
RID
A L
IC.
No
. 814
39
MO
NT
A C
ON
SU
LTIN
G &
DE
SIG
NO
F W
MR
AN
D A
SS
OC
IAT
ES
, LLC
CE
RT
. O
F A
UT
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AT
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NO
. 917
72
22 S
. W
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TM
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(40
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Cer
tific
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n N
o. 1
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3A
R
N
C
B
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AT
ION
AL
CO
UN
CIL
OF
BUILDING DESIGNER
CERTIFICATIO
N
IB
D
FIR
ST
FLO
OR
FR
AM
ING
PLA
N
S5A.2 SEE PAGE S6 FOR NOTES AND CONNECTOR LEGEND 1/4"=1'-0"
MIN. (2) 2x8 SYP #2 BEAM TO SUPPORTLANDING FRAMING & STAIR STRINGERS.ATTACH PLIES USING (2) ROWS OF 10dNAILS @ 12" O.C. MAINTAIN MIN. 2" EDGE& END DISTANCE. SEE DETAIL ST01/ST1FOR MORE INFO
A
WF03
SD1
WF05
SD1
D
B3.5x16 TOP@ 11'-9"B3.5x16 TOP
@ 11'-9"
SH
EE
T T
ITLE
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SC
RIP
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NR
EV
.
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.
PR
OJE
CT
STRUCTURAL ENG:
QC CHECK:
JOB No.
SCALE:
DATE:
---
PSQ-2171397
AS INDICATED
08/16/17
---
MCD
BLDG DESIGN:
DRAFTING:
----DESIGN:-STRUCT: DP
PA
RK
SQ
UA
RE
HO
ME
S2
69
9 N
AP
LE
S,
EL
EV
AT
ION
CO
MM
UN
ITY
, L
OT
TH
IS R
ES
IDE
NT
IAL
ST
RU
CT
UR
E I
S D
ES
IGN
ED
TO
WIT
HS
TA
ND
TH
E W
IND
LO
AD
ING
IM
PO
SE
D I
N A
CC
OR
DA
NC
E W
ITH
TH
E L
OC
AT
ION
OF
SA
ID S
TR
UC
TU
RE
, PR
OV
ISIO
NS
OF
CH
AP
TE
R 3
, AN
D C
OM
PLI
ES
WIT
H A
LL O
TH
ER
PR
OV
ISIO
NS
OF
TH
E F
LOR
IDA
BU
ILD
ING
CO
DE
5th
ED
ITIO
N (
2014
)-R
ES
IDE
NT
IAL
BR
YA
N E
. DA
HLK
E,
P.E
.
FLO
RID
A L
IC.
No
. 814
39
MO
NT
A C
ON
SU
LTIN
G &
DE
SIG
NO
F W
MR
AN
D A
SS
OC
IAT
ES
, LLC
CE
RT
. O
F A
UT
HO
RIZ
AT
ION
NO
. 917
72
22 S
. W
ES
TM
ON
TE
DR
., S
TE
. 100
ALT
AM
ON
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SP
RIN
GS
, F
L 3
2714
PH
ON
E:
(40
7)
681-
1917
ww
w.m
on
taco
nsu
lting
.com
Cer
tific
atio
n N
o. 1
0-24
3A
R
N
C
B
D
CN
AT
ION
AL
CO
UN
CIL
OF
BUILDING DESIGNER
CERTIFICATIO
N
IB
D
FIR
ST
FLO
OR
FR
AM
ING
PLA
N
S5B SEE PAGE S6 FOR NOTES AND CONNECTOR LEGEND 1/4"=1'-0"
MIN. (2) 2x8 SYP #2 BEAM TO SUPPORTLANDING FRAMING & STAIR STRINGERS.ATTACH PLIES USING (2) ROWS OF 10dNAILS @ 12" O.C. MAINTAIN MIN. 2" EDGE& END DISTANCE. SEE DETAIL ST01/ST1FOR MORE INFO
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.
PR
OJE
CT
STRUCTURAL ENG:
QC CHECK:
JOB No.
SCALE:
DATE:
---
PSQ-2171397
AS INDICATED
08/16/17
---
MCD
BLDG DESIGN:
DRAFTING:
----DESIGN:-STRUCT: DP
PA
RK
SQ
UA
RE
HO
ME
S2
69
9 N
AP
LE
S,
EL
EV
AT
ION
CO
MM
UN
ITY
, L
OT
TH
IS R
ES
IDE
NT
IAL
ST
RU
CT
UR
E I
S D
ES
IGN
ED
TO
WIT
HS
TA
ND
TH
E W
IND
LO
AD
ING
IM
PO
SE
D I
N A
CC
OR
DA
NC
E W
ITH
TH
E L
OC
AT
ION
OF
SA
ID S
TR
UC
TU
RE
, PR
OV
ISIO
NS
OF
CH
AP
TE
R 3
, AN
D C
OM
PLI
ES
WIT
H A
LL O
TH
ER
PR
OV
ISIO
NS
OF
TH
E F
LOR
IDA
BU
ILD
ING
CO
DE
5th
ED
ITIO
N (
2014
)-R
ES
IDE
NT
IAL
BR
YA
N E
. DA
HLK
E,
P.E
.
FLO
RID
A L
IC.
No
. 814
39
MO
NT
A C
ON
SU
LTIN
G &
DE
SIG
NO
F W
MR
AN
D A
SS
OC
IAT
ES
, LLC
CE
RT
. O
F A
UT
HO
RIZ
AT
ION
NO
. 917
72
22 S
. W
ES
TM
ON
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DR
., S
TE
. 100
ALT
AM
ON
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SP
RIN
GS
, F
L 3
2714
PH
ON
E:
(40
7)
681-
1917
ww
w.m
on
taco
nsu
lting
.com
Cer
tific
atio
n N
o. 1
0-24
3A
R
N
C
B
D
CN
AT
ION
AL
CO
UN
CIL
OF
BUILDING DESIGNER
CERTIFICATIO
N
IB
D
FIR
ST
FLO
OR
FR
AM
ING
PLA
N
S5B.2 SEE PAGE S6 FOR NOTES AND CONNECTOR LEGEND 1/4"=1'-0"
MIN. (2) 2x8 SYP #2 BEAM TO SUPPORTLANDING FRAMING & STAIR STRINGERS.ATTACH PLIES USING (2) ROWS OF 10dNAILS @ 12" O.C. MAINTAIN MIN. 2" EDGE& END DISTANCE. SEE DETAIL ST01/ST1FOR MORE INFO
A
WF03
SD1
WF05
SD1
D
SH
EE
T T
ITLE
DA
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DE
SC
RIP
TIO
NR
EV
.
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.
PR
OJE
CT
STRUCTURAL ENG:
QC CHECK:
JOB No.
SCALE:
DATE:
---
PSQ-2171397
AS INDICATED
08/16/17
---
MCD
BLDG DESIGN:
DRAFTING:
----DESIGN:-STRUCT: DP
PA
RK
SQ
UA
RE
HO
ME
S2
69
9 N
AP
LE
S,
EL
EV
AT
ION
CO
MM
UN
ITY
, L
OT
TH
IS R
ES
IDE
NT
IAL
ST
RU
CT
UR
E I
S D
ES
IGN
ED
TO
WIT
HS
TA
ND
TH
E W
IND
LO
AD
ING
IM
PO
SE
D I
N A
CC
OR
DA
NC
E W
ITH
TH
E L
OC
AT
ION
OF
SA
ID S
TR
UC
TU
RE
, PR
OV
ISIO
NS
OF
CH
AP
TE
R 3
, AN
D C
OM
PLI
ES
WIT
H A
LL O
TH
ER
PR
OV
ISIO
NS
OF
TH
E F
LOR
IDA
BU
ILD
ING
CO
DE
5th
ED
ITIO
N (
2014
)-R
ES
IDE
NT
IAL
BR
YA
N E
. DA
HLK
E,
P.E
.
FLO
RID
A L
IC.
No
. 814
39
MO
NT
A C
ON
SU
LTIN
G &
DE
SIG
NO
F W
MR
AN
D A
SS
OC
IAT
ES
, LLC
CE
RT
. O
F A
UT
HO
RIZ
AT
ION
NO
. 917
72
22 S
. W
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TM
ON
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DR
., S
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. 100
ALT
AM
ON
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SP
RIN
GS
, F
L 3
2714
PH
ON
E:
(40
7)
681-
1917
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w.m
on
taco
nsu
lting
.com
Cer
tific
atio
n N
o. 1
0-24
3A
R
N
C
B
D
CN
AT
ION
AL
CO
UN
CIL
OF
BUILDING DESIGNER
CERTIFICATIO
N
IB
D
FIR
ST
FLO
OR
FR
AM
ING
PLA
N
S5C SEE PAGE S6 FOR NOTES AND CONNECTOR LEGEND 1/4"=1'-0"
MIN. (2) 2x8 SYP #2 BEAM TO SUPPORTLANDING FRAMING & STAIR STRINGERS.ATTACH PLIES USING (2) ROWS OF 10dNAILS @ 12" O.C. MAINTAIN MIN. 2" EDGE& END DISTANCE. SEE DETAIL ST01/ST1FOR MORE INFO
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.
PR
OJE
CT
STRUCTURAL ENG:
QC CHECK:
JOB No.
SCALE:
DATE:
---
PSQ-2171397
AS INDICATED
08/16/17
---
MCD
BLDG DESIGN:
DRAFTING:
----DESIGN:-STRUCT: DP
PA
RK
SQ
UA
RE
HO
ME
S2
69
9 N
AP
LE
S,
EL
EV
AT
ION
CO
MM
UN
ITY
, L
OT
TH
IS R
ES
IDE
NT
IAL
ST
RU
CT
UR
E I
S D
ES
IGN
ED
TO
WIT
HS
TA
ND
TH
E W
IND
LO
AD
ING
IM
PO
SE
D I
N A
CC
OR
DA
NC
E W
ITH
TH
E L
OC
AT
ION
OF
SA
ID S
TR
UC
TU
RE
, PR
OV
ISIO
NS
OF
CH
AP
TE
R 3
, AN
D C
OM
PLI
ES
WIT
H A
LL O
TH
ER
PR
OV
ISIO
NS
OF
TH
E F
LOR
IDA
BU
ILD
ING
CO
DE
5th
ED
ITIO
N (
2014
)-R
ES
IDE
NT
IAL
BR
YA
N E
. DA
HLK
E,
P.E
.
FLO
RID
A L
IC.
No
. 814
39
MO
NT
A C
ON
SU
LTIN
G &
DE
SIG
NO
F W
MR
AN
D A
SS
OC
IAT
ES
, LLC
CE
RT
. O
F A
UT
HO
RIZ
AT
ION
NO
. 917
72
22 S
. W
ES
TM
ON
TE
DR
., S
TE
. 100
ALT
AM
ON
TE
SP
RIN
GS
, F
L 3
2714
PH
ON
E:
(40
7)
681-
1917
ww
w.m
on
taco
nsu
lting
.com
Cer
tific
atio
n N
o. 1
0-24
3A
R
N
C
B
D
CN
AT
ION
AL
CO
UN
CIL
OF
BUILDING DESIGNER
CERTIFICATIO
N
IB
D
FIR
ST
FLO
OR
FR
AM
ING
PLA
N
S5C.2 SEE PAGE S6 FOR NOTES AND CONNECTOR LEGEND 1/4"=1'-0"
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.
PR
OJE
CT
STRUCTURAL ENG:
QC CHECK:
JOB No.
SCALE:
DATE:
---
PSQ-2171397
AS INDICATED
08/16/17
---
MCD
BLDG DESIGN:
DRAFTING:
----DESIGN:-STRUCT: DP
PA
RK
SQ
UA
RE
HO
ME
S2
69
9 N
AP
LE
S,
EL
EV
AT
ION
CO
MM
UN
ITY
, L
OT
TH
IS R
ES
IDE
NT
IAL
ST
RU
CT
UR
E I
S D
ES
IGN
ED
TO
WIT
HS
TA
ND
TH
E W
IND
LO
AD
ING
IM
PO
SE
D I
N A
CC
OR
DA
NC
E W
ITH
TH
E L
OC
AT
ION
OF
SA
ID S
TR
UC
TU
RE
, PR
OV
ISIO
NS
OF
CH
AP
TE
R 3
, AN
D C
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PLI
ES
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S5OPT SEE PAGE S6 FOR NOTES AND CONNECTOR LEGEND 1/4"=1'-0"
BEARING WOOD WALL SCHEDULE
STANDARD BEARING WALL W/STRAPS NOTES
1. NAIL ALL BUILT-UP STUDS PER DTL. WF08/SD3.
2. ALL POST/ LVL COLUMNS IN EXTERIOR CONDITION SHOULDBE P.T. OR WOLMANIZED.
3. CONTRACTOR TO USE ABU BASE CONNECTORS @ SPF/SYPSOLID POSTS. AT EXTERIOR CONDITIONS
4x4: ABU44 w/(12)16d NAILS & 58" EPOXY ANCHOR w/MIN.
7" EMBEDMENT
6x6: ABU66 w/(12)16d NAILS & 58" EPOXY ANCHOR w/MIN.
7" EMBEDMENT
8x8: ABU88 w/(18)16d NAILS & (2) 58" EPOXY ANCHORS w/
MIN. 7" EMBEDMENT
4. POST/LVL INSTALLED WITHIN BRG. WALL TO BE WITHIN TOPAND BASE PLATE U.N.O. ON PLANS.
5. SEE STRUCTURAL COVER SHEET FOR LVL SPECIFICATIONS.
STANDARD COLUMN NOTES
BEAM SCHEDULE
BEAM SIZE CONNECTIONS
B2x8(2)2x8 #2 SYP
WITH 1/2" FLITCHPLATE
B2x10(2)2x10 #2 SYP
WITH 1/2" FLITCHPLATE
B2x12(2)2x12 #2 SYP
WITH 1/2" FLITCHPLATE
B3.5x11.25
(2)1.75"x11.25" LVL
B3.5x11.875
(2)1.75"x11.875" LVL
B3.5x16 (2) 1.75"x16" LVL
B5.25x16 (3) 1.75"x16" LVL
B3.5x20 (2) 1.75"x20" LVL
STANDARD BEAM NOTES
CONNECTOR SCHEDULE
SIMPSON CONNECTOR TYPEVALUESSPF(lb)
VALUESSYP(lb)
HETA16 w/(9) 10dx1 12" NAILS OR
HETA20 w/(9) 10d x 1 12" NAILS
FRAME TO CMU 1810 1810
(2)HETA16 OR (2)HETA20
(1)ply TRUSS (10)10d x 1 12" NAILS
(2)ply TRUSS (12) 16d x 1 12" NAILS
FRAME TO CMU(1)ply 2035(2)ply 2500
(1)ply 2035(2)ply 2500
H10A w/(18)10d x 1 12" NAILS OR
(2)ply TRUSS H10A-2 w/(18) 10d x 1 12" NAILS
FRAME TO FRAMEH10A 1015
H10A-2 1070H10A 1340
H10A-2 1245
HTS20 w/(24)10d x 1 12" NAILS
(AT EXT LOCATIONS INCLUDE (3)12d TOENAILS)FRAME TO FRAME 1245 1450
(2)HTS20 w/(24)10d x 1 12" NAILS
(AT EXT LOCATIONS INCLUDE (3)12d TOENAILS)FRAME TO FRAME 2490 2900
H2.5A w/(10)8d FRAME TO FRAME 535 600
MTS12 w/(14)10d x 1 12" NAILS
(AT EXT LOCATIONS INCLUDE (3)12d TOENAILS)FRAME TO FRAME 860 1000
LTT20B w/(10) 10d NAILS & 58" EPOXY ANCHOR w/SIMP. SET
EPOXY MIN. 7" EMBEDMENTCOLUMN TO FTG.OR
CMU1290 1300
HTT4 w/(18) 16d x 2 12" NAILS w/5
8" EPOXY ANCHOR w/SIMP.SET EPOXY MIN. 7" EMBEDMENT - AT LVL / PSL COLUMNS
USE (18) #10x1-1/2" SD SCREWS INSTEAD OF NAILSCOLUMN TO FTG. 3640 4235
(3)HTS20 w/(24)10d x 1 12" NAILS
(AT EXT LOCATIONS INCLUDE (3)12d TOENAILS)FRAME TO FRAME 3735 4350
MSTCM40 W/ (14) 16d SINKERS AND (10) 1/4"x2-1/4" TITENS FRAME TO CMU 2420 2800
SIMPSON HGUS 5.50/10 W/ (63) 16d NAILS GIRDER TO COL./ BM 9100 4095
MGT w/ (22) 10d NAILS TO GIRDER & (1) 5/8" A.T.R. THRUDBL. TOP PLT. TO INVERTED HDU5 ATTACHED TO POST.INVERTED HUD5 TO POST w/ (14) 1/4" x 2 1/2" SDS SCREWS
FRAME TO FRAME 3300 3965
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
FLOOR FRAMING NOTES
1. FLOOR JOIST/TRUSS HANGERS SUPPLIED & ENGINEERED BY FLOOR JOIST/TRUSS CO.2. REFER TO TRUSS MANU. DRAWINGS FOR TRUSS DESIGNATIONS.3. GENERAL FLOORING FINISHES ARE ACCEPTABLE. IF LIGHTWEIGHT CONCRETE OR SELF LEVELING CONCRETE ISREQ. CONTACT E.O.R. ALONG WITH TRUSS CO. TO VERIFY FLOOR TRUSS DESIGN.
NAIL SCHEDULE
STANDARD NAIL GENERAL DIAMETER/ LENGTH
8d .131" x 212"
10d .148" x 3"
12d .148" x 314"
16d .162" x 312"
8d RING SHANK .113" x 238"
NAILING NOTES
1. CONTRACTOR MAY USE A DIFFERENT NAIL THENINDICATED AS LONG AS IT MEETS OR EXCEEDS THEDIAMETER AND LENGTH INDICATED.
2. CONNECTORS MAY USE DIFFERENT NAIL LENGTHS.MINIMUM NAIL LENGTH PER CONNECTOR IS REQ. IF LONGERNAIL IS USED IT IS ADEQUATE AS LONG AS IT DOES NOTEXTEND THRU THE MEMBER IT'S BEING ATTACHED TO.
1. ALL TRUSS/BEAM TO MASONRY CONNECTIONS TO BE SIMP. HETA16/20, U.N.O. ON PLAN.
AT FLOOR TRUSSES PARALLEL TO MASONRY WALLS CONNECT w/SIMP. HETA16/20 @ 24"o.c. OR 32"o.c. VERIFY w/ TRUSSSHOP DRAWINGS FOR VERTICAL SPACING WITHIN FLOOR TRUSS. (IF SITTING ON FRAME WALL USE SIMP. LSTA18(14) @24"o.c. OR 32"o.c.)
CONNECT ALL CONTINUOUS RIM BOARDS TO TOP OF MASONRY W/SIMP. LTA2, @ 32"o.c.MAX. AND (2) AT EACH CORNER.
2. ALL TRUSS/BEAM TO FRAME CONNECTIONS TO BE SIMP. H10A FOR SINGLE PLY, OR H10A-2 FOR 2-PLY U.N.O. ON PLAN
3. CONNECT ALL TYPICAL HIP JACKS (CORNER JACKS) TO FRAME USING SIMP. H2.5A CONNECTOR.IF UPLIFT EXCEEDS 535lbs USE (2) H2.5A CONNECTORS.
4. CONNECT ALL INTERIOR FLOOR TRUSSES/JOISTS TO INTERIOR BRG. WALLS USING (3)12d TOENAILS.
5. ALL TRUSS TO TRUSS CONNECTIONS TO BE SPECIFIED BY TRUSS MANUFACTURER, U.N.O. ON PLAN.
6. MISSED LINTEL STRAPS: CONTRACTOR TO INSTALL SIMP. HTSM16 @ EACH MISSED HETA16/20STRAP LOCATION. IF DOUBLE HETA16/20 @ A 2-PLY OR 1-PLY TRUSS IS MISSED, USE (2)HTSM16 STRAPS.IF UPLIFT IS HIGHER THEN 2100lbs, CONTACT E.O.R. FOR FURTHER REVIEW.
STANDARD CONNECTOR NOTES
GABLE ENDS:
ROOFS:
NAILING SCHEDULE:
NAILS:
ROOF SHEATHING TO BE 7/16" OSB (WITH SHINGLE), 5/8" OR 19/32" OSB (WITH TILE)FASTENING WITHIN 4'-0" OF EAVES TO BE 4" O.C. AT ALL SUPPORTED EDGES AND 6"O.C. IN FIELD. FOR ALL OTHER AREAS NAIL @ 6" O.C. AT ALL SUPPORTED EDGES AND6" O.C. IN FIELD. SHEATHING TO BE PLACED WITH LONG DIMENSION PERPENDICULARTO SUPPORTS (TRUSSES). PROVIDE PLY CLIPS AT ALL UNSUPPORTED ROOFSHEATHING JOINTS EXCEPT AT PITCH CHANGE LOCATIONS. PLY CLIPS TO BESPACED NO MORE THAN 24" O.C.
ALL SHEATHING TO BE MIN. 15/32" O.S.B. AND SHALL BE NAILED (1) ROW @ 3" O.C.AT TOP PLATE AND (1) ROW AT BOTTOM PLATE OF WALL, 6" O.C. ALL OTHEREDGES AND 6" IN FIELD. BLOCKING SHALL BE PLACED AT ALL SHEATHING JOINTS.
NAILS USED IN ROOF SHEATHING APPLICATIONS SHALL BE 8d RING SHANK NAILS.ALL OTHER SHEATHING APPLICATIONS SHALL BE 8d, 8d RING OR SPIRAL SHANK,HAND OR GUN DRIVEN NAILS. GUN DRIVEN NAILS SHALL HAVE HEAD SIZEEQUIVALENT TO HAND DRIVEN NAILS. FASTENERS FOR PRESERV- ATIVELYTREATED WOOD SHALL BE HOT-DIPPED ZINC-COATED GALVANIZED STEEL,STAINLESS STEEL, SILICON BRONZE OR COPPER. THE COATING WEIGHTS SHALLBE IN ACCORDANCE WITH ASTM A 153.
APA SHEATHING NOTE:24/16 SPAN RATED SHEATHING REQUIRES BLOCKING AT ALL UNSUPPORTEDPANEL EDGES AT HIP LOCATIONS. BLOCKING TO BE 2X4 ATTACHED AT EACH ENDWITH (3) 10d TOENAILS.
EXTERIOR WALLS:SEE WF10/SD4 FOR MORE INFO.
COLUMN SCHEDULE
(2)2X4 SPF #2 BUILT UP STUD COLUMN
(3)2X4 SPF #2 BUILT UP STUD COLUMN
(4)2X4 SPF #2 BUILT UP STUD COLUMN
(2)2X6 SPF #2 BUILT UP STUD COLUMN
(3)2X6 SPF #2 BUILT UP STUD COLUMN
(2)2X8 SPF #2 BUILT UP STUD COLUMN
(3)2X8 SPF #2 BUILT UP STUD COLUMN
(3)2X4 SYP #2 BUILT UP STUD COLUMN
(2)2X6 SYP #2 BUILT UP STUD COLUMN
(2)2X8 SYP #2 BUILT UP STUD COLUMN
4x4 SYP #2 POST
6x6 SYP #2 POST
8x8 SYP #2 POST
3-1/2"x3-1/2" LVL COLUMN.
3-1/2"x5-1/4" LVL COLUMN.
3-1/2"x7" LVL COLUMN.
3-1/2"x9-1/2" LVL COLUMN.
5-1/4"x5-1/4" LVL COLUMN.
5-1/4"x7" LVL COLUMN.
7"x7" LVL COLUMN.
3 1/2" X 11 7/8" LVL COLUMN
5 1/4" X 9 1/2" LVL COLUMN
A
B
C
D
E
F
G
H
J
K
L
M
N
P
Q
R
S
T
V
X
Y
Z
16"
TAGTOP
CONNECTION & FASTENERS
SPF
16" SPF
BOTTOM
12" SPF
16" SPF
SYP16"
SYP12"
12" SYP
12" SYP
BW7
BW8
BW9
BW10
BW11
BW12
NOUPLIFT
LUMBERSPECIES
UPLIFTCAP.(plf)
STUDSPACING
(2)12dTOENAILS
(3) 12dTOENAILS
(2)12dTOENAILS
BLOCKING
MID-SPAN
570 plf MID-SPAN
13rd. PT.
NOUPLIFT MID-SPAN
(3) 12dTOENAILS
12" SPF
13rd. PT.
MID-SPAN
12" SPF
(3) 12dTOENAILS
(3) 12dTOENAILS
NOUPLIFT MID-SPAN
SYP16" MID-SPAN
SYP16" 13rd. PT.
(2) 12dTOENAILS
(2) 12dTOENAILS
NOUPLIFT MID-SPAN
MID-SPAN
13rd. PT.
BW1
BW2
BW3
BW4
BW5
BW6
760 plf
760 plf
664 plf
664 plf
885 plf
885 plf
FLOOR SHEATHING TO BE 34" PLYWOOD OR OSB (U.N.O), WITH LONG DIMENSION PERPENDICULAR TO SUPPORT
(FLOOR TRUSSES).NAILS: NAILS USED IN ALL FLOORING APPLICATIONS SHALL BE 8d, 8d RING OR SPIRAL SHANK, HAND OR GUN DRIVENNAILS. GUN DRIVEN NAILS SHALL HAVE HEAD SIZE EQUIVALENT TO HAND DRIVEN NAILS, SPACING SHALL BE 6" ONEDGES AND 12" IN FIELD.
1. FLOOR JOIST/ TRUSS MANUFACTURER SHALL COORDINATE LOCATIONS OF ALL MECHANICAL CHASES AND PLUMBINGTO AVOID CONFLICT.2. ALL JOIST TO JOIST OR TRUSS TO TRUSS CONNECTIONS SHALL BE SPECIFIED BY THE MANUFACTURER.3. G.C./BUILDER SEE ARCHITECTURAL DRAWINGS FOR ROUGH OPENING LOCATIONS AND ADDITIONAL INFORMATIONREQ. FOR DOOR AND WINDOW INSTALLATION ALONG WITH DIMENSTIONS NOT SHOWN HERE.
1. VERIFY w/PLAN FOR WALL SIZE. ASSUME 2x4 STUDS U.N.O.2. ALL LUMBER TO BE EITHER SPF #2 OR SYP #2 U.N.O. ALWAYS NAIL STUDS TO
TOP AND BOTTOM PLATE W/ (3) 12d TOENAILS.3. CONNECTORS ARE TO BE INSTALLED @ EA. STUD U.N.O. @ 2x6 STUDS. USE
SP6 AND @ 2x8 WALLS USE SP8 INSTEAD OF INDICATED SP4.4. IF BEARING WALL IS NOT CALLED OUT CONTACT E.O.R.5. IF "BW" CALLED OUT ON 2nd FLR. SEE PLAN FOR STUD TO STUD CONNECTIONS.
6. MID OR 13 PT. BLOCKING TO BE 2x W/(2) 12d TOENAILS EACH END.
7. BASE PLATE TO BE ATTACHED TO FOOTING USING 12" J-BOLTS OR EPOXY
ANCHOR W/ WASHER@ 6" FROM EA. END OF BASE PLATE & WALL OPENINGS &AT 32" o.c. W/ 7" MIN. EMBEDMENT. USE SIMPSON SET-XP EPOXY W/ EPOXYANCHORS.
8. NO ADDITIONAL BASE CONNECTIONS TO THE FOUNDATION ARE REQ'D. IF BRG.WALL IS INDICATED W/BW1, BW4, BW7 OR BW10. THESE WALLS ARE ONLYSUPPORTING THE FLOOR LOAD AND DO NOT HAVE UPLIFT. THE STUDS ARE TOBE TONAILED/ENDNAILED TO THE PLATES & THE 2x P.T. BASE PLATE CAN BEATTACHED W/HARD CASED GUN NAILS AND WILL NOT REQ. THE ANCHOR BOLTATTACHMENT INDICATED IN THE BEARING WALL NOTES.
9. FOR BEARING WALL TO MASONRY CONNECTION SEE DETAIL MD03/SD1 U.N.O.ON PLAN.
10. AT HEADER LOCATIONS WITHIN BEARING WALLS SEE DETAIL WF09/SD2 U.N.O.ON PLAN.
11. COLUMNS WITHIN BEARING WALLS w/UPLIFT THAT DO NOT SHOW A BASECONNECTION: CONTRACTOR TO INSTALL SP4/ SP6/ SP8 AT EACH STUDTOP/BOTTOM AND HAVE A J-BOLT OR EPOXY ANCHOR WITHIN 6" FROM THECOLUMN.
12. IF PLUMBING IS TO BE RUN THROUGH BEARING WALL, CONTACT E.O.R. FORFURTHER REVIEW.
13. AT NON-BEARING WALL LOCATIONS 2x4 SPF#2 STUDS @ 24"o.c. MAX. AREADEQUATE. AT NON-BEARING HEADERS USE (2)2x4 FLAT w/(3)12d TOENAILS EA.SIDE AND CRIPPLE STUDS AT 24"o.c. AT 2-STORY OPEN AREAS INSTALLNON-BEARING WALL STUDS @16"o.c. A SINGLE BASE PLATE (P.T. IF AGAINSTCONCRETE) AND SINGLE TOP PLATE ARE ADEQUATE. LEAVE A 1 1/2" GAP FROMTRUSS TO TOP PLATE AND ATTACH USING SIMPSON DTC CLIP (SEE DETAILSWF20 & WF21/SD2). ATTACH BASE PLATE w/ EITHER GUN NAILS @32"o.c. OR(2)12d NAILS TO EACH FLOOR TRUSS.
SP4 W/(6)
10d x 112" NAILS
SP4 W/(6)
10d x 112" NAILS
SP4 W/(6)
10d x 112" NAILS
SP4 W/(6)
10d x 112" NAILS
570 plf
SP4 W/(6)
10d x 112" NAILS
SP4 W/(6)
10d x 112" NAILS
SP4 W/(6)
10d x 112" NAILS
SP4 W/(6)
10d x 112" NAILS
SP4 W/(6)
10d x 112" NAILS
SP4 W/(6)
10d x 112" NAILS
SP4 W/(6)
10d x 112" NAILS
SP4 W/(6)
10d x 112" NAILS
SP4 W/(6)
10d x 112" NAILS
SP4 W/(6)
10d x 112" NAILS
SP4 W/(6)
10d x 112" NAILS
SP4 W/(6)
10d x 112" NAILS
16" SPFBW13 MID-SPAN280 plfSP4 W/(6)
10d x 112" NAILS
@ 32"o.c.
SP4 W/(6)
10d x 112" NAILS
@ 32"o.c.
12" SPFBW14 MID-SPAN380 plfSP4 W/(6)
10d x 112" NAILS
@ 24"o.c.
SP4 W/(6)
10d x 112" NAILS
@ 24"o.c.
STANDARD HEADER NOTES
ROOF NOTES:
GC REQ'D TO PROVIDE PERMANENT BRACING/ BLOCKING PER BCSI 1 (CURRENTEDITION). SEE COVER SHEET NOTES FOR MORE INFO & STANDARD DETAILS IN THISDRAWING SET FOR ADDITIONAL BRACING/ BLOCKING INFO.
8.
1. THE ROOF PLAN DEPICTED IS NOT INTENDED TO SERVE AS A TRUSS DESIGN.
2. TOP PLATE HEIGHTS VARY. SEE BUILDING SECTIONS, WALL SECTIONS ANDELEVATIONS FOR BEARING HEIGHTS.
3. TRUSS SPACING SHALL BE 24" O.C. MAX. UNLESS OTHERWISE NOTED.CONVENTIONAL FRAMING SHALL BE 16" O.C. MAX. OR AS OTHERWISE NOTED.
4. FRAME WALLS UP TO UNDERSIDE OF ROOF TRUSSES AT ALL NON-BEARING WALLSAND AT VOLUME AREA UNLESS NOTED OTHERWISE. STUDS CAN BE 24" O.C. W/SINGLE TOP AND P.T. BASE PLATE LEAVE 1-1/2" GAP FROM TOP PLATE TO TRUSSBOTTOM CHORD. CONNECT TRUSS TO NON-BEARING WALL w/ SIMPSON DTC OR (2)12d TOENAILS.
5. ALIGN TRUSSES AND HAND FRAMING SO ALL GYPSUM WALL BOARD WILL BECONTINUOUS FROM FLOOR TO CEILING.
6. TRUSS MANUFACTURER TO INSURE DESIGN CONSIDERATION TO THE FOLLOWINGADDITIONAL LOADS:
A) ALL CEILING HUNG SOFFITS AND SOFFITS WITH CABINETS AS SHOWN ON PLANS.B) ATTIC LOCATED HVAC UNITS AS SHOWN ON PLANS.
7. REFER TO MANUFACTURER SPECIFICATIONS FOR INSTALLATION REQUIREMENTSOF ALL HARDWARE BEFORE INSTALLATION.
10. USE 5/8" TYPE X GYPSUM BOARD ON CEILING IN GARAGE WHEN LIVING SPACE ISABOVE THE GARAGE.
11. IF ROOF TRUSS LAYOUT DEPICTS TRUSS LABELS OR ID'S, THIS LAYOUT HAS BEENPROVIDED BY A TRUSS COMPANY TO USE FOR THE DESIGN OF THIS PROJECT.OTHERWISE AN ENGINEERED LAYOUT HAS BEEN DETERMINED BUT PRIOR TOCONSTRUCTION OR TRUSS FABRICATION, FINAL TRUSS LAYOUT AND TRUSS SHOPDRAWS ARE TO BE SUBMITTED TO ENGINEER OF RECORD (E.O.R.) FOR REVIEWAND APPROVAL. AT THIS TIME THE E.O.R. RESERVES THE RIGHT TO REVISE THEPLAN AS REQUIRED PER THE REVIEW OF THE FINAL TRUSS LAYOUT AND TRUSSSHOP DRAWS, ADDITIONAL FEE'S MAY APPLY. STARTING CONSTRUCTION ORTRUSS FABRICATION PRIOR TO THIS REVIEW IS NOT ADVISED, AND THE E.O.R. ISNOT RESPONSIBLE FOR ADDITIONAL COSTS DUE TO REVISIONS OF THE PLAN. IFCONVENTIONAL FRAMING IS SHOWN, NO TRUSS APPROVAL IS REQUIRED, UNLESSLAYOUT IS REVISED W/OUT WRITTEN APPROVAL FROM MCD.
9. ALL TRUSS-TO-TRUSS CONNECTORS ARE TO BE PROVIDED BY TRUSS SUPPLIER.THIS INCLUDES BUT IS NOT LIMITED TO PIGGY BACK TRUSSES AND VALLEYTRUSSES
12. IF DESIGN DOCUMENTS INDICATE THAT AN A/C UNIT IS TO BE RECESSED INTO THEROOF SYSTEM, THE TRUSS SUPPLIER IS TO COORDINATE WITH THE DESIGNER ANDBUILDER TO DETERMINE THE REQUIRED SIZE. (2) 75lb MIN POINT LOAD SHOULD BEADDED TO EITHER THE TOP OF BOTTOM CHORD OF THE TRUSS IN THE AFFECTEDAREAS. THIS LOAD SHOULD BE INDICATED ON THE TRUSS SHOP DRAWINGS.CONNECTIONS OF THE A/C UNIT TO THE TRUSSES SHOULD BE SUPPLIED BY EITHERTHE CONTRACTOR OR A/C SUPPLIER.
IF THE TRUSS LAYOUT SHOWN DOES NOT MATCH THE TRUSS MANUFACTURERS
LAYOUT
----STOP----AND CALL THE ENGINEER OF RECORD PRIOR TO PLACEMENT OF ANY TRUSSES
TO POST: SIMP. HTS20 OR MSTA18TO BEAM: SIMP. HUC48 w/(14)16d & (6)-10d NAILSTO MASONRY: SIMP. HU48 OR HUC48
w/(6)10d NAILS & (14) 14"x23
4" TAPCONSON MASONRY: (1) SIMP. MSTAM24
TO POST: SIMP. HTS20 OR LSTA18TO BEAM: SIMP. HUC410 w/(18)16d & (10) 10d NAILSTO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
NAILS & (18) 14"x23
4" TAPCONSON MASONRY: (2) SIMP. MSTAM24
TO POST: SIMP. HTS20 OR LSTA18TO BEAM: SIMP. HUC410 w/(18)16d & (10) 10d NAILSTO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
NAILS & (18) 14"x23
4" TAPCONSON MASONRY: (2) SIMP. MSTAM24
TO POST: SIMP. HTS20 OR LSTA18TO BEAM: SIMP. HUC410 w/(18)16d & (10) 10d NAILSTO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
NAILS & (18) 14"x23
4" TAPCONSON MASONRY: (2) SIMP. MSTAM24
TO POST: SIMP. HTS20 OR LSTA18TO BEAM: SIMP. HUC410 w/(18)16d & (10) 10d NAILSTO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
NAILS & (18) 14"x23
4" TAPCONSON MASONRY: (2) SIMP. MSTAM24
TO POST: SIMP. HTS20 OR LSTA18TO BEAM: SIMP. HUC410 w/(18)16d & (10) 10d NAILSTO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
NAILS & (18) 14"x23
4" TAPCONSON MASONRY: (1) SIMP. MSTAM24
TO POST: (2) SIMP. HTS20 OR LSTA18ON MASONRY: (2) SIMP. MSTAM24
* U.N.O.FASTEN LVL PLIES TOGETHER USING (4)ROWS OF 1/4" X 3 1/2" SDS SCREWS @ 24" O.C.EACH SIDE
TO POST: (2) SIMP. HTS20 OR LSTA18ON MASONRY: (2) SIMP. MSTAM24
* U.N.O.FASTEN LVL PLIES TOGETHER USING (3)ROWS OF 1/4" X 3 1/2" SDS SCREWS @ 24" O.C.EACH SIDE
1. NAIL ALL (2) 2x SYP BEAMS TOGETHER USING (3) ROWS OF 12d NAILS @ 12"O.C. (TYP. ONE SIDE) MIN. 2" FROM TOP AND BOTTOM OF BEAM
2. NAIL ALL 2-PLY LVL BEAMS (MAX. 12" DEEP) TOGETHER USING (3) ROWS OF12d NAILS @ 6" O.C. (TYP. ONE SIDE) MIN 2" FROM TOP AND BOTTOM OF BEAM
4. SEE PLAN FOR TOP OR BOTTOM OF BEAM INDICATIONS.
5. BEAMS ARE NOT TO BE DRILLED OR NOTCHED IN ANY WAY WITHOUTWRITTENAPPROVAL FROM THE E.O.R.
6. SEE STRUCTURAL COVER SHEET FOR LVL SPECIFICATIONS
HEADER SCHEDULE
TAG HEADER FASTENERS
H2x6 (2)2x6 #2 SYP w/ 12" FLITCH PLATE ATTACH KING STUD TO HEADER w/(6)
16d NAILS
H2x8 (2)2x8 #2 SYP w/ 12" FLITCH PLATE ATTACH KING STUD TO HEADER w/(8)
16d NAILS
H2x10 (2)2x10 #2 SYP w/ 12" FLITCH PLATE ATTACH KING STUD TO HEADER w/(10)
16d NAILS
H2x12 (2)2x12 #2 SYP w/ 12" FLITCH PLATE ATTACH KING STUD TO HEADER w/(10)
16d NAILS
H3.5x5.5 (2)1.75"x5.5" LVL ATTACH KING STUD TO HEADER w/(6)16d NAILS
H3.5x7.25 (2)1.75"x7.25" LVL ATTACH KING STUD TO HEADER w/(8)16d NAILS
H3.5x9.25 (2)1.75"x9.25" LVL ATTACH KING STUD TO HEADER w/(10)16d NAILS
H5.5x11.25 (3)1.75"x11.25" LVL ATTACH KING STUD TO HEADER w/(12)16d NAILS
H3x12 (3) 2x12 #2 SYP w/ 12" FLITCH
PLATE BETWEEN PLIESATTACH KING STUD TO HEADER w/(10)
16d NAILS
HEADER SUPPORT # JACKS/KINGS REQ'D. @ OPENING
OPENING SIZESEE PLAN FOR WALL WIDTH
JACKS @ EA. END KINGS @ EA. END
1'-0" TO 3'-11" 1 1
4'-0" TO 7'-11" 2 2
8'-0" TO 9'-11" 2 3
10'-0" TO 12'-0" 3 4
1. VERIFY w/PLAN FOR CORRECT LENGTH OF HEADER REQ'D. SIZE INDICATED ON PLAN IS MINIMUM REQ'D. PER LOCATION. LARGER HEADER MAY BE INSTALLED w/OUT APPROVAL FROM E.O.R.2. ALL HEADER JACKS/KINGS TO MATCH WALL LUMBER GRADE U.N.O. ON PLAN. ATTACH STUDS TOGETHER FOLLOWING DTL. WF08/SD3.3. NAIL #2 SYP HEADER PLIES TOGETHER USING: (2) ROWS OF 10d NAILS @12" O.C. ONE SIDE. MIN. 2" FROM TOP AND BOTTOM FOR 2X6 AND 2X8 HEADERS. (3) ROWS OF 10d NAILS @12" O.C. ONE SIDE. MIN. 2" FROM TOP AND BOTTOM FOR 2X10 AND 2X12 HEADERS. NAILING ABOVE IS FOR TOP-LOADED HEADERS ONLY. CONTACT E.O.R. IF MEMBERS BUCKET INTO HEADER 4. NAIL KING STUDS TO HEADER w/(3) 10d TOENAILS PER SIDE IN ADDITION TO NAILING PER HEADER SCHEDULE.5. IF MORE THEN (1)KING IS REQ'D. AS PER HEADER SUPPORT TABLE, GC TO INSTALL REQ'D. NAILS FROM 1st KING INTO HEADER THEN ATTACH ADDIT'L KING PER DTL. WF08/SD3. OTHERWISE, CONTACT E.O.R. FOR REQ'D. WOOD SCREWS.6. IF HEADER IS NOT SPECIFIED CONTACT E.O.R.7. SEE STRUCTURAL COVER SHEET FOR LVL SPECIFICATIONS.8. SEE DTL. WF09/SD2 FOR 1ST FLOOR HEADER CONSTRUCTION AND CONNECTIONS AT 2 STORY CONDITIONS. SEE 2ND FLOOR NOTES FOR MORE INFO.
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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.
PR
OJE
CT
STRUCTURAL ENG:
QC CHECK:
JOB No.
SCALE:
DATE:
---
PSQ-2171397
AS INDICATED
08/16/17
---
MCD
BLDG DESIGN:
DRAFTING:
----DESIGN:-STRUCT: DP
PA
RK
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UA
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9 N
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. 814
39
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SIG
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ALL EXTERIOR WALLS, LESS OPENINGS, ARE CONSIDERED SHEARWALLS. U.N.O. ATTACH SHEATHING PER NAILING SCHEDULE.
AT ALL WINDOW/ DOOR OPENINGS @ 2ND FLOOR, CONTRACTORTO FOLLOW THE DETAILS INDICATED BELOW:
OPENING SITTING ON MASONRY- WS06/SD5 (STRAPS/ BASECONNECTIONS SHOWN ARE ONLY REQUIRED WHEN CALLED OUTON PLANS OR SHEATHING IS NOT CONTINUOUS)
OPENING SITTING ON WOOD BEAM- WS07/SD5 (STRAPSSHOWN ARE ONLY REQUIRED WHEN CALLED OUT ON PLANS ORSHEATHING IS NOT CONTINUOUS)
AT ALL CORNERS, CONTRACTOR TO FOLLOW WS09/SD5 U.N.O.
1. 2x4 WALL STUDS WITHIN 5 FT OF EACH CORNER ARE CONSIDEREDTO BE WITHIN THE WALL END ZONE. SEE CHART ABOVE FORREQUIRED STUD SPACING.
2. SEE DETAIL WF10/SD4 FOR REQUIRED WALL SHEATHING THICKNESS& NAILING PATTERN.
2.1. NOTE: CONTRACTOR TO TAKE CARE AND NOT OVER DRIVENAILS. IF NAILS ARE OVERDRIVEN, THE ENTIRE SHEET OFSHEATHING IS TO BE REMOVED AND REPLACED. IF MORE THAN50% OF THE SHEATHING IS OVERDRIVEN, CONTACT EOR FORREVIEW OF EXTERIOR STUDS
3. IF WALL IS FRAMED WITH 2x6 STUDS OR LARGER, STUDS ARE TO BEMIN. SPF #1/#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.
(PARK SQUARE)
STUD & SPECIES SPACINGINTERIOR ZONE
SPACINGEND ZONE
2x4 SPF #1/#2 16" O.C. MAX
2x4 SPF #1/#2 16" O.C. MAX
2x4 SPF #1/#2 16" O.C. MAX
16" O.C. MAX
16" O.C. MAX
16" O.C. MAX
16" O.C. MAX
12" O.C. MAX2x4 SPF #1/#2
H2
x6H
2x6
H2
x6
H2
x6
H2x6 H2x6 H2x6
H2x6
H2
x6
H2x6 H2x6
B2x12 TOP @9'-0" ABOVE2ND F.F.
B2x12 TOP @9'-0" ABOVE2ND F.F.
B2x12 TOP @ 9'-0"ABOVE 2ND F.F.
B
C 5WS04SD5
C5WS04SD5
A4WS04SD5
C5WS05SD5
C 5WS04SD5
3
H2
x6
12
NOTE: ATTACH WINDOWHEADER JACK STUD TOBUILT UP STUD COLUMNPER WF08/SD3
3ADD MIN. 2'-0" LONG, 2x6 SYP #2 SCABTO TRUSS BOTTOM CHORD. PITCH CUTEND OF SCAB TO MATCH ROOF SLOPE.ATTACH SCAB USING (2) ROWS OF 10dNAILS @ 6" O.C., ROWS STAGGERED 3".MAINTAIN MIN. 2" END & EDGEDISTANCE
ADD MIN. 2'-0" LONG, 2x6 SYP #2 SCABTO TRUSS BOTTOM CHORD. PITCH CUTEND OF SCAB TO MATCH ROOF SLOPE.ATTACH SCAB USING (2) ROWS OF 10dNAILS @ 6" O.C., ROWS STAGGERED 3".MAINTAIN MIN. 2" END & EDGEDISTANCE
H2x63
3
B18
B B 15
NOTE: ATTACH COLUMNTO BLOCKING BELOWUSING LSTA9
NOTE: TRUSSES BY
08/15/17ABS - 140 C
NOTE: ATTACH COLUMNTO BLOCKING BELOWUSING LSTA9
B 15
3
BWF06
SD4
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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.
2x4 SPF#2 NAILER. ATTACH TO EACHSTUD W/ (3) 12d NAILS @ 16" O.C.
CRICKET BY BUILDER
ROOF SHEATHING PER PLAN.ATTACH PER NAILING SCHEDULE
TRUSS PER PLAN. ATTACH TOCMU USING HETA16 U.N.O.
2x4 SYP#2 BLOCKING BETWEEN TRUSSES. ATTACHUSING (3) 12d TOE-NAILS EACH END. AT COLUMNLOCATIONS, (2) 2x6 SYP#2 BLOCKING REQUIRED W/(2) A34 EACH END TO TRUSS
2x4 SPF#2 BRACE @ MID-HEIGHT OF LOW WALL@ 16" O.C. ATTACH USING (4) 10d NAILS
9'-4"
WALL SHEATHING PER PLAN. ATTACH PERNAILING SCHEDULE
2x4 SYP#2 P.T. BOTTOM PLATE. ATTACH TO CMU USING1/2" J-BOLT OR THREADED ROD EPOXY ANCHOR @ 32"O.C. MAX & 6" FROM ENDS. MIN. 7" EMBEDMENTREQUIRED. NUT & WASHER REQUIRED @ EACH BOLT
2x4 SPF#2 STUDS @ 16" O.C. MAX. ATTACH TO PLATESUSING (3) 12d TOE-NAILS TOP & BOTTOM. ATTACH LASTSTUD OF LOW WALL TO FULL HEIGHT STUD USING (2)ROWS OF 10d NAILS @ 12" O.C., ROWS STAGGERED 6"
CMU WALL PER PLAN
DOUBLE 2x TOP PLATE PER PLAN
SECTION @ TALL GIRDER3/4"=1'-0"
2x4 SPF #2 BOTTOM PLATEPER PLAN. ATTACH TOGIRDER BELOW USING (2)ROWS OF 12d NAILS @ 12"O.C. ROWS STAGGERED 6"
2x10 SYP #2 LEDGER. ATTACHTO EACH TRUSS WEB USING (4)EQUALLY SPACED 1/4"x3-1/2"SIMPSON SDS SCREWS
WALL SHEATHING PER PLAN. ATTACH PERNAILING SCHEDULE
WATERPROOFINGBY BUILDER
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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.
PR
OJE
CT
STRUCTURAL ENG:
QC CHECK:
JOB No.
SCALE:
DATE:
---
PSQ-2171397
AS INDICATED
08/16/17
---
MCD
BLDG DESIGN:
DRAFTING:
----DESIGN:-STRUCT: DP
PA
RK
SQ
UA
RE
HO
ME
S2
69
9 N
AP
LE
S,
EL
EV
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ION
CO
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UN
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, L
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TO
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ITIO
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)-R
ES
IDE
NT
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BR
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N E
. DA
HLK
E,
P.E
.
FLO
RID
A L
IC.
No
. 814
39
MO
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A C
ON
SU
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DE
SIG
NO
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MR
AN
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SS
OC
IAT
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, LLC
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NO
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(40
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Cer
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0-24
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BUILDING DESIGNER
CERTIFICATIO
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ET
AIL
S
S8NOT USED
NOT USED
NOT USED
BEARING/ SHEARWALL CONNECTION TO CMU3/4"=1'-0"
BEARING/ SHEARWALL CONNECTION TO CMU3/4"=1'-0"
TYPICAL FILLED CELL w/ 3000psi CONC. w/(1) #5 REBAR VERT.VERIFY w/ PLAN FOR REQ'DLOCATIONS
REFER TO PLAN FOR ADDITIONALWALL FRAMING INFORMATION
STD HOOK
CMU WALL AS REQ'D PER PLAN
TYPICAL TIE BEAM w/ 3000psi CONC. w/(1) #5 REBAR CONT.
THIS DETAIL APPLIES TO THEFOLLOWING CONDITIONS:
(1) EXTERIOR FRAME WALL TO CMU(2) INTERIOR FRAME SHEAR WALL TO CMU(3) INTERIOR LOAD BEARING FRAME WALL TOCMU WALL
PT BASE PLATE
BLOCKING AS SPECIFIEDIN BEARING WALL SCHEDULE
12" J-BOLTS OR 1
2" THREADED ROD,6" FROM EA. END OF WALL , WALLOPENINGS & AT 32"o.c. MAX. (6" MIN.EMBED.) w/ 2"x2" SQ. WASHERS
212" MASONRY NAILS
(HAND OR POWER DRIVEN)@ 16"o.c. MAY BE USED I.L.O.J-BOLTS FOR WALLS THAT DONOT CARRY UPLIFT
(4) EQ. SPACED 12" TITEN HD ANCHORS w/
MIN. 1 34"" EMBEDMENT FOR HOLLOW
BLOCK OR 3 1/2" EMBEDMENT FOR SOLIDBLOCK. MAX. 6" FROM TOP AND BOTTOMOR 1/4" TAPCON W/ MIN. 2" EMBEDMENT 6"FROM TOP AND BOTTOM AND 12" O.C.BETWEEN
2x PT STUD OR ALTERNATE 1x PTFURRING TO CMU W/ 2x FRAMING PERPLAN
EXT. SHEATHINGATTACHED PERNAILING SCHEDULEFROM TOP OFKNEEWALL TO BOTTOMOR SP2 CLIPS AT TOPAND SP1 CLIPS ATBASE ARE REQ'D.
2x BLOCKING
2x P.T. PLATE
1/2" x 8" J-BOLT OR EPOXYANCHOR @ 32" O.C. & 6"FROM EA. END W/WASHER, CENTER ONBASE PLATE
TOP KNOCK OUTCOURSE W/ (1) #5CONT.
MASONRY WALL PERPLAN
PRE-ENGINEEREDTRUSSES PER PLAN @24" O. C. MAX.
H10A U.N.O.
DOUBLE 2x TOP PLATE
MIN 2x4 STUDS @ 16"O/C
IF REQ'D, PROVIDECLOSURE WALL w/SINGLE TOP AND BASEPLATE w/ (2) 16d NAILSTO TRUSS. STUDS @24" O.C. & EXT.SHEATHING INSTALLEDPER NAILING PATTERN
CRICKET AS REQUIRED
MAIN SPAN ROOFTRUSS
META16 U.N.O.
2x BUCK DETAIL1/2"=1'-0"
PRE-CAST LINTEL PERPLAN
SIZE TAPCONS SPACING
P.T. BUCK FASTENER SCHEDULE
# ROWS
P.T. BUCKS PERSCHEDULE
1. 2x SYP #2 P.T. BUCKS/NAILERS MAY EXTEND BEYOND INT. FACE OFWINDOW/DOOR. FASTEN BUCK TO MASONRY PER FASTENER SCHEDULE4" FROM ENDS AND 16" O.C. MAX. TAPCONS TO BE 1 1/2" MIN. FROM EDGEOF BUCK.
2. BUCKS LESS THAN 2x SYP #2 TO BE FASTENED W/CUT NAILS OREQUIVALENT, STRUCTURAL CONNECTION OF WINDOW/DOOR TOSTRUCTURE BY OTHERS IN THIS CASE.
3. ADDITIONAL 2x SYP #2 P.T. WOOD BUCK MATERIAL MAY BE ADDED TOEXISTING 2x BUCKED OPENING, USE (3) ROWS OF 10d x 3" NAILSSTAGGERED @ 12" O.C. AND 6" FROM ENDS @ EACH SUCCESSIVE BUCK.MAX. 2 PLIES OVER INITIAL P.T. BUCK.
4. MIXING OF 1x AND 2x BUCKS SHALL BE PERMITTED FOR THE SAMEOPENING IF WINDOW/DOOR MANUFACTURER AND PLAN REQUIREMENTS(FASTENING) ARE MET.
5. MAINTAIN MAXIMUM 2" FASTENER EMBEDMENT INTO HOLLOW OR SOLIDGROUTED CMU.
6. WINDOW OR DOOR INSTALLATION BY OTHERS
WINDOW/DOOROPENING SIZE ANDLOCATION PER PLAN(TYP).
MIN. 2x4 SPF #2 KNEEWALL w/ STUDS @ 16"O.C. w/ STRUCTURALSHEATHING FROMTOP OF WALL TOBOTTOM OF WALL.ATTACHED PERNAILING SCHEDULEOTHERWISE SP2 CLIPSAT TOP AND SP1 CLIPSAT BASE ARE REQ'D
1/2" x 8" J-BOLTOR EPOXY ACHOR @32" O.C. & 6" FROMEACH END W/ WASHER
H10A U.N.O.
KNEEWALL AT DOWNSET BEAM3/4"=1'-0"
MIN. 2x4 SPF #2 KNEEWALL WITH STUDS @16" O.C. W/STRUCTURALSHEATHING ON BOTHSIDES FROM TOP OFWALL TO BOTTOM OFBEAM. ATTACHED PERNAILING SCHEDULEOTHERWISE SP2 CLIPSAT TOP AND SP1 CLIPSAT BASE AREREQUIRED
SHEATHING PER PLAN
H10A U.N.O.
FRAME OUT TO BLOCKEDGE AS REQ'D
(2) 2x TOP PLATE
(2) 2x #2 SYP SEE PLANFOR BEAM SIZE
BUILDER FRAMERADIUS AS REQ'D
KNEEWALL AT UPSET BEAM3/4"=1'-0"
MIN. 2x4 SPF #2 KNEEWALL WITH STUDS @16" O.C. W/STRUCTURALSHEATHING ON BOTHSIDES FROM TOP OFWALL TO BOTTOM OFBEAM. ATTACHED PERNAILING SCHEDULE
SHEATHING PER PLAN
FRAME OUT TO BLOCKEDGE AS REQ'D
(2) 2x #2 SYP SEE PLANFOR BEAM SIZE
(2) 2x PLATE
BUILDER FRAMERADIUS AS REQ'D
H10A U.N.O.
TOP OF MASONRY
SEE ELEVATION
MAIN FLOOR
ELEV 0'-0"
VA
RIE
S
TYPICAL ONE STORY CMU WALL SECTION3/4"=1'-0"
RE. ELEV.FOR O.H.
CONC. SLAB -SEE FOUNDATIONPLAN FOR MORE INFO
PRECAST CONC. ORPOWERS STEEL SILLTYP. @ ALL WINDOWS
PRE-ENG.TRUSS PERPLAN, 24" O.C. MAX
SEE FRAMING PLANFOR CONNECTIONINFO
SEE ARCH PLANS FOROVERHANG INFO
TYP. SINGLE TIE-BEAMW/ (1) #5 CONT.GROUT SOLID
WINDOW PERFLOOR PLAN
EXT FINISH PER PLAN
VERT REINF. BEYOND
MASONRY WALL PERPLAN
SEE FOUNDATIONDETAILS FOR FTG INFO
ROOFING MATERIALPER ARCHS
VERTICAL REINFORCEMENT DETAIL1/2"=1'-0"
VA
RIE
S
ENTIRE COLUMN TOBE GROUT FILLED
U.N.O. SE
E P
LAN
VA
RIE
S
NOTE: SEE MD08 ONLINTEL PLAN FORADDIT'L REBAR INFO
PROVIDE STANDARDHOOK
(1) #5 IN TIE BEAM
(1) #5 BAR IN PRECASTLINTEL
(2) #5's VERTICAL INGROUT FILLED CELL
(1) #5 VERTICAL INGROUT FILLED CELL (IFREQ'D PER PLAN)
SECTION @ DOUBLE BEARING3/4"=1'-0"
2x BRG WALL, SEEPLAN FOR STUD SIZE &SPACING. MIN (2) 2xUNDER GIRDER TRUSSU.N.O.
SIMPSON LSTA24 EACHSTUD
2x BRG WALL, SEEPLAN FOR STUD SIZE &SPACING. MIN (2) 2xUNDER GIRDER TRUSSU.N.O.
SEE PLAN FORCONNECTION
PRE-ENGINEEREDROOF TRUSS - SEEFRAMING PLAN FORSPACING
SIMPSON LSTA30 W/(22) 10d NAILS (ALLCORNER CONDITIONSSTRAP AROUNDTALLER STUD)
2x BLOCKING W/ (2)12d NAILS @ EACH END
(2) 2x BUILT-UP COL.
(2) 2x TOP PLATE
PLAN VIEW @ TOP OF POST
SIDE VIEW @ BASE OF POST
CORNER COLUMN FRAMING3/4"=1'-0"
SEE FOUNDATIONPLAN FOR ADDITIONALINFO
5/8" THREADED ROD w/NUT SET IN ADHESIVE
ABU POST BASE PERPLAN
PT POST PER PLAN
PT POST PER PLAN
EXT. BEAM PER PLAN
EXT. BEAM PER PLAN
LAP BEAM PLYS ANDNAIL AS SHOWN (5) 10dNAILS PER PLY
HTS20 CLIP FROMPOST TO BEAM
SH
EE
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ITLE
DA
TE
DE
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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.
PR
OJE
CT
STRUCTURAL ENG:
QC CHECK:
JOB No.
SCALE:
DATE:
---
PSQ-2171397
AS INDICATED
08/16/17
---
MCD
BLDG DESIGN:
DRAFTING:
----DESIGN:-STRUCT: DP
PA
RK
SQ
UA
RE
HO
ME
S2
69
9 N
AP
LE
S,
EL
EV
AT
ION
CO
MM
UN
ITY
, L
OT
TH
IS R
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IDE
NT
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ST
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TO
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IND
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IM
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D I
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OF
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, PR
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OF
CH
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PLI
ES
WIT
H A
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TH
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PR
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ISIO
NS
OF
TH
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LOR
IDA
BU
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CO
DE
5th
ED
ITIO
N (
2014
)-R
ES
IDE
NT
IAL
BR
YA
N E
. DA
HLK
E,
P.E
.
FLO
RID
A L
IC.
No
. 814
39
MO
NT
A C
ON
SU
LTIN
G &
DE
SIG
NO
F W
MR
AN
D A
SS
OC
IAT
ES
, LLC
CE
RT
. O
F A
UT
HO
RIZ
AT
ION
NO
. 917
72
22 S
. W
ES
TM
ON
TE
DR
., S
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. 100
ALT
AM
ON
TE
SP
RIN
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, F
L 3
2714
PH
ON
E:
(40
7)
681-
1917
ww
w.m
on
taco
nsu
lting
.com
Cer
tific
atio
n N
o. 1
0-24
3A
R
N
C
B
D
CN
AT
ION
AL
CO
UN
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OF
BUILDING DESIGNER
CERTIFICATIO
N
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GE
NE
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ET
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S
SD1
3 1/4" HOLD 1/2" J-BOLTS w/WASHERS (MIN. 6"EMBED) MIN. 6" FROMEACH END AND 32" O.C.MAX.
TIE BEAM COURSE w/ (1)#5 CONT.
SIMPSON A23 @ EACHBRACE TO PLATE
BEAM CONNECTION
CMU WALL CONNECTION
FASTEN SIDE WALLSHEATHING PER PLAN.
FRAME WALL CONNECTION
CLEAR SPAN CONNECTION
CMU WALL OR LINTELBELOW
PT 2x8 PLT., CANT. FORCLG. NAILING SURFACE
PROVIDE 16d NAILSGABLE END TRUSS TOPLT.@12" O.C. MAX.
***NOTE: REFER TO DETAIL GE02 THIS PAGE FOR GABLE BRACING***
SIMPSON A35 CLIPS @24" O.C.
CONTRACTOR TO FIELD VERIFY WHICHCONDITION IS REQUIRED. CONTACT EOR
FASTEN SYP OR SPF2x6 (MIN.) PLATE THRUSHEATHING PER PLANW/ 1/4"x4-1/2" SIMPSONSDS SCREWS TO TOPCHORD OF EACHTRUSS BELOW
2x6 RAFTER TO 2x8RIDGE BOARD W/ A35ON (1) SIDE OFRAFTER & A35 ON ADJRAFTER TO OPP SIDE(AS SHOWN).
2x6 COLLAR TIE HALFWAY UP HEIGHT OFVALLEY. FASTEN w/ (5)10d COMMON NAILS @EACH END (TYP.)
2x6's @ 24" O.C. MAX.
H/2
ALL GABLEBRACING IS TO BESYP#2 OR BETTER
AA
GABLE BRACING (+)SEE CHART
H
2x4 DIAGONAL BRACE@ 48" O.C. TO 3RDBAY REQ'D w/STRONGBACK, SEECHART
UP TO 4'-8" NO BRACE REQUIRED
H GABLE BRACING (+)
4'-8" < H 7'-0" (1) 2x4 BRACE
7'-0" < H 9'-4" (2) 2x4 BRACE (SEE SECTION A-A)
9'-4" < H 14'-0" STRONGBACK W/ (1) 2x4 BRACE
14'-0" < H 18'-8" STRONGBACK W/ (2) 2x4 BRACE
2x4 ATTACHED TO EA.GABLE 2x4 BRACE WITH(2) 10d NAILS
2x6
10d COMMON NAILS @8" O.C.
A-A GABLE VERTICAL BRACING
GABLE VERTICAL
10d COMMON NAILS@ 6" O.C.
2ND 2x4 BRACE IFREQ'D, SEE CHART
1'-0" MAX PLYOOD CANT. O.H.SEE ELEV. FOR
O.H. SIZE
CONT. 2x4
2x4 BLOCKS, (2)16d NAILS @ EA. END. BLOCK ADJ.BAYS @ EA. DIAG. AS SHOWN. FASTEN ROOFSHEATHING TO BLOCKS W/ 8d NAILS @ 6" O.C.(4) BAYS MIN. AND (1) BAY AFTER BRACE IS REQ'D
(1) A23 FROMSTRONGBACK TODIAGONAL
2x4 BRACE IF REQ'DSEE CHART.
45°
STRONGBACK IF REQ'D,SEE CHART
WHERE O.H. IS > 1'-0", DROPGABLES w/ OUTLOOKERS @ 24" O.C.TO RUN BACK TO 1ST COMMONTRUSS WITH (3) 12d TOENAILS.CONNECT TO DROP GABLE WITHH2.5 CLIP. MAX 2'-0" O.H.
GABLE END BRACING3/4"=1'-0"
GABLE BRACING CHART
(5) 16d NAILS BRACETO BLOCKING
PROVIDE 2x4 BRACETO EA. ADJ. DIAG.FASTEN TO DIAG. w/(2)16d NAILS.
GABLE BRACING @ 48"O.C. NOT REG'D 6'FROM EAVES
SEE GABLECONNECTION DETAILFOR REQ'DCONNECTIONS
GABLE ENDSHEATHING FASTENPER PLAN.
STRONGBACK IF REQ'DPER CHART
(4) 16d NAILS BRACE TOBLOCKING
(2) 10d NAILS @ EA.BOTTOM CHORD
2x4 SYP#2 BLOCKING @EA. BAY ADJACENT TOEA. DIAG. AS SHOWN.(4) BAYS MIN.
TYPICAL HEADER DETAIL1/2"=1'-0"
NOTE: CONTRACTOR TO NAIL1st KING STUD INTO HEADERPER HEADER SCHED. THENATTACH ADDIT'L KINGS ASREQ'D. SEE SCHED. FORNUMBER OF KING AND JACKSTUDS REQ'D.
DOOROPENING
(2) ROWS 12d NAILSSTAGGERED @ 12"O.C. EA. FACE OR (3)ROWS 12d NAILSSTAGGERED @ 12"O.C. FOR 2X10 ORGREATER HEADER
2X STUDS TYP.
ATTACH JAMB STUDSPER WF08/SD3
P.T BASE PLATE
LSTA30 HEADER TOSTUDS U.N.O.
BASE PLATE TO BEATTACHED TO FTGUSING 1/2" Ø J-BOLTSOR EPOXY ANCHOR @6" FROM EA. END OFBASE PLATE & WALLOPENINGS & 32" O.C.W/ 7" MIN EMBED. & 2"WASHER. AT SLABSTEP DOWNS, EMBED.MUST BE 7" BELOWSTEP
SP4 @ BASE OF EA.STUD U.N.O. SEEBEARING WALLSCHEDULE FORMORE INFO.
2x #2 SPF CRIPPLES AT16" O.C. W/ SP4 AT TOPAND SP1 AT BASE
ROOF SHEATHING,FASTEN PER PLAN
2x4 #2 SYP CONT. w/ (2)16d COMMON NAILSEA. STUD OR TRUSSMEMBER, TYP. (MAX.24" O.C.). IF MASONRY,USE (2) 1/4" TAPCONSw/ MIN. 2" EMBED. @24" O.C.
2x BLOCKING x 12"LONG @ HORIZONTALBLOCKING LOCATIONFOR CLIPATTACHMENT. ATTACHTO WALL SINGLE TOPPLATE W / MIN. (4) 8dNAILS.
2x4 SYP #2 BLOCKING@ 48" O.C. MAX. W/ (3)12d TOE-NAILS @ EA.END. REDUCESPACING TO 24" O.C.@ WALLS CARRYINGLOADS SUCH ASCABINETS OR HEAVYSHELVING
SINGLE 2x TOP PLATE
HOLD TOP OFNON-LOAD BEARING
WALL DOWN 1- 12"
BELOW BOTTOM OFTRUSS BOTTOMCHORD.
TYP. NON-LOADBEARING WALL PERPLAN. STUDS @ 24"O.C. MAX. STUDSPACING TO BEREDUCED DOWN TO16" O.C. MAX. @LOCATIONS CARRYINGLOADS SUCH ASCABINETS OR HEAVYSHELVING.
1 1
/2"
SIMPSON DTC @ 48"O.C. ATTACH W/ (6) 8d
NAILS (MAX. 14"
VERTICAL GAPBETWEEN 12" LONGBLOCK & TRUSSBOTTOM CHORD/TRUSS BLOCKING.)REDUCE DTC SPACINGTO 24" O.C. FORWALLS CARRYINGLOADS SUCH ASCABINETS OR HEAVYSHELVING
2x BLOCKING x 12"LONG @ TRUSSLOCATION FOR CLIPATTACHMENT, @ 48"O.C. ATTACH TO WALLSINGLE TOP PLATE W /MIN. (4) 8d NAILS.
TRUSSES AT 24" O.C.
SINGLE 2x TOP PLATE
HOLD TOP OFNON-LOAD BEARING
WALL DOWN 1- 12"
BELOW BOTTOM OFTRUSS BOTTOMCHORD.
TYP. NON-LOADBEARING WALL PERPLAN. STUDS @ 24"O.C. MAX. STUDSPACING TO BEREDUCED DOWN TO16" O.C. MAX. @LOCATIONS CARRYINGLOADS SUCH ASCABINETS OR HEAVYSHELVING.
SH
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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.
PR
OJE
CT
STRUCTURAL ENG:
QC CHECK:
JOB No.
SCALE:
DATE:
---
PSQ-2171397
AS INDICATED
08/16/17
---
MCD
BLDG DESIGN:
DRAFTING:
----DESIGN:-STRUCT: DP
PA
RK
SQ
UA
RE
HO
ME
S2
69
9 N
AP
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S,
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BU
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ITIO
N (
2014
)-R
ES
IDE
NT
IAL
BR
YA
N E
. DA
HLK
E,
P.E
.
FLO
RID
A L
IC.
No
. 814
39
MO
NT
A C
ON
SU
LTIN
G &
DE
SIG
NO
F W
MR
AN
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OC
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CERTIFICATIO
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SD2
1) ADJACENT NAILS ARE DRIVEN FROM OPPOSITE SIDES OF THE COLUMN2) ALL NAILS PENETRATE AT LEAST 3/4" OF THE THICKNESS OF THE LAST LAMINATION3) FOR 5-PLY, PROVIDE 1/4"DIA. x 5 1/2" LAG SCREWS OR EQUAL (SPACE AS SHOWN FOR 3-PLY)4) TOLERANCES: ALL DIMENSION TO BE HELD WITHIN +/- 1/4" 2 1/2" EDGE
1" EDGE 1 1/2" EDGE
8"
SP
AC
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2 1
/2"
EN
D
(2) 2x4's
8"
SP
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(2) 2x6's
1 1/2"
2 1
/2"
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2 1/2"
8"
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2 1/4"
2 1
/2"
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2"
8"
SP
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8"
SP
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8"
SP
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EDGE DISTANCEPER DETAIL
C DISTANCE PERDETAILL
INS
IDE
2x'
s P
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TA
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(2) 2x COLUMN
TYPICAL BUILT-UP STUD COLUMN DETAIL1-1/2"=1'-0"
OUTSIDE 2x's
(3+) 2x COLUMN
10d x 3" COMMON OPP.SIDE
10d x 3" COMMON
10d x 3" COMMON
10d x 3" COMMONOPP. SIDE
OUTSIDE (2) 2x4's
10d x 3"
10d x 3" OPP. SIDE
A
A
PROVIDE 2x4 BLOCKING w/(2)16d NAILS EACH ENDTO TOP CHORDS OF TRUSSES BELOW WHENBOTTOM PLATE DOES NOT LINE UP ABOVE TRUSSBELOW AND CONNECT w/ HTS20 @ 32" O.C.
CONT. ROOF SHEATHING NAIL PER PLAN
LSTA18 @ 32" O.C. STUD TO PRE-ENG TRUSS, SLITROOF SHEATHING FOR STRAP
2x STUDS @ 16" O.C. FOR KNEE WALL
B
C
D
PRE-ENGINEERED ROOF TRUSS PER PLAN BELOWE
2x PLATES OVER ROOF DECK PER VALLEYFRAMING DETAIL
F
DOUBLE TOP PLATEG
SIMPSON H3, H4, OR H5 @ EA. END OF TRUSS ORRAFTER
H
NOTE: ROOF SHEATHING MUST BE APPLIED AND FASTENED TO BASETRUSS PER PLANS BEFORE DORMER FRAMING IS INSTALLED.
NOTE: SEE ARCH ELEVATION FOR FRONT WINDOW OPENING IF REQ'D
COMMON TRUSS PER PLAN OR CONV. FRAMING w/STRUCTURAL SHEATHING PER PLAN AND ROOFFINISH PER ARCHSFIN
J
CURVED ROOF TRUSSES PER PLAN OR CURVEDRAFTERS w/ (2) LAYERS 3/4" CDX SHEATHINGNAILED @ 6" O.C. STAGGERED
K
B
C
D
E
F
G
HK
A
B
C
D
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F
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HJ
DORMER FRAMING DETAIL1/4"=1'-0"
MIN. H2X6HEADER
MIN. H2X6HEADER
END VIEW w/ WOOD
END VIEW w/ CMU
ARCH WINDOW FRAMING DETAILS3/4"=1'-0"
ARCH PER ELEV
ARCH PER ELEV
PRECAST LINTEL PERPLAN
MASONRY WALLSEE PLAN
NOTE: CUT BACK 2x8P.T. @ TOP TO ALLOWCONT. 2x4 BLOCKINGAROUND CURVE. MIN.2 TAPCON ANCHORSPER 2x8
PROVIDE 2x4 BRACETO EA. ADJ. DIAG.FASTEN TO DIAG.w/(2)16d NAILS.
GABLE BRACING @ 48"O.C. MAX. 45° FROMHORIZONTAL (+/- 10°)BRACE NOT REQUIRED6' FROM EAVES.
PROVIDE BLOCKINGBETWEEN TRUSS BAYS@ 48" O.C. FOR FIRST 3BAYS
SEE PLAN FORSUPPORT AND TIEDOWN OF JACKTRUSSES
WHERE O.H. IS > 1'-0",DROP END GABLE w/OUTLOOKERS @ 24"O.C. TO RUN BACK TO1ST COMMON TRUSSWITH (3) 12d TOENAILS.CONNECT TO DROPGABLE WITH H2.5 CLIP.MAX 2'-0" O.H.
CONT. 2x4
2x4'S @ 24" O.C.
GABLE ENDSHEATHING FASTENPER PLAN
SPLICE AS REQ'D
PROVIDE 2x BLOCKINGFOR NAILING
TRUSS PER PLAN
SIMPSON H10A DIAG.TO BLOCKING
SEE GABLECONNECTION DETAILFOR REQ'DCONNECTIONS
WALL PER PLAN(FRAME WALL SHOWN;MAY ALSO BEMASONRY)
SHEATHING PER PLAN
SCAB TO
OVERLAP TRUSS
2x LENGTH OF OH
SCAB TO
OVERLAP TRUSS
2x LENGTH OF OH
CONDITION @ CMU WALL CONDITION @ FRAME WALL
TYPICAL SCAB OVERHANG3/4"=1'-0"
SEE ELEV. FORO.H. SIZE
SEE ELEV. FORO.H. SIZE
2x SCAB w/ 10d NAILS@ 4" O.C.
PER-ENG TRUSSESPER PLAN
TRUSS CONNECTIONPER PLAN
CMU WALL PER PLAN
ROOF SHEATHING,FASTEN PER PLAN
2x4 FRAMING @ 24"O.C. MAX.
PROVIDE (4)10d x3"NAILS AT JOINT
2x6 SUB FASCIA
(2) 8d TOE NAILS TOLEDGER
2x4 PT LEDGER W/1/4" x4" TAPCONS @ 12"O.C.
2x FRAME WALL PERPLAN
PER-ENG TRUSSESPER PLAN
2x SCAB w/ 10d NAILS@ 4" O.C.
2x4 LEDGER W/ (2) 16dNAILS @ 16" O.C.
(2) 8d TOE NAILSTO LEDGER
2x6 SUB FASCIA
PROVIDE (4) 10d x 3"NAILS AT JOINT
2x4 FRAMING @ 24"O.C. MAX.
ROOF SHEATHING,FASTEN PER PLAN
TRUSS CONNECTIONPER PLAN
SH
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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.
PR
OJE
CT
STRUCTURAL ENG:
QC CHECK:
JOB No.
SCALE:
DATE:
---
PSQ-2171397
AS INDICATED
08/16/17
---
MCD
BLDG DESIGN:
DRAFTING:
----DESIGN:-STRUCT: DP
PA
RK
SQ
UA
RE
HO
ME
S2
69
9 N
AP
LE
S,
EL
EV
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ION
CO
MM
UN
ITY
, L
OT
TH
IS R
ES
IDE
NT
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ST
RU
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TO
WIT
HS
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IM
PO
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CC
OR
DA
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TH
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OF
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TR
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, PR
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OF
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PLI
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WIT
H A
LL O
TH
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PR
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NS
OF
TH
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LOR
IDA
BU
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CO
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5th
ED
ITIO
N (
2014
)-R
ES
IDE
NT
IAL
BR
YA
N E
. DA
HLK
E,
P.E
.
FLO
RID
A L
IC.
No
. 814
39
MO
NT
A C
ON
SU
LTIN
G &
DE
SIG
NO
F W
MR
AN
D A
SS
OC
IAT
ES
, LLC
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NO
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2714
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(40
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1917
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.com
Cer
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0-24
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AL
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CERTIFICATIO
N
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SD3
5
1
2
3
4
6
6
OPENING
3
1
1/2"
PLYWOOD SPLICES @ HEADER - NAIL SHEATHING TOHEADER W/ 8d NAILS @ 3" O.C. (2) ROWS @ TOP &BOTTOM
SO
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SHEATHING DIAGRAM
DOUBLE NAIL EDGE SPACING4
NOTE:
7/16 EXP 1 PLYWOOD / O.S.B. TO BE USED AS UPLIFTRESISTANCE: NO OTHER FASTENERS REQ'D. EXCEPTAS NOTED ON PLANS.
SAME THICKNESS ANDSTRENGTH AXIS ORIENTATION AS WALL SHEATHING ISREQUIRED BETWEEN STUDS.
EXTERIOR SHEATHING TO BE HELD UP 1/8" THUS NOTTO BEAR ON MASONRY OR CONCRETE UNLESS FELTPAPER IS PRESENT. 1/8" GAP BETWEEN SHEETS OFPLYWOOD SHOULD BE MAINTAINED
SHEATHING SPLICE DETAIL
2
TYP.AROUNDOPENING
CUT TO FITOPENING SIZE
FLOOR SYSTEM 7
NAIL SHEATHING AT FRAME WALL BOTTOMPLATEAND AT FLOOR TRUSS TOP & BOT.PLATES USING (1)ROW OF 8d COMMON NAILS @ 3" O.C.NAIL AT TOP PLATE USING (2) ROWS OF 8d NAILS @ 3"O.C.
NAIL OPENING PERIMETER w/ (2) ROWS OF 8d NAILS@ 3" O.C.
NAIL INT. W/ 8d NAILS @ 12" O.C. & NAIL EDGES 6" O.C.U.N.O. ON PLANS
STAGGER ALL VERT. PANEL JOINTS & NAIL W/ 8dCOMMON NAILS @ 3" O.C.
NOTE: CONTRACTOR TO TAKE CARE AND NOT OVER DRIVE NAILS. IFNAILS ARE OVERDRIVEN, THE ENTIRE SHEET OF SHEATHING IS TO BEREMOVED AND REPLACED. IF MORE THAN 50% OF THE SHEATHING ISOVERDRIVEN, CONTACT EOR FOR REVIEW OF EXTERIOR STUDS
2x DBL TOP PLATEBEYOND
7/16 EXP 1 PLYWOOD / O.S.B. TO BE USED ASUPLIFT RESISTANCE: NO OTHER FASTENERSREQ'D. EXCEPT AS NOTED ON PLANS.
WALL SHEATHINGSPLICE, SEE SPLICEDETAIL. MAX 1/8"SPACE BETWEENPANELS
NAIL FIELD INSTALLED TOPPLATE TO FRAME WALL OR PREASSEMBLED WALL PANEL W/ (2)10d NAILS @ 8" O.C. (FOLLOWNAILING REQUIREMENTS THISDETAIL FOR ALL TOP PLATESPLICE LOCATIONS)
(2) 10d NAILS @ 3" O.C.WITHIN 48" OF SPLICETHEN (2) ROWS 10d NAILS@ 8" O.C. OTHERWISE
SH
EE
T T
ITLE
DA
TE
DE
SC
RIP
TIO
NR
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.
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.
PR
OJE
CT
STRUCTURAL ENG:
QC CHECK:
JOB No.
SCALE:
DATE:
---
PSQ-2171397
AS INDICATED
08/16/17
---
MCD
BLDG DESIGN:
DRAFTING:
----DESIGN:-STRUCT: DP
PA
RK
SQ
UA
RE
HO
ME
S2
69
9 N
AP
LE
S,
EL
EV
AT
ION
CO
MM
UN
ITY
, L
OT
TH
IS R
ES
IDE
NT
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ST
RU
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UR
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S D
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TO
WIT
HS
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IM
PO
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D I
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CC
OR
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TH
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OF
SA
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TR
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TU
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, PR
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OF
CH
AP
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, AN
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PLI
ES
WIT
H A
LL O
TH
ER
PR
OV
ISIO
NS
OF
TH
E F
LOR
IDA
BU
ILD
ING
CO
DE
5th
ED
ITIO
N (
2014
)-R
ES
IDE
NT
IAL
BR
YA
N E
. DA
HLK
E,
P.E
.
FLO
RID
A L
IC.
No
. 814
39
MO
NT
A C
ON
SU
LTIN
G &
DE
SIG
NO
F W
MR
AN
D A
SS
OC
IAT
ES
, LLC
CE
RT
. O
F A
UT
HO
RIZ
AT
ION
NO
. 917
72
22 S
. W
ES
TM
ON
TE
DR
., S
TE
. 100
ALT
AM
ON
TE
SP
RIN
GS
, F
L 3
2714
PH
ON
E:
(40
7)
681-
1917
ww
w.m
on
taco
nsu
lting
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Cer
tific
atio
n N
o. 1
0-24
3A
R
N
C
B
D
CN
AT
ION
AL
CO
UN
CIL
OF
BUILDING DESIGNER
CERTIFICATIO
N
IB
D
GE
NE
RA
L D
ET
AIL
S
SD4
FULL SHEET
NOTE: STRAPS AND BASE CONNECTIONS CALLED OUT W/IN THIS DETAIL ARE ONLYREQ'D WHEN INDICATED AS SUCH ON THE STRUCTURAL PLANS OR WHENTHE STRUCTURAL SHEATHING IS NOT CONT. FROM TOP OF WALL TOBOTTOM OF FLOOR SYSTEM AND WHEN 3 OR MORE WINDOWS ARE IN A ROW(ONLY JAMB STUDS BETWEEN WINDOWS) CENTER WINDOWS MUST HAVELSTA30 STRAPS TOP AND BOTTOM AND EACH SIDE OF OPENING TOTRANSFER LATERAL LOADS
HEADER CONNECTION @ 2nd FLOOR HIGH BM3/4"=1'-0"
SIMPSON LSTA30 w/(11) 10d TO STUDSABOVE PLATE U.N.O.
SEE FRAMING PLANFOR FLOORCONNECTION
FLOOR GRIDER ORBEAM
(2) 2x SILL AT WINDOWw/ 2x CRIPPLE STUDSAT EA. END NAILED TOSTUD PACK w/ 10dNAILS @ 8" O.C. THENSTUDS @ 16" O.C.ATTACH SILL w/ (2) 10dTOE NAILS AT EA. ENDOF SILL (MAX OPEN'GWIDTH 4'-0"). USE A35CLIP AT EA. END FOROPENINGS GREATERTHAN 4' BUT LESSTHAN 6'
SOLID SHEATHING @HEADER
(2) 2x SPF TOP PLATEU.N.O. ON PLAN
HEADER - SEE 2NDFLOOR PLAN FOR MIN.HEADER SIZE & REQ'DJAMB STUDS
IF HEADER IS UPSETAND WINDOW ISLOWER: (1) 2x SILLPLATE w/ (2) 10dTOENAILS. EXT.HEADER OPENINGSLESS THAN 4FT:(1) 2xSILL PLATE w/ (2) 10dTOENAILS. OPENINGLARGER THAN 4FT: (2)2x SILL PLATE w/ A35CLIPS EACH SIDE w/ 2xCRIPPLES @ 16" O.C.w/ (2) 10d TOENAILST&B (PLYWOODSHEATHING REQ'DT&B)
SIMPSON LSTA30STRAP (MAX 10°ANGLE) W/ (22) 10dNAILS. BEND STRAPOVER TOP PLATE MIN.3", THEN RUN DOWNFACE OF JAMB STUDS/HEADER
EXTERIOR SHEATHINGFROM TOP OF WALLTO BOT. RIBBON, NAILPER PLAN
NOTE: STRAPS AND BASE CONNECTIONS CALLED OUT W/IN THIS DETAIL ARE ONLYREQ'D WHEN INDICATED AS SUCH ON THE STRUCTURAL PLANS OR WHENTHE STRUCTURAL SHEATHING IS NOT CONT. FROM TOP OF WALL TOBOTTOM OF FLOOR SYSTEM AND WHEN 3 OR MORE WINDOWS ARE IN A ROW(ONLY JAMB STUDS BETWEEN WINDOWS) CENTER WINDOWS MUST HAVELSTA30 STRAPS TOP AND BOTTOM AND EACH SIDE OF OPENING TOTRANSFER LATERAL LOADS
HEADER CONNECTION @ 2nd FLOOR3/4"=1'-0"
NOTE: ALL FLOORTRUSSES TO BE P.T. IFNO MOISTUREBARRIER (FELT PAPEROR SIM) IS PROVIDED
SOLID SHEATHING @HEADER
(2) 2x SPF TOP PLATEU.N.O. ON PLAN
HEADER - SEE 2NDFLOOR PLAN FOR MIN.HEADER SIZE & REQ'DJAMB STUDS
IF HEADER IS UPSETAND WINDOW ISLOWER: (1) 2x SILLPLATE w/ (2) 10dTOENAILS. EXT.HEADER OPENINGSLESS THAN 4FT:(1) 2xSILL PLATE w/ (2) 10dTOENAILS. OPENINGLARGER THAN 4FT: (2)2x SILL PLATE w/ A35CLIPS EACH SIDE w/ 2xCRIPPLES @ 16" O.C.w/ (2) 10d TOENAILST&B (PLYWOODSHEATHING REQ'DT&B)
SEE FRAMING PLANFOR FLOORCONNECTION
2x TOP & BOT.RIBBONS, CONT.
PROVIDE BLOCKINGBELOW JAMBS
SEPARATE SHEATHINGUNDER WINDOW
SIMPSON LSTA30STRAP (MAX 10°ANGLE) W/ (22) 10dNAILS. BEND STRAPOVER TOP PLATE MIN.3", THEN RUN DOWNFACE OF JAMB STUDS/HEADER
EXTERIOR SHEATHINGFROM TOP OF WALLTO BOT. RIBBON, NAILPER PLAN
(2) 2x SILL AT WINDOWw/ 2x CRIPPLE STUDSAT EA. END NAILED TOSTUD PACK w/ 10dNAILS @ 8" O.C. THENSTUDS @ 16" O.C.ATTACH SILL w/ (2) 10dTOE NAILS AT EA. ENDOF SILL (MAX OPEN'GWIDTH 4'-0"). USE A35CLIP AT EA. END FOROPENINGS GREATERTHAN 4' BUT LESSTHAN 6'
SEE DETAILS WS10,WS11 OR WS13 FORADDITIONALINFORMATION THISSHEET
LINTEL AS PER PLAN
DBL. TOP PLATE
HDR. PER PLAN
MIN 2x4 SPF #2 STUDS@ 16" O.C. SEE PLANFOR MORE INFO.
INT. FINISH PER PLAN
2x BOTTOM PLATE w/(2) 12d AT 12" O.C.
3/4" FLOOR SHEATHINGATTACHED PERNAILING SCHEDULE
FLOOR TRUSSES SEEPLAN FOR DEPTH ANDDIRECTION
SHINGLE OR TILE PERARCHITECTURALELEVATIONS.
LINTEL AS PER PLAN
CONC. SLAB -SEE FOUNDATIONPLAN FOR MORE INFO
EXT FINISH PER PLAN
VERT REINF. BEYOND
MASONRY WALL PERPLAN
SEE FOUNDATIONDETAILS FOR FTG INFO
FLOOR SYSTEM DRAFTSTOPPING AT 1000 SQFT MAX: DRAFTSTOPPING MATERIALSMIN THICKNESS SHALLBE 1/2" GYP BOARD OR15/32" OR 7/16" OSB.ATTACH TO FLOORTRUSS w/ 8d NAILS AT16" O.C. TOP ANDBOTTOM CHORDSPRECAST CONC. OR
POWERS STEEL SILLTYP. @ ALL WINDOWS
CANTILEVERED FLOOR TRUSS CONNECTION3/4"=1'-0"
NOTE: ALL FLOORTRUSSES TO BE P.T. IFNO MOISTUREBARRIER (FELT PAPEROR SIM) IS PROVIDED
SEE PLAN FORCANTILEVER
SHEATHING PER PLANATTACH PER NAILINGSCHEDULE
(2) ROWS 8d NAILS @3" O.C. TYP. WALLSHEATHING TO EA.RIBBON
2x BOTTOM PLATE W/(2) 12d @ 12" O.C.
2x STUDS , SEEFRAMING PLAN FORSPACING AND GRADEAND SEE ARCH PLANTO VERIFY SIZE
MASONRY OR FRAMEWALL PER PLAN
SIMPSON HETA16 ATMASONRY OR MTS12AT WOOD FRAMEWALL
3/4" FLOOR SHEATHINGATTACHED PERNAILING SCHEDULE
2x SYP #2 RIBBON (MIN2x4) TO TRUSS w/ (4)16d NAILS; BOTTOMRIBBON TO BE PT IFBRG DIRECTLY ONCMU
2x BLOCKING FORSHEATHING/ DRYWALLATTACHMENT w/ (2) 12dTOENAILS EA. END
UNDER WINDOWS ANDGIRDERS: BLOCKSOLID BETWEENRIBBONS w/ SIMPSONA35 EA. END
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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.
PR
OJE
CT
STRUCTURAL ENG:
QC CHECK:
JOB No.
SCALE:
DATE:
---
PSQ-2171397
AS INDICATED
08/16/17
---
MCD
BLDG DESIGN:
DRAFTING:
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O.H.PER ELEV.
PER PLAN
TYPICAL CONNECTION @ GIRDER OR BEAM3/4"=1'-0"
FLOOR GIRDER SEEPLAN FORCONNECTION
PLYWOOD FLOORINGSEE FLOOR FRAMINGPLAN FOR MORE INFO
2x BLOCKING w/ (2) 12dTOENAILS EACH SIDEIF WALL SHEATHING ISSTOPPED BELOWROOF LINE
(2) 2x TOP PLATE
PRE ENGINEEREDTRUSSES @ 24" O.C.MAX. PER PLAN
SEE ARCHS FOR ROOFWATERPROOFING ANDFINISH
TRUSS ANCHOR (SEEPLAN)
ROOF SHEATHINGATTACHED PERNAILING SCHEDULE
(2) 2x HEADER SEEPLAN FOR MORE INFO& CONNECTIONS
WINDOW SEE PLANFOR LOCATION
2x #2 SPF STUDS @ 16"O.C. w/ EXT. SHEATHINGFROM TOP OF WALL TOBOTTOM OF TRUSS/GIRDER SEE PLAN FORWINDOW ATTACHMENTINFO. IF WALLSHEATHING ISN'T CONT.LSTA18 STRAPS AREREQ'D FROM STUDS TOGIRDER BELOW
SEE LD02/SD2 FORMORE INFO IFTRUSSES AREPARALLEL TO WALLROOF SHEATHINGATTACHED PERNAILING SCHEDULE
2x BASE PLATE W/ 12d@ 24" O.C. TO FLOORSYSTEM BELOW
SEE TRUSS LAYOUTFOR TRUSS LOCATION& CONNECTION INFO
2 STORY INTERIOR BEARING WALL1"=1'-0"
PROVIDE EXTERIOR SHEATHINGATTACHED PER NAILING SCHEDULEFOR EXTERIOR 2 STORY WALLS
AT OPENINGS LARGER THAN4'-2" ATTACH TOP PLATE TOHEADER WITH LSTA12 BENTOVER W/ (5) 10d NAILS INTO TOPPLATE AND (5) 10d NAILS INTOHEADER
(2) 2x HEADERSEE FLOOR PLANFOR MORE INFO
SEE FOUND. PLAN FOR FTG. REQ.
A B
C
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2x P.T. BASE PLATE SEEBEARING SCHEDULE FORA.B. INFO
2x SPF BASEPLATE
1/2" J-BOLTS @ 6" FROM EA. END OFWALL & WALL OPENINGS @ 32"o.c.MAX. W/ 7" MIN. EMBEDMENT &WASHER SEE BEARING WALLSCHEDULE FOR MORE INFORMATION.ALTERNATE CONNECTION: 1/2" ALLTHREAD ROD 6" FROM EA. END OFWALL, WALL OPENINGS & AT 32" O.C.MAX ( 7" MIN.EMBED USING SIMPSONSET-XP EPOXY) W/ WASHER
SEE CHART FOR REQUIRED JACKS /KINGS # OF STUDS TO MATCHBETWEEN FLOORS
(2) 2x SPF TOPPLATES U.N.O.
2x STUDS SEE PLANSTUDS ABOVE ARETO ALIGN W/ STUDSBELOW
A
(2) 2x HEADERSEE FLOOR PLANFOR MORE INFO
2x STUDS SEE PLANSTUDS ABOVE ARETO ALIGN W/ STUDSBELOW
ALL CS18 STRAPS TO HAVE MIN12" END LENGTH ON STUDS W/(18) 8d NAILS
LSTA30HEADER TOBUILT UPSTUD
STRAPS TOP &BOTTOM OF EA. STUDPER BEARING WALLSCHEDULE
LSTA30 HEADERTO BUILT UP STUD
SP4 TOP &BOTTOM OF EA.STUD U.N.O.
SIMPSON CS18STUDS ABOVE TOHEADER BELOW
PROVIDE SOLID BLOCKINGWITHIN FLOOR SYSTEMUNDER BUILT UP COLUMNS
(2) 2x SPF TOPPLATES U.N.O.
1/2" THREADED ROD WITHIN 6" OFBUILT UP COLUMN ABOVE W/ NUT& 2" WASHER TOP & BOTTOM.
2x8's MIN. SPF #2 @ 16"O.C. MAX W/ MID POINTBLOCKING (U.N.O.)
MSTAM24 EA. SIDE OFEA. STUD TO WALLBELOW W/ (9) 10dNAILS AND (5) 1/4"x23/4" TAPCONS PERSTRAP; CENTERSTRAP BETWEENMASONRY WALL ANDFRAME WALL
1x PT NAILER AS REQ'DSEE ARCHS FORFURRING ANDINTERIOR FINISH
MASONRY WALL PERPLAN
CONTRACTOR MAY USESIMPSON HTT4 ATWINDOW JAMB STUDSINSTEAD OF INDICATEDEXTERIOR FLAT STRAP.INTERIOR FLAT STRAPIS STILL REQUIRED ATJAMB STUD CONDITION
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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.
PR
OJE
CT
STRUCTURAL ENG:
QC CHECK:
JOB No.
SCALE:
DATE:
---
PSQ-2171397
AS INDICATED
08/16/17
---
MCD
BLDG DESIGN:
DRAFTING:
----DESIGN:-STRUCT: DP
PA
RK
SQ
UA
RE
HO
ME
S2
69
9 N
AP
LE
S,
EL
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2014
)-R
ES
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BR
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FLO
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A L
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No
. 814
39
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AA
2x12 STRINGERS ONEON EACH SIDE ANDONE @ MID-SPAN
(2) 2x12 SYP#2 BEAMPER SCHEDULE @ ENDOF LANDING FORSTRINGERS TOCONNECT TO. BEAMTO BEAR DIRECTLY ONBUILT UP COLUMNBELOW.
SEE PLAN FOR DEPTHOF LANDING
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2x JOIST (P.T. IFATTACHING TO MASONRYWALL) CONT LEDGER w/(3) 16d NAILS @ 16" O.C.MAX. TO EACH STUD. ((2)1/4" x3-1/4" TAPCONS @16" O.C. MAX. FORMASONRY WALL)
ST01
SEE PLAN FORMASONRY WALL ORWOOD WALL
A35 @ EA. STRINGERTO LANDING
3/4" O.S.B. W/ 8d NAILS@ 3" O.C. TOP ANDBOTTOM CHORD
MIN. (3) 2x SYP #2 STUDSREQ'D @ END OF LANDINGW/ MIN. (6) 16d NAILSFROM (2)2x12 SYP#2HEADER TO BUILT UPSTUD COLUMN
(2) 2x12 SYP#2 BEAM PERSCHEDULE REQ'D @ END OFLANDING FOR STRINGERS TOCONNECT TO. BEAM TO BEARDIRECTLY ON BUILT UPCOLUMNS BELOW ORALTERNATE HANGER @RIGHT OF THIS DETAIL
STANDARD (3) 2X12SYP #2 STRINGERS W/SIMPSON A34 / A35CLIP TO FLOORSYSTEM & LANDINGFRAMING
3/4" PLYWOOD OR OSBSHEATHING OVERLANDING ATTACHEDPER GENERAL FLOORCONSTRUCTIONNOTES
MIN. 2x8 SYP#2 JOISTS@ LANDING @ 16"O.C.W/ SIMPSON A35 ORLUS26 HANGER ONEACH SIDE
MIN. 2x8 SYP#2 JOIST (P.T. IFATTACHING TO MASONRYWALL) CONT. LEDGER w/ (3) 16dNAILS @ 16" O.C. MAX. TO EACHSTUD. ((2) 1/4"x3-1/4" TAPCONS@ 16" O.C. MAX. FOR MASONRYWALL)
2x12 STRINGERS ONEON EACH SIDE ANDONE @ MID-SPAN
2x P.T. BOTTOM PLATE
WOOD OR MASONRYWALL SEE PLAN FORMORE INFO
BEAM/JOISTS REQUIREMENT AT LANDING
1. STAIR TREAD AND RISER CONSTRUCTION SHALL FOLLOW THE MINIMUM CODE REQUIREMENTS AS SPECIFIED IN THE CURRENT EDITION OF THE FBC.2. (2)2x12 SYP#2 BEAM IS REQUIRED AT THE OUTSIDE FACE OF THE LANDING FOR STRINGER ATTACHMENTS. SEE CHART FOR MIN. SIZE OF INSIDE BEAM. NAIL (2)PLY BEAM TOGETHER USING (3)12d NAILS AT 8" O.C.3. CONTACT EOR FOR CONDITIONS NOT COVERED THIS DETAIL PRIOR TO CONSTRUCTION.
2x4 CONT. TOP PLATE(ATTACH TOP PLATETO STUDS W/ (2) 16dTOE NAILS
2x4 #2 SPF STUDS @24" O.C. EVERY OTHERSTUD TO BEATTACHED TO TRUSSBELOW (OTHERWISEATTACH W/ (2) 12dTOENAILS @ BOTTOM)
2x4 SILL PLATE W/ (2)16d TOE NAIL EA.CONT. BRACE & 10dNAILS @ 4" O.C. TOFLOOR SHEATHING
ATTACH 2x4 TO TRUSSW/ (2) 1
4"x3" SDSSCREWS EQUALLYSPACED & CENTEREDIN TRUSS
NOTCH FLOORSHEATHING TOACCOMMODATE 2x
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MIN. 2x8 SYP#2 JOIST (P.T. IFATTACHING TO MASONRYWALL) CONT. LEDGER w/ (3)16d NAILS @ 16" O.C. MAX.TO EACH STUD. ((2) 1/4" x 31/4" TAPCONS @ 16" O.C.MAX. FOR MASONRY WALL)
MIN. 2x8 SYP#2 JOISTS@ LANDING @ 16"O.C.W/ SIMPSON A35 ORLUS26 HANGER ONEACH SIDE
STANDARD (3)2x12SYP#2 STRINGERS W/SIMPSON A35 / A34CLIP TO FLOORSYSTEM & LANDINGFRAMING
STANDARD (3) 2X12STRINGERS W/SIMPSON A34 CLIP TOFLOOR SYSTEM
MID SPAN BLOCKINGTO MATCH JOISTDEPTH W/ (3) 10dTOENAILS EACH END
2x JOIST PERSCHEDULE
PENDING LANDINGHEIGHT AND PLANLAYOUT. HEADERWITHIN SUPPORTWALL COULD BEREQUIRED. SEE PLANFOR REQUIREDHEADER ANDSUPPORTINFORMATION.
LINE UP 2xJOIST INLINE WITH MIDDLE2x12 STRINGER TO BEUTILIZED AS BLOCKING
HEIGHT OF LANDINGPER FLOOR PLAN
STRINGERS TO BE NOTCHEDAT LANDING OR LET-IN 2x4SYP#2 CLEAT AND ATTACH TOJOISTS BELOW W/(2)-12d NAILS@ 16" O.C.
(2) 2x12 SYP#2 BEAMPER SCHEDULE REQ'D@ END OF LANDINGFOR STRINGERS TOCONNECT TO. BEAMTO BEAR DIRECTLY ONBUILT UP COLUMNSBELOW ORALTERNATE HANGER@ RIGHT OF THISDETAIL
MIN. (3) 2x SYP #2STUDS REQ'D @ ENDOF LANDING W/ MIN. (6)16d NAILS FROM(2)2x12 SYP#2 HEADERTO BUILT-UP STUDCOLUMN
MID SPAN BLOCKINGTO MATCH JOISTDEPTH W/ (3) 10dTOENAILS EACH END
6" MIN.
1'-0
"
CL
10" MIN.36
" M
IN. F
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H
-
OPTIONAL (2)2x12 SYP#2ATTACHMENT TOCMU/LEDGER IN LIEU OFBUILT UP COLUMNWOOD:HU210-2/HUC210-2 W/(18)16d NAILS TOLEDGER/SUPPORT AND(10)10d NAILS TO (2)2x12SYP#2 HEADERMASONRY:HU210-2/HUC210-2 W/(18) 1/4"x3-1/4" TAPCONSTO CMU AND (10) 10dNAILS TO (2)2x12 SYP#2HEADER
OPTIONAL (2)2x12 SYP#2ATTACHMENT TO CMU/LEDGERIN LIEU OF BUILT UP COLUMNWOOD:HU210-2/HUC210-2 W/ (18)16dNAILS TO LEDGER/SUPPORTAND (10)10d NAILS TO (2)2x12SYP#2 HEADERMASONRY:HU210-2/HUC210-2 W/ (18)1/4"x3-1/4" TAPCONS TO CMUAND (10) 10d NAILS TO (2)2x12SYP#2 HEADER
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SC
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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.