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HomeMy WebLinkAboutStructural Notes & SpecificationsSTRUCTURAL NOTES, SPECIFICATIONS AND GENERAL REQUIREMENTS DESIGN CRITERIA WOOD TRUSSES REINFORCED CONCRETE D-1 CODES: - 7th EDITION FLORIDA BUILDING CODE (2020) RESIDENTIAL WT-1 THIS SECTION DEFINES PRE-ENGINEERED, PREFABRICATED, METAL PLATE CONNECTED WOOD ROOF TRUSSES AS "WOOD TRUSSES". RC-1 ALL CONCRETE DESIGN AND PLACEMENT SHALL BE IN STRICT ACCORDANCE WITH THE ACI "BUILDING CODE REQUIREMENTS. FOR STRUCTURAL CONCRETE," ACI STRUCTUFLAL - ASCE 7-16 "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES" 318-14. WT-2 DESIGN OF METAL CONNECTED ROOF AND FLOOR TRUSSES TO COMPLY WITH: APPLICABLE BUILDING CODE (SEE NOTE D-1 ).. NFPA'S "NATIONAL DESIGN D-2 DESIGN DEAD LOADS: SPECIFICATION FOR STRESS GRADED LUMBER AND ITS FASTENINGS." TRUSS PLATE INSTITUTE'S "DESIGN SPECIFICATIONS FOR LIGHT METAL PLATE CONNECTED. RC-2 PROVIDE (4) TEST CYLINDERS FOR EACH 50 C.Y. OF CONCRETE PLACED OR FRACTION THEREOF. ROOF : 30 PSF ROOF TRUSSES." 6" MASONRY WALL :55 PSF RC-3 STRUCTURAL CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS AND SHALL DEVELOP THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS: CONCRETE 150 PCF WT-3 WOOD TRUSSES SHALL BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION" 2015 EDITION, PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION,. "DESIGN SPECIFICATION FOR METAL PLATE CONNECTED WOOD TRUSSES, ANSIrTPl.1-14", PUBLISHED SPREAD AND WALL FOOTINGS 4000 PSI " BY THE TRUSS PLATE INSTITUTE, AND THE APPLICABLE BUILDING CODE LISTED IN THE MISCELLANEOUS SECTION OF THESE SPECIFICATIONS. COLUMNS AND WALLS 5000 PSI DESIGN LIVE LOADS: BEAMS AND SLABS 5000 PSI ROOF 20 PSF ALL OTHER CONCRETE 3000 PSI MK STRUCTURAL ENGINEERING RESIDENTIAL AREAS 40 PSF WTA SIGNED AND SEALED SHOP DRAWINGS SHOWING TRUSS CONFIGURATION WITH MEMBER SIZES AND CONNECTIONS, TRUSS LAYOUT WITH PIECE MARKS, MECHANICAL AREAS 125 PSF REQUIRED TRUSS TO TRUSS CONNECTIONS, DESIGN LOADS, DURATION FACTORS AND ERECTION DETAILS MUST BE SUBMITTED FOR REVIEW PRIOR TO FABRICATION. IF 587 WEST EAU GALLIE BLVD RC-4 USE REGULAR WEIGHT CONCRETE REQ., SUBMIT COPIES TO THE BUILDING DEPARTMENT AT TIME OF PERMITTING. . SUITE 201 5 STRUCTURAL CONCRETE SHALL CONFORM TO ACI 301AND HAVE THE FOLLOWING SLUMPS, WATER CEMENT RATIO & AGGREGATE REQUIREMENTS: ' MELBOURNE, FL 32935 D-3 DESIGN WIND SPEED: Vult = 160 MPH (3 SECOND GUST) PER FIGURE 1609.3(1) WT-5 WOOD TRUSS MEMBERS AND CONNECTIONS SHALL BE DESIGNED FOR ALL LOADS SHOWN ON THE CONTRACT DOCUMENTS INCLUDING: LIVE, DEAD, WIND, AND RC -LOCATION SLUMP W/C RATIO MAX. AGGREGATE P: 321.600.0672 OR 321.574.2702 Vasd = 124 MPH PER SECTION 1609.3.1 CONCENTRATED. SEE STRUCTURAL DESIGN CRITERIA SECTION FOR LIVE LOADS AND WIND LOADS. FOOTINGS 4"W-111.0.55 ASTM #57 wwW.mkstrUCtUYaI.COm RISK CATEGORY II ( PER TABLE 1604.5) SLABS ON GRADE 4"+/-1" 0.55 ASTM #57 SURFACE ROUGHNESS: D PER SECTION 1609.4 SUPERIMPOSED ROOF DEAD LOADS. COLUMNS 5"+/-1" 0.55 ASTM #57 WIND EXPOSURE CATEGORY: D PER SECTION 1609.4 TOP CHORD------ ---- - ----- -------15 PSF BEAMS AND SLABS 5"+/-1" 0.5Y ASTM #57 - Certificate OfAUthOYlZatlOn#: MEAN ROOF HEIGHT: 22 FT BOTTOM CHORD TIE BMS &TIE COL'S 5"+/-1" 0.57 ASTM #8 PEAROCK ------- 10 PSF CA 27800 ENCLOSED BUILDING INTERNAL PRESSURE COEFFICIENT WT-6 MINIMUM DURATION OF LOAD FACTORS ROOF DL+LL+WL 1.6 ROOF DL+LL 1.0 GCpi +/- 0.18 WT-7 NO WANE, SKIPS OR OTHER DEFECTS SHALL OCCUR IN THE PLATE CONTACT AREA OR SCARFED AREA OF WEB MEMBERS. PLATES SHALL BE CONNECTED WITH SUBMIT DESIGN MIXES FOR APPROVAL AT LEAST ONE WEEK PRIOR TO CONCRETE POUR. DESIGN MIX SUBMITTALS MUST INDICATE PROPOSED LOCATION OR TYPE OF ASSUMPTIONS: ONE REQUIRED EACH SIDE OF TRUSS. USE. FAILURE TO DO SO WILL CAUSE DELAY AND/OR REJECTION OF SUBMITTALS. A. BUILDING IS ASSUMED TO BE ENCLOSED AS DEFINED BY SECTION 1609.2 FBC - WT-8 HANDLING, ERECTION AND BRACING OF WOOD TRUSSES SHALL BE IN ACCORDANCE WITH "SCSI: GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING & RC-6 MAXIMUM WATER TO CEMENT RATIO WHEN NO BACK-UP DATA IS AVAILABLE: 1DYOjeCt number B. THE BUILDING SATISFIES THE REQUIREMENTS OF SECTION 1609.8 "ALTERNATE ALL -HEIGHTS METHOD" AND ALL STRUCTURAL MEMBERS, CLADDING, FASTENERS, AND SYSTEMS PROVIDING THE BRACING OF METAL PLATE CONNECTED WOOD TRUSSES".BY TPI (TRUSS PLATE INSTITUTE) AND STRUCTURAL BUILDING COMPONENTS ASSOCIATION (SBCA).. a) 3000 PSI, 28 DAY COMPRESSIVE STRENGTH; WIC RATIO 0.58 MAXIMUM (NON -AIR ENTRAINED), 0.47 MAXIMUM (AIR ENTRAINED) '7 STRUCTURAL INTEGRITY OF THE BUILDING HAVE BEEN DESIGNED FOR LOADS FROM TABLES LISTED IN ASCE 7 CHAPTER 27 - DIRECTIONAL PROCEDURE OF ASCE 7. WT-9 PERMANENT TRUSS BRACING OR BRIDGING MEMBERS SHALL BE 2" x 4" MINIMUM SOUTHERN PINE WITH MINIMUM LOCATIONS AS NOTED ON PLANS, ADDITIONAL RC-7 FLYASH, WHEN USED, SHALL BE LIMITED TO.20% OF THE CEMENTITIOUS MATERIAL. DO NOT USE FOR EXPOSED SLABS MK Z 1 - 25 3 JAMBS, ROOFING ETC SHALL BE DESIGNED AND FASTENED TO RESIST DESIGN WIND PRESSURES FOR BRACING REQUIRED TO STRENGTHEN TRUSS COMPONENTS SHOULD BE NOTED ON THE ERECTION DRAWINGS IN ACCORDANCE WITH TRUSS MANUFACTURER'S C. ALL COMPONENTS AND CLADDING SUBJECT TO WIND LOADINGS, I.E. DOORS, WINDOWS, J RECOMMENDATIONSRC-8 SUBMIT COPIES OF CONCRETE MIX DESIGN TO ENGINEER FOR APPROVAL INFORMATION SHALL INCLUDE CEMENT CONTENT, WATER/CEMENT RATIO, SLUMP, . L• . COMPONENTS AND CLADDING, AS SHOWN ON PLAN. - ENTRAINED AIR, ADMIXTURE CONTENT AND QUANTITY. D. ALL PRE MANUFACTURED MAIN WIND FORCE RESISTING COMPONENTS I.E. TRUSSES SHALL BE DESIGNED TO RESIST MAIN WIND FORCE RESISTING DESIGN FORCES, AS SPECIFIED ON PLAN WT-10 DEFLECTION LIMITATIONS: (UNLESS NOTED OTHERWISE) RC-9 ALL REINFORCEMENT SHALL BE FASTENED AND SECURED TOGETHER TO PREVENT DISPLACEMENT BY CONSTRUCTION LOADS OR THE PLACING OF CONCRETE AND SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS ROOF LIVE LOAD = L/360 - ROOF TOTAL LOAD = L/240 RC-10 THE USE OF JITTERBUGS TO CONSOLIDATE CONCRETE WILL NOT BE PERMITTED. PATH[{p�•�� 1 E r `OS E. ALL GLAZING SHALL HAVE EITHER IMPACT RESISTANT GLAZING OR BE PROTECTED WITH AN IMPACT RESISTANT COVERING. LOCATED WITHIN 30 FT OF GRADE SHALL MEET THE REQUIREMENTS OF THE LARGE MISSILE TEST OF ASTM E 1996. WT-11 SUPPORTS: WOOD TRUSSES SHALL BE DESIGNED WITH AT LEAST ONE HORIZONTAL ROLLER CONNECTION PER SPAN SO THAT NO HORIZONTAL REACTIONS ARE RCA I ALL PUMPED CONCRETE WITH #57 AGGREGATE IS TO CONTAIN HIGH RANGE WATER REDUCING AGENT. MINIMUM SIZE OF DISCHARGE TO BE 4" I.D. I� V 1. GLAZED OPENINGSy'°'�p 2. GLAZED OPENINGS LOCATED MORE THAN 30 FT ABOVE GRADE SHALL MEET THE REQUIREMENTS OF THE SMALL IMPACT TEST ASTM E 1998. INDUCED ON SUPPORTS UNDER DEAD OR LIVE LOADS. R E � I E INC 3, STORAGE SHEDS THAT ARE NOT DESIGNED FOR HUMAN HABITATION AND THAT HAVE A FLOOR AREA OF 720 SF OR LESS ARE NOT REQUIRED TO COMPLY WITH THE MANDATORY WINDBORNE WT-12 CONTINUOUS BOTTOM CHORD LATERAL BRACING IS REQUIRED AT A MINIMUM SPACING OF 10' O.C. UNLESS NOTED OTHERWISE. BOTTOM CHORD BRACING IS RC-12 A 2" I.D. DISCHARGE MAY BE USED WITH #8 AGGREGATE. USE PLASTICIZER ADMIXTURE IF NECESSARY TO INCREASE SLUMPS BEYOND THAT NOTED ABOVE. DEBRIS IMPACT STANDARDS OF THIS CODE.4. OPENINGS IN SUNROOMSBALCONIES OR ENCLOSED PORCHES CONSTRUCTED UNDER EXISTING ROOFS OR DECKS ARE NOT REQUIRED TO BE PROTECTED PROVIDED THE SPACES ARE CONTINUOUS FROM ONE END OF THE BUILDING TO OTHER END. OVERLAP CONTINUOUS BRACING AT LEAST ONE TRUSS SPACE. USE MINIMUM OF 2 X 4 GRADE MARKED RC-14 ALL REINFORCING STEEL SHALL BE DETAILED, FABRICATED AND INSTALLED IN ACCORDANCE WITH ACI 318 AND ACI DETAILING MANUAL,ACI-315LATEST EDITION. SEPARATED FROM THE BUILDING INTERIOR BY A WALL AND ALL OPENINGS IN THE SEPARATING WALL ARE PROTECTED IN ACCORDANCE WITH SECTION 1609.1.2 ABOVE. SUCH SPACES SHALL BE LUMBER AT LEAST 10' LONG, WITH SIMPSON H2.5 AT EACH TRUSS. ' PERMITTED TO BE DESIGNED AS EITHER PARTIALLY ENCLOSED OR ENCLOSED STRUCTURES WT-13 TRUSS ERECTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING OF TRUSS SYSTEM DURING CONSTRUCTION. FORT PIERCE, RC-15 REINFORCEMENT WITH RUST, MILL SCALE OR A COMBINATION OF BOTH SHALL BE CONSIDERED SATISFACTORY, PROVIDED THE MINIMUM DIMENSIONS 15 CROWN C , (INCLUDING HEIGHT OF DEFORMATIONS) AND WEIGHT OF A HAND -WIRE -BRUSHED TEST SPECIMEN ARE NOT LESS THAN APPLICABLE SPECIFICATION REQUIREMENTS IN FL 34949 F. OWNER OR CONTRACTOR SHALL OBTAIN NECESSARY INSTALLATION SPECIFICATIONS AND INSPECTIONS REQUIRED TO COMPLY WITH MANUFACTURERS RECOMMENDATIONS FOR THE ASTM STANDARDS REFERENCE IN ACI 318. REINFORCING BARS SHALL CONFORM TO ASTM A-615, GRADE 60, LATEST REVISION, WITH SUPPLEMENT (S1), MARKED INSTALLATION OF COMPONENTS AND CLADDING FOR HURRICANE PRONE REGIONS. WT-14 ALL CONNECTION HARDWARE SHALL BE STAINLESS STEEL OR HOT DIPPED GALVANIZED SUPPLIED BY SIMPSON STRONG -TIE CO., INC., OR BY APPROVED " EQUIVALENT MANUFACTURER. DA SEISMIC: ZONE 0 RC-16 ALL SLABS ON GRADE SHALL BE REINFORCED WITH: WT-15 ALL CONNECTION HARDWARE IS TO BE FULLY FASTENED PER MANUFACTURER'S REQUIREMENTS UNLESS NOTED OTHERWISE. 4" SLAB ON GRADE: 6"X6" - W1.4XW1.4 WELDED WIRE REINFORCEMENT (WWR) LOCATED IN THE MIDDLE TO UPPER PORTION OF THE SLAB. W.W.R. SHALL BE D-5 PREPARE SITE IN ACCORDANCE WITH THE GEO TECHNICAL REPORT, PREPARED BY KSM ENGINEERING AND TESTING INC. JOB NO. 150676-b DATED APRIL 2, 2015. SUPPORTED WITH APPROVED MATERIALS OR SUPPORTS NOT EXCEEDING 3 FT OR IN ACCORDANCE WITH MANUFACTURER SPECIFICATIONS. A. PRIOR TO CONSTRUCTION FINAL PILE CAPACITIES MUST BE SUBMITTED TO THE ENGINEER FOR APPROVAL. AND VERIFICATION OF FINAL PILE LAYOUT. issued for date REINFORCED MASONRY RC-17 WELDED WIRE REINFORCEMENT TO COMPLY WITH ASTM At 064 SHEETS ONLY, NO ROLLS. INSTALL ON BRICKS OR BOLSTERS, AT MID -DEPTH OF THE SLAB. GENERALNOTES M-1. MASONRY CONSTRUCTION SHALL CONFORM TO ACI "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES" (ACl/ASCE 530-13) AND "SPECIFICATIONSFOR RC-18 LAP CONTINUOUS REINF. AS NOTED IN LAP SPLICE SCHEDULE OR MIN 40 BAR DIA. LAP CONT. BOTTOM STEEL OVER SUPPORT AND CONT. TOP STEEL AT PERMIT SET 10/27/2021 G-1 REVIEW ALL PROJECT DOCUMENTS PRIOR TO FABRICATION AND START OF CONSTRUCTION. REPORT ANY DISCREPANCIES TO ARCHITECT OR STRUCTURAL ENGINEER PRIOR TO MASONRY STRUCTURES" (ACl/ASCE 530.1-13), ASTM C476, ASTM C-1019 AND NCMA TEK 107. EXCEPT AS AMENDED BELOW. MIDSPAN UNLESS OTHERWISE SPECIFIED. PROCEEDING WITH WORK. G-2 THE MASONRY WALLS ARE NOT DESIGNED TO WITHSTAND TEMPORARY CONSTRUCTION LOADS. IT IS THE CONTRACTOR'S RESPONSIBILITY AT ALL TIMES TO MAINTAIN WALL STABILITY M-2 CONTRACTOR SHALL OBTAIN COPY OF MASONRY CODE AND SPECIFICATIONS FOR REFERENCE AT THE JOBSITE PLACED ( ) UNLESS RC-19 TERMINATE ALL DISCONTINUOUS TOP BARS WITH STANDARD 90 DEGREE HOOK VERTICALLY U L SS NOTED OTHERWISE. S BEAMS AND T This documents eroeMK Structural Engineering DURING THE CONSTRUCTION PHASE OF THIS PROJECT. M-3 STRUCTURE HAS BEEN DESIGNED AS A BEARING WALL STRUCTURE. ALL MASONRY UNITS SHALL BE LAID PRIOR TO CONCRETE PLACEMENT OF COLUMN RC-20 PROVIDE CONCRETE COVER OVER REINFORCEMENT AS FOLLOWS, UNLESS OTHERWISE NOTED: MK Structural Engineeeringg retains s all rights therein, including SLABS FOR THE SAME STORY. copyrights. It is not to be reproduced or copied in whole or in G-3 IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROTECT EXISTING FACILITIES, STRUCTURES AND UTILITY LINES FROM ALL DAMAGE DURING CONSTRUCTION. _ `MINIMUM COVER: LOCATION AND CONDITION: A. CONCRETE CAST AGAINST AND ALL BARS 3" .part.his not tobeused on any other project and is to be M-4 USE TYPE "M"MORTAR FOR ABOVE GRADE APPLICATIONS AND TYPE "S" MORTAR FOR BELOW GRADE APPLICATIONS. MORTAR SHALL CONFORM TO ASTM C270 returned upon request. It may only be used in a manner G-4 NO STRUCTURAL MEMBER SHALL BE CUT, NOTCHED OR OTHERWISE REDUCED IN SIZE OR STRENGTH WITHOUT PRIOR APPROVAL IN WRITING FROM THE STRUCTURAL ENGINEER. PROPORTION OR PROPERTY SPECIFICATION PERMANENTLY EXPOSED EARTH ( ) B. CONCRETE EXPOSED TO EARR EARTH consistent with MK Structural Engineering's rights while MK Structural Engineering is providing services for the specific CT DOCUMENTS FOR ANCHORED EMBEDDED OR SUPPORTED ITEMS WHICH MAY AFFECT THE. IT STRENGTH OF 2000 PSI TO PROVIDE NET AREA COMPRESSIVE OR TO WEATHER #6 OR GREATER 2" project Identified or referred to herein or extensions thereto. STRUCTURAL COORDINATE STRUCTURAL AND OTHER DRAWINGS THAT ARE PART OF THE CONTRA M-5 MASONRY UNITS SHALL CONFORM TO ASTM C90, NORMAL WEIGHT, TYPE II. MINIMUM NET COMPRESSIVE UN STRUCTURAL DRAWINGS (LE: MECHANICAL, ELECTRICAL, PLUMBING, DUCTWORK, ETC.) STRENGH OF MASONRY Fm' OF 1500 PSI. #5 OR SMALLER 1-1/2" a may not be used for entof,ny erpurpose except with the ( ) express written agreement of, and compensation to,MK G-6 ALL DETAILS AND SECTIONS ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT EXCEPT M-6 ALL COLUMNS AND BEAMS INTEGRATED IN CMU WALLS ARE 8 AND 12 NOMINAL AND 7-5/8 AND 11.5/8 ACTUAL DIMENSIONS. C. CONCRETE NOT EXPOSED TO WEATHER - Structural Engineering. Unauthorized use will be prosecuted WHERE A SEPARATE DETAIL IS SHOWN. OR IN CONTACT WITH GROUND pursuant to the copyright laws. M-7 COARSRSE GROUT SHALL CONFORM TO ASTM C476, LATEST REVISION: 1.SLABS, WALLS, AND JOISTS #11 OR SMALLER 3/4" ,, . - G-7 THE INTENTION OF THE PLANS AND SPECIFICATIONS IS TO PROVIDE ALL NECESSARY DETAILS TO CONSTRUCT COMPLETE STRUCTURE. WHEN SPECIFIC INFORMATION IS MISSING OR IS IN a.) 2PSI AT 28 DAYS #14-#18 1-1/2" revisions CONFLICT. THE CONFLICTS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT/ENGINEER. b.) 1/4" MAXIMUM AGREGATE SIZE 2.(PRIMARY AND COLUMNS: ALL BARS 1-1/2" (PRIMARY REINFORCEMENT, TIES, c.)8" TO 11" SLUMP G-8 THE ENGINEER SHALL NOT BE RESPONSIBLE FOR LAYOUT, DIMENSIONAL ERRORS OR DISCREPANCIES RESULTING FROM THE REPRODUCTION AND USE OF CONTRACT DRAWINGS FOR d.) PROVIDE CLEANOUTS FOR LIFTS GREATER THAN 5'-0" IN HEIGHT. PUMP 4'-0" MAXIMUM GROUT LIFTS. FOR HIGH LIFT (12'-0" MAX). STIRRUPS, AND SPIRALS) ERECTION AND SHOP DRAWINGS. USE OF CONTRACT DRAWINGS REPRODUCED IN WHOLE OR ANY PART IN SHOP DRAWINGS SHALL NOT RELIEVE THE CONTRACTOR NOR SUBCONTRACTORS GROUTING WITH 30 MINUTE DELAY BETWEEN LIFTS. D. SLABS ON GRADE: SINGLE MAT, TOP 1/2 TO 1/3 OF THICKNESS item description date FROM THEIR RESPONSIBILITY TO ACCURATELY LAYOUT, COORDINATE, DETAIL, FABRICATE AND NSTALLA COMPLETE STRUCTURE. M-8 A REINFORCED CONCRETE TIE BEAM OR MASONRY TIE BEAM SHALL BE PROVIDED IN ALL WALLS SHOWN ON THE STRUCTURAL DRAWINGS AT EACH FLOOR AND THE ROOF. RC-21 SLEEVE ALL PENETRATIONS THROUGH BEAMS AND SLABS INDIVIDUALLY. CORE DRILLING WILL NOT BE PERMITTED. SUBMIT LOCATION AND SIZE OF G-9 REVIEW ALL SHOP DRAWINGS FOR CONFORMANCE WITH THE CONTRACT DOCUMENTS AND FOR COMPLETENESS AND ANSWER ALL CONTRACTOR RELATED QUESTIONS. STAMP AND INITIAL USE GALVANIZED MESH TYPE CELL CAPS. PROVIDE CORNER BARS AT ALL BEAM CORNERS TO MATCH HORIZONTAL BARS. SLEEVES THROUGH BEAMS TO ENGINEER FOR REVIEW PRIOR TO CASTING CONCRETE. WHERE PIPING PENETRATES CONCRETE BEAMS, PLACE TWO #3 STIRRUPS ALL SHEETS PRIOR TO SUBMITTING SHOP DRAWINGS TO ARCHITECT/ENGINEER FOR REVIEW. NON-COMPLIANCE WITH THIS REQUIREMENT WILL RESULT IN REJECTION OF SUBMITTAL @ 3" O.C. EACH SIDE OF PIPE, UNLESS OTHERWISE NOTED. - M-9 UNLESS NOTED OTHERWISE, TIE BEAMS SHALL BE EITHER RC-22 NO REINFORCING BARS SHALL BE CUT TO ACCOMMODATE THE INSTALLATION OF ANCHORS, EMBEDS OR OTHER ITEMS. " - a.) 8"x16" CONCRETE TIE BEAM REINFORCED WITH (2) #5 TOP AND BOTTOM WITH #3 STIRRUPS @ 16" O.C. WOOD b.) (2) COURSES OF 8"MASONRY KNOCK -OUT BLOCK REINF WITH #5 IN EACH COURSE FULLY GROUTED RUSE THE STRUCTURAL DRAWINGS INCLUDING REVISIONS AND ADDENDA IN CONJUNCTION WITH REVIEWED SHOP DRAWINGS FOR PLACEMENT OF WD-1 ALL WOOD CONSTRUCTION AND CONNECTIONS SHALL CONFORM TO AITC "AMERICAN INSTITUTE OF TIMBER CONSTRUCTION" MANUAL, LATEST EDITION, AND THE "NATIONAL DESIGN SPECIFICATIONS" FOR WOOD CONSTRUCTION, 2018 EDITION, AND FLORIDA BUILDING CODE, CHAPTER 23. M-10 VERTICAL REINFORCING FOR FILLED CELLS SHALL CONFORM TO ASTM 615. REINFORCING. WD-2 ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY OR EXPOSED TO WEATHER SHALL BE PRESSURE TREATED. UNLES S NOTED OTHERWISE. M-11 PROVIDE #5 VERTICAL REINFORCEMENT IN GROUT FILLED CELLS: RC-24 AT CHANGES IN DIRECTION OF CONCRETE WALLS, BEAMS & STRIP FOOTINGS, PROVIDE CORNER BARS OF SAME SIZE AND QUANTITY UNLESS NOTED A. AS SHOWN ON THE DRAWINGS OTHERWISE AS HORIZONTAL STEEL. WD-3 DIMENSIONED LUMBER SHALL BE DRESSED S4S, AND SHALL BEAR THE GRADE STAMP OF THE MANUFACTURER'S ASSOCIATION. B. MAXIMUM 48" O,C. C. AT ALL CORNERS AND INTERSECTIONS RC-25 ALL EMBEDDED ITEMS SHALL BE SECURELY TIED IN PLACE PRIOR TO CONCRETE PLACEMENT. N N : WD-4 ALL LUMBER SHALL BE SOUND, SEASONED, AND FREE FROM WARP. D. AT ANCHORAGE OF CONNECTIONS OR BEARING OF BEAMS RC-26 THE GENERAL CONTRACTOR IS RESPONSIBLE FOR FOR PROVIDING THE CONSTRUCTION OF ALL FORMWORK IN ACCORDANCE WITH ACI 347. AL OTHER CONNECTORS SHALL BE M-12 REINFORCING BARS SHALL BE LAPPED 48 BAR DIAMETERS WHERE SPLICED AND SHALL BE WIRED TOGETHER.. LAP VERTICAL REINFORCEMENT ABOVE GRADE BEAM AND GALVANIZED ALL CONNECTION HARDWARE IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR HOT DIPPED GALVANIZED, L ABOVE EACH FLOOR UNLESS NOTED OTHERWISE. RC-27 PLACE CONCRETE PER ACI 304. USE INTERNAL MECHANICAL VIBRATION FOR ALL CONCRETE. LIMIT MAXIMUM FREE FALL DROP OF CONCRETE TO 6'-0" GALVANIZED SUPPLIED BY SIMPSON STRONG -TIE CO., INC., OR USP LUMBER CONNECTORS BY APPROVED EQUIVALENT MANUFACTURER. USE EQUIVALENT MATERIALS FOR NAILS AND SCREWS AS FASTENER. M-13 REINFORCE WALLS WITH LADDER -TYPE REINFORCEMENT EQUAL TO STANDARD DUR-O-WAL IN BED JOINTS 9-GA OR APPROVED EQUAL AT 16" O.C. MEASURED VERTICALLY FOR #57 AGGREGATE AND 8'-0" FOR #8 AGGREGATE. ALL PRECAUTIONS SHOULD BE TAKEN TO AVOID SEGREGATION OF CONCRETE DURING PLACEMENT. U.O.N. PLACE PER I RECOMMENDATIONS. EXTEND INTO COLUMNS, OR PROVIDE DOVETAIL ANCHORS TO SECURE MASONRY TO COLUMNS. PROVIDE PREFABRICATED RC-28 FOOTING SIZES SHOWN ARE FOR FOOTINGS CONSTRUCTED WITH SIDE FORMS. IF SOIL MATERIAL CAN HOLD A VERTICAL SHAPE, IT CAN BE USED AS AN SCQe WD-6 ALL LUMBER SHALL BE SOUTHERN PINE NO. 2 GRADE OR BETTER: WITH 19% MAXIMUM MOISTURE CONTENT, UNLESS NOTED OTHERWISE ON PLAN. OR CORNER SECTIONS AT WALL INTERSECTIONS. EARTH FORM PROVIDED FOOTING WIDTH IS INCREASED 1" IN. EACH HORIZONTAL DIRECTION. ALL SLOUGHED MATERIAL SHALL BE REMOVED FROM EXCAVATION WD-7 ALL LOAD BEARING STUD WALLS SHALL HAVE STUDS SPACED AT A MAXIMUM OF 16' OC (UNLESS NOTED OTHERWISE) WITH A DOUBLE. TOP PLATE AND A SINGLE PRESSURE TREATED - BEFORE AND DURING PLACEMENT OF CONCRETE. M-14 PROVIDE FULL MORTAR BEDDING AROUND ALL FILLED CELLS WITH VERTICAL REINFORCING. BOTTOM PLATE. - RC-29 PLACEMENT OF CONDUIT AND PIPES IN CONCRETE SHALL CONFORM TO ACI 318, SECTIONS 20.7 AND 26.8. AS NOTED WD-8 SEE TYPICAL LOAD BEARING WALL DETAIL FOR NUMBER OF STUDS AT ALL WALL OPENINGS. M-15 PLACE ALL MASONRY IN RUNNING BOND WITH 3/6" MORTAR JOINTS. 2 " ' WD-9 UNLESS NOTED OTHERWISE, PROVIDE ONE ROW OF BRIDGING AT MIDSPAN FOR WALLS HIGHER THAN 8-2 AND LESS THAN 10-0 . PROVIDE TWO ROWS OF BRIDGING AT 1/3 AND 2/3 M-16 AT INTERSECTING WALLS FIFTY PERCENT OF THE MASONRY SHALL BE LAID IN OVERLAPPING MASONRY BONDING PATTERN sheet title SPAN POINTS FOR WALLS. GREATER HIGHER THAN 10'-0". : M-17 REFER TO TYPICAL WALL SECTIONS FOR MAXIMUM CONSTRUCTION HEIGHT OF MASONRY WALLS. PROVIDE CLEAN -OUT HOLES AT BASE OF FILLED CELL WHEN THE - WD-10 PROVIDE A MINIMUM OF.A THREE STUD COLUMN AT ALL GIRDER TRUSS BEARING LOCATIONS.. CONCRETE POUR EXCEEDS 5 FEET IN HEIGHT. WD-11 SHEATHING SHALL SEAS FOLLOW S UNLESS NOTED OTHERWISE: M-18 GROUT FOR FILLED CELLS SHALL BE VIBRATED DURING PLACEMENT USING A "PENCIL" TYPE VIBRATOR. S r P C 0 9 4A L WOOD FRAME WALLS USE APA RATED SHEATHING, EXPOSURE IMIN M-19 VERTICAL REINFORCEMENT SHALL BE HELD IN POSITION AT THE TOP AND BOTTOM OF BAR AND AT 8'-0" OC MAXIMUM WITH A MINIMUM CLEARANCE OF 1/2" FROM.. WINDS PRESSURES FOR COMPONENT AND CLADDING ROOF SHEATHING SHALL BE APA RATED SHEATHING EXPOSURE I, MASONRY. THE CLEAR DISTANCE BETWEEN BARS SHALL NOT BE LESS THAN ONE BAR DIAMETER OR 1". CENTER BARS IN WALLS UNLESS NOTED OTHERWISE; n T SPAN RATED AS PER THE RAFTER OR TRUSS SPACING ' V SHEATHING EXPOSED TO WEATHER SHALL BE EXTERIOR CLASSIFICATION M-20 ALL REINFORCED CELLS ARE TO BE CLEAN AND FREE OF ANY FOREIGN MATERIAL OR DEBRIS. WD-12 PNEUMATIC NAILING DEVICES SHALL BE CALIBRATED TO AVOID COUNTER SINKING NAILS INTO EXTERIOR WALL AND ROOF SHEATHING. M-21 TESTING OF GROUT TO COMPLY WITH ASTM 0-1019. - WD-13 UNLESS NOTED OTHERWISE, HEADER BEAMS ARE TO BE PROVIDED IN ACCORDANCE WITH SECTION 2308.3 OF THE FLORIDA BUILDING CODE. M-22 OPENINGS SHALL HAVE BLOCK CELL AT EACH JAMB FILLED WITH GROUT AND REINFORCER WD-14 FRAMING MEMBERS SHALL BE FASTENED TOGETHER IN ACCORDANCE WITH SECTION 2306 OF THE FLORIDA BUILDING CODE, EXCEPT WHERE FASTENING SCHEDULES ARE MORE - STRINGENT IN THESE PLANS. WD-15 PROVIDE ADDITIONAL UPLIFT CONNECTORS TO RESIST UPLIFT LOADS IN ACCORDANCE WITH CONNECTORS SPECIFIED ON PLAN OR ON DETAILS. DEEP FOUNDATIONS -AUGER CAST PILE DF-1 AUGERCAST PILING SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH THE GEOTECHNICAL RECOMMENDATIONS AND INSTALLATION PROCEDURES PROVIDED BYA - GEOTECHNICAL ENGINEER DRILL -IN BOLTS, HEADED STUDS, SCREWS AND DOWELS - DF-2 ALL PILES SHALL RECONSTRUCTED IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE SOILS ENGINEER AND PROVIDE THE FOLLOWING SIZE AND CAPACITIES: NO DI-1. WEDGE BOLTS SHALL BE ITW RAMSET/REDHEAD BOLTS OR APPROVED EQUIVALENT INSTALLED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. DO NOT CUT EXISTING GEOTECHNICAL REPORT CONDUCTED, ASSUMED PILE CAPACITIES BASED ON PREVIOUS REPORTS COMPLETED IN CLOSE PROXIMITY OF THE PROJECT. PRIOR TO REINFORCING TO INSTALL CONSTRUCTION FINAL PILE CAPACITIES MUST BE SUBMITTED TO THE ENGINEER FOR APPROVAL AND VERIFICATION OF PILE LAYOUT. 14" DIA. AUGER CAST PILES " STALLED IN ACCORDANCE WITH MANUFACTURERS' 0I-2 MASONRY AND CONCRETE SCREWS SHALL BE MANUFACTURED BY RAMSET/REDHEAD TAPCONS OR APPROVED EQUAL IN 50 KIPS COMPRESSION RECOMMENDATIONS. (25 FT. LENGTH) - ANCHORING ADHESIVE SHALL BE A TWO -COMPONENT SOLID EPDXY -BASED DISPENSED THROUGH A STATIC -MIXING NOZZLE SUPPLIED BY THE MANUFACTURER. SYSTEM SUPPLIED IN DF-3 PILES SHOULD BE REINFORCED AS INDICATED IN "TYPICAL AUGERCAST PILING DETAIL'". MANUFACTURER'S STANDARD SIDE -BY -SIDE CARTRIDGE AND EPDXY SHALL MEET THE MINIMUM REQUIREMENTS OF ASTM C-881 SPECIFICATION FOR TYPE I, II, IV AND V, GRADE 3, CLASS B AND MA _ C AND MUST DEVELOP A MINIMUM 10,560 PSI. COMPRESSIVE YIELD STRENGTH AFTER 7-DAY CURE. DF-4 GROUT SHALL BE PER AN APPROVED MIX DESIGN PROPORTIONED TO ACHIEVE A STRENGTH AT 28 DAYS OF 5000 PSI MINIMUM. GROUT SHALL HAVE A MAXIMUM FLOW .RATE OF 15 SECOND CURED O LAB CURED CYLINDER TESTS FOR REVIEW PRIOR TO USE. ®. SUBMIT PROPOSED MIX DESIGN WITH RECENT FIELD RED R DI-4 GROUTED ANCHORS SHALL BE SIMPSON EPDXY -TIE ADHESIVE SYSTEM OR APPROVED EQUIVALENT INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS.. DF-5 GROUT SHALL BE TESTED IN ACCORDANCE WITH ASTM STANDARDS UTILIZING 3"x6" CYLINDERS. TEST CYLINDERS SHALL BE MADE AND CURED IN ACCORDANCE WITH DI-5. DRILL -IN REBAR DOWELS AND THREADED ROD ANCHORS (A307) SHALL BESET USING ATWO-PART EPDXY AS DESCRIBED ABOVE. ASTM C31: DI-6 HEADED STUDS (H.S.) SHALL 8E "NELSON" OR APPROVED EQUAL. INSTALL USING MANUFACTURER'S SPECIFICATIONS AND IN ACCORDANCE WITH AWS D1.1. ATTACHMENT OF STUDS SHALL DF-6 WHEN PILES ARE IN CLUSTERS OF TWO OR MORE, INDIVIDUAL PILES SHALL BE INSTALLED WITHIN 3' OF THE DESIGN LOCATION. THE CUMULATIVE LOCATION OF THE PILE BE SUFFICIENT TO DEVELOP THE FULL CAPACITY OF EACH INDIVIDUAL STUD (PER AWS DIA). GROUP CENTER OF GRAVITY SHALL NOT EXCEED 1 112". SINGLE PILES SHALL BE INSTALLED WITHIN 1 1/2" OF DESIGN LOCATION. VARIATION FROM PLUMB SHALL NOT EXCEED 1/2" IN TWO FEET. ENGINEER OF RECORD IN WRITING. EXPANSION ANCHORS USED SHALL BE HILTI DI-7 EXPANSION ANCHORS MAYBE SUBSTITUTED FOR ANCHOR BOLTS ONLY WITH THE APPROVAL OF THE EN SIMPSON, RAWL, OR APPROVED EQUAL. DF-7 ADJACENT PILES SHALL NOT BE PLACED UNTIL THE MORTAR HAS REACHED ITS INITIAL SET IN ORDER THAT THERE WILL BE NO INTERCONNECTION BETWEEN ADJACENT - PILES WHILE THE MORTAR IS IN THE FLUID STATE. DF-8 AN AS -BUILT SURVEY OF PILE LOCATIONS SHALL BE PERFORMED BY A FLORIDA REGISTERED LAND SURVEYOR. PILES SHALL BE LOCATED ON THE AS -BUILT DRAWINGS a O ® " ®.. � seal/signature o 1111lttp'_' ,m WALL PRESSURE ZONES,,,%,,, 0 8,� 'y MECHAL F.K n /y a Lr,IiE G. N A ATE: OCT 202 ri O 3 4 0 3 o CC Z � Zi 4� ♦♦ 1 A A y.. Q 1tlill,ll g� 4) 1 2 ^i LU " 0 'Pre istered Engineer: Michael A. Kala'ian HORIZONTALLY AND VERTICALLY FROM THE COLUMN CENTERLINES. SUBMIT AS -BUILT DRAWINGS TO THE STRUCTURAL ENGINEER FOR APPROVAL g g ZONE 1-INTERIOR AREAS OF ROOF (INCLUDES ZONES 1 AND 1') 2 O 2 O 2 (� W DF-9 CONTRACTOR IS RESPONSIBLE FOR ENGINEERING COSTS ASSOCIATED WITH REDESIGNS CAUSED BY IMPROPER PILE LOCATIONS. ZONE 2 - EDGE ZONE (INCLUDES ZONES 2, 2e, 2n, AND 2r) � ® Registered Engineer License.. PE 60133 ZONE 3 -CORNER ZONE (INCLUDES ZONES 3, 3e, AND 3r) a a cc " DF-10 WHERE THE PILE CUTOFF IS NEAR THE SURFACE OR ABOVE THE BOTTOM OF THE EXCAVATION METAL SLEEVES OR CASING OF THE PROPER DIAMETER AND AT LEAST 18 ZONE 4 - INTERIOR AREAS OF WALL Q2 O ® Sheet number INCHES IN LENGTH SHALL BE PLACED AROUND THE PILE TOPS. (SPECIAL CONDITIONS MAY REQUIRE METAL SLEEVES OF ADDITIONAL LENGTH) ZONE 5 - EDGE ZONES of WALL Q DISTANCE "a" IS DEFINED AS 7.0 FT FROM DIAPHRAGM BOUNDARY FOR O DF-11 INSTALLATION OF PILING SHALL BE MONITORED BY A LICENSED GEOTECHNICAL ENGINEER. REPORTS OF WORK SHALL BE SUBMITTED FOR REVIEW. REPORT SHALL ROOFS AND 7.0 FT FROM ANY CORNER OF THE BUILDING FOR WALLS INCLUDE PILE DEPTHI PILE GROUT VOLUME, GROUT FACTOR, CONCRETE COVERAGE ON THE REINFORCING STEEL, GROUT DELIVERY DATES, MISCELLANEOUS OBSERVATIONS, 2 AND OTHER INFORMATION AS REQUIRED. G 1O Sill ROOF PRESSURE ZONES drawn by: NMC checked by: MAK ' by MKStructural Engineering. LLC. oll rights reserved WHEN PLOTTED AT FULL SIZE THIS SHEET MEASURES 24' x N 1I.F. GUr WIND PRESSURE (PSF) @ 160 MPH, EXP D ROOF ZONES, Ultimate Pressures ZONE AREA POS NEG wit OH 1 10 52.0 -105.0 -143.7 1 20 45.4 -93.3 -132.0 1 50 36.6 -78.1 ` -116.8 1 100 29.9 -66.6 -105.3 2 10 52.0. -170.4 -209.1 2 20 45.4 -141.3 -180.0 2 50 36.6 -102.9 -141.6 2 100 29.9 -73.8 -112.3 3 10 52.0 -166.6 -205.3 3 20 45.4 -126.6 -165.3 3 50 36.6 -73.8 -112.3 3 100 29.9 -73.8 -112.3 WALL ZONES, Ultimate Pressures 4 10 73.8. -80.0 4 20 70.4 -76.6 - 4 50 65.9 -72.2 - 4 100 62.7 -69.0 5 10 73.8 -98.7 - 5 20 70.4 -92.0 - 5 50 65.9 -83.2 - 5 100 62.7 -76.6 - WALL ZONES, Nominal Pressures (V=124mph) 4 10 44.3 -48.0 - - 4 20 42.2 -46.0 - 4 50 39.6 -43.3 - 4 100 37.6 -41.4 - 5 10 44.3 -59.2 5 20 42.2 -56.2 - 5 50 39.6 -49.9 - 5 100 37.6 -46.0 - ENGINEERING - TA B C D E F G H J K TVA M N P Q R S T U V W T MK STRUCTURAL ENGINEERING 587 WEST EAU GALLIE BLVD SUITE 201 MELBOURNE, FL 32935 6,_32" 3, �„ 2, 8,_ Z„ 3,_�,i 2'_22' 4, 5„ 5,_5"„ 3,_ Z„ 3'-11Z' 12,4z" 1,_5„ 1,_2" P_5„ g_�„ 2,_51. P: 321.600.0672 OR 321.574.2702 5,_7„ 2 1 3 2 3 0' 2 3 1 www.mkstructural.com 1 — _ Certificate of Authorization#: — — CA 27800 project number MK21-253 PATT2 _ RSON (V - 3 - L 1 - RESIDENCE �r 1DIA 4 15 CROWN CT. FORT PIERCE, FL 34949 4 14" DIA. AUGER CAST N PILING, SEE DETAIL A/S2. TYPICAL (1)#7 - -.. , o issued for date TOP OF PILE PERMIT SET 10/27/2021 - _-� ° This document is the propertyof MKStructural Engineering. e MK Structural Engineering retains all rightstherein, Including w — ° copyrights. It Is not to be reproduced or copled in whole or in _ part. It is not to be used on any other project and is to be — : °a - returned upon request. It may only be used In a manner 50 KIP COMPRESSION, 14"DIA ° consistent with MK Structural Engineering's rights while MK Structural Engineering is providing services for the specific t8Q - AUGER CAST PILE w/ 5,GROUT project identified orreferred to herein or extensions thereto. It may not be used for an other purpose except with the °i express written agreement of, and compensation to, MK �� I I. • Structural Engineering. Unauthorized use will be prosecuted is ° ...,° Pursuant to the copyright laws. n , ; revisions 1 Q item description date 11 C d ° ° 12 (V _. 13 Lu 0 1 I i I a scale a AS NOTED _II sheet titlE PILE LAYOUT ° PLAN I' DISCONTINUE #7 BAR AT 5_13„ ABOVE BOTTOM OF PILE r seal/slgnaturE Lzp 16 NOTE: J� PILE TIP tk ins. f_ PILE CAPACITIES ARE ASSUMED V VALUES BASED OFF SITES IN PROJECT — : ML.rL, ��Kn. V501 PROXIMITY TO THE PRO A TYPICAL PILE DETAIL Fes.-no.'#sa,a3 LOCATION. CURRENT PILE LAYOUT �aF�a. _ SCALE 1/2"=1'-0" 's' °••..RZt) 19P .,• , 00 AND GRADE BEAM PLAN ARE i� a SUBJECT TO CHANGE BASED ON o FINAL CAPACITIES. PRIOR TO CONSTRUCTION, FINAL PILE CAPACITIES MUST BE SUBMITTED r TO THE ENGINEER FOR VERIFICATION OF PILE LAYOUT — Registered Engineer: Michael A. Kalajial 17 '` — I Registered Engineer License: PE 60135 sheet number PILE LAYOUT PLAN SCALE 1/4"=1,_0, drawn by: NMC checked by: MAK by MK Structural Engineering, LLC. all High s P� WHEN PLOTTED AT FULL SIZE E Tx36' \ �2 an y — oo .NOTE: in PILE CAPACITIES ARE ASSUMED VALUES BASED OFF SITES IN PROXIMITY TO THE EP G PROJECT LOCATION. CURRENT PILE LAYOUT v S4 TYP. AND GRADE BEAM PLAN ARE SUBJECT TO RECESS CHANGE BASED ON FINAL CAPACITIES. PRIOR N TO CONSTRUCTION, FINAL PILE CAPACITIES m SLOPE o �lN - MUST BE SUBMITTED TO THE ENGINEER " ao 5M12 O bN UI • GB-1 13,_7"' 4--42 18,4„ 4-4- 90'-7" GRADE BEAM PLAN SCALE:1/4„_V-0„ 15 CROWN CT. FORT PIERCE, FL 34949 issued for date PERMIT SET 10/27/2021 This document is the property of MK Structural Engineering. MK Structural Engineering retains all rights therein, including copyrights. It Is not to be reproduced or copied In whole or in part. It is not to be used on any other project and Is to be returned upon request. It may only be used in a manner consistent with MK Structural Engineering's rights while MK Structural Engineering Is providing services for the specific project identlfled or referred to herein or extensions thereto. It may not be used for any other purpose except with the express written agreement of, and compensation to, MK Structural Engineering. Unauthorized use will be prosecuted pursuant to the copyright laws. scale AS NOTED sheet title GRADEBEAIMI P LL A IN I seal/signature 0 w � • r�mr3 Q(i���. . � �. All'1 MICHAELA. K AL IIAN • Fl REip N.Gl" i/6C7133 Cf. N . 6c)I STATE 05 .fZ.ORSDF °r�IP9E19f4Y. 4«4 T 4 w Registered Engineer: Michael A. Kalajian Registered Engineer License: PE 60133 sheet number drawn by: NMC checked by: MAK by MK structural Engineerin C: r WHEN PLOTTED AT FUL HI I 24"x36° - T-0" -. ° d d 4 _ d ° - "" tl ° " sp W p PILE OR COLUMN SUPPORT HOOK PILE REINF IN DIRECTION OF GRADE .�. BELOW BEAM CoW p ° , .° J d .° - .. ° e ... . ° d .. - TERMINATE ALL a ".4 ° a' e ° . a : LONGITUDINAL RADE ° ° e .. a BEAM REINF W/ 90" d' a" a - - - - HOOK d. a e (3) # 3 STIRRUPS AT BEAM STEP STEP REIONFORCING e AS REQUIRED FOR ° ' 4 ° STEP IN BEAM a o ed a. 3 ..° d ° - p ° 4 . °'a mp .p.. . d ".. °A d ad ° _ EXTEND TOP REINF T.JL CONTINUE BOTTOM MIN 48 BAR DIA _ REINF OR LAP SPLICE OVER PILE - - AUGER CAST PILE- - A TYPICAL STEP IN GRADE BEAM B TYPICAL GRADE BEAM CORNER d ' d °' m PROVIDE (3) ADD'N ° STIRRUPS IN JOINT IF NO PILE OR COLUMN .a SUPPORTAT " e " ° INTERSECTION ° e 4 a ° ,° d 'd ° d e a 'd a a , a e e-4 S d ° ° TERMINATE ALL LONGITUDINAL GRADE BEAM REINF W/ 90' d - HOOK - d nd d a. .. ° e BEAM - FOR ALL PILES THAT TERMINATE IN GRADE BEAMS, HOOK PILE WIDTH REINF W/90" HOOK IN DIRECTION STRUCTURAL SLAB, OF GRADE BAM SEE PLAN FOR REINF 8" MASONRY WALL a q. BY OTHERS op.. S� and d gW -s d mW p • d ° ° FORM GRADE BEAM TOP OF SLAB FROM SOIL IF O ° e SEE PLAN - SURFACE - °. - - - - UNEXPOSED -GRADE BEAM, SEE ° g'd - ° - GRADE BEAM, SEE SCHEDULE PLAN s °a FOR REINF ° � - d '. EQ a' m EQ m ° a A. °" ° AUGER CAST PILE ' AUGERCAST PILE TYPICAL GRADE BEAM INTERSECTION D TYPICAL PILE CONNECTION E EXTERIOR GRADE BEAM SCALE 3/4"=V-0" SCALE 3/4"=V-0" \ / SCALE 3/4"=V-0" _ SCALE 3/4"=1%0" - SCALE 3/4"=V-0" - 8" MASONRY WALL SEE PLAN - 8" MASONRY WALL, SEE PLAN STRUCTURAL SLAB, SEE FORM AND POUR CONC. W 10" VERIFY W/ DOOR RECESS FOUNDATION PLAN - - DOOR MANUF. - W C - - - URB W/#5 CONT. w GRADE BEAM, SEE TOP OF SLAB - q. TOP OF SUB • PLAN PLAN SEE N ° °' SEE PLAN I ! a ° ° TOP OF SUB FINAL ° a FOP PE OPLAN� c ° a" JJ >f P` LAN �T ° -Q.a GRADE a a Vie_ d SEE PLAN ° d d . GRADE BEAM, SEE PLAN °d: . _ .e .. GRADE BEAM, SEE .° . Q e. .° .: a , . 4 ° U g. ° _ e a d a PLAN ° '.° a ,... e.. 4 7N a J .n .. :d a �° 7 ] K r , . _ " a ° N .d ._gym _ ° �N N °Pi F-. GRADE BEAM, SEE ° - - - GRADE BEAM, SEE PLAN _ y PLAN AUGERCAST PILE - AUGERCAST PILE AUGERCAST PILE - - AUGERCAST PILE - AUGERCAST PILE ' F GARAGE GRADE BEAM G GARAGE GRADE BEAM H EXTERIOR GRADE BEAM YO J STEP IN SLAB YA K STEP IN SLAB SCALE 3/4"=V-0" - SCALE 3/4"=V-0" - SCALE 3/4"=V-0" - - - SCALE 3/4"=V-0" - - - SCALE 3/4„=1._0• 8" MASONRY WALL - - SEE PLAN 4", 6": OR8" FRAME WALL, SEE TYPICAL DETAIL FOR STRUCTURAL SLAB, SEE STRUCTURAL SLAB, SEE CONN. TO FOUNDATION - Ip- _ FOUNDATION PLAN DOOR RECESS FOUNDATION PLAN ur - - - PAVERS OVER w - GRADE BEAM, SEE w TOP OF SLAB - TOP OF SUB CONCRETE SLAB. SEE Nm "- _#DSEAPRREOSUSNIDON °° ° PLAN N °., a e SLOPE )EP(L&PLAN .° o SEE PN TOP P° e W SEE OLFAN TOP OF $LAB d SEE PLAN d d 4 SUB d STRUCTURAL d ° J d 4 .SLAB -(" O.C. TOP OF SUB FNAL GRADE N° SEE PLAN DEPRESSION SEE PUN ea d 4 GRADE BEAM,SEE d GRADE BEAM SEE PLAN PLANa. a� GRADE BEAM, SEE PLAN8. 6" STRUCTURAL > FT . AUGERCAST PILE SLAB F AUGERCAST PILE AUGERCAST PILE AUGERCAST PILE L INTERIOR GRADE BEAM M TYPICAL SLAB DEPRESSION N INTERIOR GRADE BEAM P` STEP-IN SLAB Q STEP AT PORCH SCALE 3/4"=V-0" - SCALE 3/4"=V-0" - SCALE W4"=1'-0" - SCALE 3/W=V-0 _ - _ SCALE 3/4"=V-0" GRADE BEAM SCHEDULE MARK BEAM SIZE REINFORCEMENT STIRRUPS REMARKS ' WIDTH DEPTH TOP OF BEAM ELEVATION TOPBARS "C" OR "E" BARS LEFT 'C" OR "E" BARS RIGHT gOT BARS "D" BARS SIZE TYPE SPACING GB1 22". 24" .VARIES 447 - - 447 #3 9"O.C.. NOTE2 - - NOTES:. 1. BEAM DEPTH IS ADJUSTABLE. SET BOTTOM OF BEAM AT A MINIMUM OF 12" BELOW GRADE. 24" MINIMUM BEAM DEPTH. - - 2. STIRRUPS CAN BE DISCONTINUED WITHIN MIDDLE 1/3 OF SPAN e" MASONRY WALL, - ** CONTRACTOR TO VERIFY ALL BEAM SIZES PRIOR 70 CONSTRUCTION REPORT ANY DISCREPANCIES TO ENGINEER FINAL PAVERS OVER SEE PLAN _ - _ - - - -GRADE CONCRETE SLAB. SEE PLAN - ' ' ° ° ".° PAVERS OVER CONCRTE SLAB. SEE TOP OF SLAB 0.25 LN-1 ', - - CONTINUOUS - GREATER OF 0.33 LN-1 OR 0.33 LN-2 OR - "B" BARS CONTINUOUS OVER �uJ ° d - ° PLAN SEE PUN IF SHOWN - - CONTINUOUS IF SHOWN GRADE BEAMS UNLESS SPLICE Co \'� - "P L . Rlik GRADE .r BARS BARS 4. ..i///,,.F� \�-?.o \ "q:. •..° rn ..., nB„ BARS 2"CLR W/VAPOR BARRIER d / APPROX. GRADE % \� ., ° °. - s 3" CLR W/O VAPOR BARRIER M. BARS n _ + - GRADE BEAM, SEE - %f \� \' - ELEVATIONi/v~i - - - �� '''\ - LN-1 ° UN-2 LN-3 CANT PLAN 7 f-; BAR DESIGNATION: - AUGERCAST PILE / - - - - - . ! - - AUGERCAST PILE - MIN 6" 4T16 WHERE 4INDICATES SIZE OF REINFORCING BAR MIN S MIN 6" - T LOCATION OF BAR Cr--TOP, B=BOTTOM, M=MIDDLE) - - - - - GRADE BEAM, SEE PLAN 18 INDICATES BAR SPACING IN INCHES R EXTERIOR GRADE BEAM s EXTERIOR WALL - -- - - -- r TYPICAL STRUCTURAL SLAB ON GRADE REINF AND SCHEDULE - SCALE 3/4"=1'-0" - - - - SCALE 3/4°=1'-0" SCALE 1/2"=1'-0" M MK STRUCTURAL ENGINEERING 587 WEST EAU GALLIE BLVD SUITE 201 MELBOURNE, FL 32935 P: 321.600.0672 OR 321.574.2702 www.mkstructural.com Certificate of Authorization#: CA 27800 project number MK 21-253 PATTERSON RESIDENCE 15 CROWN CT. FORT PIERCE, FL 34949 issued for date PERMIT SET 10/27/2021 This document is the property of MK Structural Engineering. MK Structural Engineering retalns all rights therein, including copyrights. It is not to be reproduced or copied in whole or in part. R is not to be used on any other project and Is to be returned upon request. It may only be used in a manner consistent with MK Structural Engineering's rights while MK - Structural Engineering is providing services forthe specific project identified or referred to herein or extensions thereto. It may not be used for any other purpose except with the express written agreement of, and compensation to, MK Structural Engineering. Unauthorized use will be prosecuted pursuant to the copyright laws. scale AS NOTED sheet title GRADE BEAM DETAILS seal/signature 7Y: 39 �~ 1•Lz Registered Engineer. Michael A. Kalajian Registered Engineer License: PE 60133 sheet number S4 drawn by: NMC checked by: MAK by MKSiructural Engineering, L4 gllrr a P� WHEN PLOTTED AT FULLS24"x36" I BEAM SCHEDULE: INDICATES TRUSS BEARING HEIGHT (TOP OF BEAM) RELATIVE TO THE MAIN HOUSE FIRST FLOOR FINISH FLOOR. SYMBOL BEAM SIZE REBAR STIRRUPS LINTEL BOND BEAM SEE DETAIL C/S7 N/A DBL 8"x8" LINTEL BOND BEAM (1) #5 TOP (1)#5BOTTOM N/A 0 WOOD FRAME BEARING WALL SEE DETAILS A/S8 N/A CONCRETE. BEAM SEE DETAIL B/S8 SEE DETAIL B/S8 0 - O O DBL 12"x8" LINTEL BOND BEAM (1)#5TOP (1) #5 BOTTOM N/A DRILL HOLE IN - DRILL HOLE IN LINTEL FOR (1) #5 10'-0° LINTEL FOR (1) #5. VERTICAL VERTICAL y✓sp U U O LTL24 U CA.% CA 10'_0„ IIW IIW III II II IIW IlionW - _ CJ3 CJ3C 10'-0" 12'-0" 2V�kh O N MH6C II II II II II II II II II II ROVIDE coNT. r1) COURSE _ _ - h✓� M Ih IIm IIm II II II II II II II GROUTED W/ (1) #5 @ 10'-8" m m m FOR LEDGER ATTACHMENT 2C PRE-ENGINEERED CAB - WOOD ROOF TRUSSES e DESIGN BY OTHERS 1 „ 12 -0 P EENGI EERED EJ3B - - _ C3C - - - 0 II II 11 WOOD ROOD TRUSSES II II II c� Ss II D SIGN BY OTHER II II II �I II II II a: - - - - - CA 15'-4" n,P II - - - EJ3B I - C4C T/TIE BEAM W 1yA -, \�G�� .-... _ -u --: e TITIE EAM ': A _ C5C - - _ m 10 -0„ T/LED R Q 14 1 O T/L R Q 2'-8 O� G6' OG' A J \` 0 9QPG h . • . —. -r-T .. = _ _ _ _ _ _ - /LEDG Q 14'-„ Ca-1 15'-4" 10' ' TrrIE BEAM__ 0 ' II II II II II II II II II II II II II II II II U 67C B ': - _`:. --.. �� CO.ORD. A/C CHABE.IN BLOCK - .) .- W 11 WITH IARRH rivviR O 11 I11 rib II I( II II - - CB-2 EJ4D " .; WOOD ROOF TRUSSES - - - - -- DESIGN BY OTHERS Ll 1. CONNECTORS OF EQUAL CAPACITY AND FUNCTION MAY BE SUBSTITUTED FOR THOSE SHOWN IN SCHEDULE C6.2PLY - - - w WO S SCHEDULE 2. WORK THIS D WITH A SIGNED AND SEALED TRUSS DESIGN PACKAGE PROVIDED BY THE TRUSS MANUFACTURER. J 3. ALL CONNECTION HARDWARE SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS AND - �'C5-2PL - _ _ _ - RECOMMENDATIONS. b, 4. TRUSS TO TRUSS CONNECTIONS SHALL BE DESIGNED BY, AND SUPPLIED BY THE TRUSS MANUFACTURER. - - - 5. 2x PLY OF BLOCKING MAY BE USED FOR SHIMMING PURPOSES WHERE REQUIRED BY CONNECTOR WIDTH. - - _ C3 6. CAPACITY REPRESENTS THE MANUFACTURER'S LOAD RATING FOR THE CONNECTOR. THIS VALUE HAS NOT BEEN - 12'-0" _ _ - _ _ - = INCREASED BY 33°k. - 7. ALL LVL AND GLULAM BEAMS SHALL BE DESIGNED BY THE TRUSS MANUFACTURER FOR THE LOADS SHOW ON THIS C2-2PLY DRAWING. 21 2 w CJ7 TRUSS CONNECTOR NOTE 0C1 1. TRUSS TO MASONRY CONNECTORS WITH NO IDENTIFYING MARK ARE SIMPSON HETA16 w/ (9) 10d (UPLIFT < 1,810 lbs.) _H9= -_ 2. TRUSS TO WOOD FRAME CONNECTIONS WITH NO IDENTIFYING MARK ARE SIMPSON MTS12 w/ (14) 10d (UPLIFT < 990 Ibs.) - - - 3. TRUSS TO LEDGER CONNECTORS WITH NO IDENTIFYING MARK ARE SIMPSON H2.5A w/ (5) 0.131 x 2 1/2" (UPLIFT < 7001bs.) �o 12'-0„ © I ® d �© ® a a a @r 1 r (3 ® © © t CD ®, ®CD p m H7 _ - WOOD TRUSS BRACING NOTES NOTE: a, REFER TO SHEET S1 COMPONENT AND CLADDING FOR PRESSURES _ 1. TEMPORARY BRACING OF PRE-ENGINEERED TRUSSES IS THE RESPONSIBILITY OF THE TRUSS ERECTOR AND SHALL BE - H5 IN ACCORDANCE wITH.BCSI BY THE TRUSS PLATE INSTITUTE AND STRUCTURAL BUILDING COMPONENTS ASSOCIATION. _ - _ - - _ - _ 2. PERMANENT BRACING SHALL BE PLACED AT LOCATIONS REQUIRED ON THE TRUSS SHOP DRAWINGS, NOT TO EXCEED FLOOR SHEATHING REQUIREMENTS - - ". 20'-0" AND SHALL MEET THE FOLLOWING MINIMUM CRITERIA;- - _ 12'-O" _ :'' a. 1x4 CONTINUOUS LATERAL BRACING CLB) PLACED FLAT AGAINST THE TRUSS ( (1) LAYER G DI APA RATED STURD-RUSSESI-FLOOR 24" OC SPAN RATED, LONG DIMENSION PERP TO TRUSSES 12'-0". CJ3 .' N u> n N n v> CJ3 MEMBER IT IS BRACING. - � - -END JOINTS STAGGERED - IIW IIW W IIh� III IIW b. (2) 16d NAILS AT EACH INTERSECTION BETWEEN CLB AND TRUSS MEMBER. - FASTENING1. - c. LAP CLB, WHERE REQUIRED, 2'-0" MINIMUM. ALL OTHERDULE LOCATIONS 10D COMMON Q 6' OC - II II III II II 0J7 3. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO APPLICATION OF TRUSS - PERIMETER EDGE, 6" OC INTERIOR EDGES, AND 6" OC ... )y "ff DESIGN LOADS. FIELD, BLOCKING NOT GLUE TO TOP CHORD OF ALL TRUSSES W/ APA SPEC n 4. PROVIDE X-BRACING AT THE ENDS OF BRACING LINES. - AFG-01 ADHESIVE. TRUSS LEDGER NOTES 12'-0" ROOF SHEATHING REQUIREMENTS DOUBLE 2X8 SP. NO. 2PT LEDGER, FASTENED TO MASONRY WALL W/ 5/8" DIA. EXPANSION OR EPDXY ANCHORS 5/8" CDX APA RATED PLYWOOD SHEATHING OA (MIN 5" EMBED) @ 24" OC STAGGERED (12" O.C. NET), TO SUPPORT TRUSSES. - LONG DIMENSION PERP TO TRUSSES - END JOINTS STAGGERED - OB SINGLE 2X8 SP. NO.2 PT LEDGER, FASTENED TO MASONRY WALL W/ 5/8" DIA. EXPANSION OR EPDXY ANCHORS -FASTENINGSCHEDULE - SEE ROOF NAILING SCHEDULE (MIN 5" EMBED) @ 32" OC STAGGERED (16" O.C. NET), TO SUPPORT SHEATHING EDGE. SECOND FLOOR FRAMING PLAN SCALE: 1/4" 1%00 - r u ' : STRUICy; m Ur ENGINEERING- MK STRUCTURAL ENGINEERING 587 WEST EAU GALLIE BLVD SUITE201 MELBOURNE, FL 32935 P: 321.600.0672 OR 321.574.2702 www.mkstructural.com Certificate of Authorizationc CA 27800 project number MK 21-253 15 CROWN CT. FORT PIERCE, FL 34949 issued for date PERMITSET 10/27/2021 This document Is the property of MK Structural Engineering. MK Structural Engineering retains all rights therein, Including copyrights. It Is not to be reproduced or copied In whole or In part. It Is not to be used on any other project and Is to be returned upon request. It may only be used in a manner consistent with MK Structural Engineering's rights while MK Structural Engineering is providing wrAces for the specific project Identified or referred to herein or extensions thereto. It may not be used for any other purpose except with the express written agreement of, and compensation to, MK Structural Engineering. Unauthorized use will be prosecuted pursuaMto the copyright laws. scale AS NOTED sheet title ., D -RAMING PLAN seal/signature \\\\1\111111/ 133 = H A. may= +htt Registered Engineer: Michael A. Kalajiar Registered Engineer License: PE 60133 sheet number 5 drawn by: NMC checked by: MARK by MKStruclural Engineering LL ig s WHEN PLOTTED AT FULL SIZE � :E 24'x36- GENERAL FRAMING NOTES 1. CONNECTORS OF EQUAL CAPACITY AND FUNCTION MAY BE SUBSTITUTED FOR THOSE SHOWN IN SCHEDULE 2. WORK THIS SCHEDULE WITH A SIGNED AND SEALED TRUSS DESIGN PACKAGE PROVIDED BY. THE TRUSS MANUFACTURER. 3. ALL CONNECTION HARDWARE SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS AND RECOMMENDATIONS. 4. TRUSS TO TRUSS CONNECTIONS SHALL BE DESIGNED BY, AND SUPPLIED BY THE TRUSS MANUFACTURER. 5.. 2x PLY OF BLOCKING MAY BE USED FOR SHIMMING PURPOSES WHERE REQUIRED BY CONNECTOR WIDTH. 6. CAPACITY REPRESENTS THE MANUFACTURER'S LOAD RATING FOR THE CONNECTOR.. THIS VALUE HAS NOT BEEN INCREASED BY 33%. 7. ALL LVL AND GLULAM BEAMS SHALL BE DESIGNED BY THE TRUSS MANUFACTURER FOR THE LOADS SHOW ON THIS BEAM SCHEDULE: INDICATES TRUSS BEARING HEIGHT (TOP OF BEAM) RELATIVE TO THE MAIN HOUSE FIRST FLOOR FINISH FLOOR. SYMBOL BEAM SIZE REBAR STIRRUPS LINTEL BOND BEAM SEE DETAIL C/S7 N/A LGl!!/lJlLd DBL 8"x8" LINTEL BONDBEAM. (1) #5 TOP (1) #5 BOTTOM N/A 0 DRAWING: TRUSS CONNECTOR NOTE c3 cry L 24 ys� 1. TRUSS TO MASONRY CONNECTORS WITH NO IDENTIFYING MARK ARE SIMPSON HETA16 w/ (9) 10d (UPLIFT < 1,810 lbs.) h ;:, - is �r; L2 LTL24 WOOD TRUSS BRACING NOTES' 1. TEMPORARY BRACING OF PRE-ENGINEERED TRUSSES IS THE RESPONSIBILITY OF THE TRUSS ERECTOR AND SHALL BE IN ACCORDANCE WITH BCSI BY THE TRUSS PLATE INSTITUTE AND STRUCTURAL BUILDING COMPONENTS ASSOCIATION. 2. PERMANENT BRACING SHALL BE PLACED AT LOCATIONS REQUIRED ON THE TRUSS SHOP DRAWINGS, NOT TO EXCEED 20'-0" AND SHALL MEET THE FOLLOWING MINIMUM CRITERIA: CJ3E -- _ EJ5E IIIII I PRE-ENGINEERED OOD RQ�OI� TRUSS S DESIGN BY OTHER G1E II. I. , I EJ3F I ' CJ1E ' U U a. 1x4 CONTINUOUS LATERAL BRACING (CLB) PLACED FLAT AGAINST THE TRUSS MEMBER IT IS BRACING. b. (2) 16d NAILS AT EACH INTERSECTION BETWEEN CLB AND TRUSS MEMBER. _ EJ5E I� - 0 IIc> O O c9 CJ1E III II= II= c. LAP CLB, WHERE REQUIRED, 2'-O" MINIMUM. II II II II II II II 3. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO APPLICATION OF TRUSS _ EJ5E I I! �' .'.': CJ3E DESIGN LOADS. 4. PROVIDE X-BRACING AT THE ENDS OF BRACING LINES. W _ EJ5E _ W W W W W _ _ v U W LL LL U U II LL LL LL LL LL LL LL LL LL O (:J U III III III III II0 0 EJ5E EJ5E EJ5E _ II II II II II II EJ5E II II II I II II II II II II EJ5E EJ5E II II II II II II II II PRE- t NGINE ED EJ5E — OD O0FT SSES II II II II II ESIG BY OT ERS EJ5E II II II II II II II II it II II II II II II II CJ3E CJ3E:".., _II II II II 11 II II II II II II ySF II II II II LTL24 M W cJ1E h� II II W y 1,� w LTL24 L24 CJ LTL 4 LTL U O O TL2 0 NOTE: a, REFER TO SHEET S1 COMPONENT AND CLADDING FOR PRESSURES. ROOF SHEATHING REQUIREMENTS 5/8" CDX APA RATED PLYWOOD SHEATHING - LONG DIMENSION PERP TO TRUSSES p - END JOINTS STAGGERED ROOF FRAMING PLAN - FASTENING SCHEDULE R SEE ROOF NAILING SCHEDULE TIWALL @ 26 4" TYP. U.N.O. MK STRUCTURAL ENGINEERING 587 WEST EAU GALLIE BLVD SUITE 201 MELBOURNE, FL 32935 P: 321.600.0672 OR 321.574.2702 www.mkstructural.com Certificate of Authorization#: CA 27800 project number M K 21-253 P AT RE S IEDE N C E 15 CROWN CT. FORT PIERCE, FL 34949 issued for date PERMITSET 10/27/2021 This document is the property of MK Structural Engineering. MK Structural Engineering retains all rights therein, including copyrights. It is not to be reproduced or copied in whole or In part. It is not to be used on any other project and is to be returned upon request. It may only be used in a manner consistent with MK Structural Engineering's rights while MK Structural Engineering is providing servicesforthe specific project identified or referred to herein or extensions thereto. It may not be used for any other purpose except with the express written agreement of, and compensation to, MK Structural Engineering. Unauthorized use will be prosecuted pursuant to the copyright laws. :ale kS NOTED sheet title R(DF FRIVIING PLAN r CHpA��a 0'AK*xT-A ,, DnI"rrP.3"�`G >"�Z zo"W OF `°0.s9f9®09f" F �` 44'. Registered Engineer: Michael A. Kalajian Registered Engineer License: PE 60133 sheet number S 100% sawn by: NMC checked by: MAK MK Structural Engineering, L I"ig s HEN PLOTTED AT FU LL SIZ jj; IEASURES 24'x 36" LAP SPLICE LENGTHS - BAR NO. fe 3 4 5 6 7 8 9 10 - COMPRESSION LAP SPLICE > 3000 12 15 19 23 1 27 1 30 1 34 1 39 CLASS A TENSION LAP SPLICE 3000 13 17 21 25 1 36 1 42 47 53 4000 11 15 18 22 32 1 36 41 46 5000 10 13 16 20 28 1 32 36 41 " CLASS B TENSION LAP SPLICE 3000 16 22 27 33 47 54 61 68 4000 14 19 23 28 41 47 53 59 5000 13 17 21 25 37 42 47 53 6" STRETCHER `.:•� COURSE REINF W/ (2) • s..: •. ,.. #5 FULLY GROUTED "v (3) COURSES OF 8„ U BLOCK REINF 1. W/#5 FULLY PRECAST LINTEL GROUTED M REINF W/ (2)#5 ' I (2) COURSES OF 8" U I~12"� BLOCK REINFW/#5 12LTL14 FULLY GROUTED N 6" STRETCHER- _ 8" MASONRY BLOCK (1) COURSE OF 8" U COURSE REINF W/ #5 `T BLOCK REINF W/#5 ^ " FULLY GROUTED FULLY GROUTED PRECAST LINTEL .... PRECAST LINTEL �. PRECAST LINTEL PRECAST LINTEL REINF W/ (115 PRECAST LINTEL 0 Q REINF W/ (1)#5 REINF W/ (1#5 REINF WF1(1#5 REINF W/ (1)#5 IL al LTL8 LTL 14 LTL16 LTL24 LTL32 TERMINATE ALL VERT REINF W/ 90° HOOK INTO TIE BEAM STRIP FOOTING REINFORCING OUTSIDE CORNER BARS SAME CONT. THROUGH PADS SIZE 8 NO. AS HORIZONTAL LAP SPLICE REINFORCING - L "" � e e LAP SPLICE LINTELS Fm a d a a KEYWAY , ° n a . CONTINUE TIE BEAM REINF . a n 4 : ' ., ° . w #5 VERTICAL REINF a .. V ENT TO ALL 3/16"X 1" SAW r aaC!' UT JOINT AT A MAX SPACING OF OPENINGS . _ a 15'-0" X 15'4'. CUT AS SOON AS POSSIBLE AFTER 4" FIBERMESH OR W WF CONCRETE ° g TROWELING. FILL JOINT WITH LIQUID SEALER ' SLAB ON GRADE "a. TYPICAL HORIZONTAL 4.' U REINFORCING a ul w -. w a PAD REINFORCING m 0 A _r.. z O . d 5 PLAN AT PAD ° ° \ \ \ \ \ ' .- ° MATCHING DOWELS FOR PRECAST/PRESTRESSED CONCRETE MIN 8" VERT REINF ga TYPICAL HORIZONTAL REINFORCING SOIL SHALL BE CLEAN GRANULAR FILL LINTEL, SEE SCHEDULE FOR REINF MECHANICALLY COMPACTED TO 98% MAX. DRY .DENSITY.. #5 VERTICAL REINF ADJACENT TO ALL OPENINGS FOUNDATION INTERSECTIONS CORNERS TYPICAL MASONRY a TYP. HORIZONTAL REINF-CONCRETE BEAMS AND FOOTINGS e TYPICAL SAWCUT JOINT c TYPICAL PRECAST LINTEL IN MASONRY WALL o WALL REINFORCING SCALE 1"=V-0" — SCALE 1/2"=V-0" SCALE 1/2"=V-0" FURRING STRIP DRYWALL #5 IN FULLY GROUTED CELLS ADJACENT TO 1"X4" PT BUCK STRIP OPENING AS SHOWN - " F FROM CORNERS TYP 12" O.C. MAX. SPACING SHEATHING TO BE FASTENED W/ SPECIFIED 6 F ( ) FASTENERS AT 4" OC AT VALLEY OF roof ire-fab OVER -FRAMING overframing trusses n SIMPSONH2.5 CLIP (2) DOE BOARD -,. :a .... .. ,..:. :•: ..: ... d.. .. .:- " EA SIDE OF RIDGE TO RAFTER @16"OC F0E] PLATE FASTEN RAFTER TO COLLAR TIE W/ (4) 16D _ HORIZONTAL (TOP) JAMB WINDOW NAILS <^. � PANHEAD SCREW, SEE__/ 2X6 COLLAR TIE • .... f WINDOW MANUF. EE - PRECAST LINTEL OR REINF CELL ADJACENT 1/4" X 3-1 /4" TAPGON SPACED 14" TI AND STAGGERED (MIN 1-1/4" PENETRATION INTO CONCRETE BEAM TO OPENING W/ #5 - FULLY GROUTED CONCRETE) TOE NAIL RAFTER TO TOP SIMPSON LUS210 BEAM HANGER O NOTE: z _ PLATE W/ (3) 10D COMMON °� U 1. WINDOW FRAME FASTENED TO BUCK PER TAPCON5 INTO ¢ MANUFACTURER'S RECOMMENDATION. .: AND FASTEN W/ SIMPSON CLIP GROUTED MASONRY N (2) #5 IN FULLY GROUTED CELLS ADJACENT TO 2X6 PT WOOD JAMB FASTENED W/ GARAGE DOOR OPENING AS SHOWN " . SEE WINDOW AND DOOR :. >� 5/8" J-BOLTS W/2" SQUARE WASHER BUCK DETAILS 2 WINDOW BUCK DETAIL 2XBPLATEFASTENEDTQ NG SHANK E� E3 7 •. ` a — SCALE 1 =V-0„ SHEATHING NAIILS 2 ROWS 4" IOC AND (3) iu • 16D COMMON AT EA CROSSING PT BUCK ° a ° : OF AN UNDERLYING TRUSS 1/2" DRYWALL FURRING STRIP 2X6 PT WOOD JAMB FASTENED N 2X6 VERTICAL JAMB #5 IN FULLY GROUTED CELLS ADJACENT TO o (SAME SPACING ON BOTH JAMBS) OPTIONAL: STRAP EA END EA RAFTER W/ 5/8" J-BOLTS W/2" WASHER DOOR FRAME OPENING AS SHOWN THROUGH SHEATHING TO UNDERLYING ONCRETE POUR SILL SPACED 16" OC- MINIMUM OF 4 DOOR TRUSS W/ MIN 12" SIMPSON 18 GA STRAP W/ REINF W/ #5 OR (MIN EMBED 5") MIN (10) 12D COMMON NAILS RAFTER SPAN PRECAST SILL ..e JAMB BRACKET TO BE FASTENED TO WOOD 2X6 JAMB W/ PER MANUFACTURER'S r IF VALLEY SETS PROVIDED FASTEN EA END SPECIFICATIONS EA TRUSS TO UNDERLYING TRUSS W/ 18 GA X 18" STEEL STRAP (FASTEN W/ (10) 1OD FLATHEAD SCREW, SEE COMMON NAILS) M WINDOW MANUF SPECS - e• = `v 2"X6" PT BUCK STRIP 1/4" X 3-14' TAPCON SPACED 14" OC AND STAGGERED (MIN 1-1/4" PENETRATION INTO M SPANS AT 16'O.Q.. AX. RAFTER WINDOWS AND DOORS SHALL BE CERTIFIED AND. INSTALLED IN ACCORDANCE WITH THE CONCRETE) NO. 2 S-P-F MANUFACTURERS RECCOMENDATIONS TO WITHSTAND THE COMPONENT AND C �6,t + RAFTER M AXSPAN CLADDING DESIGN PRESSURES SPECIFIED IN THE GENERAL NOTES AND SHALL BE PROTECTED WITH AN IMPACT RESISTANT COVERING OR SHALL BE MANUFACTURED. NOTE: 2X4 5'-10" IMPACT RESISTANT. 8'-0" GARAGE DOOR 1. DOOR FRAME FASTENED TO BUCK PER 2X6 - 9'-2' MANUFACTURER'S RECOMMENDATION. 2X8 1 " 2XIO 5'-Z-1r TYPICAL WINDOW AND E DOOR BUCK FASTENING F TYPICAL GARAGE DOOR BUCK DETAIL H DOOR BUCK DETAIL ROOF OVERFRAMING DETAIL - SCALE 1„=1'-0" — SCALE 1"=1'-0" — SCALE 1/2„=1'-0„ - 2" HAND RAIL (1-1/4" MIN. TO 2" MAX.) MOUNTED TO WALL, SET AT 36" ABOVE - NOTE: MINIMUM HEADROOM IN ALL PARTS xz/STAIR TREAD (34" MIN. AND 38" MAX.) OF STAIR WAY SHALL BE A MINIMUM OF 6'-8" CONTINUE TIE BEAM REINF TROUGH MEASURED VERTICALLY FROM SLOPED LINE CONCRETE BEAM, MAY SUBSTITUTE (1) TOP FLOOR SURFACE MASONRY TIE BEAM (2) BAR IF RED D BAR SIZE EQUAL OR LESS NOTE: ALL FLOORING FINISH 1 10" COURSES SELECTIONS BY BUILDER 11 MIN. .. 3/4" PLYWOOD —'„ 4 d NOTE: FINISH TREAD WIDTH (TYPICAL) • OF 10" MINIMUM `. MASONRY TIE BEAM (2) COURSESPLYWOD FLOOR ..: ..,. ..... _ . - .. .. .: ,. g .::'... •.' .:: • .:, ::. , SEE FOOOR FRAMINGEFORING ' .. .. w ¢ ...: .. `;,'• .. BETWEENB RUSSES FASTENING REQUIREMENTS s SECOND FLOOR ..5,. . • ... .. '..., •. � N BEYOND ""7/1 CONTINUE TIE BEAM REINF THROUGH 19132" CDX APA RATED PLYWOOD PRE-ENGINEERED WOOD FLOOR •. f.S/52 CONCRETE BEAM 1" X 10" TRIM SHEATHING FASTENED W/ 10D @ 6" TRUSSESBEYOND 1" X 8" RISER PAINTED BEYOND OC EDGE, 6" OC FIELD CONTINUE VERTICAL RIP TO FIT OPTIONALREINF AND HOOK 90° ERTICAL REINF ADJACENT TO �VJ INTO TIE BEAM ALL OPENINGS 1/2" GYPSUM BOARD UNDER STAIR EXTEND PLYWOOD SEE FRAMING PLAN AND TYPICAL WALL SECTION FOR REINFORCEMENT OPTIONAL SHEATHING TO BOTTOM OF TRUSS CONCRETE BEAM IN MASONRY WALL TYPICAL SECTION AT FLOOR OPENING K STEP IN MASONRY TIE BEAM scALEvz'-1'-°' TYPICAL STAIR TREAD DETAIL NOT N SCALE 1/2„_1,_0, — SCALE 3/4„_1,_0" -------------- +re URAL MK STRUCTURAL ENGINEERING 587 WEST EAU GALLIE BLVD SUITE 201 MELBOURNE, FL 32935 P: 321.600.0672 OR 321.574.2702 www.mkstructural.com Certificate of Authorization#: CA 27800 15 CROWN CT. FORT PIERCE, FL 34949 issued for date PERMITSET 10/27/2021 This document is the property of MKStructural Engineering. MK Structural Engineering retains all rights therein, including copyrights: It is not to be reproduced or copied in whole or in part. It is not to be used on any other project and is to be returned upon request. It may only be used in manner consistent with MK Structural Engineering's rights while MK Structural Engineering is providing services for the specific project identified or referred to herein or extensions thereto. It may not be used for any other purpose except with the express written agreement of, and compensation to, MK Structural Engineering. Unauthorized use will be prosecuted pursuant to the copyright laws. I scale AS NOTED sheet title STTDL SECTIONS AND DETAILS seal/signature �����Y�1A1154€fl)tp77�����a 33 • mH A. K •t'!AlF0�94\1\\ AF Registered Engineer: Michael A. Kalajian Registered Engineer License: PE 60133 sheet number S7 drawn by: NMC checked by: MAK by MK Structural Engineering, LLC. allrights re er WHEN PLOTTEDAT FULL SIZE THISVim E SEE TRUSS FRAMING PLAN AND SCHEDULE FOR FASTENING FASTEN EVERY OTHER STUD REQUIREMENTS PRE-ENGINEERED ROOF TRUSS AND AT ALL OPENINGS TO DEL TOP PLATE W/ SIM (DESIGNED BY OTHERS) SPH4, 6 OR 8 CONNE JOINTS AT TOP PLATES SHALL HAVE A MIN 4 FT LAP SPLICE AND BE FASTENED WITH A MIN OF (20) 10D NAILS PROVIDE BLOCKING POINTS, MAX SPACIN 2X4, 6 O STU PSON CTOR — Ewa Y 14 2X PT STUD FASTEN STUD TO MASONRY WALL W/ 3/16"X3-3/4" TAPCON @ 16" OC .. AT 1/3 G 4'-0" R 8 SP (NO 2) DS @ 16" OC SIMPSON OTHER MSTA12 FLAT STRAP CRIPPLE STUD EVEI M R ' (2) 2x12 HE PER FOR 6'-1" TO 8'-0" PAN (2) 2x10 HE ' ER FOR 4'-1" TO 6' 0" PAN 2 2x8 HEADER FOR 1'-0" TO 4'-0" SPAN a 1 UNLESS NOTED OTHERWISE, FASTEN EA END OF HEADER W/ SIMPSON MSTA21 EA FACE HEADER SPAN ` WALL STUD. HEADER STUD SIMPSON LTT20B EACH SIDE OF OPENING HOLD DOWN REQUIRED ADJACENT TO OPENINGS AND AS INDICATED ON PLANS ' 4 ¢ ' m v MAXIMUM HEADER SPAN (FT.) CONCRETE BEAM SCHEDULE MARK BEAM SIZE REINFORCEMENT STIRRUPS REMARKS WIDTH DEPTH TOP OF BEAM ELEVATION TOP BARS "C" OR "E" BARS LEFT "C" OR "E" BARS RIGHT BOT BARS D" BARS SIZE TYPE SPACING CB-1 8" 48" 14'-0" (2)-#6 (2)-#6 #3 16" O.C. CB-2 8" 24" 12'-0" (2)-#5 (2)-#5 #3 10" O.C. SEE NOTE 1 ASONRY EINFORCEING NOTES: ** CONTRACTOR TO VERIFY ALL 'BEAM SIZES WALL, SEE PLAN FOR - 1. STIRRUPS CAN BE DISCONTINUED WITHIN MIDDLE 113 OF SPAN PRIOR TO CONSTRUCTION REPORT ANY NO. of HEADER STUDS REQUIRED DISCREPANCIES TO ENGINEER AT EACH SIDE OF OPENING GREATER OF 0.33 UN-1 OR 0.33 1 1 2 2 2 2 GREATER OF 0.33 UN-1 OR 0.33 UNSUPPORTED STUD NO. OF FULL LENGTH WALL STUDS 0.25 UN-1 CONTINUOUS - CLASS A BARS RIGH FOR "E" B S RIGHT FOR WALLHEIGHT SPACING REQUIRED AT EACH SIDE OF OPENING IF SHOWN LAP SPA LN-1 SPAN LN-1GREATE 121N. 2 2 3 3 3 3 SPLICE OF [E" OR10'OR GREATER OF OR STD 90° LESS 16 IN. 2 3 3 3 "C" BARS LEFT FOR (IF REQ'D) " BARS LEFT OR "E" B RS LEFT FOR TOP HOOK SPAN LNA TOP BARS PAN UN-2 SPAN LN-2 BARS 24 IN. 1 2 2 2 STD 12 IN. 2 ia 4 5 5 90° HOOK ° °, "_ REATER 161N. 2 3 4 4 ..� < °° 4 ° 4. AN 10' L 241N. 1 2 3 3 STD-. a° ° e• °° 90°HOOK y ° .� . ° HEADER BEAMS SHALL BE PROVIDED AND SIZED IN ACCORDANCE WITH SECTION 2308.9.6 OF THE FLORIDA - P e ° ° BUILDING CODE ° °STIRRUP BOT BARS "D" S/2 a a S/2 @ BOT BARS BARS SPACING, S . •a4- /2 (CONTINUOUS THROUGHOUT CLASS SPAN UNLESS SPECIFIED) SEE FOUNDATION PLAN AND SECTIDNS FOR COLUMN OR LAP TYP FOOTING ' ...° PILE SPLICE UN-3 5/8" HILTI KWIK-BOLT 11, J-BOLT, OR APPROVED EQUAL (MIN FASTEN EVERY OTHER STUD AND AT ALL LN-t LN-2 ° �° CANTILEVER F REQ'D Ir EMBED 5") AT 30" O.C. MAX. SPACING WITH 2"X2" FLAT OPENINGS TO PT BOTTOM PLATE W/ PLATE WASHER SIMPSON SPH4,6 OR 8 CONNECTOR - TYPICAL IN - TERIOR WOOD FRAME BEARING WALL DETAIL -SUPPORTING ROOF ONLY e TYPICAL CONCRETE BEAM REINF AND SCHEDULE a SCALE 1/2„_1,_0„ SCALE 1/2„=1,_0„ PLYWOOD ROOF SHEATHING, SEE FRAMING PLAN SP NO.2 WOOD SHIM, FASTEN TO TRUSS WITH MINIMUM (4) 10d NAILS V Blocking not I`ur r shown for clarity LGT2 MTSM1 -H1 (HTSM similar) HM9 H10S #5 REBAR (MIN). NRY WALL CONDITION #1: STRAP IS 0" TO 3/8" AWAY FROM EDGE OF THE TRUSS. REPAIR: NO REPAIR NECESSARY. CONDITION #2: STRAP IS 3/8" TO 1-1/2" AWAY FROM EDGE OF THE TRUSS. REPAIR: PLACE MAXIMUM 2X4 BLOCK BETWEEN TRUSS AND STRAP. BEND PER DETAIL AND NAIL 7-10d... CONDITION #3: STRAP IS MORE THAN 1-1/2" AWAY FROM EDGE OF THE TRUSS. - REPAIR:.. PER DETAIL SHOWN USE STRAP TO MEET UPLIFT REQUIREMENT STATED IN TRUSS ENGINEERING SHOP DRAWINGS MODEL NO. ALLOWABLE LOADS FASTENERS STRAP UPLIFT F1 F2 MASONRY RAFTERITRUSS HM9 760 670 190 (5)..1/4"x2 1/4" TITEN2 (4) 1AN1 1/2" SDS H10S 910 - - (2) 3/8"x4" TITEN HD. (8) .131"x1 1/2" H16 1,370 - - (6) 1/4"x2l/4" TITEN2 (2) .148"xt 1/2" MTSM16 830 120 90 (4) 1/4"x21/4". TITEN2 (7) .148"xl 1/2" HTSM16 1,110. 120 90 (4) 1/4"x21/4" TITEN2 (8) .148"x1 1/2" LGT2 2,030 - I - (7) 1/4"x21/4" TITEN2 (16) .148N31/4" TRUSS BLOCK STRAP MASONRY CONDITION 3 - POST INSTALLED STRAP CONDITION 2 STANDARD REPAIRS FOR STRAP MISALIGNMENT APPLIES TO MULTIPLES AND CONSECUTIVE TRUSSES, AND MAY. BE USED ON EITHER SIDE OF WALL. SCALE 1/2"=V-0" 23/32"APA RATED STURD-I-FLOOR 24" OC SPAN - RATED, EXP 1 PLYWOOD PANEL. 23/32" APA RATED STURD-I-FLOOR 24" OC SPAN - LONG DIMENSION PERP TO TRUSSES RATED, EXP.1 PLYWOOD PANEL. - END JOINTS STAGGERED. - LONG DIMENSION PERP TO TRUSSES - : - FASTENING SCHEDULE - END JOINTS STAGGERED ^- SEE FLOOR FRAMING PLAN ...... ..-.-.. -. ...... - FASTENING SCHEDULE ` - -GLUE TO TOP CHORD OF ALL : ' SEE FLOOR FRAMING PLAN - TRUSSES W/ APA SPEC AFG-01 (2) LAYERS 2X4 BLOCKING w GLUE TOP CHORD OF ALL U C ADHESIVE. BETWEEN TRUSSES FASTEN TO a — TRUSSEE S W/APA SPEC AFG-01 - o LEDGER W/(2) ROWS 12D a ..:ADHESIVE. - COMMON NAILS @ 12" OC (NET TIE BEAM, SEE w Q a m ^ - - TIE BEAM, SEE a m^ SECOND FLOOR j, FRAMING PLAN FOR g a 6,_2" FRAMING PLAN FOR g a - .:. SEE PLAN LOCATION AND SIZE BOTTOM W/ 90 DEGREE HOOK LOCATION AND SIZE o o .. EACH END .. .. PRE-ENGINEERED .: , .. .. PRE-ENGINEERED . FLOOR TRUSSES ° , FLOOR TRUSSES • _, T/PILE CAP EL. SEE PLAN 2X4 FLATWISE BLOCKING AT ALL Co —"`•) q - - FASTEN... EACH TRUSS TO ° UNSUPPORTED PANEL EDGES ' LEDGER, SEE PLAN LEDGER W/ SIMPSON H5.- LEDGER, SEE PLAN i7 °. :-. . 4 .. 'F 8" MIN. . ._ - B/PILE CAP h EL. SEE PLAN 14"DIA. AUGER ? 14" DIA. AUGER - CAST PILE TYPICAL ¢ CAST PILE TYPICAL 3„ CLEAR U TYPICAL tgi a #6@8" O.C. TOP & to BOTTOM W/ 90 DEGREE HOOK EACH END F TYPICAL PC-2 PILE CAP DETAIL TYP FLOOR TRUSS CONN. PERPENDICULAR TO WALL 4 E TYP FLOOR TRUSS CONN. PARALLEL TO WALL - SEE FOUNDATION PLAN FOR ORIENTATION SCALEI/2"=V-0" SCALE 3/4„_V-0„ \ — SCALE 3/4"_1,_0„ 1K STRUCTURAL ENGINEERING 387 WEST EAU GALLIE BLVD SUITE 201 hELBOURNE, FL 32935 �: 321.600.0672 OR 321.574.2702 www.mkstructural.com Certificate of Authorization#r CA 27800 Oroject number MK 21-253 PATT E R S RESIDENCE 15 CROWN CT. FORT PIERCE, FL 34949 issued for date PERMIT SET 10/27/2021 This document is the property of MK Structural Engineering. MK Structural Engineering retains all rights therein, Including copyrights. It is not to be reproduced or copied in whole or In part, it is not to be used on any other project and is to be returned upon request. It may only be used in a manner consistent with MK Structural Engineering's rights while MK Structural Engineering is providing servicesforthe specific project identified or referred to herein or extensions thereto. It may not be used for any other purpose except with the express written agreement of, and compensation to, MK Structural Engineering. Unauthorized use will be prosecuted pursuant to the copyright laws, scale AS NOTED sheet title STRUCTURAL seal/signature e\0 0 % 11111111 AI'll, 0. N ' 60133 Nll.HA.L A KALAJILYJ ` FL AEG. NO, of 8011 o so"��rero•°;�L06t&� tip' Registered Engineer: Michael A. Kolajian Registered Engineer License: PE 60133 sheet number S8 drawn by: NMC checked by: MAKpy by MK Structural Engineering, LLC. all rightsr WHEN PLOTTED AT FULL SIZE THIJMW'36