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HomeMy WebLinkAbout3722 Saltmarsh Lp 17-3738; (A) REVISION NSFHIps - -:) / .:) - COUNTY OF SEMINOLE <1 IMPACT FEE STATEMENT STATEMENT NUMBER: 17100007 DATE: October 30, 2017 BUILDING APPLICATION #: 17-10000793 BUILDING PERMIT NUMBER: 17-10000793 UNIT ADDRESS: SALTMARSH LP 3722 17-20-31-502-0000-0030 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: PARK SQUARE ENTERPRISE LLC ADDRESS: 5200 VINELAND ROAD SUITE 200 ORLANDO FL 32811 LAND USE: WYNDHAM PRESERVE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3722 SALTMARSH LOOP WYNDHAM PRESERVE LOT 3 SFR DETACHED ---- ------------------------------------------------------------- FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ----------------------------------------- i --------------------------------------- ROADS-ARTERIALS CO -WIDE ORD Single FamilHousing ROADS-COLLECTORSN/A 705.00 1.000 dwl unit 705.00 Single Family Housing .00 1.000 dwl unit 00 FIRE RESCUE N/A .00. LIBRARY CO -WIDE ORD Single Family Housing54.00 SCHOOLS 1.000 dwl unit 54.00 CO -WIDE ORD Single Family Housing 5,000.00 1.000 dwl unit 5,000.00 PARKS N/A .00 LAW ENFORCE N/A .00 DRAINAGE N/A .00 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY: SIGNATURE: (PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1 -BLDG DEPT 3 -APPLICANT 2 -FINANCE 4 -LAND MANAGEMENT **NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE -ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. ***THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE * DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. Revision ff City of Sanford Response to Comments ❑ EOWERVEBuilding & Fire Prevention Division FEB 15 20 Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov i A tp Permit # 17-3738 V Submittal Date 2/14/18 Project Address: 372.2 Saltmarsh Loop (Wyndham Preserve lot 3A Contact: Michelle Parkison Ph: 407-529-3135 Fax: Email: mparkisonapa ksr quarehomes.com Trades encompassed in revision: ❑. Building ❑ Plumbing ❑ Electrical ❑ Mechanical ❑ Life Safety ❑ Waste Water General description of revision: Changes as specified on Monta Consulting Letter attached ROUTING INFORMATION Approvals ❑ Building Department ❑ Utilities ❑ Waste Water ❑ Planning ❑ Engineering ❑ Fire Prevention General description of revision: Changes as specified on Monta Consulting Letter attached ROUTING INFORMATION Approvals ❑ Building GENERAL NOTES FOUNDATIONS SOIL UNDER SLABS AND UNDER FOOTINGS TO BE COMPACTED TO AT LEAST 95% OF MAX. DRY DENSITY AS DETERMINED BY ASTM- 1557 (MODIFIED PROCTOR) MINIMUM BEARING CAPACITY 2000 PSF TERMITE TREATMENT THE SOIL UNDER THIS STRUCTURE SHALL BE TREATED FOR THE PREVENTION OF SUBTERRANEAN TERMITES, OR A PERIMITER TREATMENT (BORACARE) MAY BE USED, IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES. CAST IN PLACE CONCRETE 1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 2500 PSI, A SLUMP OF 4" PLUS OR MINUS 1", AND HAVE 2 TO 4% AIR ENTRAINMENT, AND A MAXIMUM WATER/CEMENT RATIO OF 0.58. 2. ALL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A-615 GRADE 60 3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 FOR 6x6xW1.4xW1.4 WWF SHALL BE LAPPED AT LEAST 6" & CONTAIN AT LEAST ONE CROSS WIRE WITHIN THE 6" .FIBERMIX OF EQUAL SPECIFICATIONS MAY BE.USED IN LIEU OF WWF. 4. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH "THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318 LATEST EDITION, AND "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS," ACI 301. 5. HORIZONTAL FOOTING BARS SHALL BE BENT MIN. 12 BAR DIAMETERS (EXCLUDING BEND) AROUND CORNERS OR CORNER BARS WITH MIN. 30" LAP EXCLUDING BEND AT EACH END SHALL BE PROVIDED. 6. MINIMUM LAP SPLICES ON ALL REINFORCING BARS SHALL BE 48 BAR DIAMETERS, 7. SLAB ON GRADE, REINFORCEMENT SHALL BE SUPPORTED IN PLACE FROM THE CENTER TO UPPER 1/3 OF THE SLAB. BOLTS AND THREADED RODS 1. ALL BOLTS & THREADED RODS TO BE ASTM A307 OR BETTER (U.N.O.) 2. STEEL BOLTS LESS THAN ONE -HALF-INCH (12.7 mm) IN DIAMETER USED AS FASTENERS FOR PRESSURE PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153. 3. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS SHALL BE PERMITTED TO BE OF MECHANICALLY DEPOSITED ZINC -COATED STEEL WITH COATING WEIGHTS IN ACCORDANCE WITH ASTM B 695, CLASS 55, MINIMUM. MASONRY WALL CONSTRUCTION 1. HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, TYPE 2, CONFORMING TO ASTM C90, W/ A MINIMUM NET COMPRESSIVE STRENGTH OF 2000 PSI (fm = 1900 PSI) 2. MORTAR SHALL BE TYPE M OR S, CONFORMING TO ASTM C270 3. HEAD MORTAR JOINTS AT PRECAST WINDOW SILLS TO BE NO MORE THAN 1". 4. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE SIZE OF 3/8" AND A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. 5. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH CELLS FILLED WITH COARSE GROUT AND GRADE 60 STEEL. REINFORCEMENT SHALL BE PLACED IN CENTER OF MASONRY CELL W/ MIN 1/2" CLEARANCE TO INSIDE FACE. 6. VERTICAL REINFORCEMENT SHALL BE HELD IN CENTER OF THE MASONRY/ BLOCK WALL AT THE TOP & BOTTOM & MAXIMUM 8'-0" U.N.O. VERITCALLY. TIES TO THE FOOTING & LINTEL STEEL IS ADEQUATE @ TOP & BOTTOM OF WALL; REBAR POSITIONERS IN MIDDLE OF WALL 7. REINFORCING STEEL SHALL BE LAPPED MIN. 30" U.N.O. 8. HOOKS AT THE TOP & BOTTOM OF VERTICAL REINFORCING BARS TO BOND COURSE AND FOOTING TO BE NO LESS THAN 12 BAR DIAMETERS EXCLUDING BEND 9. EXPANSION TYPE ANCHORS ARE NOT TO BE USED IN BOND COURSE, EMBEDDED ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED. 10. MASONRY ROUGH OPENING TOLERANCES - 1/4" TO + 1/2" 11. GROUT STOPS SHALL BE PROVIDED BELOW BOND BEAM. PLASTIC SCREEN, METAL LATH STRIP OR CAVITY CAPS MAY BE USED TO PREVENT THE FLOW OF GROUT INTO CELLS BELOW. THE USE OF FELT PAPER AS A STOP IS PROHIBITED. 12. TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY DURING CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR 13. DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR (3) DAYS AND NO CONCENTRATED LOADS FOR (7) DAYS. PER CODE ACI 318, LATEST EDITION. 14. DURING CONCRETE POURS, GC TO ADEQUATELY VIBRATE THE FILLED CELL W/ EITHER RODDING OR PENCIL VIBRATOR TO ENSURE PROPER CONCRETE CONSOLIDATION. WOOD CONSTRUCTION 1. WOOD CONSTRUCTION SHALL CONFORM TO THE NFPA "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION", LATEST EDITION.(NDS) 2. ALL EXTERIOR WOOD STUD WALLS, BEARING WALLS. SHEAR WALLS AND MISC. STRUCTURAL WOOD FRAMING MEMBERS. (I.E. BLOCKING OR GABLE END BRACING), SHALL BE SPRUCE- PINE -FIR OR EQUIVALENT. NO. 2 GRADE SHALL BE USED REGARDLESS OF SPECIES U.N.O. ON FRAMING PLANS OR DETAILS. END -JOINTED LUMBER IS NOT PERMITTED TO BE USED IN ANY LOAD BEARING (GRAVITY OR WIND) CONDITIONS. E.O.R. TO REVIEW IF INSTALLED. 3. FIELD -CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE -TREATED WOOD SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. 4. THE PORTIONS OF GLUED -LAMINATED TIMBERS THAT FORM THE STRUCTURAL SUPPORTS OF A BUILDING OR OTHER STRUCTURE AND ARE EXPOSED TO WEATHER AND NOT PROPERLY PROTECTED BY A ROOF, EAVE OR SIMILAR COVERING SHALL BE PRESSURE TREATED WITH PRESERVATIVE, OR BE MANUFACTURED FROM NATURALLY DURABLE OR PRESERVATIVE -TREATED WOOD. 5. ALL LUMBER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY (MOISTURE CONTENT 19% OR LESS), U.N.O. ALL WATERPROOFING AND FIRE SAFETY SYSTEMS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE DESIGNED AND DETAILED BY OTHERS. 6. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE. CENTER OF THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION SHEILDS. ALL HOLES OVER 1" IN DIA FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH SIMPSON HSS2 STUD SHOES, TYP U.N.O. 7. MANY OF THE PRESSURE TREATED WOODS USE CHEMICALS THAT ARE CORROSIVE TO STEEL. IT IS THE BUILDER'S RESPONSIBILITY TO VERIFY THE TYPE OF WOOD TREATMENT AND TO SELECT APPROPRIATE CONNECTORS THAT RESIST CORROSION. FOR EXAMPLE. ACQ-C, ACQ-D, CBA -A OR CA -B REQUIRE HOT -DIPPED GALVANIZED OR STAINLESS STEEL FASTENERS. DOR SODIUM BORATE (SBX) DOES NOT. 8. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH, CONCRETE OR MASONRY IS TO BE PRESSURE TREATED. 9. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR MASONRY. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. 10. SEE PLAN FOR BUILT UP STUD COLUMN AND BEAM NAILING PATTERNS ENGINEERED LUMBER ALL ENGINEERED LUMBER IS TO HAVE THE MINIMUM DESIGN VALUES AS FOLLOWS: COLUMNS BEAMS STUD E = 1,700,000 Ib/int U.N.O. E = 2,000,000 Ib/int U.N.O. E = 1,500,000 Ib/int U.N.O. Fb = 2650 Fb = 3000 Fb = 2200 Ft = 1650 Ft = 1700 Ft = 1500 Fc 11= 3000 Fc 11= 3000 Fc 11= 2100 Fc 1= 450 Fc i = 900 Fc 1= 450 Fv = 285 Fv = 285 Fv = 150 WOOD BEARING SURFACES ARE TO BE SYP#2 OR BETTER END GRAIN CONDITION U.N.O. WIND PRESSURE & SUCTION CEILING CONSTRUCTION U_ W 1. USE 1/2" CEILING OR SAG RESISTANT BOARD FOR 24" O.C. FRAMING UNLESS OTHERWISE SPECIFIED. 2. 5/8" TYPE "X" GYPSUM BOARD SHALL BE USED ON CEILING IN GARAGE WHEN LIVING SPACE IS ABOVE THE GARAGE. UNDER STAIR PROTECTION 1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2 -INCH (12.7MM) GYPSUM BOARD. METAL COATINGS FOR USE WITH PRESSURE TREATED WOOD IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE THAT ALL METAL CONNECTORS, METAL FASTENERS, ANCHORS, AND NAILS ARE THE APPROPRIATE MATERIAL AND/OR HAVE THE APPROPRIATE COATING FOR USE WITH THE DIFFERENT TYPES OF PRESSURE TREATED WOODS, AS PER THE FOLLOWING GUIDELINES. 1. WOOD TREATED WITH DOT SODIUM BORATE(SBX): CONNECTORS SHALL BE A MINIMUM G50 ZINC COATING 2. WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE) OR OTHER BORATE (NON -DOT) TREATMENTS: CONNECTORS SHALL BE A MINIMUM G185 ZINC COATING. 3. FOR ALL OTHER COMBINATIONS FOLLOW THE RECOMMENDATIONS OF THE PRESERVATIVE WOOD TREATER. 4. STAINLESS STEEL CONNECTORS AND FASTENERS MAYBE USED WITH ALL TYPES OF PRESSURE TREATED WOOD. PREFABRICATED WOOD TRUSSES 1. ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY FASTENED TO THEIR SUPPORTING WALLS OR BEAMS WITH HURRICANE CLIPS OR ANCHORS.UPLIFT CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS ANCHORS AND ANCHOR BOLTS ARE ONLY REQUIRED ON MEMBERS IN WALLS THAT ARE EXPOSED TO UPLIFT OR LATERAL FORCES. INTERIOR LOAD BEARING WALLS ARE NOT ALWAYS EXPOSED TO UPLIFT FORCES. THE MEMBERS OF THESE WALLS WOULD NOT NEED TO HAVE CONNECTORS APPLIED. PLEASE COORDINATE WITH THE TRUSS ENGINEER FOR THE LOCATION OF THESE WALLS AND STRUCTURAL PLANS FOR MORE INFO. 2. TRUSSES SHALL BE DESIGNED BY MWFRS METHODOLOGY FOR LONG SPAN TRUSSES TO DETERMINE UPLIFT AND REACTION VALUES. MEMBER AND PLATE DESIGN TO BE CALCULATED BY COMPONENTS AND CLADDING METHOD UNLESS SPECIFIED OTHERWISE BY TRUSS ENGINEER OF RECORD 3. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE LATEST EDITION OF ANSI TPI 1. 4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED BY TRUSS MANUFACTURER UNLESS NOTED ON PLANS 5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION OF TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE DESIGNED BY TRUSS MANUFACTURER IN ACCORDANCE WITH THE DESIGN LOADS. TRUSS DESIGN LOADS: TOP CHORD: Lr = 16 PSF DL = 7 PSF (SHINGLE TYPE ROOF COVER) DL = 15 PSF (LIGHT WEIGHT CLAY TILE ROOF COVER) DL = 14 PSF (TRUSS OVERBUILD) BOTTOM CHORD: DL = 5 PSF MINIMUM FLOOR DESIGN LIVE LOADS: A) FLOORS = 40 PSF B) BALCONIES= 60 PSF / 100 PSF (IF BALCONY > 100 SQ FT) C) DECKS = 40 PSF D) STAIRS = 40 PSF E) BONUS ROOM/GAME ROOMS = 60 PSF U.N.O. MINIMUM FLOOR DESIGN DEAD LOADS: A) FLOORS = 15 PSF B)BALCONIES = 15 PSF GENERAL LOADING: ATTIC WITHOUT STORAGE = 10 PSF ATTIC WITH LIMITED STORAGE = 20 PSF GUARDRAILS / HANDRAILS = 200 LB POINT LOAD / 50 PSF GUARDRAILS IN -FILL COMPONENTS = 50 PSF GENERAL TRUSS BRACING & BLOCKING REQUIREMENTS -ADDIT'L BRACING & BLOCKING PER BCSI-1 & TRUSS MANUFACTURER'S DWGS -G.C. TO PROVIDE MIN 2x SYP #2 BLOCKING BETWEEN TRUSSES TO COMPLY 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-133. ("T" BRACING MAY BE USED I.L.O. PEMANENT CLB IF IT EXTENDS MIN. 90% OF THE TRUSS WEB (SEE WEB REINFORCEMENT TABLE WITHIN BCSI-133). -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-133. 6. THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS, WORKING POINTS, BEARING POINTS, AND SIMILAR CONDITIONS. TRUSS SHOP DRAWINGS SHALL SHOW ALL TRUSSES, ALL BRACING MEMBERS, AND ALL TRUSS TO TRUSS HANGERS. 1. OMITTED REBAR DRILL A 3/4" 0 HOLE MIN. 6" DEEP AT LOCATION OF OMITTED REBAR, AND INSTALL #5 BAR INTO EPDXY FILLED HOLE. EPDXY TO BE SIMPSON STRONG TIE EPDXY OR EQ. FOLLOW MANU'S INSTRUCTIONS. ASSURE ALL DUST AND DEBRIS FROM DRILLING ARE REMOVED FROM HOLE w/ COMPRESSED AIR PRIOR TO APPLYING EPDXY. ALLOW EPDXY TO CURE TO MANU'S SPECIFICATIONS, THEN FILL CELL IN NORMAL WAY DURING BONDBEAM POUR. USE 30" MIN. LAP SPLICE. HOOKS AT TOP OF BAR TO BE MIN. 12 BAR DIAMETERS(EXCLUDING BEND), 2. STRAPS/CONNECTOR SUBSTITUTION MAY SUB STRAPS/CONNECTORS w/ STRAPS/CONNECTORS OF EQUAL OR GREATER UPLIFT & LATERAL RESISTANCE VALUES IN FIELD WITHOUT VERIFICATION, PROVIDED ALL MANUFACTURER'S INSTALLATION INSTRUCTIONS ARE FOLLOWED. 3. STAIR CONSTRUCTION 2X12'S MAY BE USED ILO TIMBERSTRANDS FOR STAIR STRINGERS. RIM BOARDS MAY BE USED FOR RISERS & TREADS ILO 2x12'S (SEE GEN. STAIR DETS FOR ADDIT'L INFO.) 4. METAL STUD SUBSTITUTION WOOD STUDS MAY BE SUBBED w/ METAL STUDS IN NON -LOAD BEARING WALLS 5. OMITTED J -BOLT -1/2" ALL THREAD ROD w/ 2" x 2" SQ. WASHER DRILL & EPDXY w/ SIMPSON SET EPDXY WITH MIN. 7" EMBEDMENT. -1/2"x6" SIMPSON TITEN HD THREADED ANCHORS W/ LBP1/2 WASHER MAY BE USED ILO 1/2" J -BOLT. TAPCON FASTENERS MAY BE USED ILO SIMPSON TITENS 6. MORTAR JOINTS -FOR BED JOINTS 1/2"-1", GROUT FILL CELLS IN BLOCKAFFECTED (NO VERT. REINF. REQ'D) -FOR HEAD JOINTS GREATER THAN 3/4", GROUT FILL CELL IN BLOCKAFFECTED ON EA.SIDE OF JOINT. PROVIDE (1) #5 VERT. REINF. IN EA. CELL CONT. PER PLAN. **EXCEPTION: IF TIE BEAM COURSE AND ADJ. TWO COURSES BELOW, AS WELL AS 1st (2) COURSES FROM FND. HAVE HEAD JOINTS WHICH FALL W/IN THE SPECIFIED TOLERANCES, THE ADDED VERTICAL REINFORCEMENT IS NOT REQ'D TO BE EPDXIED INTO TIE BEAM/FTG -FOR BLOCKS NOT STAGGERED, GROUT FILL CELL EA. SIDE OF JOINT AND PROVIDE (1) #5 VERT. REINF. IN EA. CELL, CONT. PER PLAN. 7. OVERHANGING CMU WALL -FOR CMU OVERHANGING FOUNDATION X1/2", 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. STRUCTURAL STEEL 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 %6" UNO. 3. SUBMIT SHOP DWGS INDICATING ALL OHOP AND ERECTION DETAILS INC. PROFILES, SIZES, SPACING, & LOCATIONS OF STRUCTURAL MEMBERS, CONNECTION ATTACHMENTS, FASTENERS, LOAD, AND TOLERANCES, 4. STRUCTURAL STEEL SHALL RECEIVE :SHOP COAT OF PRIMER (COLOR AS DIRECTED BY ARCHITECT) EXCEPT FOR AREAS WHICH WILL RECEIVE SPRAY -ON FIRE PROTECTION. 5. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY STANDARD INSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND SPECS (IF PROVIDED). SUBMIT REPORTS TO ARCHITECT AND ENGINEER. DESIGN PRESSURES WIND DESIGN LOAD INFORMATION WIND SPEED (ULTIMATE) 140 mph WIND SPEED (ALLOWABLE) 108 mph WIND EXPOSURE B RISK CATEGORY 11 BUILDING TYPE V B ENCLOSURE CLASSIFICATION ENCLOSED INTERNAL PRESSURE COEFFICIENT +/-0.18 _j O J WIND PRESSURE & SUCTION EFFECTIVE U_ W Sc (PSF) WIND _.. (+) VALUE DENOTES PRESSURE AREA (SQ FT) FOUNDATION PLAN O W z _) VALUE DENOTES SUCTION AREA O (+) 21.2 (+) 21.2 10 (-) 22.9 (-) 28.3 FOUNDATION DETAILS (+) 20.2 (+) 20.2 20 (-) 22.0 - (-) 26.4 LINTEL PLAN (+) 19.0 (+) 19.0 50 (-) 20.8 (-) 23.9 100 (+) 18.0 (+) 18.0 (-) 19.8 - 22.0 GARAGE DOORS 9'-0" x 7'-0" 16'-0" x T-0" NOTES & CONNECTOR LEGEND (+) 18.4 + (-) 20.9 (-) 19.7 WIND PRESSURE/ SUCTION DIAGRAM 5 5 4 4 5 5 ��1-1 pil STANDARD DESIGN PRESSURE NOTES 1. ASCE 7-10 WALL DESIGN ALLOWABLE COMPONENTS AND CLADDING WIND PRESSURES AND SUCTIONS PER FLORIDA BUILDING CODE 5th EDITION (2014). WIND SPEED IS BASED ON LINEAR INTERPOLATION FOR THIS SITE. 2. MEAN ROOF HEIGHT FOR A TYPICAL SINGLE STORY HOME IS 15FT, 2 STORY HOME IS 30FT 3. MULTIPLY THE ABOVE PRESSURES BY 1.67 TO GET ULTIMATE WIND PRESSURES. 4. "a" = END ZONE IS ONLY W/IN 5'-0" OF ALL EXTERIOR BUILDING CORNERS. 5. INDICATED PRESSURES CAN BE INTERPOLATED FOR OTHER DOOR SIZES, OTHERWISE USE LOAD ASSOCIATED WITH THE LOWER EFFECTIVE AREAS. 6. DESIGNATED AREAS WHERE THE ULTIMATE WIND SPEED IS 140 MPH OR GREATER IS CONSIDERED TO BE IN THE WIND -BOURNE DEBRIS AREA. OPENING PROTECTION REQUIRED. REFER TO SECTION R301.2.1.2 OF THE RESIDENTIAL CODE FOR SPECIFICATION REQUIREMENTS OF THE USE OF WOOD STRUCTURAL PANELS. REFER TO TABLE R301.2.1.2 FOR ATTACHMENT SPECIFICATIONS INDEX OF DRAWINGS - Q ❑ SHEET SHEET TITLE _j O J U_ W Sc STRUCTURAL NOTES I -- _.. LL. S1A FOUNDATION PLAN O W z S2A DOWEL PLACEMENT PLAN O O S3 FOUNDATION DETAILS Q S4A LINTEL PLAN w S5A FIRST FLOOR FRAMING PLAN p J S6 NOTES & CONNECTOR LEGEND T S7A ROOF FRAMING PLAN W W SD1 GENERAL DETAILS O SD2 GENERAL DETAILS SD3 _ GENERAL DETAILS Q SD4 GENERAL DETAILS o SD5 2 -STORY DETAILS U S D6 2 -STORY DETAILS ° _ ST1 GENERAL STAIR DETAILS O co O u..i U I - MASTER UPDATES NUMBER DATE DESCRIPTION INTIALS C z C 1 10/21/2016 CREATED ELEV. A, B, C & OPTION BEDROOM#5 DP C 2 3/10/2017 UPDATED FOR GRADE 60 STEEL & SHEET NUMBERING DP 3 9/22/2017 REVISED STAIR FROM AN 'L' SHAPE TO A STRAIGHT RUN FOR DP ~ ELEVATAIONS A, B, & C STANDARD 4 12/6/2017 FRAME WALK REVISIONS PER WP -13 & WP -15 MR a - C ry RECORD COPY 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. #17 �I WALL LEGEND °° �- o Q �Q 9'-4" T.O.M. = INTERIOR/EXTERIOR BEARING WALLS VERIFY 11'-4" TOP OF HGT. W/ ARCHITECTURAL W KNEEWALL PLAN U.N.O. OR LINTEL T LL O U) z O O Q 11-1W F- O J <C O z O F2-- U) W w C n W 0 0 U - — z<C W r� t W. Q U �. ©o ' CO j'$o �� r� u �r 'ALL I i'J c !1! 1 '� `� e .. d =� z l od d O 0 <11k CL //1191111, C0 �' �N, U Q CL' z I- W w ❑ ❑ U Q LU W O z N z QO U F - Op LU w T �- F- `o T W O W U Z QQ z ❑ (D O W C�U�o� W J rn UQ D 0WM E z 06 LU o ❑ (�=L- Uj�.� U 1- O _ C7 Co - p hOiS�z� 53 c Jcnwz�CD 0 D Q O O O L U)❑ztz-2wlLi o C) / 0 < W z 0 Q ® Q 0 ZZa z0DE < Q wWI LL F-- z �- U) U) W z W ~ = LL U O F-- U) Z ® O ® _j �3 LLj Uj LLj C ®_jW X W to F -W W Q L) w�Q i ❑ W W F— cn O �! t� Z 00 FBLDG DESIGN: --- S fRUCTURAL ENG: CNS DRAFTING: -DESIGN: --- STRUCT: MR QC CHECK: MRB " "rSANFORD #1 7 _ S �� � � JOB No. PSQ-2171574 - PARA��SCALE: AS INDICATED FIRST FLOOR FRAMING PLAN DATE: 12/08/17 NOTE: SEE PACE S6 FOR NOTES AND CONNECTOR LEGEND 1/4„_1,_o" S5A COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTH CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. Revision Response to Comments ❑ Permit # 17-3738 FEB 2 7 2018 a?� City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date 2/27/18 Project address: 3722 Saltmarsh Loop (Wyndham Preserve lot 3) Contact: Michelle Parkison Ph: 407-529-3135 Fax: Email: mparkisonaaarksquarehomes.com Trades encompassed in revision: ❑ Building ❑ Plumbing ❑ Electrical ❑ Mechanical ❑ Life Safety ❑ Waste Water General description of revision: Plans to show correct garage hand to match, approved site plan, energy calcs, and trusses. Correct garage is right. ROUTING INFORMATION Approvals � 3 2.1' lib Department ❑ Utilities ❑ Waste Water ❑ Planning ❑ Engineering ❑ Fire Prevention ❑ Building General description of revision: Plans to show correct garage hand to match, approved site plan, energy calcs, and trusses. Correct garage is right. ROUTING INFORMATION Approvals � 3 2.1' lib O use W a < C) ��'fi�o� a Q O O = /cY\ O 4t � U � J Q NN � c (` p 0 d Lo (� X 00 Q CL u- r � W z z m a E 0 t a W 0 w 13 U D V) ,-1 O O1 1 ` M N CO U E M C) N CD cn 0 O J O O N Q) m O pp- d [B 00 N U N Ln _, n OCD LL c d OU Ln � _O v > "CD r q N O Q w In Q n ISSUE DATE 11/09/2017 REVISIONS PROJECT: 17-0308 SCALE: AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS COVER PAGE G too Q0 r. u u w r o r00' Q- c enw m" ate, n r� C) r- d o (D � v O J vi U) r in -o Q Q 07N E U) N O .-. 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H o � W z z �n r C � S w guo O (9 UiW O D O O O r N v � _ CD (T O V7 0 T' -i -i co Q Q) Ln O U-) r0 h OCD C] OCL - ~� LLJ i O V v C C -(D 0 w Q w m O CL o w Ld Or p z o Q1 0O J00 i--1 N ISSUE DATE 11/09/2017 Li L ® V M z - --- u 05 CD (n Q Li ►"J Nru w w � 4-J J M � c� z CC 0 D O O O r N v � _ CD (T O V7 0 T' -i -i co Q Q) Ln O U-) r0 h OCD C] OCL - ~� LLJ i O V v C C -(D 0 w Q w m O CL o w Ld Or p z PROJECT: 17-0308 G SCALE: _ AS NOTED <L DRAWN BY: JML & JFT DESIGNED BY: MJS FLOOR PLAN 03 ISSUE DATE 11/09/2017 w REVISIONS o-- - --- PROJECT: 17-0308 G SCALE: _ AS NOTED <L DRAWN BY: JML & JFT DESIGNED BY: MJS FLOOR PLAN 03 LL 9 a dLLJ`� O �•j�aoo� a®unm� �d✓����" LP., cri Lo CZ co C:) r 0 o E co O U _ I cn LLc 03 N O o.._, O E`t-� Lo X ooQLLI� �Lu Z � a r C � O W O (7 W u v (n .-i IsO I� 00 U ar+ � u - CD M � � -4-J O �1 C] O N N c� +v-+ G O p- O Cl- co N N i -n � H M OCD O i O N O r- w i -n O a- ISSUE DATE 11/09/2017 REVISIONS PROJECT_: 17-0308 SCALE: AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS ELEVATIONS "A" - 9'-0" BRG. HT. _� @ SECOND FLOOR T-8" HDR. HT. @ SECOND FLOOR 11,4, O.H. ALL HORIZONTAL & VERTICAL CONTROL JOINTS PER ASTM 1063 10'-8 3/4" FIN FLR. HT. @ SECOND FLOOR --- - 9'-4" BRG. HT. - _- 8'-0" HDR. HT. 0'-0" FIN. FLR. 9'-0" BRG. HT. @ SECOND FLOOR 7'-8" HDR. HT. @ SECOND FLOOR i- 2 0 0 (7 s 7/8" TEXTURED CEMENTITIOUS z FINISH ON METAL LATH OVER 0 7/16" OSB. SHEATHING (TYP.) D CG � 10'-8 3/4" FIN. FLR. HT. ,1 Lu > @ SECOND FLOOR 0 J L -L -_--_ 9'-4" BRG. HT. 8'-0" HDR. HT, 1x6 SMOOTH FINISH BAND CO (TYP.) ALL HORIZONTAL & VERTICAL CONTROL JOINTS PER ASTM 1063 3/8" TEXTURED CEMENTITIOUS `O FINISH OVER C.M.U. (TYP.) - 0'-0" FIN. FLR. ) 12 718" TEXTURED CEMENTITIOUS FINISH ON METAL LATH OVER 7/16" OSB. SHEATHING (TYP.) 9' 0" BRG HT. — @ SECOND FLOOR 7'-8" HDR. HT. - @ SECOND FLOOR S w r -- ca nt _ _ _.----- - - - 11'4" BRG. HT. @ ENTRY m - - --- - - - --- . ......... �- — - --. 10'-8 3/4" FIN. FLR. HT. - - -- -- - ------------------ _ @ SECOND FLOOR o -------- -- 9'-4" BRG. HT. D DF 8'-0" HDR HT. O.H� ~~ 1x6 SMOOTH FINISH BAND (TYP.) zo Left Elevation "A (Standard) SCALE: 1/8" = 1'•0" (11x17) 1/4" = 1'-0" (22x34) 3/8" TEXTURED CEMENTITIOUS FINISH OVER C.M.U. (TYP.) 0'-0" FIN. FLR. RightElevation " (Standard) SCALE: 1/8" = 1'-0" (11x17) 1/4" = 1'-0 (22x34) 9'-0" BRG. HT. _ ---- @ SECOND FLOOR T-8" HDR. HT. @ SECOND FLOOR 10'-8 3/4" FIN. FLR. HT_ @ SECOND FLOOR 9'4" BRG. HT_ 8'-0" HDR. HT. -- 0'-0" FIN. FLR. C L C G G C C U G r F= H c L Q V 'U 4 C 4 C U v C1 LL V LL 1 L v LL c C L .1 V LL C V G 4 a LL V LL M G a C <x G 0 C U V) w w w o; r w CL Lif LLJ z cn w 0 _ w r 1 V) G_ �9 r� N ���e ��QmmpymmDmm,�pmmeo�•�,1��®rte aC �� O p r O Z v�igg. r e co 0 CA 271 ��1 C2 Y kL ri 0 0 0 CD M � O U J L -L vi CO C-0 `O 7 0-m N E 0 S N- M (17 a) N CO co O r CCL CD cn (D CT O V) ^� .(n T -i co N - 0 -0 O cy) N N O �- v c O w 0 O (DO Ln L O m.- m Lo X Go Q 0.. LL qpw v w z F�— �Q E w �a w E w Vi w V Q J �J D �w j G 1� O O 0T --i � 0 � n. 00�' V) N G LL CD x Li 1* M Lj 4_j 0 CD 0 S N- CD N r CCL CD cn (D CT O V) V W v L2. N � 4_4CD ) -0 [Y v > o CD T -i co N - 0 -0 O cy) N N O �- v c O w < w Ln L O m.- m qpw F�— w i CK ISSUE DATE 11�09/2��7 w. REVISIONS PROJECT: 17-0308 >- SCALE: AS NOTED G DRAWN BY: JML & JFT DESIGNED_. BY: MJS ELEVATIONS "A" 05.A .. 4�1 0) LL c') c') o oz 4 CO F— Q,Q 00 eat) Poo AI NN u! PRO CD CD C:) Q) C) U) o r co E (Y) u- Ldru CD CL x Ld Ln 4-j 0 U) 0- 4- 0 2 v) Q" 4-) � Ca CD (D CD (Z) C) Ljr) 0 G > w Ln 0 6 o o 4- a) C:) 0 (z) E 0 E d Lo M = = < c - cc) 0- u- ,55 z Q) vg z (L mm4mr-, 0 E z 0 Q U r) ct� L LL Q) 0 V) V) U) ZD -7 0 r co u u- Ldru CD CL x Ld Ln 4-j 0 U) 0- 4- 0 2 v) Q" 4-) � Ca CD 00 O CD (Z) C) Ljr) 0 G < w Ln 0 6 WIO ISSUE DATE 11/09/2017 REVISIONS PROJECT: 17-0308 >- SCALE: AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS SECTIONS 06 CD 0 U) 0- 4- 0 2 v) Q" 4-) � Ca CD 00 O CD (Z) C) Ljr) 0 < w Ln 0 6 ISSUE DATE 11/09/2017 REVISIONS PROJECT: 17-0308 >- SCALE: AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS SECTIONS 06 t I 0 (D T- L ck, < CL ,,q- CD cl� CD CD Q) V) (D r -i N CE 00 CD 0 c- oLJ) . M c: > LL 0 Q> ff) V) < LLJ .— < (N 0 0 = CL co O Li (D V) co u -0 I 40— Ld a - X - Q0 Cn ui Ch Ld > 4-J 0 (D < (D E 0 4- q) (Z) 0 (D E 0 ()o < 0- H (D Lu 7 z E 0 c- r( 0 (9 LLJ W LLJ V) CK CL I 0 ISSUE DATE 1 11/09/2017 CD CD L ck, < CL D C)7 i .0 V) (A cl� CD CD Q) V) 0- 0 r -i N CE 00 CD 0 c- oLJ) . M c: > LL 0 Q> ff) V) < LLJ .— < (N 0 0 = CL co O Li LL V) co 4-J -0 I 40— Ld a - X Cn ui Ch Ld 4-J 0 GIO O ISSUE DATE 1 11/09/2017 CD CD ck, < CL D C)7 cl� CD CD 0- ca N Ln ID Ld z 0 c- oLJ) . M c: > LL 0 Q> ff) V) < LLJ .— < g 4- C) c CN w In 0 0 = CL co O Li k I -�i ISSUE DATE 1 11/09/2017 ck, REVISIONS cl� rz PROJECT: 17-0308 >- SCALE: AS NOTED DRAWN F—.-JML & JFT zj DE-S.IGNED. BY: MJS ELECTRICAL LAYOUT 0 . 7 O O 'r -- V W Q) L >v> L N CD w Q • N Ln v W E M L � O � M U L.L.. r- O aCD Lu te. x M w w (9 -O v I <Q aj N M U fNU co p — O O .� d O E d0 Lo N X coo Q CL [I S c � rna W W Z �g � a c a v, 0 Q wLu V Q ip L-----� uj O v 0 O i V W Q) L >v> L N Q o ck Ln v w Q • N Ln v W Q 0 - L � ter°' �C M aCD Lu te. x M w w 0 M I 0 Z Z Q I- C� O F- c O O O 0 _ <t ~O G v 0 O i V W Q) L � Q) (O > O N Q o ck Ln v w Q C t !J N Ln O Q 0 - ISSUE DATE 1 11/09/2017 w c� REVISIONS o _._ _PROJECT: 17-030_8 _ SCALE: AS NOTED G DRAWN BY: JML & JFT DESIGNED BY: MJS ELECTRICAL LAYOUT O r- N , o0 �`- r- CQ O N M U -j Cfl U) CIA N rIN M O O N M U) N O O U) O O d ,�-1CL, N oo c0 Q d u- 3 U) Q An w ') z z M Q c: r �- O C � Q w a ci •� �Vl W V � ISSUE DATE 11/09/2017 REVISIONS PROJECT: 17-0308 SCALE: AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS DETAILS N , QJ Q. O cor � !�d l E N M c) pCD CIA N rIN M O O O ISSUE DATE 11/09/2017 REVISIONS PROJECT: 17-0308 SCALE: AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS DETAILS O , O N M j O O U) M �L ,�-1CL, N oo (� V Ln Q M c: i O (O O •� U Q. B " r N < W m O n ISSUE DATE 11/09/2017 REVISIONS PROJECT: 17-0308 SCALE: AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS DETAILS GENERAL NOTES FOUNDATIONS SOIL UNDER SLABS AND UNDER FOOTINGS TO BE COMPACTED TO AT LEAST 95% OF MAX. DRY DENSITY AS DETERMINED BY ASTM- 1557 (MODIFIED PROCTOR) MINIMUM BEARING CAPACITY 2000 PSF TERMITE TREATMENT THE SOIL UNDER THIS STRUCTURE SHALL BE TREATED FOR THE PREVENTION OF SUBTERRANEAN TERMITES, OR A PERIMITER TREATMENT (BORACARE) MAY BE USED, IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES. CAST IN PLACE CONCRETE 1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 2500 PSI, A SLUMP OF 4" PLUS OR MINUS 1", AND HAVE 2 TO 4% AIR ENTRAINMENT, AND A MAXIMUM WATER/CEMENT RATIO OF 0.58, 2. ALL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A-615 GRADE 60 3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 FOR 6x6xW1.4xW1.4 WWF SHALL BE LAPPED AT LEAST 6" & CONTAIN AT LEAST ONE CROSS WIRE WITHIN THE 6".FIBERMIX OF EQUAL SPECIFICATIONS MAY BE USED IN LIEU OF WWF. 4. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH "THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318 LATEST EDITION, AND "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS," ACI 301. 5. HORIZONTAL FOOTING BARS SHALL BE BENT MIN. 12 BAR DIAMETERS (EXCLUDING BEND) AROUND CORNERS OR CORNER BARS WITH MIN. 30" LAP EXCLUDING BEND AT EACH END SHALL BE PROVIDED. 6. MINIMUM LAP SPLICES ON ALL REINFORCING BARS SHALL BE 48 BAR DIAMETERS. 7. SLAB ON GRADE, REINFORCEMENT SHALL BE SUPPORTED IN PLACE FROM THE CENTER TO UPPER 1/3 OF THE SLAB. BOLTS AND THREADED RODS 1. ALL BOLTS & THREADED RODS TO BE ASTM A307 OR BETTER (U.N.O.) 2. STEEL BOLTS LESS THAN ONE -HALF-INCH (12.7 mm) IN DIAMETER USED AS FASTENERS FOR PRESSURE PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153. 3. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS SHALL BE PERMITTED TO BE OF MECHANICALLY DEPOSITED ZINC -COATED STEEL WITH COATING WEIGHTS IN ACCORDANCE WITH ASTM B 695, CLASS 55, MINIMUM, MASONRY WALL CONSTRUCTION 1. HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, TYPE 2, CONFORMING TO ASTM C90, W/ A MINIMUM NET COMPRESSIVE STRENGTH OF 2000 PSI (fm = 1900 PSI) 2. MORTAR SHALL BE TYPE M OR S, CONFORMING TO ASTM C270 3. HEAD MORTAR JOINTS AT PRECAST WINDOW SILLS TO BE NO MORE THAN 111 . 4. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE SIZE OF 3/8" AND A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. 5. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH CELLS FILLED WITH COARSE GROUT AND GRADE 60 STEEL, REINFORCEMENT SHALL BE PLACED IN CENTER OF MASONRY CELL W/ MIN 1/2" CLEARANCE TO INSIDE FACE. 6. VERTICAL REINFORCEMENT SHALL BE HELD IN CENTER OF THE MASONRY/ BLOCK WALL AT THE TOP & BOTTOM & MAXIMUM 8'-0" U.N.O. VERITCALLY. TIES TO THE FOOTING & LINTEL STEEL IS ADEQUATE @ TOP & BOTTOM OF WALL; REBAR POSITIONERS IN MIDDLE OF WALL 7. REINFORCING STEEL SHALL BE LAPPED MIN. 30" U.N.O. 8. HOOKS AT THE TOP & BOTTOM OF VERTICAL REINFORCING BARS TO BOND COURSE AND FOOTING TO BE NO LESS THAN 12 BAR DIAMETERS EXCLUDING BEND 9. EXPANSION TYPE ANCHORS ARE NOT TO BE USED IN BOND COURSE. EMBEDDED ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED. 10. MASONRY ROUGH OPENING TOLERANCES - 1/4" TO + 1/2" 11. GROUT STOPS SHALL BE PROVIDED BELOW BOND BEAM. PLASTIC SCREEN, METAL LATH STRIP OR CAVITY CAPS MAY BE USED TO PREVENT THE FLOW OF GROUT INTO CELLS BELOW. THE USE OF FELT PAPER AS A STOP IS PROHIBITED. 12. TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY DURING CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR 13. DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR (3) DAYS AND NO CONCENTRATED LOADS FOR (7) DAYS. PER CODE ACI 318, LATEST EDITION. 14. DURING CONCRETE POURS, GC TO ADEQUATELY VIBRATE THE FILLED CELL W/ EITHER RODDING OR PENCIL VIBRATOR TO ENSURE PROPER CONCRETE CONSOLIDATION. WOOD CONSTRUCTION 1. WOOD CONSTRUCTION SHALL CONFORM TO THE NFPA "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION", LATEST EDITION.(NDS) 2. ALL EXTERIOR WOOD STUD WALLS, BEARING WALLS. SHEAR WALLS AND MISC. STRUCTURAL WOOD FRAMING MEMBERS. (I.E. BLOCKING OR GABLE END BRACING), SHALL BE SPRUCE- PINE -FIR OR EQUIVALENT. NO. 2 GRADE SHALL BE USED REGARDLESS OF SPECIES U.N.O. ON FRAMING PLANS OR DETAILS. END -JOINTED LUMBER IS NOT PERMITTED TO BE USED IN ANY LOAD BEARING (GRAVITY OR WIND) CONDITIONS. E.O.R. TO REVIEW IF INSTALLED. 3. FIELD -CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE -TREATED WOOD SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. 4. THE PORTIONS OF GLUED -LAMINATED TIMBERS THAT FORM THE STRUCTURAL SUPPORTS OF A BUILDING OR OTHER STRUCTURE AND ARE EXPOSED TO WEATHER AND NOT PROPERLY PROTECTED BY A ROOF, EAVE OR SIMILAR COVERING SHALL BE PRESSURE TREATED WITH PRESERVATIVE, OR BE MANUFACTURED FROM NATURALLY DURABLE OR PRESERVATIVE -TREATED WOOD. 5. ALL LUMBER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY (MOISTURE CONTENT 19% OR LESS), U.N.O. ALL WATERPROOFING AND FIRE SAFETY SYSTEMS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE DESIGNED AND DETAILED BY OTHERS. 6. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE CENTER OF THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION SHEILDS. ALL HOLES OVER 1" IN DIA FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH SIMPSON HSS2 STUD SHOES, TYP U.N.O. 7. MANY OF THE PRESSURE TREATED WOODS USE CHEMICALS THAT ARE CORROSIVE TO STEEL. IT IS THE BUILDER'S RESPONSIBILITY TO VERIFY THE TYPE OF WOOD TREATMENT AND TO SELECT APPROPRIATE CONNECTORS THAT RESIST CORROSION. FOR EXAMPLE. ACQ-C, ACQ-D, CBA -A OR CA -B REQUIRE HOT -DIPPED GALVANIZED OR STAINLESS STEEL FASTENERS. DOR SODIUM BORATE (SBX) DOES NOT. 8. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH, CONCRETE OR MASONRY IS TO BE PRESSURE TREATED. 9. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR MASONRY. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. 10. SEE PLAN FOR BUILT UP STUD COLUMN AND BEAM NAILING PATTERNS ENGINEERED LUMBER ALL ENGINEERED LUMBER IS TO HAVE THE MINIMUM DESIGN VALUES AS FOLLOWS: COLUMNS BEAMS STUD E = 1,700,000 Ib/int U.N.O. E = 2,000,000 ib/in' U.N.O. E = 1,500,000 Ib/int U.N.O. Fb =2650 Fb =3000 Fb =2200 Ft = 1650 Ft = 1700 Ft = 1500 Fc 11= 3000 Fc 11= 3000 Fc 11= 2100 Fc J = 450 Fc _L = 900 Fc 1= 450 Fv =285 Fv = 285 Fv = 150 WOOD BEARING SURFACES ARE TO BE SYP#2 OR BETTER END GRAIN CONDITION U.N.O. CEILING CONSTRUCTION 1. USE 1/2" CEILING OR SAG RESISTANT BOARD FOR 24" O.C. FRAMING UNLESS OTHERWISE SPECIFIED. 2. 5/8" TYPE "X" GYPSUM BOARD SHALL BE USED ON CEILING IN GARAGE WHEN LIVING SPACE IS ABOVE THE GARAGE. UNDER STAIR PROTECTION 1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2 -INCH (12.7MM) GYPSUM BOARD. METAL COATINGS FOR USE WITH PRESSURE TREATED WOOD IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE THAT ALL METAL CONNECTORS, METAL FASTENERS, ANCHORS, AND NAILS ARE THE APPROPRIATE MATERIAL AND/OR HAVE 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 BEA MINIMUM G50 ZINC COATING 2. WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE) OR OTHER BORATE (NON -DOT) TREATMENTS: CONNECTORS SHALL BE A MINIMUM G185 ZINC COATING. 3. FOR ALL OTHER COMBINATIONS FOLLOW THE RECOMMENDATIONS OF THE PRESERVATIVE WOOD TREATER. 4. STAINLESS STEEL CONNECTORS AND FASTENERS MAYBE USED WITH ALL TYPES OF PRESSURE TREATED WOOD. PREFABRICATED WOOD TRUSSES 1. ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY FASTENED TO THEIR SUPPORTING WALLS OR BEAMS WITH HURRICANE CLIPS OR ANCHORS.UPLIFT CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS ANCHORS AND ANCHOR BOLTS ARE ONLY REQUIRED ON MEMBERS IN WALLS THAT ARE EXPOSED TO UPLIFT OR LATERAL FORCES. INTERIOR LOAD BEARING WALLS ARE NOT ALWAYS EXPOSED TO UPLIFT FORCES. THE MEMBERS OF THESE WALLS WOULD NOT NEED TO HAVE CONNECTORS APPLIED. PLEASE COORDINATE WITH THE TRUSS ENGINEER FOR THE LOCATION OF THESE WALLS AND STRUCTURAL PLANS FOR MORE INFO. 2. TRUSSES SHALL BE DESIGNED BY MWFRS METHODOLOGY FOR LONG SPAN TRUSSES TO DETERMINE UPLIFT AND REACTION VALUES. MEMBER AND PLATE DESIGN TO BE CALCULATED BY COMPONENTS AND CLADDING METHOD UNLESS SPECIFIED OTHERWISE BY TRUSS ENGINEER OF RECORD 3. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE LATEST EDITION OF ANSI TPI 1. 4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED BY TRUSS MANUFACTURER UNLESS NOTED ON PLANS 5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION OF TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE DESIGNED BY TRUSS MANUFACTURER IN ACCORDANCE WITH THE DESIGN LOADS. TRUSS DESIGN LOADS: TOP CHORD: Lr = 16 PSF DL = 7 PSF (SHINGLE TYPE ROOF COVER) DL = 15 PSF (LIGHT WEIGHT CLAY TILE ROOF COVER) DL = 14 PSF (TRUSS OVERBUILD) BOTTOM CHORD: DL = 5 PSF MINIMUM FLOOR DESIGN LIVE LOADS: A) FLOORS = 40 PSF B) BALCONIES= 60 PSF / 100 PSF (IF BALCONY > 100 SQ FT) C) DECKS = 40 PSF D) STAIRS = 40 PSF E) BONUS ROOM/GAME ROOMS = 60 PSF U.N.O. MINIMUM FLOOR DESIGN DEAD LOADS: A) FLOORS = 15 PSF B)BALCONIES = 15 PSF GENERAL LOADING: ATTIC WITHOUT STORAGE = 10 PSF ATTIC WITH LIMITED STORAGE = 20 PSF GUARDRAILS / HANDRAILS = 200 LB POINT LOAD / 50 PSF GUARDRAILS IN -FILL COMPONENTS = 50 PSF GENERAL TRUSS BRACING & BLOCKING REQUIREMENTS -ADDIT'L BRACING & BLOCKING PER BCSI-1 &TRUSS MANUFACTURER'S DWGS -G.C. TO PROVIDE MIN 2x SYP #2 BLOCKING BETWEEN TRUSSES TO COMPLY W/ APA RECOMMENDATIONS FOR MIN. 7/16" OSB SHEATHING -MIN 2x SYP #2 BLOCKING REQ'D ALONGSIDE TRUSS TOP CHORD @ ROOF HIP/RIDGE TO PREVENT SHEATHING SPAN FROM EXCEEDING 2FT (NOT REQ'D IF SHEATHING SPAN IS LESS THAN 2FT). BLOCKING TO TRUSS TOP CHORD w/ (2) 12d NAILS @ 12" O.C. MAX & 4" FROM EA. END. NOTE: PLYWOOD EDGES @ HIP CORNERS REQUIRE MIN 2x4 SYP #2 BLOCKING w/ (3) 12d TOENAILS EACH END. -TRUSS "X" BRACING: MIN 2x4 SYP #2 AT ANGLE APPROX. 45° FROM VERT. TO EA. TRUSS MEMBER w/ (3) 12d NAILS. SPACE "X" BRACING ALONG TRUSS SPAN @ 10'-0" MAX AND EQUALLY SPACED FROM END OF TRUSS. "X" BRACING TO START 20'-0" MAX FROM #1 HIP GIRDER AND / OR (4) BAYS AFTER GABLE END BRACING. SEE SCSI -63 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 USED I.L.O. PEMANENT CLB IF IT EXTENDS MIN. 90% OF THE TRUSS WEB (SEE WEB REINFORCEMENT TABLE WITHIN BCSI-133). -AT RAISED HEEL TRUSSES, 2x4 SYP #2 (MIN.) AT TOP AND BOTTOM OF HEEL W/ (2) 12d TOENAILS REQ'D. EXT. SHEATHING MUST BE ATTACHED TO RAISED HEEL TRUSS AND INDICATED BLOCKING. ALTERNATE IF HEEL HEIGHT IS LESS THAN 12" TALL: 2x4 SYP #2 BEHIND THE TRUSS VERT, RUNNING FROM TOP TO BOTTOM ACROSS MAX 4 TRUSSES, THEN BOTTOM TO TOP W/ (2) 12d NAILS AT EACH TRUSS MEMBER (DIAGONAL BRACING) DIAGONAL BRACING REQUIRED AT CLB PER BCSI-B3. 6. THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS, WORKING POINTS, BEARING POINTS, AND SIMILAR CONDITIONS. TRUSS SHOP DRAWINGS SHALL SHOW ALL TRUSSES, ALL BRACING MEMBERS, AND ALL "TRUSS TO TRUSS HANGERS. 1. OMITTED REBAR DRILL A 3/4" 0 HOLE MIN. 6" DEEP AT LOCATION OF OMITTED REBAR, AND INSTALL #5 BAR INTO EPDXY FILLED HOLE. EPDXY TO BE SIMPSON STRONG TIE EPDXY OR EQ. FOLLOW MANU'S INSTRUCTIONS. ASSURE ALL DUST AND DEBRIS FROM DRILLING ARE REMOVED FROM HOLE w/ COMPRESSED AIR PRIOR TO APPLYING EPDXY. ALLOW EPDXY TO CURE TO MANU'S SPECIFICATIONS, THEN FILL CELL IN NORMAL WAY DURING BONDBEAM POUR. USE 30" MIN. LAP SPLICE. HOOKS AT TOP OF BAR TO BE MIN. 12 BAR DIAMETERS(EXCLUDING BEND). 2. STRAPS/CONNECTOR SUBSTITUTION MAY SUB STRAPS/CONNECTORS w/ STRAPS/CONNECTORS OF EQUAL OR GREATER UPLIFT & LATERAL RESISTANCE VALUES IN FIELD WITHOUT VERIFICATION, PROVIDED ALL MANUFACTURER'S INSTALLATION INSTRUCTIONS ARE FOLLOWED. 3. STAIR CONSTRUCTION 2X12'S MAY BE USED ILO TIMBERSTRANDS FOR STAIR STRINGERS. RIM BOARDS MAY BE USED FOR RISERS & TREADS ILO 2x12'S (SEE GEN. STAIR DETS FOR ADDIT'L INFO.) 4. METAL STUD SUBSTITUTION WOOD STUDS MAY BE SUBBED w/ METAL STUDS IN NON -LOAD BEARING WALLS 5. OMITTED J -BOLT -1/2" ALL THREAD ROD w/ 2" x 2" SQ. WASHER DRILL & EPDXY w/ SIMPSON SET EPDXY WITH MIN. 7" EMBEDMENT. -1/2"x6" SIMPSON TITEN HD THREADED ANCHORS W/ LBP1/2 WASHER MAY BE USED ILO 1/2" J -BOLT. TAPCON FASTENERS MAY BE USED ILO SIMPSON TITENS 6. MORTAR JOINTS -FOR BED JOINTS 1/2"-1", GROUT FILL CELLS IN BLOCK AFFECTED (NO VERT. REINF. REQ'D) -FOR HEAD JOINTS GREATER THAN 3/4", GROUT FILL CELL IN BLOCKAFFECTED ON EA.SIDE OF JOINT. PROVIDE (1) #5 VERT. REINF, IN EA. CELL CONT. PER PLAN. "EXCEPTION: IF TIE BEAM COURSE AND ADJ. TWO COURSES BELOW, AS WELL AS 1st (2) COURSES FROM FND. HAVE HEAD JOINTS WHICH FALL W/IN THE SPECIFIED TOLERANCES; THE ADDED VERTICAL REINFORCEMENT IS NOT REQ'D TO BE EPDXIED INTO TIE BEAM/FTG -FOR BLOCKS NOT STAGGERED, GROUT FILL CELL EA. SIDE OF JOINT AND PROVIDE (1) #5 VERT. REINF. IN EA. CELL, CONT. PER PLAN. 7. OVERHANGING CMU WALL -FOR CMU OVERHANGING FOUNDATION <1/2", NO FIX IS REQ'D POUR TIEBEAM &VERT. CELLS PER PLAN. -FOR CMU OVERHANGING FOUNDATION FROM +1/2"-1-1/8", GROUT FILL FIRST (3) COURSES IN WALL ALONG AREA AFFECTED & TIE BEAM AND VERTICAL CELLS PER PLAN -FOR CMU OVERHANGING FOUNDATION OVER 1-1/8", CONTACT EOR FOR REPAIRS. STRUCTURAL STEEL ' 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 %c," UNO. 3. SUBMIT SHOP DWGS INDICATING ALL SHOP AND ERECTION DETAILS INC. PROFILES, SIZES, SPACING, & LOCATIONS OF STRUCTURAL MEMBERS, CONNECTION ATTACHMENTS, FASTENERS, LOAD, AND TOLERANCES. 4. STRUCTURAL STEEL SHALL RECEIVE SHOP COAT OF PRIMER (COLOR AS DIRECTED BY ARCHITECT) EXCEPT FOR AREAS WHICH WILL RECEIVE SPRAY -ON FIRE PROTECTION. 5. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY STANDARD INSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND SPECS (IF PROVIDED). SUBMIT REPORTS TO ARCHITECT AND ENGINEER. DESIGN PRESSURES WIND DESIGN LOAD INFORMATION WIND SPEED (ULTIMATE) 140 mph WIND SPEED (ALLOWABLE) 108 mph WIND EXPOSURE B RISK CATEGORY 11 BUILDING TYPE V B ENCLOSURE CLASSIFICATION ENCLOSED INTERNAL PRESSURE COEFFICIENT +/-0.18 ° J WIND PRESSURE & SUCTION EFFECTIVE U_ W SC (PSF) WIND (+) VALUE DENOTES PRESSURE AREA (SQ FT) (_) VALUE DENOTES SUCTION AREA 4O 05 S1A (+) 21.2 (+) 21.2 10 (-) 22.9 (-) 28.3 S2A (+) 20.2 (+) 20.2 20 O 22.0 (-) 26.4 (+) 19.0 (+) 19.0 50 (-) 20.8 (-) 23.9 100 (+) 18.0 (+) 18.0 S4A (-) 19.8 - 22.0 GARAGE DOORS 9'-0" x 7'-0" 16-0" x T-0" S5A (+)18.4 + W (-)20,9 (-) 19.7 WIND PRESSURE/ SUCTION DIAGRAM 5 5 4 4 5 5 i� STANDARD DESIGN PRESSURE NOTES 1. ASCE 7-10 WALL DESIGN ALLOWABLE COMPONENTS AND CLADDING WIND PRESSURES AND SUCTIONS PER FLORIDA BUILDING CODE 5th EDITION (2014). WIND SPEED IS BASED ON LINEAR INTERPOLATION FOR THIS SITE. 2. MEAN ROOF HEIGHT FOR A TYPICAL SINGLE STORY HOME IS 15FT, 2 STORY HOME IS 30FT 3. MULTIPLY THE ABOVE PRESSURES BY 1.67 TO GET ULTIMATE WIND PRESSURES. 4. "a" = END ZONE IS ONLY MIN 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 INDEX OF DRAWINGS co LU z L, O p a W _ L Q9�� "PdC F- SHEET SHEET TITLE ° J U_ W SC STRUCTURAL NOTES Z w65U U_ w z S1A FOUNDATION PLAN co Z z L w v, w - .. 06 WW0 -• z `� E_ S2A DOWEL PLACEMENT PLAN O j O S3 FOUNDATION DETAILS a OU O ? D 1 S4A LINTEL PLAN W 7- W S5A FIRST FLOOR FRAMING PLAN 0 O J J W U Q J S6 NOTES & CONNECTOR LEGEND W _ U) S7A ROOF FRAMING PLAN W W HE SD1 GENERAL DETAILS -J] ®® O SD2 GENERAL DETAILS o� z SD3 GENERAL DETAILS cri X LLI W SD4 GENERAL DETAILS W j W e SD5 2 -STORY DETAILS SD6 2 -STORY DETAILS N, ° ST1 GENERAL STAIR DETAILS U Q 0) (L T_ O UJ 11U MASTER UPDATES 0 ❑ NUMBER DATE DESCRIPTION INTIALS o - - - - z O 1 10/21/2016 CREATED ELEV. A, B, C & OPTION BEDROOM#5 DP Q U O 2 3/10/2017 UPDATED FOR GRADE 60 STEEL &SHEET NUMBERING DP W_ I--- 3 9/22/2017 REVISED STAIR FROM AN 'L' SHAPE TO A STRAIGHT RUN FOR DP = ~ ELEVATAIONS A, B, & C STANDARD, 4 12/6/2017 FRAME WALK REVISIONS PER WP -13 & WP -15 MR U z Q COPYRIGHT MGD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. J H z W 0 W W d- �' m O U z ❑ W W CL c� _z O ❑ z W T H z W H O ❑ W z C� LU ❑ W I W co co Q o N �- N 0 Q o �aaaa�aa�rrrr��r w �; e co LU z L, O p a W _ L Q9�� "PdC F- U u_ 00* J O �r°��rrrrra9��eaa L v� Z w65U Z w W J C� r � O C) U) z L w v, w z W 06 WW0 -• z `� E_ O C) _ I-0N�W-.Zc �o zcr0 Q O O 0j v C¢7 ZI--WWW 0 Q a U) z z E OU O ? D 1 QCL � Lcn4 I--.�NJ W �- N z W U W J �aaaa�aa�rrrr��r w �; e co LU L, O p a W _ L Q9�� "PdC F- U u_ 00* J U 6 ,J C) W< �ea r/J ❑ �r°��rrrrra9��eaa L Z w65U r O Q `r W J C� r � D O W E 06 WW0 -• z `� E_ O zUIQQ❑Uoo _ I-0N�W-.Zc �o zcr0 Q O O 0j v ZI--WWW 0 Q a U) z z E OU O ? D 1 QCL � Lcn4 I--.�NJ O W N Q U z W U J W _ U) U) HE -J] ®® �3 W < > o� ® J Lu X LLI W LLJ j W e W 0Z Q 0) (L T_ BLDG DESIGN: --- STRUCTURALENG: CNS DRAFTING: -DESIGN: --- -STRUCT: MR QC CHECK: MRB JOB No. PSQ-2171574 SCALE: AS INDICATED DATE: 12/08/17 SYMBOLS LEGEND ® INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60 #5 CONT. FTG. TO TIE BEAM (8'-0" O.C. MAX U.N.O.) a INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60#5 CONT. FTG. TO TIE BEAM. 0 INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT. INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT. GRADE 60 #5 CONT. FT,G TO TIE BEAM. 28'-8" 00 b 01 S3 U I— LL. I- �r M F1 S3 in LO �- LO O I— rn N m v MF01 S3 co — F02 co S3 co 16'-8" (2 -STORY FTG) 121_01U 91 F rix r gi1 11'_4" 8" /G PAD 01 S3 2.6 PAVERS I ® ( MFU1 S3 I v L�0 411 LI— �--- F11 S3 2 0'-0" FIN. FLR. O 91I 4" THICK CONC. SLAB W 91 / FIBERMESH. OVER 6 MIL VAPOR BARRIER OVER COMPACTED FILL. 00 O N r � o00 ® I I I OO I I I I 8'-6" 12'-10" 7'-4" Rz U inELI F06 I I I II I S3 0 91 0"\ H l S35 U� r ® I 6'-0" (2 -STORY FTG) 121-811 F05 F06 F11 FM 01 S3 S3 S3 S3 18'-8" .�i � I - [L ° o ti ®� PAVERS TIE-IN COLUMN ®® M 19 0 PER MD10/S2.1 2 0 2 1VI F02 S3 6F13 S3 DO DO D D 8" 8'4" 16 FAN FOUNDATION NOTES: 1. PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BE LAPPED MIN. 6" AND SEALED. 2. PROVIDE 4" 250OPSI CONC. SLAB W/ 6x6xW1.4xW1.4 WELDED WIRE MESH PLACED AT MID DEPTH ON 6 MIL. VAPOR BARRIER ON COMPACTED FILL (FIBER MESH MAY BE USED ILO WWM, WHEN FIBER MESH, MEETS OR EXCEEDS SPECIFICATIONS SET FORTH IN CURRENT CODE EDITION. 3. VERT. #5 BAR TO BE HOOKED AT "rOP & BOTTOM (FTG. & TIE BEAM ENDS) W/MIN. 12 BAR DIAMETER LEGS EXCLUDING BEND @ EA. END. LAP SPLICES SHALL BE NO LESS THAN 30". 4, CONSULT W/MAN. SPECIFICATIONS PRIOR TO POURING OR RECESSING DOOR SILLS. 5. EXTERIOR SLABS SHALL SLOPE 1/8" PER FOOT AWAY FROM HOUSE. 6, CONTROL JOINTS (IF SHOWN) ARE NOT REQUIRED BY CODE BUT ARE SUGGESTED (ESPECIALLY WHEN USING FIBER REINF. CONC.) CONTROL JOINTS TO BE SAW CUT A DEPTH OF 1/4" OF THE THICKNESS OF THE SLAB. FILL CUT W/APPROVED JOINT MATERIAL OR USE ALTERNATE APPROVED METHOD. 7. MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINED BY COMMUNITY & COUNTY CODES. 8. FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL SYSTEMS SHALL BE RAISED AT LEAS"1' 3" ABOVE THE FINISHED GRADE AND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATION INSTRUCTIONS. 9. NO WOOD STAKES PERMITTED IN FOUNDATION, 10. PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPED DOWN. SEE SHEET S3 FOR ADDITIONAL INFORMATION. GC TO DETERMINE STEP LOCATIONS IF REQUIRED 11. SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDS AND LAP SPLICE. SEE DTL MF09 AND MF10 ON 33 FOR STANDARD FOOTING STEP DOWN AND CORNER INFORMATION. 00 co QN r O c- (1) ❑ O O 0Y -- -- O W W I- W O U) z O W z :E O J <C WU Z O_ F— z >0 cn _O U) w 0r z (,0 ° O 11-1 ~ ¢ (D z W N crS -0" 1'-8" 4" 9'-4" 19'-4" 28'-8.. 00 b 01 S3 U I— LL. I- �r M F1 S3 in LO �- LO O I— rn N m v MF01 S3 co — F02 co S3 co 16'-8" (2 -STORY FTG) 121_01U 91 F rix r gi1 11'_4" 8" /G PAD 01 S3 2.6 PAVERS I ® ( MFU1 S3 I v L�0 411 LI— �--- F11 S3 2 0'-0" FIN. FLR. O 91I 4" THICK CONC. SLAB W 91 / FIBERMESH. OVER 6 MIL VAPOR BARRIER OVER COMPACTED FILL. 00 O N r � o00 ® I I I OO I I I I 8'-6" 12'-10" 7'-4" Rz U inELI F06 I I I II I S3 0 91 0"\ H l S35 U� r ® I 6'-0" (2 -STORY FTG) 121-811 F05 F06 F11 FM 01 S3 S3 S3 S3 18'-8" .�i � I - [L ° o ti ®� PAVERS TIE-IN COLUMN ®® M 19 0 PER MD10/S2.1 2 0 2 1VI F02 S3 6F13 S3 DO DO D D 8" 8'4" 16 FAN FOUNDATION NOTES: 1. PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BE LAPPED MIN. 6" AND SEALED. 2. PROVIDE 4" 250OPSI CONC. SLAB W/ 6x6xW1.4xW1.4 WELDED WIRE MESH PLACED AT MID DEPTH ON 6 MIL. VAPOR BARRIER ON COMPACTED FILL (FIBER MESH MAY BE USED ILO WWM, WHEN FIBER MESH, MEETS OR EXCEEDS SPECIFICATIONS SET FORTH IN CURRENT CODE EDITION. 3. VERT. #5 BAR TO BE HOOKED AT "rOP & BOTTOM (FTG. & TIE BEAM ENDS) W/MIN. 12 BAR DIAMETER LEGS EXCLUDING BEND @ EA. END. LAP SPLICES SHALL BE NO LESS THAN 30". 4, CONSULT W/MAN. SPECIFICATIONS PRIOR TO POURING OR RECESSING DOOR SILLS. 5. EXTERIOR SLABS SHALL SLOPE 1/8" PER FOOT AWAY FROM HOUSE. 6, CONTROL JOINTS (IF SHOWN) ARE NOT REQUIRED BY CODE BUT ARE SUGGESTED (ESPECIALLY WHEN USING FIBER REINF. CONC.) CONTROL JOINTS TO BE SAW CUT A DEPTH OF 1/4" OF THE THICKNESS OF THE SLAB. FILL CUT W/APPROVED JOINT MATERIAL OR USE ALTERNATE APPROVED METHOD. 7. MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINED BY COMMUNITY & COUNTY CODES. 8. FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL SYSTEMS SHALL BE RAISED AT LEAS"1' 3" ABOVE THE FINISHED GRADE AND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATION INSTRUCTIONS. 9. NO WOOD STAKES PERMITTED IN FOUNDATION, 10. PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPED DOWN. SEE SHEET S3 FOR ADDITIONAL INFORMATION. GC TO DETERMINE STEP LOCATIONS IF REQUIRED 11. SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDS AND LAP SPLICE. SEE DTL MF09 AND MF10 ON 33 FOR STANDARD FOOTING STEP DOWN AND CORNER INFORMATION. �a®etas•------•+�01�� a) L 00 12. ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCE W ' z N ® G�� 0 O J a Uj 0 4 SHALL BE ELEVATED A MIN OF 18". CONTRACTOR TO PROVIDE SUCH 0`, gz Co u J z PLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION L aO d t �® G w Q U 0 ° /% � 4 a r' � Q J 13. ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER 0 °®°y C Q COMPACTION: 2000 PSF (SEE SOILS REPORT AND SPECIFICATIONS n °a°u°o°o� °° �, W 0 FOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THE �'dy ";KP�' z PROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERAL 0 J//pIVBBBq11 O CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO CL -� FOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN. LLj SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS, [� COMPACTED IN 12" LIFTS TO AT LEAST 95% OF MAX. DRY DENSITY AS DETERMINED BY ASTM - 1557 ( MODIFIED PROCTOR). U <C THE FOUNDATION SIZES INDICATED ON THE FOUNDATION PLAN HAS F_ BEEN DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000 � W PSF. cn 0 '14. PENDING SITE CONDITIONS, IF STEMWALL IS REQUIRED, G.C. TO Q W DETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. SEE cn 0� STEMWALL CHART ON S3 FOR REQUIRED REINFORCEMENT AND IL FOOTING SIZES PENDING DEPTH OF STEMWALL. 0 z 0 Oz FOOTING SCHEDULE � 0 12"x12"x12" dp w/ #5's EQUALLY SPACED EA. _j 0 O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (2) # 5 E.W. W BARS & 3" MIN. COVER TO EDGE OF CONC. F- o MTN 5 -FAR -ACC = W 12"x24"x12" dp w/ #5's EQUALLY SPACED EA.(� 1A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN 24" SIDE @3" O.C. &MIN F- 0 BARS & 3" MIN. COVER TO EDGE OF CONC. (3) #5 PARALLEL TO 12" �: U SIDE 6" O.C. U (7 24"x24"x12" dp w/ #5's EQUALLY SPACED EA. z 2 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (3) # 5 E.W. Q ❑ Z BARS & 3" MIN. COVER TO EDGE OF CONC. � (D L 28"x28"x12" dp w/ #5's EQUALLY SPACED EA. O W U a 2.3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. U W _j rn `- BARS & 3" MIN. COVER TO EDGE OF CONC. z �U)ZIw�� Eo 30"x30"x12" dp w/ #5's EQUALLY SPACED EA. W(n __j 2.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. ❑ < (D Q _O E� BARS & 3" MIN. COVER TO EDGE OF CONC. W Z U F¢¢- 0 (9 0 32"x32"x12" dp w/ #5's EQUALLY SPACED EA. 0 I— O N Z c 2.6 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W. _j U) O O n � c0a BARS & 3" MIN. COVER TO EDGE OF CONC. — Z ❑ w a 36"x36"x12" dp w/ #5's EQUALLY SPACED EA. O Z O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W. Z ® O x � W Q w z O BARS & 3" MIN. COVER TO EDGE OF CONC. ❑ U W O 2 Q 0 n 42"x42"x12" dp w/ #5's EQUALLY SPACED EA. 0< S U) Q ' 3.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. p 0 W N Q BARS & 3" MIN. COVER TO EDGE OF CONC. z < 0 U N 42"x42"x10" dp w/ #5's EQUALLY SPACED EA. W WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. W J BARS & 3" MIN. COVER TO EDGE OF CONC. I=-- I-- 48"x48"x12" dp w/ #5's EQUALLY SPACED EA. ❑ I -- 4O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. z BARS & 3" MIN. COVER TO EDGE OF CONC. _ I- W 48"x48"xl6" dp w/ #5's EQUALLY SPACED EA. = W 4A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. I- _ U BARS & 3" MIN. COVER TO EDGE OF CONC. (n 48"x48"x24" dp w/ #5's EQUALLY SPACED EA. O 4B WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (8) # 5 E.W. F' BARS & 3" MIN. COVER TO EDGE OF CONC. ❑ 52"x52"x12" dp w/ #5's EQUALLY SPACED EA. z M 4.3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. W Z 54"x54"x16" dp w/#5's EQUALLY SPACED EA. ❑ ® _j 4.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (8) # 5 E.W. U 1' BARS & 3" MIN. COVER TO EDGE OF CONC. LU LLJ <t 01 54"x54"x24" dp w/#5's EQUALLY SPACED EA. 5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W. U ® UU LLI BARS & 3" MIN. COVER TO EDGE OF CONC. D 6011x60"x16" dp w/#5's EQUALLY SPACED EA. O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W. LU BARS & 3" MIN. COVER TO EDGE OF CONC. a 66"x66"x16" dp w/#5's EQUALLY SPACED EA.LU ¢ 1 5.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (10) # 5 E.W. z BARS & 3" MIN. COVER TO EDGE OF CONC. W Co < 00 cn O BLDG DESIGN: --- STRUCTURAL ENG: CNS DRAFTING: -DESIGN: --- STRUCT: MR QC CHECK: MRB JOB No. PSQ-2171574 SCALE: AS INDICATED FOUNDATION PLAN DATE: 12/08/17 -- _ 1/4"=1 1-011 COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. cera Cn CD I 00 co QN r O c- (1) ❑ O O 0Y -- -- O W W I- W O U) z O W z :E O J <C WU Z O_ F— z >0 cn _O U) w 0r z (,0 ° O 11-1 ~ ¢ (D z W N crS �a®etas•------•+�01�� a) L 00 12. ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCE W ' z N ® G�� 0 O J a Uj 0 4 SHALL BE ELEVATED A MIN OF 18". CONTRACTOR TO PROVIDE SUCH 0`, gz Co u J z PLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION L aO d t �® G w Q U 0 ° /% � 4 a r' � Q J 13. ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER 0 °®°y C Q COMPACTION: 2000 PSF (SEE SOILS REPORT AND SPECIFICATIONS n °a°u°o°o� °° �, W 0 FOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THE �'dy ";KP�' z PROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERAL 0 J//pIVBBBq11 O CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO CL -� FOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN. LLj SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS, [� COMPACTED IN 12" LIFTS TO AT LEAST 95% OF MAX. DRY DENSITY AS DETERMINED BY ASTM - 1557 ( MODIFIED PROCTOR). U <C THE FOUNDATION SIZES INDICATED ON THE FOUNDATION PLAN HAS F_ BEEN DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000 � W PSF. cn 0 '14. PENDING SITE CONDITIONS, IF STEMWALL IS REQUIRED, G.C. TO Q W DETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. SEE cn 0� STEMWALL CHART ON S3 FOR REQUIRED REINFORCEMENT AND IL FOOTING SIZES PENDING DEPTH OF STEMWALL. 0 z 0 Oz FOOTING SCHEDULE � 0 12"x12"x12" dp w/ #5's EQUALLY SPACED EA. _j 0 O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (2) # 5 E.W. W BARS & 3" MIN. COVER TO EDGE OF CONC. F- o MTN 5 -FAR -ACC = W 12"x24"x12" dp w/ #5's EQUALLY SPACED EA.(� 1A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN 24" SIDE @3" O.C. &MIN F- 0 BARS & 3" MIN. COVER TO EDGE OF CONC. (3) #5 PARALLEL TO 12" �: U SIDE 6" O.C. U (7 24"x24"x12" dp w/ #5's EQUALLY SPACED EA. z 2 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (3) # 5 E.W. Q ❑ Z BARS & 3" MIN. COVER TO EDGE OF CONC. � (D L 28"x28"x12" dp w/ #5's EQUALLY SPACED EA. O W U a 2.3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. U W _j rn `- BARS & 3" MIN. COVER TO EDGE OF CONC. z �U)ZIw�� Eo 30"x30"x12" dp w/ #5's EQUALLY SPACED EA. W(n __j 2.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. ❑ < (D Q _O E� BARS & 3" MIN. COVER TO EDGE OF CONC. W Z U F¢¢- 0 (9 0 32"x32"x12" dp w/ #5's EQUALLY SPACED EA. 0 I— O N Z c 2.6 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W. _j U) O O n � c0a BARS & 3" MIN. COVER TO EDGE OF CONC. — Z ❑ w a 36"x36"x12" dp w/ #5's EQUALLY SPACED EA. O Z O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W. Z ® O x � W Q w z O BARS & 3" MIN. COVER TO EDGE OF CONC. ❑ U W O 2 Q 0 n 42"x42"x12" dp w/ #5's EQUALLY SPACED EA. 0< S U) Q ' 3.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. p 0 W N Q BARS & 3" MIN. COVER TO EDGE OF CONC. z < 0 U N 42"x42"x10" dp w/ #5's EQUALLY SPACED EA. W WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. W J BARS & 3" MIN. COVER TO EDGE OF CONC. I=-- I-- 48"x48"x12" dp w/ #5's EQUALLY SPACED EA. ❑ I -- 4O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. z BARS & 3" MIN. COVER TO EDGE OF CONC. _ I- W 48"x48"xl6" dp w/ #5's EQUALLY SPACED EA. = W 4A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. I- _ U BARS & 3" MIN. COVER TO EDGE OF CONC. (n 48"x48"x24" dp w/ #5's EQUALLY SPACED EA. O 4B WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (8) # 5 E.W. F' BARS & 3" MIN. COVER TO EDGE OF CONC. ❑ 52"x52"x12" dp w/ #5's EQUALLY SPACED EA. z M 4.3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. W Z 54"x54"x16" dp w/#5's EQUALLY SPACED EA. ❑ ® _j 4.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (8) # 5 E.W. U 1' BARS & 3" MIN. COVER TO EDGE OF CONC. LU LLJ <t 01 54"x54"x24" dp w/#5's EQUALLY SPACED EA. 5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W. U ® UU LLI BARS & 3" MIN. COVER TO EDGE OF CONC. D 6011x60"x16" dp w/#5's EQUALLY SPACED EA. O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W. LU BARS & 3" MIN. COVER TO EDGE OF CONC. a 66"x66"x16" dp w/#5's EQUALLY SPACED EA.LU ¢ 1 5.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (10) # 5 E.W. z BARS & 3" MIN. COVER TO EDGE OF CONC. W Co < 00 cn O BLDG DESIGN: --- STRUCTURAL ENG: CNS DRAFTING: -DESIGN: --- STRUCT: MR QC CHECK: MRB JOB No. PSQ-2171574 SCALE: AS INDICATED FOUNDATION PLAN DATE: 12/08/17 -- _ 1/4"=1 1-011 COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. cera Cn CD I 0 4'-0" 9 C? 4- 00 M EQ O 00 1'-0" 8'-8" 2'-4" f O - ao 0 Q ® `n co m--------------- -------- L----' r— -------------- ---------- ! o00 I � o in �o m i t ! cn, t t i O O0 0 N T-8" 1'-6" 0 o - � L0 ® TIE-IN COLUMN ® PER MD1/S2.1 0 0 —�• F_ VL SYMBOLS LEGEND I I INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60 #5 CONT. FTG. TO TIE BEAM (8'-0" O.C. MAX U.N.O.) ® INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5 CONT. FTG. TO TIE BEAM. INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT. INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT GRADE 60 #5 CONT. FT.G TO TIE BEAM. (1) # 5 @ TOP, BOTTOM & @ 24" O.C. VERTICALLY BETWEEN COLUMN & MAIN HOUSE CMU FILLED CELL (1) # 5 @ TOP, BOTTOM & @ 24" O.C. VERTICALLY BETWEEN COLUMN & MAIN HOUSE CMU SECTION VIEW MASONRY COLUMN TIE IN (1) CONT. # 5 FROM TIE BEAM TO FOOTING MASONRY WALL REINFORCING PER PLAN (TYP). DOWEL PLACEMENT COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. 1/2"=1'-0" 1/411=11-011 4 %jelUaal13ri,,�®� Ill M 00 W O>, w"C, co fl J z Z [ 10 ' - ki LU CG° = Q U CD {-- ° Z _ LU A O O LLI U <C ❑R.' z I— W U) ❑ Q W L_ ' O� Z N O F- z O U F— Op W W � = W O WO UZ J ❑ ry J LoL O (I�U�O W J M i U O JOwco E Z o ` I___ 6W ❑ W (D Q O W ZUOf —❑Uco �WZ�m a 11 I 1 cp W ZQ o U Q O O U)� O zzF-IP-ww o Z Z 0�L z °a �(°v�Q OJ p� f--'LL�N� ZOuIN<C U W W J LJJ T W ~ I ❑ U O F- W W ®_ ry LLI s� C) ®mow X W (1) z j W 1 W I_— W cn O 00 1 Q <t a) BLDG DESIGN: --- STRUCTURALENG: CNS DRAFTING: -DESIGN: --- -STRUCT: MR QC CHECK: MRB JOB No. PSQ-2171574 I SCALE: AS INDICATED DATE: 12/08/17 W00co Q Qo� ❑ ❑ O O O LL W I— LL O U) z O U) a C W z O O `n w O Q z oz U) ry,w W U U) CL 0 Q zz W*cYi 4 %jelUaal13ri,,�®� Ill M 00 W O>, w"C, co fl J z Z [ 10 ' - ki LU CG° = Q U CD {-- ° Z _ LU A O O LLI U <C ❑R.' z I— W U) ❑ Q W L_ ' O� Z N O F- z O U F— Op W W � = W O WO UZ J ❑ ry J LoL O (I�U�O W J M i U O JOwco E Z o ` I___ 6W ❑ W (D Q O W ZUOf —❑Uco �WZ�m a 11 I 1 cp W ZQ o U Q O O U)� O zzF-IP-ww o Z Z 0�L z °a �(°v�Q OJ p� f--'LL�N� ZOuIN<C U W W J LJJ T W ~ I ❑ U O F- W W ®_ ry LLI s� C) ®mow X W (1) z j W 1 W I_— W cn O 00 1 Q <t a) BLDG DESIGN: --- STRUCTURALENG: CNS DRAFTING: -DESIGN: --- -STRUCT: MR QC CHECK: MRB JOB No. PSQ-2171574 I SCALE: AS INDICATED DATE: 12/08/17 (1) #5 FROM FTG. TO - BOND BEAM IN FULLY ° GROUTED CELL. - SPLICE TO BE MIN. 30" _ 1 (2) #5 BARS @ TOP NOTE: AT FRENCH WHEN MONO DEPTH MASONRY WALL EXCEEDS 26". IF SEE PLAN DEPTH IS LESS THAN CONCRETE SLAB PER — `....... 26", THESE BARS ARE FOUNDATION PLAN ' 11� _ NOT REQUIRED #3 STIRRUPS @ — - ' 48"O.C.WHEN d, THRESHOLD PER MFR'S. MONO DEPTH •4° I EXCEEDS 26", IF d'�� I'. ° ° G° 4 14 GRADE = +� tl DEPTH IS LESS EXTEND SLAB OUT 1 1/2" AT THAN 26" FRONT ENTRY DOOR & GARAGE THESE BARSI= I .} -" ARE NOT REQ'D 00 _I I I = — III_ NN (2) #5 BARS CONT. ' I I III=III=III W/ 3 COVER TYP. CLEAN COMPACTED 8.1 V-41' FILL @ 95% STANDARD DENSITY ALL REINFORCEMENT SHALL REFER TO MAINTAIN 3" CLEAR TO tl GRADE AND 1-1/2" CLEAR TO WHERE 2ND STORY OCCURS, FTG ANY FACE EXPOSED TO SHALL BE V-4" WIDE W/(3) #5 BARS WEATHER I AF01 TYPICAL EXTERIOR FOOTING I J' ° ' ' }P� 3/4"=1'-0" 2x BRG WALL PER PLAN AND BEARING 71 WALL SCHEDULE CLEAN COMPACTED 2x P.T. BASE PLATE 7 FILL @ 95% STANDARD ' DENSITY CONC. SLAB PER FOUNDATION PLAN .III=1 I I—III : �'•• '... • °'�' `.. ,..: '. p' •' � I=1 I I=� 11=I 1 =1 I I-1 {=1 I I- •�;; � ••..;, I -III; I I' -III—I I I�I 11- • ,�� 4- ' :. •''. + �: ' �•+ I•—I II I— (2) #5 BARS CONT. W/ 3" COVER TYP. 8" I 8" I 8" I 8" WHERE 2ND STORY OCCURS, FTG SHALL BE 1'-8" WIDE W/(3) #5 BARS AFO' FOOTING AT INTERIOR BEARING 3/4"=1'-0" SPECIFICATIONS ENTRY SWING DOOR W W co CONC. SLAB PER W ANCHOR TO HAVE MIN. U NOTE: AT FRENCH w DOOR LOCATIONS. M CONTRACTOR TO - VERIFY WITH DOOR ,;. MANUF. FOR °• �— SLOPE REQUIRED RECESS ' EXCEEDS 26". IF d, THRESHOLD PER MFR'S. PENETRATING PIPE SPECIFICATIONS THRESHOLD PER CONCRETE SLAB PER % MANUFACTURER'S EXTEND SLAB OUT 1 1/2" AT - 26", THESE BARS ARE FRONT ENTRY DOOR & GARAGE SPECIFICATIONS ENTRY SWING DOOR BOND BEAM IN FULLY W 1 CONC. SLAB PER v ANCHOR TO HAVE MIN. FOUNDATION PLAN _ w CDN (2) #5 BARS @ TOP - MIN 5" ,;. — `— cn SLOPE PER DOOR MANUFACTURER SLOPE EXT. SURFACE OR GRADE 1/8" PER FOOT AWAY FROM BUILDING 1/2" FIBER EXPANSION AS REQUIRED EXTERIOR DOOR POURED SILL 3/4"=1'-0" COPYRIGHT MCD 2015: The information contained in this do( (1) #5 FROM FTG. TO MASONRY WALL _� BOND BEAM IN FULLY 3/4"=1'-0" 1 GROUTED CELL. ANCHOR TO HAVE MIN. z SEE PLAN SPLICE TO BE MIN. 30" CDN (2) #5 BARS @ TOP - MIN 5" _ All WHEN MONO DEPTH U) T EXCEEDS 26". IF rr '� PENETRATING PIPE F-• DEPTH IS LESS THAN CONCRETE SLAB PER % z _ j - 26", THESE BARS ARE FOUNDATION PLAN 7 CONCRETE SLAB PER — .} -" NOT REQUIRED VARIES #5 LOOP TIE (TYP.) - z SEE PLAN ,'•. tl --. r° :, VERIFY W/ DETAILS FOR REQ'D REFER TO 4.d' d. 4� tl _ 00 FOUNDATION PLAN FOR SIZE AND BASE #3 STIRRUPS @ : —� I _ I J' ° ' ' }P� GRADE z 48 O.C. WHEN °° I- W (� z •'4 4 .:IF= PVC SLEEVE MONO DEPTH 8" CONTACT EOR FOR ADDITIONAL REVIEW I CHAIR BLOCKS. Z aoEXCEEDS 26", IF i ENTIRE BASE TO BE u ° 4DEPTH FILLED SOLID REINFORCEMENT SEE = C f= IS LESSco 4 .1 CMU BASE W/ (1) #5 FOUNDATION PLAN C VERTICAL @ EA. o THAN 26" III= c= W — —IJN 90 -DEGREE #5 HOOK Q C THESE BARS , ,III= • ' Q BARS AT CORNER, OR ❑ = -� ARE NOT REQ'D I I I=) pct I I=I CLEAN COMPACTED (2) #5 BARS CONT. , FILL @ 95% STANDARD W/ 3" COVER TYP. 8" 1'-4" DENSITY ALL REINFORCEMENT SHALL PER DETAIL MD08 ON MAINTAIN 3" CLEAR TO WHERE 2ND STORY OCCURS, FTG GRADE AND 1-1/2" CLEAR TO LINTEL PLAN SHALL BE V-4" WIDE W/(3) #5 BARS ANY FACE EXPOSED TO WEATHER W 4 FO TYPICAL GARAGE CURB FOOTING 3/4"=1'-0" (1) #5 FROM FTG. TO ALL FOUNDATION TIE BEAM SPLICE TO 7 REINFORCEMENT SHALL BE MIN. 30" GROUT MAINTAIN 3" CLEAR TO GRAD CELL SOLID _ AND ALL OTHERS TO SEE PLAN FOR MAINTAIN 1-1/2" CLEAR TO - SHOWER SIZE ANY FACE EXPOSED TO WEATHER II = o I I = < OPTIONAL CURB BY BUILDER CONC. SLAB PER FOUNDATION PLAN 00 GRADE G: —I • : ' _ I�6v`'II— I 00 -- .—i (2) #5 BARS @ TOP 11 — 1 — kI I-1 1 I — WHEN MONO DEPTH EXCEE DEPTH DIS LESS THAN 48" 26", THESE BARS ARE #3 STIRRUPS @ NOT REQUIRED O.C. WHEN MONO DEPTH EXCEEDS 26", (2) #5 BARS CONT. IF DEPTH IS LESS W/ 3" COVER TYP. THAN 26" THESE BARS ARE NOT REQ'D �:F�OFOOTING @ SHOWER AT MASONRY GARAGE ` TOP VIEW P CORNER CONC. SLAB PER FOUNDATION PLAN / 3/4"=1'-0" FILLED CELL PER PLAN GARAGE WALL BEYOND DRIVEWAY BY _ _ BUILDER- CONCRETE OR PAVERS ;J° d 4 q —]II— I I--- CLEAN COMPACTED I—FILL @ 95% STANDARD DENSITY x THICKENED EDGE W/ (1) #5 CONT. W/ 3" COVER, TYP. F13 THICKENED EDGE @ GARAGE DOOR 3/4"=1'-0" :ument is copyrighted and is the exclusive property of MONTA CONSULTING & DE CONC. SLAB PER FOUNDATION PLAN X U) w • Qp d •••e .. .. ° 4 • 4 � e.tl• T 111. (1) #5 BAR CONT. W/ 3" COVER TYP. CLEAN COMPACTED FILL @ 95% STANDARD DENSITY NON-BEARING SLAB STEP DOWN 3/4"=1'-0" CONC. SLAB PER 8"x12" THICKENED FOUNDATION PLAN SLAB W/ (1) #5 CONT. W/ 3" COVER TYP. d, • GRADE -III=III=1 11= I=I I ;.,. : IEI II _III—III—III—III— I III, ° '� .�q• � I II ;III_ '—I ITIII—III � � 8! I; � � I I ID III I I I� I I- I 'IIII f I� I $ 11I— CLEAN COMPACTED FILL @ 95% STANDARD DENSITY THICKENED EDGE IF BEARING WALL - -- 3/4"=1'-0" ABOVE - WALL 8" C.M.U. FINISH PER ANCHOR TO HAVE MIN. z ELEV. 7" EMBEDMENT BELOW CDN LOWEST STEP OF MIN 5" FINISH FLOOR z I— - T (1) #5 CONT. W/ 1-1/2" (D (D PENETRATING PIPE F-• Uj COVER TYP. z MAX. 4" '� CONCRETE SLAB PER — Q U)C �.'; d ;'�'.:L #5 LOOP TIE (TYP.) - z Q u VERIFY W/ DETAILS FOR REQ'D REFER TO WOOD POST PER PLAN , FOUNDATION PLAN FOR SIZE AND BASE .o ' FOR CONT. W FOUNDATION O� INFORMATION Ew W FOOTING PER PLAN z ( )FRONT VIEW PVC SLEEVE MAX 6" DIA. 8" CONTACT EOR FOR ADDITIONAL REVIEW ou IF BEARING WALL - -- U ABOVE - WALL a. ANCHOR TO HAVE MIN. z LLI 7" EMBEDMENT BELOW CDN LOWEST STEP OF MIN 5" CURB I— - T (1) #5 CONT. W/ 1-1/2" (D (D N O F-• Uj COVER TYP. z '� CONCRETE SLAB PER — Q U)C FOUNDATION PLAN <- Q u VERIFY W/ DETAILS FOR REQ'D B WOOD POST PER PLAN STEEL AT 2 STORY LOCATIONS 0 � Q r FOR SIZE AND BASE z W CONNECTION O� Ew W O z TOP COURSE TO BE 8" 1= ou CHAIR BLOCKS. l-- (2) #5 BARS CONT. W/ 3" COVER TYP, CLEAN COMPACTED FILL @ 95% STANDARD DENSITY WHERE 2ND STORY OCCURS, FTG SHALL BE 1'-8" WIDE W/(3) #5 BARS qF�ODOUBLE STEP FOOTING 3/4"=1'-0" NOTE TO CONTRACTOR: ALL REINFORCEMENT SPECIFIED IN PLAN VERIFY W/ DETAILS FOR REQ'D FOUNDATION DETAILS SHALL TIE IN TO STEEL AT 2 STORY LOCATIONS ADJACENT MONO AND/OR STEM WALL FOUNDATIONS AS SPECIFIED THIS DETAIL. MIN. 24" BEFORE a g z ANOTHER STEP Wa0 o z Qr (a J CC r G ' 44 �wZ Ir ;�,®®•gym®LU v•' w ❑ d J' .d' �: • •J' • ° .. °.:. •A ' III— I I I- t 7- 4..4. J .. �° I VERIFY PLAN DETAILS w®..,��_ ®,��,. W ❑ . ' q , 4 FOR REQUIRED #5 cn —77. I I I CONT. BARS. MAINTAIN — 111= 11—' I I= �Tj 1 1 1.3"1 COVER TYP. MIN. = 16 MIN. VERIFY PLAN DETAILS III—I 11=1 11=1 I I— ' FOR REQUIRED ##5 BEND EACH CONT. #5 BAR AT STEP DOWN, CONT. BARS. MAINTAIN OR INSTALL #5 HOOK 3" COVER TYP. BARS FOR EACH CONT. BAR. LAP REBAR PER DETAIL MD08 ON LINTEL PLAN F09 TYPICAL STEP FOOTING DETAIL 8" CMU - CONC. SLAB PER - - FINISH PER ELEV. FOUNDATION PLAN FINISH FLOOR °. PENETRATING d ° ° ' °' a J GRADE PIPE. MAX 4" 1= ' PVC SLEEVE MAX 6" DIAMETER -' r—t 1_ - 4 d. ; 4 FOOTING PER PLAN CLEAN COMPACTED `{' g FILL @ 95% STANDARD (SIDE VIEW) DENSITY FOR ANY PIPE INSTALLED PARALLEL TO FOUNDATIONS (2) #5 x 4'-0" BARS CENTERED AT PIPE PVC OR SCH40 SLEEVE PENETRATION ;I I I— _ a Q _=I I F � _ _ ° . . a —1 � I- - �° � —III_:_.. 'a °• '� a. ' � I —III- REFER TO =III=III —FOUNDATION PLAN PIPE PARALLEL TO FND -III=1 - SEE - I _--FOR CONT. FDN —I I II PLAN FOR - I_I I FOUNDATION SIZE &REINF. INFORMATION fiFl TYPICAL FOUNDATION PENETRATIONS PIPE PERPENDICULAR TO FND 3/4"=1'-0" =SIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DE Q O LL LU HOLD BRG WALL BACK T SO GYP FINISH IS 2x BRG WALL PER � FLUSH W/ PLAN AND BEARING O FOUNDATION BELOW WALL SCHEDULE z Z CONC. SLAB PER 0 I FOUNDATION PLAN U) U)� I W °' O � I 2x P.T. BASE PLATE � W 4d O ' 4IE4 lI::7— I O U (2) #5 BARS CONT. W/ 61, 8" 8" 10" ❑ 3" COVER TYP. zit (i CLEAN COMPACTED 0� FILL @ 95% STANDARD w WHERE 2ND STORY OCCURS, FTG DENSITY Q SHALL BE 1'-8" WIDE W/(3) #5 BARS O "FOBEARING SLAB STEP DOWN z 3/4"=1'-0" O - -- U U a. z LLI CDN I— - T U a (D (D N O F-• I– u O U)C 0 Q u VERIFY W/ DETAILS FOR REQ'D B WOOD POST PER PLAN STEEL AT 2 STORY LOCATIONS 0 � Q r FOR SIZE AND BASE z W CONNECTION O� W O z TOP COURSE TO BE 1= ou CHAIR BLOCKS. wS w ENTIRE BASE TO BE #5 CONT. u J: ,Lal , J .�• I� d• FILLED SOLID REINFORCEMENT SEE = C f= 4 .1 CMU BASE W/ (1) #5 FOUNDATION PLAN C VERTICAL @ EA. FOR QUANTITY ftT -2k v, c= W 90 -DEGREE #5 HOOK Q C FOR BASE SIZE; BARS • ' Q BARS AT CORNER, OR ❑ = -� } J },•} BEND CONTINUOUS #5 pct d...''' a '. • tl4 A 1 BARS AROUND BY TIE IN OR EPDXY , �'d CORNER. LAP REBAR Q z CONNECTION PER DETAIL MD08 ON z ° 4d J. ; .. 0 LINTEL PLAN p aI'I,a� a W C0 '�y : a W FOOTING PER MF08 ON e 'C d C� z SHEET BEYOND Uj c� D ";'� 9,. LLUWTHIS O T_ CONC. SLAB OR n� O►w o w oQ�_Y Z J°' 4 q' ; cwn 6F`1'0 TYPICAL CORNER BAR DETAIL (TOP VIEW) PITCH 3/4"=1'-0" T W co co U z CDN T 0 (D (D N O F-• O z O F_ LU WOOD POST PER PLAN FOR SIZE AND BASE W CONNECTION W O z TOP COURSE TO BE 1= 0 CHAIR BLOCKS. w ENTIRE BASE TO BE cl� FILLED SOLID CMU BASE W/ (1) #5 w I SEE ELEVATION VERTICAL @ EA. U U) v, c= CORNER. SEE PLAN FOR BASE SIZE; BARS Q -� TO TIE INTO EXT. FTG. BY TIE IN OR EPDXY '!a : 4 'd �'d z CONNECTION I 4' 0 p aI'I,a� a THICKENED EDGE '�y : ,; i W FOOTING PER MF08 ON e 'C d SHEET BEYOND Uj c� q a ' q ";'� 9,. LLUWTHIS w T_ CONC. SLAB OR n� O►w o w oQ�_Y Z J°' 4 q' ; cwn PAVERS PER PLAN PITCH LL- CCl�„ I I i i a 9 GRAD III ^I I i i ' • q Q— .. �. . - • I ', . •d. � I I I_� I I— I I— 0 SEE FOUNDATION FOR .q . 4. • a . E I—I Iz o�HW o Zv-L a, U PAD SIZE- 4' U H ❑ O w O w z CLEAN COMPACTED CQ f_-jWZo O .� , •1' OU) ❑ O O .. C:Z<DWI-z E FILL @ 95% STANDARD OQwzo 3 U 0 DENSITY -I ° ° °' ' "' 1- "F1FOOTING @ ENTRY MASONRY COLUMN z 0 w CV 3/4"=1'-0" --SIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. O W co co CDN 0 (D (D N O z O W O z 1= 0 z � w � W U U) v, W Q Uj c� ";'� 9,. ® rn w q n� O►w o w oQ�_Y Z `�®✓ v� cj e`' LLl Q LL- CCl�„ I I i i C!� CD t~ (D 0 W � 0), O Lij chiU)W E o�HW o Zv-L a, U U H ❑ O w O w z CQ f_-jWZo O OU) ❑ O O .. C:Z<DWI-z E OQwzo 3 U 0 �( LL va Q z 0 w CV O W Z �— D O W U) ®® lj < > 11 V W W x FU W LLJ � V a U W 00 > IL BLDG DESIGN: --- —S STRUCTURAL rRUCTURAL ENG: CNS DRAFTING: -DESIGN: --- -STRUCT: MR QC CHECK: MRB JOB No PSQ-2171574 SCALE: AS INDICATED DATE: 12/08/17 S3 : 4 : : S1 D5 F1 B 14 1 Im El F1A ILE FIA 1 F1A FIA @ 32" O.C. 1 F1A F1 F1 F1 IT— F1 191 F1 S1 F S1 D F1 D5 F1 -------------------------------, F1 i ® i ! I o II o I F1 — -- F1 Al F1 F1 I 1 F2 A A "--------- 1 S10U Ll p BW1 u u F15 F16 i I I I i i I D5 DLL 6 �V6i BW2 I i `�' - LO `0 LO LO H2x8 / ^ FT D1 i 1 ��F6 H2x8 A 4 18 BW1 B2 D03 D1 18 4 B SD1 - A ® BW2 B2 D1 BW1 D03 B2 D1 p 6 SD1 ® S1 D5 D2 FO S1 B2 p D6 D3H F1 D B2 J1 M VIP J1 �– B1 i 1 6 F1 3 1 ��h D /r, CJ3, ✓�, 1 CJ3 to Cil CJ1 MLOm LO LO LO L U') 0 WALL LEGEND °° <o� � N D O O ❑_ = 9'-4" T.O.M. = INTERIOR/EXTERIOR E 0 BEARING WALLS VERIFY _j = 11'-4" TOP OF HGT. W/ ARCHITECTURAL W KNEEWALL PLAN U.N.O. OR LINTEL LL O Z 0 v� a. W Z O_ O U) z w Q O z 0� Lu chi) w U 0 °-W a Q 0 p I— U - - - -- Ldi' N (i FIRST FLOOR FRAMING FLAN NOTE: SEE (PAGE S6 FOR NOTES AND CONNECTOR LEGEND COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. c- �,?R �- 00 LU O) I o V O LL N �� aY O g _ ►J Z Z - !j 0° Q mUso �� �j 4❑ J O 9�j v7 �- cn - �^C w Q Z 0 ''�✓ `' 0 ® �g 0 11 7�'9�Ap10dlW� m y Lly Ld U Q � w � O ❑ <n � W tX LL �- ON z QO U F- Op w Lu F- T_ -= w O z W U Z D J rrnn � V � OMCD U1U�6'r i �, W_ U rn a Z °6 r Q ❑ (Q20 LU ZUF❑0w = U) O Jv��z�o a InIt LL D Q O0 D_ � c�a O z4DW►-Z EOC z OX<LLIZO ILL Z7 0 Tl O O QOU)<a ®z 0 � N J 0 OWN<C p U LU W Z ❑ I— U) U) W T = LLU O ❑ Ld z Q � W Q > 11 U 0 � W M W U) _j W Q W z W 1 W I-- C1 M Q U (n W x W �e t a cn O W c® _ cr Q w BLDG DESIGN: --- STRUCTURAL ENG: CNS DRAFTING: -DESIGN: --- -STRUCT: MR QC CHECK: MRB JOB No. PSQ-2171574 SCALE: AS INDICATED DATE: 12/08/17 HEADER SCHEDULE SEARING WOOD WALL SCHEDULE TAG HEADER FASTENERS TAG STUD LUMBER CONNECTION & FASTENERS UPLIFT CAP. BLOCKING SPF(Ib) SYP(Ib) BO SPACING SPECIES TOP BOTTOM Of) 1810 H2x6 (2)2x6 #2 SYP w/2' FLITCH PLATE ATTACH KING STUD TO HEADER w/(6) HETA20 w/(9) 10d x 12" NAILS (2)12d (2)12d NO MID (2)HETA16 OR (2)HETA20 16d NAILS BW1 16" SPF TOENAILS TOENAILS UPLIFT -SPAN (2)ply 2500 H2x8 (2)2x8 #2 SYP w/2" FLITCH PLATE ATTACH KING STUD TO HEADER w/(8) (2)2X6 SPF #2 BUILT UP STUD COLUMN SP4 W/(6) SP4 W/(6) R3 H10A w/(18)10d x 1 !'NAILS OR '.'NAILS (2)ply TRUSS H10A-2 w/(18) 10d x 1 . FRAME TO FRAME 16d NAILS BW2 16" SPF1' 10d x 12 NAILS 1„ 10d x 1Z NAILS 570 plf MID -SPAN H2x10 2)2x10 #2 SYP w/2" FLITCH PLATE ATTACH KING STUD TO HEADER w/(10) a HTS20 w/(24)10d x 1 !'NAILS SP4 W/(6) SP4 W/(6) 1450 V 16d NAILS gW3 16" SPF �„ 10d x 12 NAILS � 10d x 12„ NAILS 570 pif 3rd. PT, O(2)2X8 SPF #2 BUILT UP STUD COLUMN H2x12 2)2x12 #2 SYP w/2" FLITCH PLATE ATTACH KING STUD TO HEADER w/(10) 51 (2)HTS20 w/(24)10d x 12" NAILS (AT EXT LOCATIONS INCLUDE (3)12d TOENAILS) FRAME TO FRAME 2490 2900 O(3)2X8 SPF #2 BUILT UP STUD COLUMN 16d NAILS BW4 1211 SPF (3) 12d TOENAILS (3) 12d TOENAILS NO UPLIFT MID -SPAN RH2.5A w/(10)8d FRAME TO FRAME H3.5x5.5 (2)1.75"x5.5" LVL ATTACH KING STUD TO HEADER w/(6) (3)2X4 SYP #2 BUILT UP STUD COLUMN 7�FRAME MTS12 w/(14)10d x 1-2" NAILS TO FRAME 860 1000 (AT EXT LOCATIONS INCLUDE (3)12d TOENAILS) 16d NAILS BW5 12" SPF SP4 W/(6) SP4 W/(6) 760 plf MID -SPAN �„ 10d x 12 NAILS 10d x 12" NAILS MGT w/(22)1 Od EPDXY ANCHOR w/SIMP. SET -XP EPDXY FRAME TO CMU H3.5x7.25 „ (2)1.76"x7.25" LVL ATTACH KING STUD TO HEADER w/(8) MIN. 12" EMBEDMENT O(2)2X8 16d NAILS BW6 12 SPF SP4 W/(6) SP4 W/(6) 760If p 3rd. PT. H3,5x9.25 (2)1.75"x9.25" LVL ATTACH KING STUD TO HEADER w/(10) 10d x 12' NAILS 10d x 12" NAILS 3640 4235 16d NAILS 4x4 SYP #2 POST 10 HGT-2 w/(16)10d NAILS w/ (2)' EPDXY ANCHOR w/SIMP. FRAME TO CMU 10980 BW7 16" SYP (3) 12d TOENAILS (3) 12d TOENAILS NO UPLIFT MID -SPAN SET EPDXY MIN. 12" EMBEDMENT ATTACH KING STUD TO HEADER w/(12) H5.5xl 1.25 (3)1.75"x11.25" LVL 16d NAILS 6x6 SYP #2 POST V 11 HTSM16 w/(8)10d NAILS & (4) x 24" TAPCONS FRAME TO CMU 1010 BW8 16" SYP SP4 W/(6) 10d x 11" NAILS SP4 W/(6) x 12" NAILS 664 If p MID -SPAN (3) 2x12 #2 SYP w/ 2' FLITCH ATTACH KING STUD TO HEADER w/(10) H3x12 PLATE BETWEEN PLIES 16d NAILS 10d 12 LSTA18 w/(14)10d NAILS HEADER TO STUDS HEADER SUPPORT # JACKS/KINGS REQ'D. @ OPENING Bw9 16" SYP SP4 W1(6) 10d 12 NAILS SP4 W1(6) 10d 12 NAILS 664 pif 3rd. PT. 13 x x 2220 2470 SEE PLAN FOR WALL WIDTH QO 3-1/2"x5-1/4" LVL COLUMN. OPENING SIZE JACKS @ EA. END KINGS @ EA. END BW10 12" SYP 2 12d (2)OENAILS NO MID -SPAN STUDS TO BEAM/GT 833p1f 928plf O3-1/2"x7" T T TOEENN AILS UPLIFT V-0" TO 3'-11" 1 1 15 LSTA24 w/(18)10d NAILS CENTERED EACH STUD STUDS TO BEAM/GT 1235 1235 O3-1/2"x9-1/2" LVL COLUMN. BW11 12" SYP SP4 W/(6) �, 10d x 12 NAILS SP4 W/(6) , 10d x 1�2 NAILS gg5 If p MID -SPAN 4'-0" TO 7'-11" 2 2 16 8'-0" TO 9'-11" 2 3 BW12 SP4 W/(6) SP4 W/(6) 885 pif 1rd. PT, 12" SYP 10d x 12" NAILS 10d x 12" NAILS s 10'-0" TO 12'-0" 3 4 4305 4745 VO 5-1/4"x7" LVL COLUMN. 18 LTT20B w/(10) 10d NAILS & 8" EPDXY ANCHOR w/SIMP. SET COLUMN TO FTG.OR STANDARD HEADER NOTES BW13 16" SPF SP4 W/(6) , 10d x 1z3' NAILS SP4 W/(6) 10d x 1�Z „ NAILS 280 plf MID -SPAN CMU XO @ 32"o.c. @ 32110.c. 1. VERIFY w/PLAN FOR CORRECT LENGTH OF HEADER REQ'D. SIZE INDICATED ON PLAN 19 HTT4 w/(18) 16d x 22" NAILS w/8" EPDXY ANCHOR w/SIMP. SET EPDXY MIN. 7" EMBEDMENT - AT LVL / PSL COLUMNS USE 18 #10x1-1/2" SD SCREWS INSTEAD OF NAILS SP4 W/(6) SP4 W/(6) 4235 IS MINIMUM REQ'D. PER LOCATION. LARGER HEADER MAY BE INSTALLED w/OUT BW14 12" SPF ! 10d x 12„ NAILS 10d x 12 NAILS 380 pif MID -SPAN APPROVAL FROM E.O.R. @ 2411 O.C. @ 24"o.c. 2. ALL HEADER JACKS/KINGS TO MATCH WALL LUMBER GRADE U.N.O. ON PLAN. 21 MS-TCM40 W/ (14) 16d SINKERS AND (10) 1/4"x2-1/4" TITENS FRAME TO CMU 2420 2800 ATTACH STUDS TOGETHER FOLLOWING DTL. WF08/SD3. STANDARD BEARING WALL W/STRAPS NOTES 3. NAIL #2 SYP HEADER PLIES TOGETHER USING: (2) ROWS OF 10d NAILS @12" O.C. ONE STANDARD COLUMN NOTES 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 1. VERIFY w/PLAN FOR WALL SIZE. ASSUME 2x4 STUDS U.N.O. HEADERS, NAILING ABOVE IS FOR TOP -LOADED HEADERS ONLY. CONTACT E.O.R, IF 2. ALL LUMBER TO BE EITHER SPF #2 OR SYP #2 U.N.O. ALWAYS NAIL STUDS TO MEMBERS BUCKET INTO HEADER TOP AND BOTTOM PLATE W/ (3) 12d TOENAILS. 4. NAIL KING STUDS TO HEADER w/(3) 10d TOENAILS PER SIDE IN ADDITION TO NAILING 3. CONNECTORS ARE TO BE INSTALLED @ EA. STUD U.N.O. @ 2x6 STUDS. USE PER HEADER SCHEDULE. SP6 AND @ 2x8 WALLS USE SP8 INSTEAD OF INDICATED SP4. 5. IF MORE THEN (1)KING IS REQ'D. AS PER HEADER SUPPORT TABLE, GC TO INSTALL 4. IF BEARING WALL IS NOT CALLED OUT CONTACT E.O.R. REQ'D. NAILS FROM 1 st KING INTO HEADER THEN ATTACH ADDIT'L KING PER DTL. 5. IF "BW" CALLED OUT ON 2nd FLR. SEE PLAN FOR STUD TO STUD CONNECTIONS. WF08/SD3. OTHERWISE, CONTACT E.O.R. FOR REQ'D. WOOD SCREWS. 6. MID OR 3 PT. BLOCKING TO BE 2x W/(2) 12d TOENAILS EACH END. 6. IF HEADER IS NOT SPECIFIED CONTACT E.O.R. 7. BASE PLATE TO BE ATTACHED TO FOOTING USING 1" J -BOLTS OR EPDXY 7. SEE STRUCTURAL COVER SHEET FOR LVL SPECIFICATIONS. ANCHOR W/ WASHER@ 6" FROM EA, END OF BASE PLATE &WALL OPENINGS & 8. SEE DTL. WF09/SD2 FOR 1ST FLOOR HEADER CONSTRUCTION AND CONNECTIONS AT AT 32" o.c. W/ 7" MIN. EMBEDMENT. USE SIMPSON SET -XP EPDXY W/ EPDXY 2 STORY CONDITIONS. SEE 2ND FLOOR NOTES FOR MORE INFO. ANCHORS. � ®OF NOTES: 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 ONLY SOLID POSTS. AT EXTERIOR CONDITIONS SUPPORTING THE FLOOR LOAD AND DO NOT HAVE UPLIFT. THE STUDS ARE TO 4x4: ABU44 w/(12)16d NAILS & 8' EPDXY ANCHOR w/MIN. 1. THE ROOF PLAN DEPICTED IS NOT INTENDED TO SERVE AS A TRUSS DESIGN. BE TONAILED/ENDNAILED TO THE PLATES & THE 2x P.T. BASE PLATE CAN BE 2. TOP PLATE HEIGHTS VARY. SEE BUILDING SECTIONS, WALL SECTIONS AND ATTACHED W/HARD CASED GUN NAILS AND WILL NOT REQ. THE ANCHOR BOLT ELEVATIONS FOR BEARING HEIGHTS. ATTACHMENT INDICATED IN THE BEARING WALL NOTES. 3. TRUSS SPACING SHALL BE 24" O.C. MAX, UNLESS OTHERWISE NOTED. 9. FOR WALL TO MASONRY CONNECTION SEE DETAIL MD03/SD1 U.N.O. CONVENTIONAL FRAMING SHALL BE 16" O.C. MAX. OR AS OTHERWISE NOTED. ON PLAN. 4. FRAME WALLS UP TO UNDERSIDE OF ROOF TRUSSES AT ALL NON-BEARING WALLS 10. AT HEADER LOCATIONS WITHIN BEARING WALLS SEE DETAIL WF09/SD2 U.N.O. AND AT VOLUME AREA UNLESS NOTED OTHERWISE. STUDS CAN BE 24" O.C. W/ ON PLAN. SINGLE TOP AND P.T. BASE PLATE LEAVE 1-1/2" GAP FROM TOP PLATE TO TRUSS 11. COLUMNS WITHIN BEARING WALLS w/UPLIFT THAT DO NOT SHOW A BASE BOTTOM CHORD. CONNECT TRUSS TO NON-BEARING WALL w/ SIMPSON DTC OR (2) CONNECTION: CONTRACTOR TO INSTALL SP4/ SP6/ SP8 AT EACH STUD. 12d TOENAILS. TOP/BOTTOM AND HAVE A J -BOLT OR EPDXY ANCHOR WITHIN 6" FROM THE 5. ALIGN TRUSSES AND HAND FRAMING SO ALL GYPSUM WALL BOARD WILL BE COLUMN. 12. IF PLUMBING IS TO BE RUN THROUGH BEARING WALL, CONTACT E.O.R. FOR CONTINUOUS FROM FLOOR TO CEILING. FURTHER REVIEW. 6. TRUSS MANUFACTURER TO INSURE DESIGN CONSIDERATION TO THE FOLLOWING 13. AT NON-BEARING WALL LOCATIONS 2x4 SPF#2 STUDS @ 24"o.c. MAX. ARE ADDITIONAL LOADS: ADEQUATE. AT NON-BEARING HEADERS USE (2)2x4 FLAT w/(3)12d TOENAILS EA. A) ALL CEILING HUNG SOFFITS AND SOFFITS SIDE AND CRIPPLE STUDS AT 24"o.c. AT 2 -STORY OPEN AREAS INSTALL WITH CABINETS AS SHOWN ON PLANS. NON-BEARING WALL STUDS @16"o.c. A SINGLE BASE PLATE (P.T. IF AGAINST B) ATTIC LOCATED HVAC UNITS AS SHOWN ON PLANS. CONCRETE) AND SINGLE TOP PLATE ARE ADEQUATE. LEAVE A 1 1/2" GAP FROM 7. REFER TO MANUFACTURER SPECIFICATIONS FOR INSTALLATION REQUIREMENTS TRUSS TO TOP PLATE AND ATTACH USING SIMPSON DTC CLIP (SEE DETAILS - OF ALL HARDWARE BEFORE INSTALLATION. WF20 & WF21/SD2). ATTACH BASE PLATE w/ EITHER GUN NAILS @32"o.c. OR 8. GC REQ'D TO PROVIDE PERMANENT BRACING/ BLOCKING PER BCSI 1 (CURRENT (2)12d NAILS TO EACH FLOOR TRUSS. EDITION). SEE COVER SHEET NOTES FOR MORE INFO & STANDARD DETAILS IN THIS STRAP LOCATION. IF DOUBLE HETA16/20 @ A 2 -PLY OR 1 -PLY TRUSS IS MISSED, USE (2)HTSM16 STRAPS. DRAWING SET FOR ADDITIONAL BRACING/ BLOCKING INFO. NAILING SCHEDULE: 9. ALL TRUSS -TO -TRUSS CONNECTORS ARE TO BE PROVIDED BY TRUSS SUPPLIER. THIS INCLUDES BUT IS NOT LIMITED TO PIGGY BACK TRUSSES AND VALLEY ROOFS: TRUSSES 10. 5/8" TYPE X GYPSUM BOARD ON CEILING IN GARAGE WHEN LIVING SPACE IS ROOF SHEATHING TO BE 7/16" OSB (WITH SHINGLE), 5/8" OR 19/32" OSB (WITH TILE) ,USE ABOVE THE GARAGE. 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 AND 11. IF ROOF TRUSS LAYOUT DEPICTS TRUSS LABELS OR ID'S, THIS LAYOUT HAS BEEN 6" O.C. IN FIELD. SHEATHING TO BE PLACED WITH LONG DIMENSION PERPENDICULAR PROVIDED BY A TRUSS COMPANY TO USE FOR THE DESIGN OF THIS PROJECT. TO SUPPORTS (TRUSSES). PROVIDE PLY CLIPS AT ALL UNSUPPORTED ROOF OTHERWISE AN ENGINEERED LAYOUT HAS BEEN DETERMINED BUT PRIOR TO SHEATHING JOINTS EXCEPT AT PITCH CHANGE LOCATIONS. PLY CLIPS TO BE CONSTRUCTION OR TRUSS FABRICATION, FINAL TRUSS LAYOUT AND TRUSS SHOP SPACED NO MORE THAN 24" O.C. DRAWS ARE TO BE SUBMITTED TO ENGINEER OF RECORD (E.O.R.) FOR REVIEW AND APPROVAL. AT THIS TIME THE E.O.R. RESERVES THE RIGHT TO REVISE THE GABLE ENDS: PLAN AS REQUIRED PER THE REVIEW OF THE FINAL TRUSS LAYOUT AND TRUSS ALL SHEATHING TO BE MIN. 15/32" O.S.B. AND SHALL BE NAILED (1) ROW @ 3" O.C. SHOP DRAWS, ADDITIONAL FEE'S MAY APPLY. STARTING CONSTRUCTION OR AT TOP PLATE AND (1) ROW AT BOTTOM PLATE OF WALL, 6" O.C. ALL OTHER TRUSS FABRICATION PRIOR TO THIS REVIEW IS NOT ADVISED, AND THE E.O.R. IS EDGES AND 6" IN FIELD. BLOCKING SHALL BE PLACED AT ALL SHEATHING JOINTS. NOT RESPONSIBLE FOR ADDITIONAL COSTS DUE TO REVISIONS OF THE PLAN. IF CONVENTIONAL FRAMING IS SHOWN, NO TRUSS APPROVAL IS REQUIRED, UNLESS EXTERIOR WALLS: LAYOUT IS REVISED W/OUT WRITTEN APPROVAL FROM MCD. SEE WF10/SD4 FOR MORE INFO. 12. IF DESIGN DOCUMENTS INDICATE THAT AN A/C UNIT IS TO BE RECESSED INTO THE ROOF SYSTEM, THE TRUSS SUPPLIER IS TO COORDINATE WITH THE DESIGNER AND NAILS: BUILDER TO DETERMINE THE REQUIRED SIZE. (2) 751b MIN POINT LOAD SHOULD BE NAILS USED IN ROOF SHEATHING APPLICATIONS SHALL BE 8d RING SHANK NAILS. ADDED TO EITHER THE TOP OF BOTTOM CHORD OF THE TRUSS IN THE AFFECTED ALL OTHER SHEATHING APPLICATIONS SHALL BE 8d, 8d RING OR SPIRAL SHANK, AREAS. THIS LOAD SHOULD BE INDICATED ON THE TRUSS SHOP DRAWINGS. HAND OR GUN DRIVEN NAILS. GUN DRIVEN NAILS SHALL HAVE HEAD SIZE CONNECTIONS OF THE A/C UNIT TO THE TRUSSES SHOULD BE SUPPLIED BY EITHER EQUIVALENT TO HAND DRIVEN NAILS. FASTENERS FOR PRESERV- ATIVELY THE CONTRACTOR OR A/C SUPPLIER. TREATED WOOD SHALL BE HOT -DIPPED ZINC -COATED GALVANIZED STEEL, BUILDER NOTE. STAINLESS STEEL, SILICON BRONZE OR COPPER. THE COATING WEIGHTS SHALL BE IN ACCORDANCE WITH ASTM A 153. IF THE TRUSS LAYOUT SHOWN DOES NOT MATCH THE TRUSS MANUFACTURERS APA SHEATHING NOTE: LAYOUT 24/16 SPAN RATED SHEATHING REQUIRES BLOCKING AT ALL UNSUPPORTED ____STOP____ PANEL EDGES AT HIP LOCATIONS. BLOCKING TO BE 2X4 ATTACHED AT EACH END WITH (3) 10d TOENAILS. AND CALL THE ENGINEER OF RECORD PRIOR TO PLACEMENT OF ANY TRUSSES COLUMN SCHEDULE CONNECTOR SCHEDULE AO (2)2X4 SPF #2 BUILT UP STUD COLUMN TAG SIMPSON CONNECTOR TYPE VALUES VALUES SPF(Ib) SYP(Ib) BO (3)2X4 SPF #2 BUILT UP STUD COLUMN HETA16 w/(9) 10dxl 2" NAILS OR FRAME TO CMU 1810 1810 HETA20 w/(9) 10d x 12" NAILS O (4)2X4 SPF #2 BUILT UP STUD COLUMN � (2)HETA16 OR (2)HETA20 (1)ply 2035 (1)ply 2035 1 2 1 1----�I (1)ply TRUSS (10)10d x 12" NAILS (2)ply TRUSS (12) 16d x 1 z" NAILS FRAME TO CMU (2)ply 2500 (2)ply 2500 O (2)2X6 SPF #2 BUILT UP STUD COLUMN R3 H10A w/(18)10d x 1 !'NAILS OR '.'NAILS (2)ply TRUSS H10A-2 w/(18) 10d x 1 . FRAME TO FRAME H10A 1015 H10A-2 1070 H10A 1340 H10A-2 1245 /\ C E > (3)2X6 SPF #2 BUILT UP STUD COLUMN a HTS20 w/(24)10d x 1 !'NAILS FRAME TO FRAME 1245 1450 V (AT EXT LOCATIONS INCLUDE (3)12d TOENAILS) O(2)2X8 SPF #2 BUILT UP STUD COLUMN 51 (2)HTS20 w/(24)10d x 12" NAILS (AT EXT LOCATIONS INCLUDE (3)12d TOENAILS) FRAME TO FRAME 2490 2900 O(3)2X8 SPF #2 BUILT UP STUD COLUMN RH2.5A w/(10)8d FRAME TO FRAME 535 600 OH (3)2X4 SYP #2 BUILT UP STUD COLUMN 7�FRAME MTS12 w/(14)10d x 1-2" NAILS TO FRAME 860 1000 (AT EXT LOCATIONS INCLUDE (3)12d TOENAILS) O(2)2X6 SYP #2 BUILT UP STUD COLUMN MGT w/(22)1 Od EPDXY ANCHOR w/SIMP. SET -XP EPDXY FRAME TO CMU 3330 3965 MIN. 12" EMBEDMENT O(2)2X8 SYP #2 BUILT UP STUD COLUMN HT T4 w/(18)16d x 22" NAILS & �" EPDXY ANCHOR w/SIMP. SET EPDXY MIN. 7" EMBEDMENT FRAME TO CMU 3640 4235 L 4x4 SYP #2 POST 10 HGT-2 w/(16)10d NAILS w/ (2)' EPDXY ANCHOR w/SIMP. FRAME TO CMU 10980 8910 SET EPDXY MIN. 12" EMBEDMENT c M , 6x6 SYP #2 POST V 11 HTSM16 w/(8)10d NAILS & (4) x 24" TAPCONS FRAME TO CMU 1010 1175 NO 8x8 SYP #2 POST 12 LSTA18 w/(14)10d NAILS HEADER TO STUDS 1110 1235 PO 3-1/2"x3-1/2" LVL COLUMN. 13 (2)LSTA18 w/(14)10d NAILS HEADER TO STUDS 2220 2470 QO 3-1/2"x5-1/4" LVL COLUMN. 14 LSTA18 w/(14)10d NAILS CENTERED EACH STUD STUDS TO BEAM/GT 833p1f 928plf O3-1/2"x7" LVL COLUMN. 15 LSTA24 w/(18)10d NAILS CENTERED EACH STUD STUDS TO BEAM/GT 1235 1235 O3-1/2"x9-1/2" LVL COLUMN. 16 MSTC28 w/(36)16d SINKERS CENTERED STUDS TO BEAM/GT 2980 3455 TO 5-1/4"x5-1/4" LVL COLUMN. 17 MSTC40 w/ (52) 16d SINKERS CENTERED STUDS TO BEAM/GT 4305 4745 VO 5-1/4"x7" LVL COLUMN. 18 LTT20B w/(10) 10d NAILS & 8" EPDXY ANCHOR w/SIMP. SET COLUMN TO FTG.OR 1290 1300 EPDXY MIN. 7" EMBEDMENT CMU XO 7"x7" LVL COLUMN. 19 HTT4 w/(18) 16d x 22" NAILS w/8" EPDXY ANCHOR w/SIMP. SET EPDXY MIN. 7" EMBEDMENT - AT LVL / PSL COLUMNS USE 18 #10x1-1/2" SD SCREWS INSTEAD OF NAILS COLUMN TO FTG. 3640 4235 YO 3 1/2" X 11 7/8" LVL COLUMN 20 (3)HTS20 w/(24)10d x 12" NAILS (AT EXT LOCATIONS INCLUDE (3)12d TOENAILS) FRAME TO FRAME 3735 4350 ZO 51/4-1 1/4" X 9 1/2" LVL COLUMN 21 MS-TCM40 W/ (14) 16d SINKERS AND (10) 1/4"x2-1/4" TITENS FRAME TO CMU 2420 2800 STANDARD COLUMN NOTES 22 SIMPSON HGUS 5.50/10 W/ (63) 16d NAILS GIRDER TO COL./ BM 9100 4095 1. NAIL ALL BUILT-UP STUDS PER DTL. WF08/SD3. GT w/ (22) 10d NAILS TO GIRDER & (1) 5/8" A.T.R. THRU 2. ALL POST/ LVL COLUMNS IN EXTERIOR CONDITION SHOULD DBL. TOP PLT. TO INVERTED HDU5 ATTACHED TO POST. FRAME TO FRAME 3300 3965 BE P.T. OR WOLMANIZED. NVERTED HUD5 TO POST w/ (14) 1/4" x 2 1/2" SDS SCREWS 3. CONTRACTOR TO USE ABU BASE CONNECTORS @ SPF/SYP SOLID POSTS. AT EXTERIOR CONDITIONS STANDARD CONNECTOR NOTES 4x4: ABU44 w/(12)16d NAILS & 8' EPDXY ANCHOR w/MIN. 7" EMBEDMENT 6x6: ABU66 w/(12)16d NAILS & 8" e .EPDXY ANCHOR w/MIN. 1. ALL TRUSS/BEAM TO MASONRY CONNECTIONS TO BE SIMP. HETA16/20, U.N.O. ON PLAN. 7" EMBEDMENT 8x8: ABU88 w/(18)16d NAILS & (2) $' EPDXY ANCHORS w/ AT FLOOR TRUSSES PARALLEL TO MASONRY WALLS CONNECT w/SIMP. HETA16/20 @ 24"o.c. OR 32"o.c. VERIFY w/ TRUSS SHOP DRAWINGS FOR VERTICAL SPACING WITHIN FLOOR TRUSS. (IF SITTING ON FRAME WALL USE SIMP. LSTA18(14) @ MIN. 7" EMBEDMENT 24"o.c. OR 32"o.c.) 4. POST/LVL INSTALLED WITHIN BRG. WALL TO BE WITHIN TOP CONNECT ALL CONTINUOUS RIM BOARDS TO TOP OF MASONRY W/SIMP. LTA2, @ 32"o.c. AND BASE PLATE U.N.O. ON PLANS. MAX. AND (2) AT EACH CORNER. 5. SEE STRUCTURAL COVER SHEET FOR LVL SPECIFICATIONS, 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 NAIL SCHEDULE 3. CONNECT ALL TYPICAL HIP JACKS (CORNER JACKS) TO FRAME USING SIMP. H2.5A CONNECTOR. IF UPLIFT EXCEEDS 5351bs USE (2) H2.5A CONNECTORS. STANDARD NAIL GENERAL DIAMETER/ LENGTH 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. 8d 131" x 2 2" 6. MISSED LINTEL STRAPS: CONTRACTOR TO INSTALL SIMP. HTSM16 @ EACH MISSED HETA16/20 STRAP LOCATION. IF DOUBLE HETA16/20 @ A 2 -PLY OR 1 -PLY TRUSS IS MISSED, USE (2)HTSM16 STRAPS. 10d .148" x 3" IF UPLIFT IS HIGHER THEN 21001bs, CONTACT E.O.R. FOR FURTHER REVIEW, 12d148"x34" FLOOR FRAMING NOTES 16d162"x3z' GENERAL NOTES 1. FLOOR JOIST/TRUSS HANGERS SUPPLIED & ENGINEERED BY FLOOR JOIST/TRUSS CO. 8d RING SHANK 113" x 28" 2. REFER TO TRUSS MANU. DRAWINGS FOR TRUSS DESIGNATIONS. 3. GENERAL FLOORING FINISHES ARE ACCEPTABLE. IF LIGHTWEIGHT CONCRETE OR SELF LEVELING CONCRETE IS NAILING NOTES REQ. CONTACT E.O.R. ALONG WITH TRUSS CO. TO VERIFY FLOOR TRUSS DESIGN. NAILING SCHEDULE 1. CONTRACTOR MAY USE A DIFFERENT NAIL THEN FLOOR SHEATHING TO BE 2" PLYWOOD OR OSB (U.N.0), WITH LONG DIMENSION PERPENDICULAR TO SUPPORT INDICATED AS LONG AS IT MEETS OR EXCEEDS THE (FLOOR TRUSSES). DIAMETER AND LENGTH INDICATED. NAILS: NAILS USED IN ALL FLOORING APPLICATIONS SHALL BE 8d, 8d RING OR SPIRAL SHANK, HAND OR GUN DRIVEN NAILS. GUN DRIVEN NAILS SHALL HAVE HEAD SIZE EQUIVALENT TO HAND DRIVEN NAILS, SPACING SHALL BE 6" ON 2. CONNECTORS MAY USE DIFFERENT NAIL LENGTHS. EDGES AND 12" IN FIELD. MINIMUM NAIL LENGTH PER CONNECTOR IS REQ. IF LONGER NOTES. NAIL IS USED IT IS ADEQUATE AS LONG AS IT DOES NOT EXTEND THRU THE MEMBER IT'S BEING ATTACHED TO. 1. FLOOR JOIST/ TRUSS MANUFACTURER SHALL COORDINATE LOCATIONS OF ALL MECHANICAL CHASES AND PLUMBING TO 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 INFORMATION REQ. FOR DOOR AND WINDOW INSTALLATION ALONG WITH DIMENSTIONS NOT SHOWN HERE. SEAM SCHEDULE 00 co W Q o N TAG BEAM SIZE CONNECTIONS Q L7 0 0 O TO POST: SIMP. HTS20 OR MSTA18 L- TO BEAM: SIMP. HUC48 w/(14)16d & (6)-10d NAILS W (2)2x8 #2 SYP TO MASONRY: SIMP. HU48 OR HUC48 F= B2x8 WITH 1/2" FLITCH w/(6)10d NAILS & (14)4"x22" LL O PLATE TAPCONS v) ON MASONRY: (1) SIMP. MSTAM24 z O TO POST: SIMP. HTS20 OR LSTA18 TO BEAM: SIMP. HUC410 w/(18)16d & W (2)2x10 #2 SYP (10) 10d NAILS B2x10 WITH 1/2" FLITCH TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d W Z PLATE NAILS & (18)4"x28" TAPCONS O ON MASONRY: (1) SIMP. MSTAM24 O j W Q O z TO POST: SIMP. HTS20 OR LSTA18 = I-- O z TO BEAM: SIMP. HUC410 w/(18)16d & W j (2)2x12 #2 SYP (10) 10d NAILS w c B2x12 WITH 1/2" FLITCH TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d W U PLATE NAILS & (18)4"x22" TAPCONS a W ON MASONRY: (2) SIMP. MSTAM24 2O 0 � U_ - ----- ----- - -- ,__-- TO POST: SIMP. HTS20 OR LSTA18 z IW cv TO BEAM: SIMP. HUC410 w/(18)16d & B3.5x11. (10) 10d NAILS M 25 (2)1.75"x11.25" LVL TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d W�a�1aa3111p� NAILS & (18)4"x2 " TAPCONS 1 AA .ay��u1 0) ON MASONRY: (2) SIMP• MSTAM24 = \ �'000vo.° LL TO POST: SIMP. HTS20 OR LSTA18 O y Ca ®W A LU os U TO BEAM: SIMP. HUC410 w/(18)16d &zz (10) 10d NAILS p W ®vi - 63.5x11. '� a o ,w Q (2)1.75 x11.875 LVL TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d c 5 B- m =-W Q 875 i%,� � NAILS&(18)4"x24' TAPCONS d' "` a®°°+o4+ r0�3'ti,: ° Zti�, <CO ON MASONRY: (2) SIMP. MSTAM24 `% �'; t. Q '11111113110, � . �,__j Ili TO POST: SIMP. HTS20 OR LSTA18 rr TO BEAM: SIMP. HUC410 w/(18)16d & U Q (10) 10d NAILS D - B3.5x16 (2) 1.75"x.16" LVL TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d W z NAILS & (18)4"x24' TAPCONS _p ON MASONRY: (2) SIMP. MSTAM24 07 Q W IL O TO POST: (2) SIMP. HTS20 OR LSTA18 z N ON MASONRY: (2) SIMP. MSTAM24 O Z 35.25x16 (3) 1.75"x16" LVL Q O * U.N.O.FASTEN LVL PLIES TOGETHER USING (3) U 17 - ROWS OF 1/4" X 3 1/2" SDS SCREWS @ 24" O.C. 0 O EACH SIDE W 2 L0 W TO POST: (2) SIMP. HTS20 OR LSTA18 �O ON MASONRY: (2) SIMP. MSTAM24 U B3.5x20 (2) 1.75"x20"LVL W (D U.N.O.FASTEN LVL PLIES TOGETHER USING (4) z z ROWS OF 1/4" X 3 1/2" SDS SCREWS @ 24" O.C. <t _ z EACH SIDE _ U OU m U) U a � W �rnr-i STANDARD SEAM NOTES 06 W ° J r 1. NAIL ALL (2) 2x SYP BEAMS TOGETHER USING (3) ROWS OF 12d NAILS @ 12" Ld Z C) O o co O.C. (TYP. ONE SIDE) MIN. 2 FROM TOP AND BOTTOM OF BEAM O z z I- � z -lv)WZQ o 2. NAIL ALL 2 -PLY LVL BEAMS (MAX. 12" DEEP) TOGETHER USING (3) ROWS OF O U) p O= O U) 12d NAILS @ 6" O.C. (TYP. ONE SIDE) MIN 2" FROM TOP AND BOTTOM OF BEAM z z z F- � H z Ow<cwz0 3. VERIFY w/PLAN CORRECT LENGTH OF BEAM REQ'D. (MIN. 4" BRG. EA. END) Q U Ow 06 O <L 4. SEE PLAN FOR TOP OR BOTTOM OF BEAM INDICATIONS. Z 0 w N � cv 5. BEAMS ARE NOT TO BE DRILLED OR NOTCHED IN ANY WAY WITHOUT S w WRITTEN W J APPROVAL FROM THE E.O.R. :E F - o I- 6. SEE STRUCTURAL COVER SHEET FOR LVL SPECIFICATIONS W W F- :E U) O H 0 F - o z ® o W> el U ® _j W W W Q L) z =5 W e W a M U V) W :r LU W �eF- Z CL' Q cr) BLDG DESIGN: --- STRUCTURAL ENG: CNS DRAFTING: -DESIGN: --- -STRUCT: MR QC CHECK: MRB - JOB No. -- PSQ _2171574 NOTES SCALE: AS INDICATED CONNECTOR L DATE: 12/08/17 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 car NOTE: SEE PAGE S6 FOR NOTES AND CONNECTOR LEGEND WALL LEGEND Q H2x6 M Q = 9'-4" T.O.M. = INTERIOR/EXTERIOR H2x6 BEARING WALLS VERIFY H2x6 = 11'-4" TOP OF HGT. W/ ARCHITECTURAL W KNEEWALL PLAN U.N.O. OR LINTEL ' m a u_ O ®® z U SCHEDULE ° (PARK SQUARE) a- WALLS WITH PLASTER OR STUCCO FINISHES s WALL HEIGHT STUD & SPECIES SPACING INTERIOR ZONE SPACING END ZONE O 0 X 8'-0" 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX dz W W am E -LOco WANO Cil 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX W V) 9'-4" 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX W -:1 U a O®=�Z —------------------------- CJ3T 10'-0" 12" O.C. MAX U r \ z CJ3 1. 2x4 WALL STUDS WITHIN 5 FT OF EACH CORNER ARE CONSIDERED . TO BE WITHIN THE WALL END ZONE. SEE CHART ABOVE FOR i REQUIRED STUD SPACING. Q- 2. SEE DETAIL WF10/SD4 FOR REQUIRED WALL SHEATHING THICKNESS DRAFTING: & NAILING PATTERN. U 2.1. NOTE: CONTRACTOR TO TAKE CARE AND NOT OVER DRIVE O 0 NAILS. IF NAILS ARE OVERDRIVEN, THE ENTIRE SHEET OF v) SHEATHING IS TO BE REMOVED AND REPLACED. IF MORE THAN zz 50% OF THE SHEATHING IS OVERDRIVEN, CON -FACT EOR FOR REVIEW OF EXTERIOR STUDS 0 3. IF WALL IS FRAMED WITH 2x6 STUDS OR LARGER, STUDS ARE TO BE 0 MIN. SPF #1/#2 @ 16" O.C. U.N.O. ON FRAMING PLANS n 4. SYP #2 STUDS MAY BE SUBSTITUTED FOR SPF #1/#2 STUDS ONLY. CJ5T i 5. IF EXT. FRAME WALL ISNOT SUPPORTING PLASTER OR STUCCO FINISHES, FRAMER IS TO FOLLOW CHART ABOVE U.N.O. U i CL�z I-- w ULTIMATE WIND SPEED: 140 MPH EXPOSURE: B CJ5 STANDARD 2ND FLOOR FRAMING w NOTES, Oo N I 1. ALL EXTERIOR WALLS, LESS OPENINGS, ARE CONSIDERED SHEAR I= O WALLS. U.N.O. ATTACH SHEATHING PER NAILING SCHEDULE. p FD I w 2. AT ALL WINDOW/ DOOR OPENINGS @ 2ND FLOOR, CONTRACTOR W z FOLLOW THE DETAILS INDICATED BELOW: ~ LO C) 4 A CONNECTIONS SHOWN ARE ONLY REQUIRED WHEN CALLED OUT O i w OPENING SITTING ON WOOD BEAM- WS07/SD5 (STRAPS U z SHOWN ARE ONLY REQUIRED WHEN CALLED OUT ON PLANS OR i SHEATHING IS NOT CONTINUOUS) O 3. AT ALL CORNERS, CONTRACTOR TO FOLLOW WS09/SD5 U.N.O. U U Q A 4 ❑ W U) O a - z z A6T O z_ so W ; z ; ❑ z so SD5 i i O A4T SD5 Q W z F1 U) ! ❑ I W D3 I i fI J Q I - A3T W ❑ w z ( .I A2 A co X Al III � i Al IT Al Li III A2 co III A3 SO4 SO SD5 A4 SD5 4 A I' -- --- i I 1-1 n 5 1 rl Q A 4 CJ5 [C2 N = CJ3 �� C2 OD — -- - N _ h3 C2 Cil_ ------U ==1 =___-= maw= OMM0017= 0 C1 v H2x6 H2x6 H2x6 C1 C� L C1 C1 3 C3 CJ3 CJ3 Cil U U Cil LO LO LD H2x6 U U NOTE: SEE PAGE S6 FOR NOTES AND CONNECTOR LEGEND WALL LEGEND 0 10 1 /4"=1'-011 COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. W co "o r r CD M Q N ❑ C7 O K Z w O z C� z LU U) cj� W U co Q W a Q ❑ F- (D Q � M Q = 9'-4" T.O.M. = INTERIOR/EXTERIOR 0 O BEARING WALLS VERIFY � = 11'-4" TOP OF HGT. W/ ARCHITECTURAL W KNEEWALL PLAN U.N.O. OR LINTEL ' m a u_ O ®® z EXTERIOR. FRAME WALL SCHEDULE ° (PARK SQUARE) a- WALLS WITH PLASTER OR STUCCO FINISHES s WALL HEIGHT STUD & SPECIES SPACING INTERIOR ZONE SPACING END ZONE O 0 X 8'-0" 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX dz W W 9'-0" 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX W V) 9'-4" 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX W -:1 W a O®=�Z 10'-0" 2x4 SPF #1/#2 16" O.C. MAX 12" O.C. MAX O U EXTERIOR FRAME WALL NOTES z 1. 2x4 WALL STUDS WITHIN 5 FT OF EACH CORNER ARE CONSIDERED . TO BE WITHIN THE WALL END ZONE. SEE CHART ABOVE FOR W REQUIRED STUD SPACING. Q- 2. SEE DETAIL WF10/SD4 FOR REQUIRED WALL SHEATHING THICKNESS DRAFTING: & NAILING PATTERN. U 2.1. NOTE: CONTRACTOR TO TAKE CARE AND NOT OVER DRIVE O 0 NAILS. IF NAILS ARE OVERDRIVEN, THE ENTIRE SHEET OF v) SHEATHING IS TO BE REMOVED AND REPLACED. IF MORE THAN zz 50% OF THE SHEATHING IS OVERDRIVEN, CON -FACT EOR FOR REVIEW OF EXTERIOR STUDS 0 3. IF WALL IS FRAMED WITH 2x6 STUDS OR LARGER, STUDS ARE TO BE 0 MIN. SPF #1/#2 @ 16" O.C. U.N.O. ON FRAMING PLANS n 4. SYP #2 STUDS MAY BE SUBSTITUTED FOR SPF #1/#2 STUDS ONLY. L 5. IF EXT. FRAME WALL ISNOT SUPPORTING PLASTER OR STUCCO FINISHES, FRAMER IS TO FOLLOW CHART ABOVE U.N.O. U Q CL�z I-- w ULTIMATE WIND SPEED: 140 MPH EXPOSURE: B n ❑ STANDARD 2ND FLOOR FRAMING w NOTES, Oo N a z 1. ALL EXTERIOR WALLS, LESS OPENINGS, ARE CONSIDERED SHEAR I= O WALLS. U.N.O. ATTACH SHEATHING PER NAILING SCHEDULE. p FD I w 2. AT ALL WINDOW/ DOOR OPENINGS @ 2ND FLOOR, CONTRACTOR W z FOLLOW THE DETAILS INDICATED BELOW: ~ LO C) OPENING SITTING ON MASONRY- WS06/SD5 (STRAPS/ BASE CONNECTIONS SHOWN ARE ONLY REQUIRED WHEN CALLED OUT O ON PLANS OR SHEATHING IS NOT CONTINUOUS) w OPENING SITTING ON WOOD BEAM- WS07/SD5 (STRAPS U z SHOWN ARE ONLY REQUIRED WHEN CALLED OUT ON PLANS OR Q o SHEATHING IS NOT CONTINUOUS) O 3. AT ALL CORNERS, CONTRACTOR TO FOLLOW WS09/SD5 U.N.O. U U Q z ❑ W U) O a - z z D O z_ W z I- ❑ z Q z O Q W z U) W ❑ W U F -- U) J Q I - z W ❑ w z 0 10 1 /4"=1'-011 COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. W co "o r r CD M Q N ❑ C7 O K Z w O z C� z LU U) cj� W U co Q W a Q ❑ F- (D z z W J LL I-- LL F— W W U '8 W 1 CA r n 0LUiU) Zt E r z LE 6 zQU� 3 O�Wz�° -1cn�z�o Q O O 0 Q ❑ z ZQDu)f-z E O�L�oo �— LL N J Z O W N Q O U � M w 0 L O � a A " ©� y ' m a � w❑ rte'°.✓ {� o°b000m9m"�,�r1`���`?r,y,�� � ®® z z W J LL I-- LL F— W W U '8 W 1 CA r n 0LUiU) Zt E r z LE 6 zQU� 3 O�Wz�° -1cn�z�o Q O O 0 Q ❑ z ZQDu)f-z E O�L�oo �— LL N J Z O W N Q O U -DESIGN. --- -STRUCT: MR QC CHECK: JOB No. SCALE: DATE: MRB P S Q-2171574 AS INDICATED 12/08/17 I � M � Z ®® W 'CC X W W W U �+ W O®=�Z BLDG DESIGN: --- STRUCTURAL ENG: CNS DRAFTING: -DESIGN. --- -STRUCT: MR QC CHECK: JOB No. SCALE: DATE: MRB P S Q-2171574 AS INDICATED 12/08/17 I W Co Co Q ` N O O O — -- OF OPENING SHEATHING PER PLAN STRUCTURAL iY _ SHEATHING PER PLAN SHEATHING O PROVIDE STANDARD .. 2x6x12 P.T. CENTER H10A U.N.O. J H10A U.N.O. H10A U.N.O. u ®.°®. '�` �'. HOOK I BUCK w 4;. a, W T .4., 41 ....,° 1/2" J -BOLT w/ 5-1/2'. f- _ LL - — - - - EMBED.CENTERED .fir's" '' a°•`.,, •.. • FRAME OUT TO BLOCK �O 2x6 P.T. NAILER EDGE AS REQ'D FRA EE OUT TO BLOCK O FRAME OUT TO BLOCK EDG 4 '; (1) #5 IN TIE BEAM ATTACHED w/ (1) 1/4"x EDGE AS REQ'D 2-3/4" TAPCONS @ 24" (1) #5 BAR IN PRECAST O.C. AMX. & 4" FROM 1/2" J -BOLT O 0 •�• LINTEL ENDS x (2) 2x TOP PLATE q 4 , 4 OR EPDXY ANCHOR @ !�•: , :•,�;,; , �j,-; (2) #5's VERTICAL IN GARAGE WALL 2 2x PLATE 32" O.C. & 6" FROM �'-- (2) 2x #2 SYP SEE PLAN i z j' GROUT FILLED CELL BEYOND I (2) 2x TOP PLATE O (2) 2x #2 SYP SEE PLAN �„ FOR BEAM SIZE (ONLY = p w , / FOR BEAM SIZE EACH END W/ 2 x 2 x a IF OPENING PROVIDED cn SQUARE WASHER I PER PLAN) Z w �I;•: ;° rt z 2x6 P.T. BUCK EACH MIN. 2x4 SPF #2 KNEE I MIN. 2x4 SPF #2 KNEE W/MIN. 7" EMBED. "I� ' A _ I �'- MIN. 2x4 SPF #2 KNEE Q �_ z °� �I • ; ENTIRE COLUMN TO m SIDE OF OPENING WALL WITH STUDS @ WALL WITH STUDS @ BE GROUT FILLED w 16" O.C. W/ I 16" O.C. W/ 2x PT BOTTOM-- '- WALL w/ STUDS @ 16" = F-- z (5) 1/2" DIA. J -BOLT W/ (2) 2x #2 SYP SEE PLAN F- U.N.O. STRUCTURAL STRUCTURAL I PLATE O.C.w/ STRUCTURAL Q- W 5-1/2" EMBED. AT EA. FOR BEAM SIZE w SHEATHING ON BOTH I I SHEATHING FROM F w (1) #5 VERTICAL IN DOOR BRACKET, EA. SHEATHING ON BOTH SIDES FROM TOP OF PRECAST LINTEL OR �. TOP OF WALL TO w U c� ��a' "`,��,.•. GROUT FILLED CELL (IF Q SIDE OF DOOR. SIDES FROM TOP OF I BOTTOM OF WALL. J � m REQ'D PER PLAN) J � O WALL TO BOTTOM OF _ BUILDER FRAME WALL TO BOTTOM OF KNOCK OUT COURSE PROVIDE 2'x2" I • - ATTACHED PER W m > WASHER W/ EA. BEAM. ATTACHED PER RADIUS AS REQ'D BEAM. ATTACHED PER - I _ p C9 �_ . NAILING SCHEDULE • � p NAILING SCHEDULE NAILING SCHEDULE NOTE: SEE MD08 ON m ANCHOR. (1st BOLT TO OTHERWISE SP2 CLIPS _ OTHERWISE SP2 CLIPS ,.. �I LINTEL PLAN FOR Q BE 8" MAX. ABV. CURB AT TOP AND SPI CLIPS Imo-- BUILDER FRAME MASONRY WALL - AT TOP AND SP1 CLIPS z W N ADDIT'L REBAR INFO REST EQ. SPACED - • - AT BASE ARE REQ'D `� (� AT BASE ARE RADIUS AS REQ'D -24" O.C.) REQUIREDLit hw-Uj fiDO�VERTICAL REINFORCEMENT DETAIL fiDO GARAGE BUCK DETAIL FO KNEEWALL AT DOWNSET BEAM FO KNEEWALL AT UPSET BEAM fiFO�KNEEWALL OVER MASONRY WALL =�i�j°°'',� 1/2"=11-0""=V-0" 3/4"-1'-0" 3/4"-1'-0" 3/4"=1'-0" o-- r® 4r' a, U_ X.. �0 O yo, o om J rJ z cA 9z z A3 r cr®� a= CU v� fidON < PRE ENG.TRUSS PER�ddd99iiii� M PLAN, 24" O.C. MAX ` ROOFING MATERIAL PER ARCHS (2) 2x TOP PLATE W/ U Q P.T. BUCK FASTENER SCHEDULE SIZE TAPCONS SPACING # ROWS 1x4 3/16" x 2 1/4" (3) 12d END NAILS TO LAST STUD 1 SEE FRAMING PLAN 3/16" x 2 1/4" NOTE: THIS DETAIL APPLIES TO THE 1x8 3/16" x 2 1/4" 12" O.C. 2 FOR CONNECTION 2x4 FOLLOWING CONDITIONS: 12" O.C. a - 3/16" x 3 1/4" PRE -CAST LINTEL PER INFO 2x8 3/16" x 3 1/4" 12" O.C. 2 TYPICAL TIE BEAM w/ 3000 PLAN 14V,.. SEE ELEVATION _ (1) EXTERIOR FRAME WALL TO CMU �•� psi CONC. w/(1) #5 REBAR CONT. = TOP OF MASONRY (2) INTERIOR FRAME SHEAR WALL TO CMU _ (3) INTERIOR LOAD BEARING FRAME WALL TO STD HOOK OPENING SEE ARCH PLANS FOR CMU WALL a' 2x PT STUD OR ALTERNATE 1x PT BY WATERPROBUILDER/ OVERHANG INFO FURRING TO CMU W/ 2x FRAMING PER OTHERS 4 .':,: ���� PLAN — — WINDOW/DOOR P.T. BUCK FASTENER SCHEDULE SIZE TAPCONS SPACING # ROWS 1x4 3/16" x 2 1/4" 12" O.C. 1 1x6 3/16" x 2 1/4" " 1x8 3/16" x 2 1/4" 12" O.C. 2 2x4 3/16" x 3 1/4" 12" O.C. 1 2x6 3/16" x 3 1/4" " 2x8 3/16" x 3 1/4" 12" O.C. 2 � z F w U) O U) Q w co O� LL O r - O N Zi U 0 01 1 - ----" OPENING SIZE AND JO LU RE, ELEV. TYPICAL FILLED CELL w/ 3000 LOCATION PER PLAN NOTES: w FOR O.H. REFER TO PLAN FOR ADDITIONAL psi CONC. w/(1) #5 REBAR VERT. (TYP). 1. 2x SYP #2 P.T. BUCKS/NAILERS MAY EXTEND BEYOND INT. FACE OF I_ LO VERIFY w/ PLAN FOR REQ'D WINDOW/DOOR. FASTEN BUCK TO MASONRY PER FASTENER SCHEDULE T w TYP, SINGLE TIE -BEAM WALL FRAMING INFORMATION — 4" FROM ENDS AND 16" O.C. MAX. TAPCONS TO BE 1 1/2" MIN. FROM EDGE � p W/ (1) #5 CONT. LOCATIONS GROUT SOLID MASONRY WALL PER OF BUCK. BLOCKING AS SPECIFIED PLAN (TYP). 2. BUCKS LESS THAN 2x SYP #2 TO BE FASTENED W/CUT NAILS OR U O Z IN BEARING WALL SCHEDULE EQUIVALENT, STRUCTURAL CONNECTION OF WINDOW/DOOR TO0 z - W - P.T. BUCKS PER STRUCTURE BY OTHERS IN THIS CASE. Q _jCMU WALL AS REQ'D PER PLAN SCHEDULE 3. ADDITIONAL 2x SYP #2 P.T. WOOD BUCK MATERIAL MAY BE ADDED TO On- � U r o Q J -BOLTS OR 2" THREADED ROD, I" EXISTING 2x BUCKED OPENING USE (3) ROWS OF 10d x 3 NAILS Ur� rn o W J � WINDOW PER > 6" FROM EA. END OF WALL , WALL STAGGERED @ 12" O.C. AND 6" FROM ENDS @ EACH SUCCESSIVE BUCK. Q �./) Lu O c� i Eo FLOOR PLAN OPENINGS & AT 32"o.c. MAX. 6" MIN. (4) EQ. SPACED 2" TITEN HD ANCHORS w/ ( — MAX. 2 PLIES OVER INITIAL P.T. BUCK. z oZ$ w cn J v EMBED.) w/ 2"x2" SQ. WASHERS a MIN. 1 q"" EMBEDMENT FOR HOLLOW 4. MIXING OF 1x AND 2X BUCKS SHALL BE PERMITTED FOR THE SAME -" - �z �°� BLOCK OR 3 1/2" EMBEDMENT FOR SOLID p U' `t O Uj c NOTE: 2Z' MASONRY NAILS OPENING IF WINDOW/DOOR MANUFACTURER AND PLAN REQUIREMENTS w U I= o BLOCK. MAX. 6" FROM TOP AND BOTTOM _Z C� 00 (HAND OR POWER DRIVEN) I` FASTENING ARE MET. O w z C° PRECAST CONC. OR OR 1/4" TAPCON W/ MIN. 2" EMBEDMENT 6" ( ) O F" U) POWERS STEEL SILL @ 16"o,c. MAY BE USED I.L.O. 5. MAINTAIN MAXIMUM `L FASTENER EMBEDMENT INTO HOLLOW OR SOLID 0- �--I (D W z o 0 FROM TOP AND BOTTOM AND 12" O.C. GROUTED CMU. �_ W ¢ a TYP. @ ALL WINDOWS J -BOLTS FOR WALLS THAT DO BETWEEN WEEN 6. WINDOW OR DOOR INSTALLATION BY OTHERS C9 z Q � � 1- z �. NOT CARRY UPLIFT :a fn Q z� w w c z O ¢wzp E 'a- EXT FINISH PER PLAN fiDO�BEARING/ SHEARWALL CONNECTION TO CMU PT BASE PLATE DO 2x BUCK DETAIL Q v o � ° a - 3/4"=1'-0" 1/2"=1'-0" Q Z o W N z L� O U N MAIN FLOOR w W �J � ELEV 0'-0" J _ Z I— CONC, SLAB - SEE FOUNDATION VERT REINF. BEYOND z _ ¢ F_ W PLAN FOR MORE INFO � � �_= = W SEE FOUNDATION —� I��I I ~ _ DETAILS FOR FTG INFO MASONRY WALL PER PRE-ENGINEERED 12 -__ 3:U) PLAN TRUSSES PER PLAN @ (TYP) SEE ELEV. SEE ROOF SHEATHING, O 24" O. C. MAX. DOUBLE 2x TOP PLATE PLAN NAIL PER PLAN 0 (2) 2x BUILT-UP COL. H10A U.N.O. DOUBLE TOP PLATE z M SO TYPICAL ONE STORY CMU WALL SECTION IF REQ'D PROVIDE SIMPSON SP4 OR SP2 2x BLOCKING W/ (2) O Q �-- CLOSURE WALL w/ (2) 2x TOP PLATE 3/4"=1'-0" SINGLE TOP AND BASE @ EACH STUD 12d NAILS @ EACH END 0 PLATE w/ (2) 16d NAILS EXT. SHEATHING ��y TO TRUSS. STUDS @ PRE-ENGINEERED SIMPSON LSTA30 W/ w lb Ill! 11 EXT. BEAM PER PLAN PT POST PER PLAN ATTACHED PER NAILING SCHEDULE II 24" O.C. &EXT. ROOF TRUSS -SEE (22) 10d NAILS (ALL z > SHEATHING INSTALLED FRAMING PLAN FOR CORNER CONDITIONS I- LAP BEAM PLYS AND FROM TOP OF I I PER NAILING PATTERN SPACING EXTERIOR SHEATHING STRAP AROUND 0- ® W WNAIL AS SHOWN 5) 10d KNEEWALL TO BOTTOM I w NAILS PER PLY ( OR SP2 CLIPS AT TOP �r SEE PLAN FOR NAIL PER PLAN TALLER STUD) � _ � � Ll1 � EXT. BEAM PER PLAN AND SPI CLIPS AT CONNECTION U) W Q J BASE ARE REQ'D. 2x BRG WALL, SEE Q Q U CL PLAN FOR CLIP FROM 2x BLOCKING CRICKET AS REQUIRED FOR STUD SIZE & z POST TO BEAM SPACING, MIN (2) 2xSEE FLOOR PLAN FOR w I- - Cy PLAN VIEW @TOP OF POST MIN 2x4 STUDS @ 16" UNDER GIRDER TRUSS MORE BRG. WALL INFO U (/) O/C MAIN SPAN ROOF U.N.O. w W PT POST PER PLAN TRUSS 2x P.T. PLATE 2x BLOCKING _ 0 00 ABU POST BASE PER 1/2 x 8 J -BOLT OR EPDXY PLAN ANCHOR @ 32" O.C. & 6" d - SIMPSON LSTA24 EACH (2) 2x TOP PLATE 101- ATTACH 2x TO BLDG DESIGN: --- 5/8" THREADED ROD w/ FROM EA. END W/ _ STUD NUT SET IN ADHESIVE WASHER, CENTER ON o META16 U.N.O. 2x BRG WALL, SEE PRE -ENG, ROOF BUILT-UP W/ (2) STRUCTURAL ENG: CNS BASE PLATE4 PLAN FOR STUD SIZE & II SPACING. MIN 2 2x \� TRUSS PER PLAN ROWS OF 10d NAILS DRAFTING: ° ° ¢ I d a SEE FOUNDATION TOP KNOCK OUT O STAGGERED @ 8" O.C. -DESIGN: �. • II / UNDER GIRDER TRUSS SEE PLAN FOR STRUCi: MR as . , , u •• �• • •'i PLAN FOR ADDITIONAL COURSE W/ 1) #5 _ _ PER U.N.O. FZB �E_ J INFO CONT. PLAN CONNECTION QC CHECK: M SIDE VIEW @BASE OF POST F1 KNEEWALL ABOVE MASONRY WALL fi F1 SECTION @ DOUBLE BEARING #Fl STEP @ BEARING FRAME WALL JOB No. PSQ-2171574 1-011 SCALE: AS INDICATED 3/4"=1'-0" DATE: 12/08/17 (CD�01 CORNER COLUMN FRAMING 3/4"=1'-0" SD1 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. : : : : SIMPSON A35 CLIPS @ 24" O.C. SIMPSON LSTA18 @ 48" O.C. AND AT ENDS SHEATHING NOT REQ'D TO BE CONT. @ THE (2) 10d NAIL (2) 10d NAILS H TRANSITION FROM @ EA. BOT" @ EA. BOTTOM \ 4'-8" < H c T-0" BEAM TO GABLE CHORD CHORD 9'-4"< H64'-0" TRUSS 14-0' < H_184 STRONGBACK W/ (2) 2x4 BRACE LOCATIONS CARRYING BEAM PER PLAN 2x4 BLOCK; 2x4 BLOCKS. ----/REFER CABINETS OR HEAVY SHELVING. TO REFER TO GE02 SIMPSON H10A F - SIMPSON I DIAGONAL TO BEAM DIAGONAL PLATE BEAM CONNECTION SIMPSON A35 CLIPS @ 24" O.C. SIMPSON LSTA18 @ 48" O.C, AND AT ENDS SHEATHING NOT REQ'D TO BE CONT. @ THE TRANSITION FROM WALL TO GABLE TRUSS DOUBLE 2x TOP PLATE FASTEN SIDE WALL SHEATHING PER PLAN. EXT. SHEATHING; ATTACH PER PLAN FRAME WALL CONNECTION CONTRACTOR TO FIELD VERIFY WHICH CONDITION IS REQUIRED. CONTACT EOR NAIL GABLE END FOR ADDITIONAL INFO AS REQ'D BOTTOM CHORD TO PLATE USING 10d NAILS SIMPSON A23 @ EACH A35 DIAGONAL TO AT 12" O.C. BRACE TO PLATE TRUSS BOT. CHORD 3 1/4" HOLD 1/2" J -BOLTS w/ PT 2x8 PLT., CANT. FOR WASHERS (MIN. 6" 2x4 BLOCKS. CLG. NAILING SURFACE EMBED) MIN. 6 FROM REFER TO GE02 EACH END AND 32" O.C. i w (2) 10d NAILS @ EA. MAX. (2) 10d NAILS @ EA. -� W BOTTOM CHORD c� BOTTOM CHORD U � J J u�] 2x4 SYP #2 BRACING @ 24" O.G. FOR FALSE BM ATTACHMENT w/ T 2x4 BLOCKS. _ ❑ (3) 10d TOENAILS EA. END REFER TO GE02 02x TOP PLATE TO GABLE END W/ L PROVIDE 16d NAILS �' T--SIMPSON A35 CLIPS @ 16d NAILS @ 6" O.C. GABLE END TRUSS TO _ 24" O.C. FRAMING FOR FALSE BEAM, IF REQ'D PLT.@12" O.C. MAX. TIE BEAM COURSE w/ (1) w/ (3) 10d NAILS @ EA. TRUSS BRACE #5 CONT. 2x4 STUDS @ 24" O.C. w/ SINGLE CMU WALL OR LINTEL FALSE BM PER PLAN BELOW BASE &TOP PLATE w/ PLYWOOD IF REQ'D SHEATHING COVERING CMU WALL CONNECTION CLEAR SPAN CONNECTION ***NOTE: REFER TO DETAIL GE02 THIS PAGE FOR GABLE BRACING*** (GE�01 GABLE END @ FLAT CEILING CONNECTIONS 3/4"=1'-0" 2x8 RIDGE BOARD 2x6 COLLAR TIE HALF WAY UP HEIGHT OF VALLEY. FASTEN w/ (5) 10d COMMON NAILS @ EACH END (TYP.) 2x6 RAFTER TO 2x8 RIDGE BOARD W/A35 ON (1) SIDE OF RAFTER & A35 ON ADJ RAFTER TO OPP SIDE (AS SHOWN) 2x6's @ 24" O.C. MAX. FASTEN SYP OR SPF 2x6 (MIN.) PLATE THRU SHEATHING PER PLAN W/ 1/4"x4-1/2" SIMPSON SDS SCREWS TO TOP CHORD OF EACH TRUSS BELOW FASTEN CONY. 2x VALLEY RAFTER FRAMING (OR PRE -ENG VALLEY TRUSSES) TO 2x PLATE WITH SIMPSON MTS12 OR LSTA12 & (5) 8d NAILS @ EA. RAFTER TO PLT. NOTE: ALL GABLE BRACING IS TO BE SYP#2 OR BETTER (5) 16d NAILS BRACE - TO BLOCKING II (4) 16d NAILS BRACE TO BLOCKING 2x4 SYP#2 BLOCKING @ EA. BAY ADJACENT TO EA. DIAL, AS SHOWN. (4) BAYS MIN. (2) 10d NAILS @ EA. BOTTOM CHORD WHERE O.H. IS > V-0", DROP GABLES w/ OUTLOOKERS @ 24" O.C. V-0" MAX PLYOOD CANT. O.H. 2x4 BLOCKS, (2)16d NAILS @ EA. END. BLOCK ADJ.TO RUN BACK TO 1 ST COMMON SEE ELEV. FOR BAYS @ EA. DIAL. AS SHOWN. FASTEN ROOF TRUSS WITH (3) 12d TOENAILS. O.H. SIZE SHEATHING TO BLOCKS W/ 8d NAILS @ 6 O.C. CONNECT TO DROP GABLE WITH (4) BAYS MIN. AND (1) BAY AFTER BRACE IS REQ'D CO—\H2.5 CLIP. MAX 2'-0" O.H. 'I L _,}+_.-.-- '!�CONT. 2x4 PROVIDE 2x4 BRACE - TO EA. ADJ. DIAL. FASTEN TO DIAL. w/(2) 16d NAILS. I I zz GABLE BRACING @ 48" O.C. NOT REG'D 6' FROM EAVES GABLE BRACING CHART H GABLE BRACING +) UP TO 4'-8" NO BRACE REQUIRED 4'-8" < H c T-0" (1) 2x4 BRACE 7'-0" < H G 9'4" (2) 2x4 BRACE (SEE SECTION A -A) 9'-4"< H64'-0" STRONGBACK W/ (1) 2x4 BRACE 14-0' < H_184 STRONGBACK W/ (2) 2x4 BRACE 2x4 BRACE IF REQ'D SEE GABLE CONNECTION DETAIL FOR REQ'D CONNECTIONS 2x4 ATTACHED TO EA. - GABLE 2x4 BRACE WITH (2) 10d NAILS SEE CHART. 10d COMMON NAILS (1) A23 FROM @ 6" O.C. STRONGBACK TO DIAGONAL GABLE VERTICAL 2ND 2x4 BRACE IF REQ'D, SEE CHART A -A GABLE VERTICAL BRACING 2x6 (GEO GABLE END BRACING 3/4"=1'-0" 2x4 SYP #2 BLOCKING @ 48" O.C. MAX. W/ (3) 10d COMMON NAILS @ 8" O.C. 12d TOE -NAILS @ EA. ROOF SHEATHING PER END. REDUCE PLAN ATT/LE TYP. NON -LOAD SPACING TO 24" O.C. ��� r-�— NAILING SBEARING WALL PER @ WALLS CARRYING � �PLAN. STUDS @ 24" LOADS SUCH H _ O.C. MAX. STUD BE CABINETS OR HEAVY SPACING TO W SHELVING REDUCED DOWN TO -'�' __-- 16" O.C. MAX. @ SIMPSON DTC @EACHrT���—__LOCATIONS CARRYING HORIZONTAL BLOCK LOADS SUCH AS LOCATION. ATTACH W/ ------ -^CABINETS OR HEAVY (6) 8d NAILS (MAX, a"SHELVING. VERTICAL GAP BETWEEN 12" LONG` - HOLD TOP OF rte---= BLOCK &TRUSS- .._ NON -LOAD BEARING BOTTOM CHORD/ WALL DOWN 1-2' TRUSS BLOCKING.)-- -_ BELOW BOTTOM OF 2x BLOCKING x 12" TRUSS BOTTOM LONG @HORIZONTAL Y�= CHORD. BLOCKING LOCATION FOR CLIP ATTACHMENT. ATTACH- TO WALL SINGLE TOP PLATE W / MIN. (4) 8d NAILS. SINGLE 2x TOP PLATE PARALLEL TRUSS F2 NON-BEARING WALL 1/2"=11-01. 2x4 DIAGONAL BRACE @ 48" O.C. w/ 3RD BAY REQ'D w/ STRONGBACK, SEE CHART --GABLE BRACING (+) SEE CHART STRONGBACK IF REQ'D PER CHART z AF__ A GABLE END SHEATHING FASTEN PER PLAN, 0 0 TRUSSES AT 24" U. SIMPSON DTC @ 48" O.C. ATTACH W/ (6) F NAILS (MAX. -' VERTICAL GAP BETWEEN 12" LONG BLOCK & TRUSS BOTTOM CHORD/ TRUSS BLOCKING.) REDUCE DTC SPACII TO 24" O.C. FOR WALLS CARRYING LOADS SUCH AS CABINETS OR HEAV SHELVING 2x BLOCKING x 12" LONG @ TRUSS LOCATION FOR CLIF ATTACHMENT, @ 41 O.C. ATTACH TO WP SINGLE TOP PLATE MIN. (4) 8d NAILS. SINGLE 2x TOP PLAT rCKrtINU1L ULHK I KUJJ rtr� ncHur_m 1 nciv ATTACH ADDIT'L KINGS AS REQ'D. SEE SCHED. FOR NUMBER OF KING AND JACK STUDS REQ'D. � TYPICAL HEADER DETAIL LEDGER @ LOW ROOF 2x #2 SPF CRIPPLES AT 16" O.C. W/ SP4 AT TOP AND SP1 AT BASE p E O LL _ W LSTA30 HEADER TO F - STUDS U.N.O. LL O (2) ROWS 12d NAILS z STAGGERED @ 12" O O.C. EA. FACE OR (3) ROWS 12d NAILS p STAGGERED @ 12" O.C. FOR 2X10 OR GREATER HEADER LU I- O J Q T_ F- 2X STUDS TYP. w ii ATTACH JAMB STUDS 2 PER WF08/SD3 O U BASE PLATE TO BE z ATTACHED TO FTG USING 1/2" O J -BOLTS OR EPDXY ANCHOR @ 6" FROM EA. END OFCL F BASE PLATE & WALL OPENINGS & 32" O.C. U W/ 7" MIN EMBED. & 2" LL WASHER. AT SLAB O STEP DOWNS, EMBED. z MUST BE 7" BELOW O_ STEP P.T BASE PLATE O a Uj SP4 @ BASE OF EA. Q STUD U.N.O. SEE BEARING WALL W w SCHEDULE FOR U) p MORE INFO. ❑ Q LL cn , O 0- 1/2"=1 F- z O U 1- ROOF SHEATHING, J Lij FASTEN PER PLAN L LC _ L, P Cl L W r U� � C Q 2x4 #2 SYP CONT. w/ (2) ❑ __ 16d COMMON NAILS O EA. STUD OR TRUSS U MEMBER, TYP. (MAX. Q 24" O.C.), IF MASONRY, z USE (2) 1/4" TAPC0NS ❑ w/ MIN. 2" EMBED. @ U 24" O.C. O 2 TRUSS PER PLAN z O WOOD/MASONRY ❑ Z WALL OR TRUSS, SEE PLAN (TRUSS SHOWN) W _ F-- 1-1/2"=1'-0" Q O F- W z 0 U) W U) W TYP. NON -LOAD t� BEARING WALL PER F - PLAN. STUDS @ 24" U O.C. MAX. STUD SPACING TO BE REDUCED DOWN TO 0 O 16" O.C. MAX. @ LOCATIONS CARRYING z LOADS SUCH AS W ❑ CABINETS OR HEAVY SHELVING. W a 2 F - HOLD TOP OF NON -LOAD BEARING WALL DOWN 1-2' BELOW BOTTOM OF TRUSS BOTTOM CHORD. COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. W Go 0 0 O r N CD a z O W LU O z O a z �- CL U U) LU c5 W C) I C7 W < N [l' �LXa11 r- Yo LU z UJZ LIJ_ dw s O® fir i" �c6� .w`b CJ < 000 w ❑ O Z /) U) (5 o O W E a U) _j 6) (D<00 � c ZOF--❑Ooo (fl z )0 W <OOILb civ ❑ T z F- FF—. LL1 LLJ o ZQZU)1- z E o ULuz ,QLL OO �-- LL ~ N -~-1 LL ODL11N`-� U W __-I F— W I-- W T_ W Z ®_ LW Q L1J o0 .� LWI.I W W < � � ni =5 LLI O cnW3 W OZ 110 BLDG DESIGN: --- STRUCTURAL ENG: CNS DRAFTING -DESIGN: --- -STRUCT: MR QC CHECK: MRB JOB No. PSQ-2171574 SCALE: AS INDICATED DATE: 12/08/17 S wuw` 2 f 2x4 BLOCKS, (2) 16d NAILS @ EA. END. BLOCK ADJ. BAYS Cc EA.DIAG. AS SHOWP FASTEN ROOF SHEATHING TO BLOCKS w/8d NAILS @ 6" O.C. (5) 16d NAILS BRACE TO BLOCKING PROVIDE 2x4 BRACE TO EA. ADJ. DIAD. FASTEN TO DIAG.w/ 16d NAILS. -`THING PER PLAN .E O.H. IS;, V-0", END GABLE w/ JOKERS @ 24" O RUN BACK TO DMMON TRUSS (3) 12d TOENAILS. ECT TO DROP WITH H2.5 CLIP. -0" O.H. 2x4 24" O.C. END HING FASTEN LAN E AS REQ'D ;ON H10A DIAL. OCKING GABLE BRACING @ 48" — �— PROVIDE 2x BLOCKING O.C. MAX. 45° FROM FOR NAILING HORIZONTAL (+/- 100) BRACE NOT REQUIRED 6' FROM EAVES. TRUSS PER PLAN SUPPORTSEE D AND TIE DOWN OF JACK TRUSSES PROVIDE BLOCKING BETWEEN TRUSS BAYS @ 48" O.C. FOR FIRST 3 BAYS SEE GABLE WALL PER PLAN CONNECTION DETAIL (FRAME WALL SHOWN; FOR REQ'D MAY ALSO BE CONNECTIONS MASONRY) ***NOTE: GABLES SPANNING LESS THAN 8' DO NOT REQUIRE BRACING*** GABLE END @ FLAT CEILING w/ BOSTON HIP 3/4"=1'-0" O� SC, 01, SC, ROOF SHEATHING, 2x<F�Z q/1) TO ROOF SHEATHING, /2k� ��t'<QTO FASTEN PER PLAN NGT N FASTEN PER PLAN. FNGT T� op 6�T op O,c/ Oy 2x4 FRAMING @ 24" 2x4 FRAMING @ 24" O.C. MAX. 2x SCAB w/ 10d NAILS O.C. MAX. PROVIDE (4) 10d x 3" @ 4" O.C. PROVIDE (4)10d x3" NAILS AT JOINT PER -ENG TRUSSES - = NAILS AT JOINT -{ PER PLAN 2x SCAB w/ 10d NAILS = c �• . @4 O.C. TRUSS CONNECTION - ! PER -ENG TRUSSES • PER PLAN - 2x6 SUB FASCIA PER PLAN 2x6 SUB FASCIA CMU WALL PER PLAN (2) 8d TOE NAILS TO TRUSS CONNECTION (2) 8d TOE NAILS LEDGER PER PLAN TO LEDGER 2x4 PT LEDGER W/ 1/4" x4" TAPCONS @ 12" 2x4 LEDGER W/ (2) 16d 2x FRAME WALL PER ,� NAILS @ 16" O.C. O.C. PLAN nSEEELEV. FORSEE ELEV. FOR ZE O.H. SIZE CONDITION @ CMU WALL CONDITION @ FRAME WALL TYPICAL SCAB OVERHANG 3/4"=1'-0" PRECAST LINTEL PER PLAN MASONRY WALL SEE PLAN 2x8 W/ (2) 16d TOE NAILS EA. END 2x SPF CONT. BLOCKING ATTACH TO 7/16" OSB W/ (2) 8d NAI LS 7/16" OSB EA. SIDE, W/ 6d NAILS @ 16" O.C. TO SIDE & TOP NAILER 2x BUCK PER MD04 THIS SHEET NOTE: CUT BACK 2x8 P.T. @ TOP TO ALLOW CONT. 2x4 BLOCKING. AROUND CURVE. MIN. 2 TAPCON ANCHORS PER 2x8 ARCH WINDOW FRAMING DETAILS 3/4"=1'-0" LINTEL (SEE PLAN) 7/16" O.S.B. EA. SIDI 2x BLK'G. TO O.S.B. ,gkARCH PER ELEV (2) - 8d EACH END END VIEW w/ CMU �- — HEADER (SEE PLAP NOTES: 1) ADJACENT NAILS ARE DRIVEN FROM OPPOSITE SIDES OF THE COLUMN 2) ALL NAILS PENETRATE AT LEAST 3/4" OF THE THICKNESS OF THE LAST LAMINATION 3) 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" 1" EDGE 1 1/2" EDGE 10d x 3 COMMON ❑ 2 1/2" nz z ❑ W W 1 1/2" w I t zN � N N N 10d x 3" COMMON OPP. O SIDEIL z U a co co (2) 2x4's (2) 2x6's TYPICAL BUILT-UP STUD COLUMN DETAIL 7/16" O.S.B. EA. SIDI ARCH PER ELEV 2x BLK'G. TO O.S.B. (2) - 8d EACH END END VIEW w/ WOOD 1-1/2"=1'-0" F01 DORMER FRAMING DETAIL N 10d x 3" COMM( 10d x 3" COMM( OPP. SIDE (2) 2x8's (2) 2x COLUMN 2 1/2" EDGE 0 z Q 0- 00 SP4 DOUBLE TOP PLATE rO EACH CRIPPLE STUD rni 1,rc11nr- 2x4's z W v EDGE DISTANCE PER INSIDE PLY NAILS NAILED AT 8" O/C STAGGERED. OUTSIDE NAILS NAILED AT 8" O/C. OUTSIDE 2x's (3+) 2x COLUMN O2x STUDS @ 16" O.C. FOR KNEE WALL 00 @ 32" O.C. STUD TO PRE -ENG TRUSS, SLIT OLSTA18 ROOF SHEATHING FOR STRAP OCONT. ROOF SHEATHING NAIL PER PLAN OTO PROVIDE 2x4 BLOCKING w/(2)16d NAILS EACH END TOP CHORDS OF TRUSSES BELOW WHEN MRB BOTTOM PLATE DOES NOT LINE UP ABOVE TRUSS n_ m 9dy 1 ji '°dam BELOW AND CONNECT w/ HTS20 @ 32" O.C. \ S E O PRE-ENGINEERED ROOF TRUSS PER PLAN BELOW O2x PLATES OVER ROOF DECK PER VALLEY AS INDICATED FRAMING DETAIL ODOUBLE TOP PLATE OSIMPSON H3, H4, OR H5 @ EA. END OF TRUSS OR RAFTER y TRUSS PER PLAN OR CONV. FRAMING w/ OCOMMON STRUCTURAL SHEATHING PER PLAN AND ROOF FINISH PER ARCHSFIN ROOF TRUSSES PER PLAN OR CURVED OCURVED RAFTERS w/ (2) LAYERS 3/4" CDX SHEATHING Q NAILED @ 6" O.C. STAGGERED NOTE: SEE ARCH ELEVATION FOR FRONT WINDOW OPENING IF REQ'D NOTE: ROOF SHEATHING MUST BE APPLIED AND FASTENED TO BASE TRUSS PER PLANS BEFORE DORMER FRAMING IS INSTALLED. 2) ROWS 12d NAILS STAGGERED @ 12: O.0 =A. FACE OR (3) ROWS 12d NAILS STAGGERED D_ 12" O.C. FOR 2X10 )R GREATER HEADER 3) 16d COMMON JAILS (TYP.) 1x4 SPF CONT. 3LOCKING ATTACH TO '/16" OSB W/ (2) 8d BAILS '/16" OSB EACH SIDE, (V/ 6d NAILS @ 16" O.C. -O SIDE & TOP NAILER '.x BUCKS, 10dx3" 10d x 3" OPP. SIDE INCE PER 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. DRAFTING: W 00 00 W✓zl MR t' 01) QC CHECK: MRB n_ m 9dy 1 ji '°dam JOB No 0- o a 00 AS INDICATED O w 4- o g r oW �.. 3 �� —Z (l y cY3 CV a1 _� Q lJ Vy" a a �',•�, O U Q W ❑ ❑ O O U) p D cA QW IY E- W -- - -- - -- — — — O Q O U 1- 0_0 _jW W� F- LO =W H ❑ W WO U z W z C7 � o Q LU 0 z � cn F- r o 06WFzU)L rn ❑ 0 LD q � L_ z04WU� ~ F- I� W (nNfw� c o D 0 0 0� z ® ❑ I- ¢~o <W 0 Z 0 LL 0 -F u_ z o a- ❑ �/ Z0 O C) W ~ ~ Z U) i- L~LI = W z T O O F- IJ W � � M co W Z 0 ❑ ®IM W11 U ® W W � W Cl) O J Q Q V 0- Z 1 01-1 o F-- Cy Q 0 cn LUZ 0- CO _ CK Q W CL BLDG DESIGN: - - STRUc-rURAL ENG: CNS z COO _j z Q z _0 C7 Q - w U) U) c W (�j co cD W O p E (D U - ❑ > z W N (6 DRAFTING: -DESIGN: --- W✓zl MR t' 01) QC CHECK: MRB n_ m 9dy 1 ji '°dam JOB No c4 CCS a 00 AS INDICATED O w 4- o g r oW �.. 3 �� —Z (l y J m �\ Y" D 1 aa. a1 _� lJ Vy" a a �',•�, O U Q W Z U) p D cA QW IY W O c z N 0— �z Q O U 1- 0_0 _jW W� F- LO =W H ❑ O WO U z ❑ J z C7 � o Q LU 0 z � cn F- r o 06WFzU)L rn ❑ 0 LD q � L_ z04WU� ~ O I� W (nNfw� c o D 0 0 0� z ® ❑ I- ¢~o <W 0 Z 0 LL 0 -F Oa 0 z o a- ❑ �/ Z0 C) W ~ ~ Z ❑ i- L~LI = W F-- T O F- IJ W � � M W Z 0 ❑ ®IM W11 U ® W W � W Cl) J Q Q V 0- Z 1 o F-- Cy Q 0 cn LUZ CO _ CK Q W CL BLDG DESIGN: - - STRUc-rURAL ENG: CNS DRAFTING: -DESIGN: --- -STRUCT: MR QC CHECK: MRB JOB No PSQ-2171574 SCALE: AS INDICATED DATE: 12/08/17 TRUSS PER PLAN MASONRY WALL Of LINTEL SEE PLAN STD CONDITION @ CMU 2x4 #2 SYP P.T. BLOCKING @ 24" O.C. W/ (2) 12d END NAILS @ EACH END TRUSS PER PLAN rRUSS PER PLAN DTC CLIP, (2) 8d NAILS INTO BLOCKING, (2) 3/16" x 2 3/4" TAPCONS IN CMU. OR SIMPSON META16 @ 24" O.C. - — DTC CLIP, (2) 8d NAILS = - LAY 2x4 BLOCKING @ INTO BLOCKING, (2) - _ 24" O.C, OVER THE 3/16" x 2 3/4" TAPCONS LINTEL PER PLAN _ - TOP OF THE BOTTOM IN CMU. OR SIMPSON _ CHORD. ATTACH W/ (2) META16 = - 10d NAILS @ EACH TRUSS @ 24" O.C. BEARING CONDITION @ CMU WALL SIMPSON DTC, (2) 8d 2x4 BLOCKING (2) 12d NAILS INTO BLOCKING, NAILS, TOENAILED @ TRUSS PER PLAN _ (4) 8d NAILS TO TOP EACH END.AT 24" O.C. 10d NAILS @ 8" O.C. (FOLLOW 2x12 w/ 10d X 3" NAILS NAILING REQUIREMENTS THIS PLATE DETAIL FOR ALL TOP PLATE WALL TO PRECAST SPLICE LOCATIONS) / LINTEL w/ (2)ROWS OF TRUSS PER PLAN — M 1/4" x 4" TAPCONS @ JAL�_ILL TRUSS PER PLAN co i I STAGGERED f 2, (2) 16d TOE NAILS _- °I A' =NAIL SPACING LINTELS LINTEL PER PLAN SLOPE AS REQ'D 2x4 SYP #2 BLOCKING, BRACE TO LEDGER — w/ (2) 1/4" x 3 1/2" ROOF TRUSSES @ 24" - TAPCONS @ 12" O.C. @ 24" O.C. W/ (2) 12d 2x4 LEDGER W/ (2) 10d DESIGNED FORSHINGLE VERTICALLY 1 BEYOND SEE PLAN 2x8 w/ (2) 10d NAILS @ END NAILS @ EACH NAILS @ EACH WEB ATTACHMENT BY VERTICAL r ��OT S01 HEADER @ END. WHEN CLOSURE WALL II I III II I I I WALL SHEATHING Or- U_ O ® WALL SHEATHING PER IS 3FT OR TALLER - 2x4 III III II II I SPLICE, SEE SPLICE O w W U.N.O. ON PLANS A PLAN SYP#2 BOTTOM BLOCKING REQ'D w w a STAGGER ALL VERT. PANEL JOINTS & NAIL W/ 8d 1/2" 4 III III II PANELS= WALL, SEE PLAN @ 24" O.C. MIN (2) TRUSS COMMON NAILS @ 3" O.C. w 2x III 3 III I II II F- z v) U BAYS W/ (3) 12d PLYWOOD SPLICES @ HEADER - NAIL SHEATHING TO EXTERIOR SHEATHING STD CONDITION @ FRAME WALL TOENAILS EACH END. ATTACH 2x4 LEDGER III TYP. III II II II AROUND III III II II II OPENING _- o C W/ (3) 12d NAILS @ BOTTOM (2) 8d NAILS 3 O.C. TO EACH TRUSS END OR @ @ \ STUD SHEATHING SPLICE, III III II II II EACH STUD O W� (4)10d NAILS @ EA. BETWEEN EXTERIOR III — — — III II I I I w BLOCKING TO MASONRY WALL OR SHEATHING & zW F- ❑ PLATE LINTEL SEE PLAN TRUSS PER PLAN TRUSS PER PLAN VAULTED CONDITION @ CMU (2)10d NAILS TO BOTTOM CHORD @EACH END OF BLOCKING 2x4 SYP #2 FLAT (2)10d NAILS TO BLOCKING, @ 24" O.C. BOTTOM CHORD W/ (2) 12d END NAILS @EACH END OF @ EACH END. BLOCKING WALL SHEATHING PER PLAN 2x WALL, SEE PLAN ALTERNATE BLOCKING @ FRAME CONDITION fiFO NON-BEARING WALL CLIP DETAIL 3/4"=:V-0" SEE TRUSS PLAN FOR 1/2"=1'-0" SEE TRUSS PLAN FOR MORE INFO & CONNECTION ROOF SHEATHING PER PLAN DTC CLIP, (2) 8d NAILS INTO BLOCKING, (4) 8d NAILS INTO TOP PLATE DOUBLE TOP PLATE EXTERIOR SHEATHING. ATTACH PER PLAN FROM TOP OF WALL TO BOTTOM 2x8 #2 SPF STUDS AT 16" O.C. 2x8 #2 SYP PT. BASE PLATE W/ 1/2" x 8" ANCHOR BOLT OR TITEN HD @ 32" O.C. & 6" FROM EACH END MORE INFO & sa CONNECTION 2x12 BOX HDR w/ 2x8's ASSEMBLED WALL PANEL W/ (2) TOP & BOT., 2x8 TO 10d NAILS @ 8" O.C. (FOLLOW 2x12 w/ 10d X 3" NAILS NAILING REQUIREMENTS THIS @ 6" O.C. 2x12 AT DETAIL FOR ALL TOP PLATE WALL TO PRECAST SPLICE LOCATIONS) / LINTEL w/ (2)ROWS OF (nr, M 1/4" x 4" TAPCONS @ JAL�_ILL - 16" O.C. MAX. co i I STAGGERED f 2, TRANSOM BETWEEN _- °I A' =NAIL SPACING LINTELS LINTEL PER PLAN SLOPE AS REQ'D �0 2x6 #2 SYP P.T. CONT. — w/ (2) 1/4" x 3 1/2" ROOF TRUSSES @ 24" - TAPCONS @ 12" O.C. 2x BOTTOM PLATE = SPACED EVENLY DESIGNED FORSHINGLE VERTICALLY 1 BEYOND SEE PLAN 2x8 w/ (2) 10d NAILS @ POCKET SGD 3" O.C. TO EA. 24 ATTACHMENT BY VERTICAL BUILDER ��OT S01 HEADER @ POCKET SLIDER w/ TRANSOM 1/2"=1'-0" SEE TRUSS PLAN FOR MORE INFO & CONNECTION ROOF SHEATHING PER PLAN DTC CLIP, (2) 8d NAILS INTO BLOCKING, (4) 8d NAILS INTO TOP PLATE DOUBLE TOP PLATE EXTERIOR SHEATHING. ATTACH PER PLAN FROM TOP OF WALL TO BOTTOM 2x8 #2 SPF STUDS AT 16" O.C. 2x8 #2 SYP PT. BASE PLATE W/ 1/2" x 8" ANCHOR BOLT OR TITEN HD @ 32" O.C. & 6" FROM EACH END 2x4 #2 SYP P.T. @ EA. , TRUSS w/ (4) 12d NAILS - -_ INTO TRUSS & (3) 12d TOENAILS INTO OTHER / TRUSS LINTEL PER PLAN 2x4 #2 SPF BLOCKING @ 24" O.C. w/ (2) 16d END NAILS EACH END �— 2x8 #2 SPF VERTICAL @ 24" O.C. w/ EXT. SHEATHING PER NAILING SCHEDULE & _ (4) 12d NAILS EACH TRUSS MEMBER 2x8 w/ (2) 10d NAILS @ EACH VERTICAL ��--- TRANSOM BETWEEN LINTELS SLOPE AS REQ'D — 2x6 #2 SYP P.T. CONT. w/ (2) 1/4" x 3 1/2" TAPCONS @ 12" O.C. SPACED EVENLY VERTICALLY 2x6 2x8 w/ (2) 10d NAILS @ POCKET SGD EACH VERTICAL ATTACHMENT BY BUILDER SO2 HEADER @ POCKET SLIDER w/ TRANSOM 1/2"=V-0" NOTE: PIPE OR DUCT W/ (2) 10d NAILS @ 3" O.C. PLATE LENGTHS MUST BE AT PENETRATION OF WITHIN 48" OF SPLICE LEAST 8'-0" LONG. TYP. MORE THAN 50% OF THEN (2) ROWS 10d NAILS TOP PLATE WIDTH @ 8" O.C. OTHERWISE INSTALL SIMPSON • PSPN516Z W/ (12) 16d NAILS TYP. TOP & BOT. + ATTACH 2x4 STUDS TO ---_... (2) 10d NAILS @ 3" O.C. TOP PLATE W/ (3) 1'Ld WITHIN 48" OF SPLICE TOE -NAILS TYPICAL AT + THEN (2) ROWS 10d ALL LOCATION NAILS @ 8" O.C. OTHERWISE 2x4 WALL BEYOND AGAINST 2x8 STUDS ATTACHED PER AB,, (WF08/SD3) ATTACH 2x8 STUDS TO TOP "TOP SPLICE @ �� PLATE W/ (4) 12d TOE -NAILS DOUBLE 2X4 \ TYPICAL AT ALL LOCATION TOP PLATE \L ATTACH 2x4 STUDS TO TOP PLATE W/ (3) 12d TOE -NAILS TYPICAL AT ALL LOCATION BOTTOM SPLICE OVER STUD TYPICAL TOP PLATE SPLICE an BRG. WALL 3/4"=1'-0" DOUBLE 2x4 TOP NAIL FIELD INSTALLED TOP — sa ARO PROVIDE 2x4 ON TOP ASSEMBLED WALL PANEL W/ (2) OF 2x8 TO PAD OUT 10d NAILS @ 8" O.C. (FOLLOW TOP PLATE, ATTACH NAILING REQUIREMENTS THIS �WA DETAIL FOR ALL TOP PLATE o 2x4 #2 SYP P.T. @ EA. , TRUSS w/ (4) 12d NAILS - -_ INTO TRUSS & (3) 12d TOENAILS INTO OTHER / TRUSS LINTEL PER PLAN 2x4 #2 SPF BLOCKING @ 24" O.C. w/ (2) 16d END NAILS EACH END �— 2x8 #2 SPF VERTICAL @ 24" O.C. w/ EXT. SHEATHING PER NAILING SCHEDULE & _ (4) 12d NAILS EACH TRUSS MEMBER 2x8 w/ (2) 10d NAILS @ EACH VERTICAL ��--- TRANSOM BETWEEN LINTELS SLOPE AS REQ'D — 2x6 #2 SYP P.T. CONT. w/ (2) 1/4" x 3 1/2" TAPCONS @ 12" O.C. SPACED EVENLY VERTICALLY 2x6 2x8 w/ (2) 10d NAILS @ POCKET SGD EACH VERTICAL ATTACHMENT BY BUILDER SO2 HEADER @ POCKET SLIDER w/ TRANSOM 1/2"=V-0" NOTE: PIPE OR DUCT W/ (2) 10d NAILS @ 3" O.C. PLATE LENGTHS MUST BE AT PENETRATION OF WITHIN 48" OF SPLICE LEAST 8'-0" LONG. TYP. MORE THAN 50% OF THEN (2) ROWS 10d NAILS TOP PLATE WIDTH @ 8" O.C. OTHERWISE INSTALL SIMPSON • PSPN516Z W/ (12) 16d NAILS TYP. TOP & BOT. + ATTACH 2x4 STUDS TO ---_... (2) 10d NAILS @ 3" O.C. TOP PLATE W/ (3) 1'Ld WITHIN 48" OF SPLICE TOE -NAILS TYPICAL AT + THEN (2) ROWS 10d ALL LOCATION NAILS @ 8" O.C. OTHERWISE 2x4 WALL BEYOND AGAINST 2x8 STUDS ATTACHED PER AB,, (WF08/SD3) ATTACH 2x8 STUDS TO TOP "TOP SPLICE @ �� PLATE W/ (4) 12d TOE -NAILS DOUBLE 2X4 \ TYPICAL AT ALL LOCATION TOP PLATE \L ATTACH 2x4 STUDS TO TOP PLATE W/ (3) 12d TOE -NAILS TYPICAL AT ALL LOCATION BOTTOM SPLICE OVER STUD TYPICAL TOP PLATE SPLICE an BRG. WALL 3/4"=1'-0" DOUBLE 2x4 TOP NAIL FIELD INSTALLED TOP — PLATE PLATE TO FRAME WALL OR PRE PROVIDE 2x4 ON TOP ASSEMBLED WALL PANEL W/ (2) OF 2x8 TO PAD OUT 10d NAILS @ 8" O.C. (FOLLOW TOP PLATE, ATTACH NAILING REQUIREMENTS THIS W/ (2) 10d NAILS 3" O.C. DETAIL FOR ALL TOP PLATE (SOLID BLOCK W/ 2x6) SPLICE LOCATIONS) / TOP SPLICE — DOUBLE 2x8 TOP PLATE TOP PLATE TRANSITION (2X4 TO 2X8 WALLS) �- OVERLAP TOP PLATE AT CORNER NAIL BOTTOM PLATE TO EACH PLY OF BUILT UP COLUMN BELOW W/ (2) 10d NAILS TOP PLATE CORNER TRANSITION 2x DBL TOP PLATE 7/16 EXP 1 PLYWOOD / O.S.B. TO BE USED AS ? O (2) 1/4" X 4Yz" SIMPS. SHEATHING PER PLAN BEYOND 72 UPLIFT RESISTANCE: NO OTHER FASTENERS O NAIL SHEATHING AT FRAME WALL BOTTOMPLATE 3/8 I I II IIII REQ'D, EXCEPT AS NOTED N PLANS. (nr, AND AT FLOOR TRUSS TOP & BOT.PLATES USING (1) JAL�_ILL _ �� Lr � T _=/', co z f 2, ROW OF 8d COMMON NAILS @ 3" O.C. NAIL AT TOP PLATE USING (2) ROWS OF 8d NAILS 3" _- °I A' =NAIL SPACING O.C. - FLOOR SYSTEM W Fz-- �0 @ — II II II II II ROOF TRUSSES @ 24" CUT TO FIT 2x BOTTOM PLATE O.C. DESIGNED FORSHINGLE III II II II 1 BEYOND SEE PLAN Q Q O3 NAIL OPENING PERIMETER w/ (2) ROWS OF 8d NAILS 1/2" A 1/2" ��OT Cn ❑ 3" O.C. II I III II I I I WALL SHEATHING Or- U_ O ® NAIL INT. W/ 8d NAILS @ 12" O.C. & NAIL EDGES 6" O.C. -- --° III III II II I SPLICE, SEE SPLICE O w W U.N.O. ON PLANS A III OPENING III I I I I II DETAIL. MAX 1/8" SPACE BETWEEN w w O STAGGER ALL VERT. PANEL JOINTS & NAIL W/ 8d 1/2" 4 III III II PANELS= w U) ON COMMON NAILS @ 3" O.C. DOUBLE NAIL EDGE SPACING III 3 III I II II F- z v) U © PLYWOOD SPLICES @ HEADER - NAIL SHEATHING TO EXTERIOR SHEATHING HEADER W/ 8d NAILS @ 3" O.C. (2) ROWS @ TOP & III TYP. III II II II AROUND III III II II II OPENING 2x STUDS BEYOND, SEE PLAN FOR MORE o C O BOTTOM (2) 8d NAILS 3 O.C. TO EACH TRUSS END OR @ @ \ STUD SHEATHING SPLICE, III III II II II INFO z O W� VERTICAL MEMBER IF GABLE END BETWEEN EXTERIOR III — — — III II I I I w w�• SHEATHING & T 71 IIII I I II IIII II II II z I-- ? O (2) 1/4" X 4Yz" SIMPS. � Q � � IIII II II II Q T o 0 I I II IIII SDS SCREWS @ 16"O.C. (nr, IJL ALL JAL�_ILL MASONRY w/ 2x4 PTFASCIA co —_II_ --- —--------� COMMUNITY SPECS o� o N2 O.C. - FLOOR SYSTEM USE (3) SCREWS/ �0 TAPCONS FOR ALL — CONDITIONS @ TILE ROOF TRUSSES @ 24" CUT TO FIT 2x BOTTOM PLATE Ci DESIGNED FORSHINGLE OPENING SIZE 1 BEYOND SEE PLAN SD01 TYPICAL SHED ROOF DETAIL SHEATHING DIAGRAM �FlEXTERIOR SHEATHING SCHEDULE Cn ❑ MERITAGE 2x4 #2 SPF BLOCKING w/ (2) 16d Ef\ EACH END SCALE: 3/4"=1'0" SEE WALL CLIf FOR MORE INF LINTEL PER PL POCKET SGD ATTACHMENT BY BUILDER SO3 HEADER @ POCKET SLIDER 2x8 #2 SPF VERTICAL @ 24" O.C. w/ EXT. SHEATHING PER NAILING SCHEDULE & (4) 12d NAILS EACH TRUSS MEMBER 2x8 w/ (2) 10d NAILS @ EACH VERTICAL 1/2"=V-0" NOTE: 7/16 EXP 1 PLYWOOD / O.S.B. TO BE USED AS UPLIFT RESISTANCE: NO OTHER FASTENERS REQ'D. EXCEPT AS NOTED ON PLANS. SHEATHING SPLICE NOTE: SAME THICKNESS AND STRENGTH AXIS ORIENTATION AS WALL SHEATHING IS REQUIRED BETWEEN STUDS. EXTERIOR SHEATHING TO BE HELD UP 1/8" THUS NOT TO BEAR ON MASONRY OR CONCRETE UNLESS FELT PAPER IS PRESENT, 1/8" GAP BETWEEN SHEETS OF PLYWOOD SHOULD BE MAINTAINED SEE TRUSS PLAN FOR MORE INFO & CONNECTION I—_ LIN I tL NtK IL POCKET SGD ATTACHMENT BY BUILDER SO4 HEADER @ POCKET SLIDER BLOCKING GYPSUM WALLBOARD JOINT, MAX. 1/8 GAP NAILING PER —� SCHEDULE 2x4 BLOCKING PLACED FLATWISE (2) 16d NAILS EACH END SHEATHING SPLICE DETAIL NOTE: CONTRACTOR TO TAKE CARE AND NOT OVER DRIVE NAILS. IF NAILS ARE OVERDRIVEN, THE ENTIRE SHEET OF SHEATHING IS TO BE REMOVED AND REPLACED. IF MORE THAN 50% OF THE SHEATHING IS OVERDRIVEN, CONTACT EOR FOR REVIEW OF EXTERIOR STUDS 2x8 TO UNDER SIDE OF ROOF SHEATHING 2x8 #2 SPF VERTICAL @ 24" O.C. w/ EXT. SHEATHING PER NAILING SCHEDULE & (4) 12d NAILS EACH TRUSS MEMBER (TOP AND BOTTOM CHORDS ALONG W/ WEBBING) 2x8 w/ (2) 10d NAILS @ EACH VERTICAL 1/2"=V-0" 2x6 SYP #2 LEDGER. TO STUDS w/ (2) 1/4" X 4Y2' SIMPS. SDS SCREWS @ 16" O.C. MAX.; TO GABLE END STUDS w/ (2) 1/4" X 31/1' SIMPS. SDS SCREWS @ 16" O.C. MAX.; TO MASONRY w/ 2x6 PT SYP #2 LEDGER w/ (2) EXTERIOR WALL/TRUSS 1/4" x 2 3/4" TAPCONS AT 12" O.C. USE (3) SCREWS/TAPCONS FOR ALL CONDITIONS @ TILE ROOF 12 ISEE PLAN 2x4 SYP #2 LEDGER. —""'M anvlr-SUN HJ ULIF TO STUDS OR BEAM w/SHEATHING PER PLAI\ (2) 1/4" X 4Yz" SIMPS. SDS SCREWS @ 16"4) 10d NAILS FOR O.C. MAX.;CONV. FRAMED TO GABLE END STUDSMEMBERS ONLY w/ (2) 1/4" X 3Yz" SIMPS. SDS SCREWS @ 16"O.C. (nr, MAX.;TO W MASONRY w/ 2x4 PTFASCIA PER SYP #2 LEDGER w/ 1/4" COMMUNITY SPECS x 2 3/4" TAPCONS @12" O.C. c USE (3) SCREWS/ 2x4 SYP #2 OR TAPCONS FOR ALL PRE-ENGINEERED CONDITIONS @ TILE ROOF TRUSSES @ 24" ROOF O.C. MAX. Ci DESIGNED FORSHINGLE SIMPSON H3 CLIP ONLY SD01 TYPICAL SHED ROOF DETAIL I I I I COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusire property of MONTH CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTH CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC is strictly prohibited. 1/2"=1'-0" BLDG DESIGN: --- STRUCTURAL ENG: CNS DRAFTING: -DESIGN: --- -STRUCT: MR W Co Qo SCALE: AS INDICATED DATE: 12/08/17 o U- O warn 9 6 0 � :- Y o Q0. j +' _a z cq t _ zz c00 (nr, 0✓ W -O i o ouoonuou000 CD c w fY U 4 Ci o a F_ Cn ❑ ❑ �5 ¢W W O W O T- ON F- z W OQ W W W� 2y I-- `n w�• zW F- ❑ O I- WO U Z W o� z fy D U O a/A (i� C/)U�o � LIJ Q � J E Z W zz 0?5 co zW -aa O 0<¢0 0 1� 7 E W z ZOOQ❑O� O W I'-V)NL_z c D Q O :E (D<Du) O ❑z O� r W -z E OQ.QWzO ¢ U W0 O= 0 I QS uj< 1- U_ F- N J z0WN<C > U W W � 2E z I C ❑ I-- Ljj W T W F- D_ U) O F- C W z W O_ W Q j 0/ O Q W Z U 0 z 0 w c� (0 W z W (D C� W W a O W 0 ~ O Q (� Z U— j W — -- — -- Cy — — — Cn � -Wj C9 Z z W c N ��� r �- Q BLDG DESIGN: --- STRUCTURAL ENG: CNS DRAFTING: -DESIGN: --- -STRUCT: MR QC CHECK: MRB ME 40 nZz �- SCALE: AS INDICATED DATE: 12/08/17 o U- O warn 9 6 0 � :- Y o Q0. j +' _a z cq t _ zz c00 (nr, 0✓ W -O i o ouoonuou000 w fY U 4 F_ Cn ❑ ❑ �5 ¢W W W O T- ON F- z U O OQ W W� 2y I-- `n zW F- ❑ O WO U Z o� z fy D U OM a/A (i� C/)U�o � LIJ Q � J E Z W zz 0?5 co zW -aa O 0<¢0 0 1� 7 E W ZOOQ❑O� O W I'-V)NL_z c D Q O :E (D<Du) ❑z O� r W -z E OQ.QWzO ¢ U W0 O= 0 I QS uj< 1- U_ F- N J z0WN<C U W W � 2E z I J f- ❑ I-- Ljj W T W F- U) O F- W W W Q j 0/ v 0 J W W W U) LljJ Q (� Z j W 0 I--- Cy U Cn � -Wj C9 Z = F- L� 0. ��� r �- BLDG DESIGN: --- STRUCTURAL ENG: CNS DRAFTING: -DESIGN: --- -STRUCT: MR QC CHECK: MRB JOB No. PSQ-2171514 SCALE: AS INDICATED DATE: 12/08/17 SHINGLE OR TILE PER ARCHITECTURAL ELEVATIONS. PRE-ENGINEERED — ROOF TRUSSES @ 24" O.C. TYPICAL TRUSS TO - FRAME CONNECTION. SEE STANDARD CONNECTOR NOTES BEARING SEE PLAN t SEE ARCHITECTURAL PLAN FOR OVERHANG INFO WINDOW AS — -� SCHEDULED EXTERIOR FINISH PER PLAN MID -SPAN BLOCKING - U.N.O. INSULATION PER PLAN SEE DETAILS WS10, - WS11 OR WS13 FOR ADDITIONAL INFORMATION THIS SHEET OL BEARING SEE PLAN LINTEL AS PER PLAN — LINTEL AS PER PLAN — WD. HD. HT. SEE PLAN PRECAST CONC. OR — POWERS STEEL SILL TYP. @ ALL WINDOWS EXT FINISH PER PLAN VERT REINF. BEYOND MASONRY WALL PER PLAN FIN. FLR. 00 GRADE DBL. TOP PLATE HDR. PER PLAN MIN 2x4 SPF #2 STUDS @ 16" O.C. SEE PLAN FOR MORE INFO. INT. FINISH PER PLAN 2x BOTTOM PLATE w/ (2) 12d AT 12" O.C. 3/4" FLOOR SHEATHING ATTACHED PER NAILING SCHEDULE FLOOR TRUSSES SEE PLAN FOR DEPTH AND FLOOR SYSTEM DRAFT STOPPING AT 1000 SQ FT MAX: DRAFT STOPPING MATERIALS MIN THICKNESS SHALL BE 1/2" GYP BOARD OR 15/32" OR 7/16" OSB. ATTACH TO FLOOR TRUSS w/ 8d NAILS AT 16" O.C. TOP AND BOTTOM CHORDS CONC. SLAB - SEE FOUNDATION PLAN FOR MORE INFO -- SEE FOUNDATION 0 O DETAILS FOR FTG INFO SO TYPICAL TWO STORY SECTION NOTE: 3/4"=1'-0" ATTACH 2x STUDS W/ STRAPS AND BASE CONNECTIONS CALLED OUT W/IN THIS DETAIL ARE ONLY 3/4" FLOOR SHEATHING SHEATHING PER ATTACHED PER DETAIL WF10/SD4 NAILING SCHEDULE THE STRUCTURAL SHEATHING IS NOT CONT. FROM TOP OF WALL TO U) BARRIER (FELT PAPER OR SIM) IS PROVIDED 2x STUDS, SEE 2x4 #2 SYP BLOCKING Cn U o (ONLY JAMB STUDS BETWEEN WINDOWS) CENTER WINDOWS MUST HAVE FRAMING PLAN FOR @ 48" O.C. W/ (2) 12d LSTA30 STRAPS TOP AND BOTTOM AND EACH SIDE OF OPENING TO 0 O E o SPACING AND GRADE TOENAILS EACH END '• SOLID SHEATHING @ AND SEE ARCH PLAN HEADER CANTILEVER SIMPSON SP4 w/ (6) 10d TO VERIFY SIZE 2x4 #2 SYP ANGLE NOTE: ALL FLOOR SIMPSON LSTA30 SP6 @ 2x6 STUDS & 2x BOTTOM PLATE W/ AGAINST TRUSS `' ANGLE) W/ (22) 10d (2) 12d @ 12" O.C. VERTICAL @ 48" O.C. FLOOR TRUSS PER OVER TOP PLATE MIN. U.N.O. ON PLAN WALL PER PLAN W/ (3) 12d NAILS EACH BARRIER (FELT PAPER FACE OF JAMB STUDS/ HEADER -SEE 2ND PROVIDE SOLID PRE -ENG FLOOR END HEADER SIZE & REQ'D s ' SEE DETAIL W31 FOR JAMB STUDS MORE INFO TRUSS OR FIELD MASONRY WALL SEE FROM TOP OF WALL PLAN FOR MORE INFO TO BOT. RIBBON, NAILr ki CONNECTION FRAME 2x4 KNEE _j0 � I (3) 2x STUD PACK EXT. SHEATHING a. WALL, STUDS @ 16" SYS. 42 FLOOR ATTACH PER NAILING FLUSH W/ FACE OF BEARING WALL PER O.C. W/ (2) 16d NAILS @ TRUSSES @ 24" O.C. PLAN > EACH END SEE (MAX) LL � W CONNECTOR 1/2" GYP. CLG BD OR � SCHEDULE FOR (2) 5/8" TYPE "X" WHEN SCHEDULE; PROVIDE W ° CONNECTION IN GARAGE (2) 16d NAILS @ 6" O.C. 1/8" GAP BETWEEN (1) ROWS 8d NAILS @ MASONRY WALL PER SHEATHING AND - ` 3" O.C. WALL PLAN NOTE: IF WOOD WALL OR BEAM BELOW USE SONR W SHEATHING TO NOTE: ALL FLOOR BOTTOM PLATE TRUSSES TO BE P.T. IF ❑ 1/8" GAP BETWEEN NO MOISTURE SHEATHING & CMU BARRIER (FELT PAPER I-• 2x4 PT SILL PLT. IF OR SIM) IS PROVIDED KNEEWALL ��_S,A TWO STORY PARALLEL FLOOR CONNECTION 3/4"=1'-0" PRE-ENGINEERED ROOF TRUSSES AT 24" O.C. TYPICAL TRUSS TO FRAME CONNECTION. SEE STANDARD CONNECTOR NOTES REFER TO PLAN FOR BUILT-UP COLUMN INFO. PRE -ENG. FLOOR SYSTEM IF NO FLOOR SYSTEM INSTALL KNEEWALL & PROVIDE SOLID BLOCKING UNDER COLUMN ABOVE BAND JOIST & BLKG OR LVL GIRDER MSTC40 POST ABV. TO POST BELOW U.N.O. PROVIDE SOLID BLOCKING WITHIN FLR. SYSTEM TO MATCH COL, DIMENSION REFER TO PLAN FOR BUILT-UP COLUMN INFO. BEARING WALL PER PLAN BEYOND COLUMNS MID -HEIGHT BLOCKING PER BEARING WALL SCHEDULE COLUMN BASE CONNECTION PER PLAN REFER TO FOUNDATION PLAN FOR FTG. INFORMATION TYPICAL TWO STORY COL. @ GIRDER (2) 2x SILL AT WINDOW w/ 2x CRIPPLE STUDS AT EA. END NAILED TO STUD PACKw/ 10d NAILS @ 8" O.C. THEN STUDS @ 16" O.C. ATTACH SILL w/ (2) 1 Old TOE NAILS AT EA. END OF SILL (MAX OPEN'G WIDTH 4'-0"). USE A35 CLIP AT EA. END FOR OPENINGS GREATER THAN 4' BUT LESS THAN 6' SIMPSON LSTA30 w/ - (11) 1Od TO STUDS ABOVE PLATE U.N.O. IF HEADER IS UPSET AND WINDOW IS LOWER: (1) 2x SILL PLATE w/ (2) 10d TOENAILS. EXT. HEADER OPENINGS LESS THAN 4FT:(1) 2x SILL PLATE w/ (2) 10d TOENAILS. OPENING LARGER THAN 4FT: (2) 2x SILL PLATE w/ A35 CLIPS EACH SIDE w/ 2x CRIPPLES @ 16" O.C. w/ (2) 1 Old TOENAILS T&B (PLYWOOD SHEATHING REQ'D T&B) SEE FRAMING PLAN FOR FLOOR CONNECTION FLOOR GRIDER OR BEAM HEADER CONNECTION @ 2nd FLOOR HIGH BM 3/4"=1'-0" NOTE: ALL FLOOR TRUSSES TO BE P.T. I NO MOISTURE BARRIER (FELT PAPEI OR SIM) IS PROVIDED TRUSS STRAP - SEE FRAMING PLAN FOR CONNECTIONS PRE-ENGINEERED ROOF TRUSS - SEE FRAMING PLAN FOR LOCATION & SPACING STRUCTURAL COL PER PLAN FOR SIZE AND REQ'D # OF STUDS DOUBLE 2x TOP PLATE 2x BOTTOM PLATE 3/4" FLOOR SHEATHING ATTACHED PER NAILING SCHEDULE SIMP. HTT4 0 O " Co 0- o O NOTE: BRG DIRECTLY ON ATTACH 2x STUDS W/ STRAPS AND BASE CONNECTIONS CALLED OUT W/IN THIS DETAIL ARE ONLY Z REQ'D WHEN INDICATED AS SUCH ON THE STRUCTURAL PLANS OR WHEN TO POST (U.N.O. ON STRAPS CENTERED @ THE STRUCTURAL SHEATHING IS NOT CONT. FROM TOP OF WALL TO U) BARRIER (FELT PAPER OR SIM) IS PROVIDED BOTTOM OF FLOOR SYSTEM AND WHEN 3 OR MORE WINDOWS ARE IN A ROW T Cn U o (ONLY JAMB STUDS BETWEEN WINDOWS) CENTER WINDOWS MUST HAVE 3" O.C. TYP. WALL ¢ LSTA30 STRAPS TOP AND BOTTOM AND EACH SIDE OF OPENING TO 0 O E o ALL THREAD w/7" MIN. TRANSFER LATERAL LOADS '• SOLID SHEATHING @ SIMPSON HETA16 AT HEADER CANTILEVER SIMPSON SP4 w/ (6) 10d O x1-1/2" @ 24" O.C. (USE NOTE: ALL FLOOR SIMPSON LSTA30 SP6 @ 2x6 STUDS & STRAP (MAX 10° \ SP8 @ 2x8 STUDS) `' ANGLE) W/ (22) 10d (2) SIMPSON LSTA18 - NAILS. BEND STRAP (2) 2x SPF TOP PLATE FLOOR TRUSS PER OVER TOP PLATE MIN. U.N.O. ON PLAN WALL PER PLAN 3", THEN RUN DOWN _ BARRIER (FELT PAPER FACE OF JAMB STUDS/ HEADER -SEE 2ND PROVIDE SOLID HEADER FLOOR PLAN FOR MIN. FLOOR TRUSS CONNECTION HEADER SIZE & REQ'D s ' SEE DETAIL W31 FOR JAMB STUDS MORE INFO EXTERIOR SHEATHING MASONRY WALL SEE FROM TOP OF WALL PLAN FOR MORE INFO TO BOT. RIBBON, NAILr ki CONNECTION PER PLAN I\N (2) 2x SILL AT WINDOW w/ 2x CRIPPLE STUDS AT EA. END NAILED TO STUD PACKw/ 10d NAILS @ 8" O.C. THEN STUDS @ 16" O.C. ATTACH SILL w/ (2) 1 Old TOE NAILS AT EA. END OF SILL (MAX OPEN'G WIDTH 4'-0"). USE A35 CLIP AT EA. END FOR OPENINGS GREATER THAN 4' BUT LESS THAN 6' SIMPSON LSTA30 w/ - (11) 1Od TO STUDS ABOVE PLATE U.N.O. IF HEADER IS UPSET AND WINDOW IS LOWER: (1) 2x SILL PLATE w/ (2) 10d TOENAILS. EXT. HEADER OPENINGS LESS THAN 4FT:(1) 2x SILL PLATE w/ (2) 10d TOENAILS. OPENING LARGER THAN 4FT: (2) 2x SILL PLATE w/ A35 CLIPS EACH SIDE w/ 2x CRIPPLES @ 16" O.C. w/ (2) 1 Old TOENAILS T&B (PLYWOOD SHEATHING REQ'D T&B) SEE FRAMING PLAN FOR FLOOR CONNECTION FLOOR GRIDER OR BEAM HEADER CONNECTION @ 2nd FLOOR HIGH BM 3/4"=1'-0" NOTE: ALL FLOOR TRUSSES TO BE P.T. I NO MOISTURE BARRIER (FELT PAPEI OR SIM) IS PROVIDED TRUSS STRAP - SEE FRAMING PLAN FOR CONNECTIONS PRE-ENGINEERED ROOF TRUSS - SEE FRAMING PLAN FOR LOCATION & SPACING STRUCTURAL COL PER PLAN FOR SIZE AND REQ'D # OF STUDS DOUBLE 2x TOP PLATE 2x BOTTOM PLATE 3/4" FLOOR SHEATHING ATTACHED PER NAILING SCHEDULE SIMP. HTT4 0 O " Co 0- o O w/(18) 16d x 2z" NAILS BRG DIRECTLY ON ATTACH 2x STUDS W/ (2) SIMPSON LSTA18 Z � g TO POST (U.N.O. ON STRAPS CENTERED @ -° U) BARRIER (FELT PAPER OR SIM) IS PROVIDED (2) ROWS 8d NAILS @ T Cn U o FRAMING PLAN) & 8' 3" O.C. TYP. WALL ¢ F _ 0 O E o ALL THREAD w/7" MIN. FLOOR w/ (14) 10d '• EMBEDMENT INTO TIE SIMPSON HETA16 AT - -_ CANTILEVER BEAM USING SIMP. SET O `� NOTE: ALL FLOOR WALL EPDXY `' (2) SIMPSON LSTA18 - (2) SIMPSON HETA16/20 FLOOR TRUSS PER NO MOISTURE WALL PER PLAN SD6 IS INDICATED, BASE STRAPS ARE REQ'D MASONRY WALL SEE BARRIER (FELT PAPER PLAN PROVIDE SOLID "S,CANTILEVERED FLOOR TRUSS CONNECTION BLOCKING BELOW s ' SEE DETAIL W31 FOR COL. EVEN WITHIN MORE INFO FLOOR TRUSS MASONRY WALL SEE w PLAN FOR MORE INFO SO TYPICAL GIRDER COL. CONNECTION 3/4"=1'-0" 2x 2ND FLOOR STUDS SEE PLAN FOR MORE A A SEE FLOOR FRAMING PLAN FOR FLOOR SYSTEM INFO. TRUSS STRAP - SEE FRAMING PLAN FOR CONNECTIONS PRE-ENGINEERED ROOF TRUSS - SEE FRAMING PLAN FOR LOCATION & SPACING STRUCTURAL COL PER PLAN FOR SIZE AND REQ'D # OF STUDS DOUBLE 2x TOP PLATE 2x BOTTOM PLATE 3/4" FLOOR SHEATHING ATTACHED PER NAILING SCHEDULE (1) SIMPSON LSTA30 —� STRAP W/ (11) 10d TO FLOOR TRUSS SEE STUDS ABOVE PLATE FRAMING PLAN FOR U.N.O. CONNECTION INFO.. FLOOR GIRDER OR BEAM; SEE PLAN TYPICAL GIRDER COL. @ HIGH BEAM (2) SIMPSON LSTA18 STRAPS CENTERED C FLOOR W/ (14) 10d NAILS PLAN Y ALL PER SYSTEM IS 18" TO 36" D PLSINKERS AND (14) a"X2 ��o2nd FLOOR CORNER FRAMING ATTACHMENT 3/4"=1'-0" SHEATHING PER DETAIL WF10/SD4 2x STUDS , SEE FRAMING PLAN FOR SPACING AND GRADE AND SEE ARCH PLAN TO VERIFY SIZE 2x BOTTOM PLATE W/ (2) 12d @ 12" O.C. 2x SYP #2 RIBBON (MIN 2x4) TO TRUSS w/ (4) 16d NAILS; BOTTOM RIBBON TO BE PT IF BRG DIRECTLY ON CMU (2) ROWS 8d NAILS @ 3" O.C. WALL SHEATHING TO BOTTOM RIBBON 1/8" GAP BETWEEN SHEATHING & CMU SEE CONNECTION SCHEDULE ksi TWO STORY PERP. FLOOR CONNECTION 3/4"=1'-0" 3/4" FLOOR SHEAT"'"'^ ATTACHED PER NAILING SCHEDULI UNDER WINDOWS. GIRDERS: BLOCK SOLID BETWEEN RIBBONS w/ SIMPS A35 EA. END 2x BLOCKING FOR SHEATHING/ DRYV ATTACHMENT w/ (2 TOENAILS EA. END (3) 2x STUDS (4) 2x STUDS 3/4"=1'-0" SHEATHING PER PLAN ATTACH PER NAILING SCHEDULE 2x STUDS , SEE FRAMING PLAN FOR SPACING AND GRADE AND SEE ARCH PLAN TO VERIFY SIZE 2x BOTTOM PLATE W/ (2) 12d @ 12" O.C. 0- CVD 40 DIDDr)KI /NAIKI 0 O W C) Co 0- o O 00 r N BRG DIRECTLY ON ATTACH 2x STUDS W/ (2) SIMPSON LSTA18 Z � g (2) 16d NAILS @ 6" O.C. STRAPS CENTERED @ -° U) BARRIER (FELT PAPER OR SIM) IS PROVIDED (2) ROWS 8d NAILS @ T Cn U o 3" O.C. TYP. WALL ¢ F _ 0 O E o SHEATHING TO EA. FLOOR w/ (14) 10d '• SEE PLAN FOR RIBBON SIMPSON HETA16 AT - -_ CANTILEVER MASONRY OR MTS12 O NAILS NOTE: ALL FLOOR WALL F, O) N z `Q (2) SIMPSON LSTA18 - (2) SIMPSON HETA16/20 W NO MOISTURE WALL PER PLAN SD6 IS INDICATED, BASE STRAPS ARE REQ'D MASONRY WALL SEE BARRIER (FELT PAPER STRAPS CENTERED @ FLOOR TRUSS TO "S,CANTILEVERED FLOOR TRUSS CONNECTION z (D W FLOOR W/ (14) 10d MASONRY WALL CONTINUOUS FROM w NAILS Q _j0 � I (3) 2x STUD PACK EXT. SHEATHING a. I-__ ATTACH PER NAILING FLUSH W/ FACE OF BEARING WALL PER Uj < SCHEDULE PLAN > W MASONRY ATTACHED LL � W PER NAILING � ATTACH 2x STUDS W/ SCHEDULE; PROVIDE W O z BELOW USING 4"x5" (2) 16d NAILS @ 6" O.C. 1/8" GAP BETWEEN SHEATHING AND z MASONRY NOTE: IF WOOD WALL OR BEAM BELOW USE SONR W U) SIMPSON MSTC40 W/ (36) 16d SINKERS. IF FLOOR PLAN Y ALL PER SYSTEM IS 18" TO 36" D PLSINKERS AND (14) a"X2 ��o2nd FLOOR CORNER FRAMING ATTACHMENT 3/4"=1'-0" SHEATHING PER DETAIL WF10/SD4 2x STUDS , SEE FRAMING PLAN FOR SPACING AND GRADE AND SEE ARCH PLAN TO VERIFY SIZE 2x BOTTOM PLATE W/ (2) 12d @ 12" O.C. 2x SYP #2 RIBBON (MIN 2x4) TO TRUSS w/ (4) 16d NAILS; BOTTOM RIBBON TO BE PT IF BRG DIRECTLY ON CMU (2) ROWS 8d NAILS @ 3" O.C. WALL SHEATHING TO BOTTOM RIBBON 1/8" GAP BETWEEN SHEATHING & CMU SEE CONNECTION SCHEDULE ksi TWO STORY PERP. FLOOR CONNECTION 3/4"=1'-0" 3/4" FLOOR SHEAT"'"'^ ATTACHED PER NAILING SCHEDULI UNDER WINDOWS. GIRDERS: BLOCK SOLID BETWEEN RIBBONS w/ SIMPS A35 EA. END 2x BLOCKING FOR SHEATHING/ DRYV ATTACHMENT w/ (2 TOENAILS EA. END (3) 2x STUDS (4) 2x STUDS 3/4"=1'-0" SHEATHING PER PLAN ATTACH PER NAILING SCHEDULE 2x STUDS , SEE FRAMING PLAN FOR SPACING AND GRADE AND SEE ARCH PLAN TO VERIFY SIZE 2x BOTTOM PLATE W/ (2) 12d @ 12" O.C. 0- CVD 40 DIDDr)KI /NAIKI 3/4"=1'-0" 0 O W C) Co 0- o O 00 r N BRG DIRECTLY ON Q 0 Z � g CMU 1- T -° U) BARRIER (FELT PAPER OR SIM) IS PROVIDED (2) ROWS 8d NAILS @ T Cn U o 3" O.C. TYP. WALL ¢ F _ 0 O E o SHEATHING TO EA. FOR FLOOR FRAMING PLAN, 2nd FLR STUDS TO BEAR ON - SEE PLAN FOR RIBBON SIMPSON HETA16 AT - -_ CANTILEVER MASONRY OR MTS12 O AT WOOD FRAME NOTE: ALL FLOOR WALL F, O) N z `Q TRUSSES TO BE P.T. IF MASONRY OR FRAME W NO MOISTURE WALL PER PLAN SD6 IS INDICATED, BASE STRAPS ARE REQ'D MASONRY WALL SEE BARRIER (FELT PAPER LU OR SIM) IS PROVIDED "S,CANTILEVERED FLOOR TRUSS CONNECTION 3/4"=1'-0" NOTE: --- - STRAPS AND BASE CONNECTIONS CALLED OUT W/IN THIS DETAIL ARE ONLY REQ'D WHEN INDICATED AS SUCH ON THE STRUCTURAL PLANS OR WHEN THE STRUCTURAL SHEATHING IS NOT CONT. FROM TOP OF WALL TO BOTTOM OF FLOOR SYSTEM AND WHEN 3 OR MORE WINDOWS ARE IN A ROW (ONLY JAMB STUDS BETWEEN WINDOWS) CENTER WINDOWS MUST HAVE LSTA30 STRAPS TOP AND BOTTOM AND EACH SIDE OF OPENING TO TRANSFER LATERAL LOADS SIMPSON LSTA30 STRAP (MAX 10° ANGLE) W/ (22) 10d NAILS. BEND STRAP OVER TOP PLATE MIN. 3", THEN RUN DOWN FACE OF JAMB STUDS/ HEADER EXTERIOR SHEATHING FROM TOP OF WALL TO BOT. RIBBON, NAIL PER PLAN (2) 2x SILL AT WINDOW w/ 2x CRIPPLE STUDS AT EA. END NAILED TO STUD PACK w/ 10d NAILS @ 8" O.C. THEN STUDS @ 16" O.C. ATTACH SILL w/ (2) 1Od TOE NAILS AT EA. END OF SILL (MAX OPEN'G WIDTH 4'-0"). USE A35 CLIP AT EA. END FOR OPENINGS GREATER THAN 4' BUT LESS THAN 6' SIMP. HTT4 w/(18) 1Od x 22" NAILS TO POST (U.N.O. ON FRAMING PLAN) &-" ALL THREAD w/7" MIN. EMBEDMENT INTO TIE BEAM USING SIMP. SET EPDXY 0 O W C) Co 0- o O 00 r N TRUSSES TO BE P.T. IF Q 0 Z NO MOISTURE 0 1- T W U) BARRIER (FELT PAPER OR SIM) IS PROVIDED O m T Cn U o SEE FRAMING PLAN IF FLOOR SYS. NOT PRESENT PER FLOOR ¢ I - 0 O E o FOR FLOOR FRAMING PLAN, 2nd FLR STUDS TO BEAR ON zz - w m LL CMU WALL BELOW PER DETAIL INCDICATED CONNECTION ❑ W O (� Q O U) c zU1-0(.9 ON FLOOR FRAMING. INDICATED BASE STRAP PROVIDE BLOCKING F, O) N z `Q O � W J Q � z 0 SD6 IS INDICATED, BASE STRAPS ARE REQ'D MASONRY WALL SEE ? LU Z ❑ 0 � ON BOTH SIDES OF THE WALL PLAN FOR MORE INFO z (D W _ CONTINUOUS FROM w 0 Q w 0 0 s Q _j0 � I a. I-__ BEARING WALL PER Uj < PLAN > W LL � W ATTACH TO EACH � TRUSS/BLOCKING W W O z BELOW USING 4"x5" Q Q V Q SDS SCREWS @ 6" O.C. z r- U) p ❑ C) I-• Z U)O �; W Z (10 O 17) BLDG DESIGN: --- STRUCTURAL ENG: CNS NOTE: --- - STRAPS AND BASE CONNECTIONS CALLED OUT W/IN THIS DETAIL ARE ONLY REQ'D WHEN INDICATED AS SUCH ON THE STRUCTURAL PLANS OR WHEN THE STRUCTURAL SHEATHING IS NOT CONT. FROM TOP OF WALL TO BOTTOM OF FLOOR SYSTEM AND WHEN 3 OR MORE WINDOWS ARE IN A ROW (ONLY JAMB STUDS BETWEEN WINDOWS) CENTER WINDOWS MUST HAVE LSTA30 STRAPS TOP AND BOTTOM AND EACH SIDE OF OPENING TO TRANSFER LATERAL LOADS SIMPSON LSTA30 STRAP (MAX 10° ANGLE) W/ (22) 10d NAILS. BEND STRAP OVER TOP PLATE MIN. 3", THEN RUN DOWN FACE OF JAMB STUDS/ HEADER EXTERIOR SHEATHING FROM TOP OF WALL TO BOT. RIBBON, NAIL PER PLAN (2) 2x SILL AT WINDOW w/ 2x CRIPPLE STUDS AT EA. END NAILED TO STUD PACK w/ 10d NAILS @ 8" O.C. THEN STUDS @ 16" O.C. ATTACH SILL w/ (2) 1Od TOE NAILS AT EA. END OF SILL (MAX OPEN'G WIDTH 4'-0"). USE A35 CLIP AT EA. END FOR OPENINGS GREATER THAN 4' BUT LESS THAN 6' SIMP. HTT4 w/(18) 1Od x 22" NAILS TO POST (U.N.O. ON FRAMING PLAN) &-" ALL THREAD w/7" MIN. EMBEDMENT INTO TIE BEAM USING SIMP. SET EPDXY SOLID SHEATHING @ Q z HEADER= �. O z SIMPSON SP4 w/ (6) 10d L 0- j �: �F�<� S x1-1/2" @ 24" O.C. (USE U) [�! � w FFT SP6 @ 2x6 STUDS & W U U) O �. SP8 @ 2x8 STUDS) Q c O C (2) 2x SPF TOP PLATE U— /- U.N.O. ON PLAN 0 HEADER - SEE 2ND Q N f FLOOR PLAN FOR MIN. HEADER SIZE & REQ'D. �- JAMB STUDS �g��til9n�1�leeee U� � z;!'�d°fry IF HEADER IS UPSETi '�, W'' AND WINDOW IS O �°`aw cr> !,- l'ao 'w � Z ` LOWER: (1) 2x SILL `° r U PLATE w/ (2) 1Od p w oW `Q;° ❑ t TOENAILS. EXT. v� -, o� zk: LLi HEADER OPENINGS �'�p �� Z LESS THAN 4FT:(1) 2x J"� /-- SILL PLATE w/ (2) 10d a- ��i4( V TOENAILS. OPENING Ld / LARGER THAN 4FT: (2) 2x SILL PLATE w/ A35 U Q CLIPS EACH SIDE w/ 2x /- CRIPPLES @ 16" O.C. W w / w/ (2) 10d TOENAILS cn ❑ T&B (PLYWOOD Q c 5 SHEATHING REQ'D Q - T&B) LL SEPARATE SHEATHING O a UNDER WINDOW O Z Q O - / U 1- O p � w W � T LO E. 2x TOP & BOT. RIBBONS, CONT. � O0 Wp NOTE: ALL FLOOR O J z � cn Q 0zoWNQ v TRUSSES TO BE P.T. IF Q 0 Z NO MOISTURE 0 1- T W U) BARRIER (FELT PAPER OR SIM) IS PROVIDED O m T Cn U o SEE FRAMING PLAN IF FLOOR SYS. NOT PRESENT PER FLOOR ¢ I - 0 O E o FOR FLOOR FRAMING PLAN, 2nd FLR STUDS TO BEAR ON zz - w m CMU WALL BELOW PER DETAIL INCDICATED CONNECTION ❑ W O (� Q O U) c zU1-0(.9 ON FLOOR FRAMING. INDICATED BASE STRAP PROVIDE BLOCKING F, O) N z `Q O � ❑ J Q � z 0 SD6 IS INDICATED, BASE STRAPS ARE REQ'D MASONRY WALL SEE ? LU Z ❑ 0 � ON BOTH SIDES OF THE WALL PLAN FOR MORE INFO z (D W �SoHEADER CONNECTION @ 2nd FLOOR CONTINUOUS FROM w 0 Q w 0 0 s Q _j0 � I a. BEARING WALL PER Uj < PLAN > W BOTTOM PLATE � W ATTACH TO EACH � TRUSS/BLOCKING W W z BELOW USING 4"x5" Q Q V Q SDS SCREWS @ 6" O.C. z r- p ❑ C) I-• U)O �; W Z (10 O 17) BLDG DESIGN: --- STRUCTURAL ENG: CNS DRAFTING: -DESIGN: --- -STRUCT: MR Z W SOLID SHEATHING @ Q z HEADER= �. O z SIMPSON SP4 w/ (6) 10d L 0- j �: �F�<� S x1-1/2" @ 24" O.C. (USE U) [�! � w FFT SP6 @ 2x6 STUDS & W U U) O �. SP8 @ 2x8 STUDS) Q c O C (2) 2x SPF TOP PLATE U— /- U.N.O. ON PLAN 0 HEADER - SEE 2ND Q N f FLOOR PLAN FOR MIN. HEADER SIZE & REQ'D. �- JAMB STUDS �g��til9n�1�leeee U� � z;!'�d°fry IF HEADER IS UPSETi '�, W'' AND WINDOW IS O �°`aw cr> !,- l'ao 'w � Z ` LOWER: (1) 2x SILL `° r U PLATE w/ (2) 1Od p w oW `Q;° ❑ t TOENAILS. EXT. v� -, o� zk: LLi HEADER OPENINGS �'�p �� Z LESS THAN 4FT:(1) 2x J"� /-- SILL PLATE w/ (2) 10d a- ��i4( V TOENAILS. OPENING Ld / LARGER THAN 4FT: (2) 2x SILL PLATE w/ A35 U Q CLIPS EACH SIDE w/ 2x /- CRIPPLES @ 16" O.C. W w / w/ (2) 10d TOENAILS cn ❑ T&B (PLYWOOD Q c 5 SHEATHING REQ'D Q - T&B) LL SEPARATE SHEATHING O a UNDER WINDOW O Z Q O - / U 1- O p � w W � T LO E. 2x TOP & BOT. RIBBONS, CONT. � O0 Wp NOTE: ALL FLOOR z Z J z � cn Q 0zoWNQ v TRUSSES TO BE P.T. IF Q 0 Z NO MOISTURE 0 1- T W BARRIER (FELT PAPER OR SIM) IS PROVIDED O m T Cn U o SEE FRAMING PLAN IF FLOOR SYS. NOT PRESENT PER FLOOR ¢ I - 0 O E o FOR FLOOR FRAMING PLAN, 2nd FLR STUDS TO BEAR ON zz - w m CMU WALL BELOW PER DETAIL INCDICATED CONNECTION ❑ W O (� Q O U) c zU1-0(.9 ON FLOOR FRAMING. INDICATED BASE STRAP PROVIDE BLOCKING F, O) N z `Q REQ'D ON EITHER SIDE OF WALL. IF WF02/ BELOW JAMBS � ❑ J Q � z 0 SD6 IS INDICATED, BASE STRAPS ARE REQ'D MASONRY WALL SEE ? LU Z ❑ 0 � ON BOTH SIDES OF THE WALL PLAN FOR MORE INFO z (D Q F- � W z �SoHEADER CONNECTION @ 2nd FLOOR CONTINUOUS FROM w 0 Q w 0 0 s Q _j0 � I GIRDER TRUS PLAN (2)2x4 SYP#2 BLOCKING BE EA. TRUSS. Al EACH END TO USING (4)16d TOE -NAILS SEE TRUSS LJ FOR HANGER �- - TRUSS PER PLAN - - - - CC CHECK: MRB FLOOR TRUSS TO GIRDER CONNECTION JOB No. PSQ-2171574 SCALE: AS INDICATED DATE: 12/08/17 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 OQ z � W z J z � cn Q 0zoWNQ v F_ 1- T W T W I - 7- U) O SHEATHING PER PLAN ❑ ATTACH PER NAILING LU SCHEDULE, (D CONTINUOUS FROM w z 0 TOP OF TOP PLATE TO 0 BOTTOM PLATE. BEARING WALL PER Uj < PLAN > BOTTOM PLATE � W ATTACH TO EACH � TRUSS/BLOCKING v~j W BELOW USING 4"x5" Q Q V Q SDS SCREWS @ 6" O.C. z CO ❑ C) U)O �; W Z (10 BLDG DESIGN: --- STRUCTURAL ENG: CNS DRAFTING: -DESIGN: --- -STRUCT: MR �- - TRUSS PER PLAN - - - - CC CHECK: MRB FLOOR TRUSS TO GIRDER CONNECTION JOB No. PSQ-2171574 SCALE: AS INDICATED DATE: 12/08/17 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 (2) 2x SYP #2 COLUN ON EITHER SIDE OF GIRDER, PROVIDE SUFFICIENT ROOM FOR GIRDER HANGE FLANGE. ATTACH LEDGER TO EA. COLUMN w/ (4) 1/4"k 3-1/2" (8 TOTAL) SIMPSON SDS SCREWS LEDGER AT GIRDER ALIGN 2ND FLO, STUDS w/ 1ST F STUDS 2x BEARING WAL PLAN (2) 2x SPF#2 BAST PLATE. ATTACH 1 W/ (2) 16d NAILS t TRUSS, THEN AT' 2ND PLY W/ (2) V @ 12" O.C. SIMPSON CS18 P WF16/SD6 (2) 2x TOP PLATE SEE PLAN FOR BEARING WALL REQUIREMENTS SECTION @ 2 -STORY BRG. SHEATHING CONT. TO 2nd STORY WALL BOTTOM PLATE ATTACH PER NAILING SCHEDULE 2x4 NAILER W/ (2) -- 10d NAILS @ 16" O.C. 2x4 STUDS @ 16" O.C. 1/2" GYP. BOARD 2x4 BRACE TO EA. OTHERS PLAN ISIMPSON H2.5 EA. TRUSS PLAN 1-1/2"=1'-0" EXT. SHEATHING FROM TOP OF WALL TO DBL BOTTOM PLATE. IF SHEATHING IS NOT CONT. ADD BLOCKING @ SHEATHING SPLICE W/ (3) 10d TOENAILS EA. END. SIMPS. SP4 @ TOP REQ'D ROOF SHEATHING ATTACH PER NAILING SCHEDULE 2x4 SYP#2 BLOCKING W/ (2) 1 O TOE NAILS LOW ROOF TRUSS W/ 16" TALL RAISED HEEL BOTTOM CHORD EXTENSION ATTACH TRUSS TO BEARING WALL USING SIMPSON H10A U.N.O. 3/4"=1'-0" 2x4 BLOCKS, (2) 16d - NAILS @ EA. END. BLOCK ADJACENT BAYS @ EA. DIAL. AS SHOWN. FASTEN ROOF SHEATHING TO BLOCKS W/ 8d NAILS @ (5) 16d NAILS BRACE TO BLOCKING JIIV[ I— U1V C1 1 VH �_w CN. —\ FROM TOP OF WALL FOR LOCATION DIAGONAL BRACE 2x BLOCKING w/ (2) 12d TRUSSES PER ---- - PLATE W/ 1/2" J -BOLT NAILING SCHEDULE PLAN ALL THREAD ROD SEE LD02/SD2 FOR T WALL BRACING @ 48" @ 48" O.C.; SEE SCHEDULE ROOF LINE FOUNDATION DETAILS IO.C. MAX. 45° FROM FOR CONNECTION @ ROOF SHEATHING HORIZONTAL (+/- 10°) BASE DS WOOD SCREWS @ BRACE NOT REQUIRED 2x4 BOTTOM PLATE, - 6' FROM EAVES. CONNECT TO DOUBLE SCREWS FOR 24" I 2x LEDGER TO UPPER TOP PLATE W/ 16d LUS26-2 FOR 2PLY FLOOR WALL W/ TRUSS LUS26-2 FOR 2PLY 1/4" X 3-112" SIMPSON NAILS @ 6" O.C. MIN (4) 16d NAILS TO SDS SCREW @ 16" O.C. (2) 2x4 TOP PLATE O.S.B. TO OVERLAP 2x BEARING WALL W/ _ °' BOTTOM PLATE 1 1/4" MIN. (4) 16d NAILS TO ROOF LOAD MIN. EMBED USING (MIN.) fi ME WALL (RECESS LEDGER II` (TRUSS. VERIFY W/ TRUSS SHOP (DRAWINGS - EXTERIOR SHEATHI"'^ EACH STUD (AT EACH SIDE OF G.T. USE (4) OPT. TRUSS RECESS LEDGER 16d NAILS) LEDGER @ OPEN TO BELOW 2x8 MIN. SPF #2 @ 16" O.C. - SEE FRAMING PLAN FOR MORE INFO. 2x4 BLOCKING BETWEEN STUDS W/ (2) 12d TOE NAILS EACH END 3/4"=1'-0" EXT. SHEATHING ATTACH PER NAILING SCHEDULE SEE LD02/SD2 FOR MORE INFO. 2x8 #2 SYP P,T. SILL — FROM TOP OF WALL FOR LOCATION TO BOTTOM OF SILL 2x BLOCKING w/ (2) 12d PLATE ATTACH PER PLATE W/ 1/2" J -BOLT NAILING SCHEDULE IF WALL SHEATHING IS ROOF SHEATHING — SEE LD02/SD2 FOR ATTACH PER NAILING W/ MIN. 7" EMBED. @ 6" SCHEDULE ROOF LINE PRE-ENGINEERED — TRUSSES ARE TRUSS PER PLAN c6 #2 SYP CONT. ROOF SHEATHING =DGER W/ (2) %"x3-1/2" ATTACHED PER DS WOOD SCREWS @ _ i" O.C. MAX. & 3" ATTACHED PER QOM EA. END - USE SCREWS FOR 24" I SIMPSON LUS26. USE C. LUS26-2 FOR 2PLY TRUSS LUS26-2 FOR 2PLY 2x8 SYP #2 LEDGER W/ CONNECTION: USE 1/2" MIN (4) 16d NAILS TO EACH STUD (AT EACH SIDE OF G.T. USE (4) OPT. TRUSS RECESS LEDGER 16d NAILS) LEDGER @ OPEN TO BELOW 2x8 MIN. SPF #2 @ 16" O.C. - SEE FRAMING PLAN FOR MORE INFO. 2x4 BLOCKING BETWEEN STUDS W/ (2) 12d TOE NAILS EACH END 3/4"=1'-0" EXT. SHEATHING ATTACH PER NAILING SCHEDULE SEE LD02/SD2 FOR MORE INFO. 2x8 #2 SYP P,T. SILL — 1-1/2"=1'-0" FOR LOCATION PRE ENGINEERED 2x BLOCKING w/ (2) 12d TRUSSES @ 24" O.C. PLATE W/ 1/2" J -BOLT MAX. PER PLAN IF WALL SHEATHING IS SEE ARCHS FOR ROOF SEE LD02/SD2 FOR WATERPROOFING AND W/ MIN. 7" EMBED. @ 6" FINISH ROOF LINE TRUSS ANCHOR (SEE TRUSSES ARE PLAN) FROM EACH END & @ ROOF SHEATHING 2x BASE PLATE W/ 12d ATTACHED PER ROOF SHEATHING NAILING SCHEDULE 32" O.C. MAX W/ ATTACHED PER PER ELEV. ol 2x #2 SPF STUDS @ 16" WASHER. ALTERNATE O.C. w/ EXT. SHEATHING FROM TOP OF WALL TO LUS26-2 FOR 2PLY BOTTOM OF TRUSS/ CONNECTION: USE 1/2" GIRDER SEE PLAN FOR I16" WINDOW ATTACHMENT IF SHEATHING IS NOT ALL THREAD ROD W/ 7" _ °' - MIN. (4) 16d NAILS TO CONTINUOUS TO BASE MIN. EMBED USING Lt - L PLATE, SP8 TOP AND SIMPSON SET -XP =_ - BOTTOM ARE REQ'D EPDXY @ 6" FROM XX SEE PLAN FOR W 2 EACH END & @ 32" O.C. TRUSS DIRECTION I C.M.U. WALL PER PLAN MAX W/ WASHER -,.. & MORE INFO4XI 6F SECTION @ OPEN TO ABOVE PLAN FOR 2x BRG WALL W/ SIMPSON CONNECTION SP2 @ TOP & SP1 @ BASE. 2x BLOCKING W/ (2) 12d LSTA18 OR MTS12 MAY BE fiFl TYPICAL CONNECTION GIRDER OR BEAM TOENAILS EACH END USED @BASE 2x BASE PLATE W/ (2) EXTERIOR SHEATHING 12d NAILS @ 12" Q.C. ATTACH PER NAILING�4 3/4" FLOOR SHEATHING SCHEDULE z ATTACHED PER NAILING SCHEDULE (2) 2x4 #2 SYP O BLOCKING w/ SIMPSON HU024-2 EACH END, U USE (4) 10d & (2) 10d NAILS. UNDERSEE PLAN 10 WINDOW JAMBS USE (2) 24 w/ HUC26-2. FLOOR TRUSS PER = PLAN LOW ROOF TRUSS SEE - �- MASONRY (SHOWN) TRUSS PLAN FOR OR WOOD WALL PER CONNECTIONS PLAN 6 S1 SECTION @ RAISED HEEL TRUSS 1/2"=1 1-011 2x BRG WALL W/ SIMPSON SP2 @ TOP (2) 2x BASE PLATE w/ &SP1 @BASE. LSTA18 OR MTS12 (2) 12d NAILS @ 12" MAY BE USED @ BASE.(WHEN WALL O.C. USE SIMPSON IS CONT. BRG ON TRUSS STRAP MTS12 OR LSTA18 TO IL STUDS w/ LSTA18 @ 16" O.C. TO BLOCKING BELOW. TRUSS BELOW) NOT REQ'D IF STUD IS CONNECTED w/ MTS12 3/4"FLOOR SHEATHING ATTACHED OR LSTA18 PER NAILING SCHEDULE 2x BLOCKING W/ (2) 12d FLOOR TRUSS PER TOENAILS EACH END PLAN ,x (2) 2x4 #2 SYP O BLOCKING w/ SIMPSON :::i S� EE PLAN HUC24-2 EACH END, —j Q -�-- USE (4) 10d & (2) 10d W � NAILS. UNDER WINDOW JAMBS ONLY LOW ROOF TRUSS SEE TRUSS PLAN FOR CONNECTIONS (IF TRUSS IS CONT. BRG ON MASONRY USE HETA16/20 @ 24" MASONRY (SHOWN) O.C. OR ON WOOD USE HGA OR WOOD WALL PER CLIPS @ 24" O.C.) PLAN 2x8's MIN. SPF #2 (1 O.C. MAX W/ MID F BLOCKING (U.N.O. MSTAM24 EA. SIDE EA. STUD TO WALI BELOW W/ (9) 1 O NAILS AND (5) 1/4". 3/4" TAPCONS PEF STRAP;CENTER STRAP BETWEEN MASONRY WALL A FRAME WALL CONTRACTOR MA SIMPSON HTT4 AT WINDOW JAMB ST INSTEAD OF INDIC EXTERIOR FLAT S' INTERIOR FLAT S7 IS STILL REQUIREI JAMB STUD COND SEE ARCHS FOR FURRING AND INTERIOR FINISH MASONRY WALL F PLAN FO WALL SPLICE DETAILS 2x8 #2 SPF MIN STUDS @ 16" O.C. PER PLAN 2x4 CONT. W/ (2) 12d NAILS TO EACH STUD 2x8 #2 SYP SILL PLATE W/ %2' J -BOLT OR EPDXY ANCHOR (J -BOLT PREFERED) @ 32" O.C. W/ MIN. 7" EMBEDMENT & 6" FROM EACH END MASONRY WALL PER PLAN 12 PER PLAN :Z_: , (2) 2x TOP PLATE -- (2) 2x HEADER SEE - PLAN FOR MORE INFO & CONNECTIONS EXT. FINISH PER ARCHS SHEATHING PER PLAN ATTACH PER NAILING SCHEDULE 2x8 #2 SYP P.T. SILL PLATE w/ 1/2" J -BOLT OR EPDXY ANCHOR BOLT (J -BOLT PREFERED) W/ MIN. 7" EMBED. @ 32" O.C. & 3" FROM EA.END SHEATHING TO OVERLAP BOTTOM PLATE 1 1/4" (MIN.) 1x PT NAILER AS REQ'D CONT. #5 IN TIE BEAM EXT. FINISH PER ARCHS WINDOW SEE PLAN----`'�- 1-1/2"=1'-0" FOR LOCATION PRE ENGINEERED 2x BLOCKING w/ (2) 12d TRUSSES @ 24" O.C. TOENAILS EACH SIDE MAX. PER PLAN IF WALL SHEATHING IS SEE ARCHS FOR ROOF SEE LD02/SD2 FOR WATERPROOFING AND ❑ FINISH ROOF LINE TRUSS ANCHOR (SEE TRUSSES ARE PLAN) PRE-ENGINEERED — ROOF SHEATHING 2x BASE PLATE W/ 12d ATTACHED PER ROOF SHEATHING NAILING SCHEDULE O.H. ATTACHED PER PER ELEV. ol 2x #2 SPF STUDS @ 16" PLYWOOD FLOORING O.C. w/ EXT. SHEATHING FROM TOP OF WALL TO LUS26-2 FOR 2PLY BOTTOM OF TRUSS/ SEE FLOOR FRAMING GIRDER SEE PLAN FOR I16" WINDOW ATTACHMENT INFO IF WALL WINDOW SEE PLAN----`'�- SHEATHING ISN'T CONT. FOR LOCATION LSTA18 STRAPS ARE 2x BLOCKING w/ (2) 12d REQ'D FROM STUDS TO TOENAILS EACH SIDE GIRDER BELOW IF WALL SHEATHING IS ROOF SHEATHING SEE LD02/SD2 FOR STOPPED BELOW ❑ MORE INFO IF ROOF LINE Q TRUSSES ARE PRE-ENGINEERED — PARALLEL TO WALL 2x BASE PLATE W/ 12d ROOF SHEATHING @ 24" O.C. TO FLOOR ATTACHED PER SYSTEM BELOW NAILING SCHEDULE PLYWOOD FLOORING SIMPSON LUS26. USE - SDS WOOD SCREWS @ LUS26-2 FOR 2PLY SEE FLOOR FRAMING TRUSS I16" ` PLAN FOR MORE INFO SCREWS FOR 24" O.C. I - MIN. (4) 16d NAILS TO EA. TRUSS, 24" O.C. Lt - L � XX SEE PLAN FOR W 2 TRUSS DIRECTION I ` & MORE INFO4XI FLOOR GIRDER SEE PLAN FOR SEE TRUSS LAYOUT CONNECTION FOR TRUSS LOCATION & CONNECTION INFO fiFl TYPICAL CONNECTION GIRDER OR BEAM SIMPSON H2.5 EA. RUSS RECESS LEDGER INTO VRUSSSHOP USS. VERIFY W/ (DRAWINGS EXTERIOR SHEATHING OPT. TRUSS RECESS LEDGER G.T. USE (4) 16d NAILS) D04 LEDGER @LOW ROOF 3/4"=1'-0" (2) 2x SPF TOP 1/2" J -BOLTS @ 6" FROM EA. END OF SEE CHART FOR REQUIRED JACKS/ WALL & WALL OPENINGS @ 32o.c. KINGS # OF STUDS TO MATCH MAX. W/ 7" MIN. EMBEDMENT & BETWEEN FLOORS WASHER SEE BEARING WALL SCHEDULE FOR MORE INFORMATION. AL rERNATE CONNECTION: 1!2" ALL AT OPENINGS LARGER THAN THREAD ROD 6" FROM EA. END OF WALL, WALL OPENINGS & AT 32" O.C. MAX (7" MIN.EMBED USING SIMPSON SET -XP EPDXY) W/ WASHER 4'-2" ATTACH TOP PLATE TO HEADER WITH LSTA12 BENT OVER W/ (5) 10d NAILS INTO TOP PLATE AND (5) 1 O NAILS INTO HEADER 2 STORY INTERIOR BEARING WAL 2x4 CONT. W/ (2) 12d NAILS TO EACH STUD 2nd STORY WALL PER PLAN ,,.. FLOOR TRUSS; SEE FRAMING PLAN FOR DIRECTION AND - CONNECTION DETAIL MASONRY WALL PER PLAN JIKHrJ IUr2Sc BOTTOM OF EA, STUD PER BEARING WALL SCHEDULE ALL CS18 STRAPS TO HAVE MIN 12" END LENGTH ON STUDS W/ (18) 8d NAILS PROVIDE EXTERIOR SHEATHING ATTACHED PER NAILING SCHEDULE FOR EXTERIOR 2 STORY WALLS SP4 TOP & BOTTOM OF EA. STUD U.N.O. -SIMPSON CS18 STUDS ABOVE TO HEADER BELOW 1/2" THREADED ROD @ 32" O.C. MAX W/ NUT & 2" WASHER TOP & BOTTOM F1 BRACING @ 2 STORY FRA fi S1 SECTION @COMBO TRUSS @ ""' '" 1"-1' 0.. 1/2"-1'-0" 3/4"-1'-0" 111=11-011 COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTH CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTH CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC is strictly prohibited. FROM TOP OF WALL `o TO BOTTOM OF SILL PLATE ATTACH PER _ NAILING SCHEDULE ROOF SHEATHING ATTACH PER NAILING ❑ SCHEDULE 4 Q PRE-ENGINEERED — TRUSS PER PLAN 2x6 #2 SYP CONT. .; ; LEDGER W/ (2) %"x3-1/2" I SIMPSON LUS26. USE - SDS WOOD SCREWS @ LUS26-2 FOR 2PLY O.C. MAX. & 3° TRUSS I16" FROM EA. END - USE (3) SCREWS FOR 24" O.C. 2x8 SYP #2 LEDGER W/ - MIN. (4) 16d NAILS TO EA. TRUSS, 24" O.C. OPT. TRUSS RECESS LEDGER G.T. USE (4) 16d NAILS) D04 LEDGER @LOW ROOF 3/4"=1'-0" (2) 2x SPF TOP 1/2" J -BOLTS @ 6" FROM EA. END OF SEE CHART FOR REQUIRED JACKS/ WALL & WALL OPENINGS @ 32o.c. KINGS # OF STUDS TO MATCH MAX. W/ 7" MIN. EMBEDMENT & BETWEEN FLOORS WASHER SEE BEARING WALL SCHEDULE FOR MORE INFORMATION. AL rERNATE CONNECTION: 1!2" ALL AT OPENINGS LARGER THAN THREAD ROD 6" FROM EA. END OF WALL, WALL OPENINGS & AT 32" O.C. MAX (7" MIN.EMBED USING SIMPSON SET -XP EPDXY) W/ WASHER 4'-2" ATTACH TOP PLATE TO HEADER WITH LSTA12 BENT OVER W/ (5) 10d NAILS INTO TOP PLATE AND (5) 1 O NAILS INTO HEADER 2 STORY INTERIOR BEARING WAL 2x4 CONT. W/ (2) 12d NAILS TO EACH STUD 2nd STORY WALL PER PLAN ,,.. FLOOR TRUSS; SEE FRAMING PLAN FOR DIRECTION AND - CONNECTION DETAIL MASONRY WALL PER PLAN JIKHrJ IUr2Sc BOTTOM OF EA, STUD PER BEARING WALL SCHEDULE ALL CS18 STRAPS TO HAVE MIN 12" END LENGTH ON STUDS W/ (18) 8d NAILS PROVIDE EXTERIOR SHEATHING ATTACHED PER NAILING SCHEDULE FOR EXTERIOR 2 STORY WALLS SP4 TOP & BOTTOM OF EA. STUD U.N.O. -SIMPSON CS18 STUDS ABOVE TO HEADER BELOW 1/2" THREADED ROD @ 32" O.C. MAX W/ NUT & 2" WASHER TOP & BOTTOM F1 BRACING @ 2 STORY FRA fi S1 SECTION @COMBO TRUSS @ ""' '" 1"-1' 0.. 1/2"-1'-0" 3/4"-1'-0" 111=11-011 COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTH CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTH CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC is strictly prohibited. BLDG DESIGN: --- STRUCTURAL ENG: CNS DRAFTING: -DESIGN: --- -STRUCT: MR I QC CHECK; MRB JOB No. PSQ-2171574 SCALE: AS INDICATED DATE: 12/08/17 `o N ❑ ❑ 4 Q O j Lt - L W 2 LL W O z O U > O IL = z O_ O u) —j Q Z O W � z a_ w W U W C cU) W IL � W D O ❑ ❑ > z W N C7 w q�0liiiiill3li�d CD Q ` `a U j (� 0000umno� /(J/ ✓� �I a 0 fAJ LL Ujb p Qom$ X p Z C=+� O ,:: �zLU k m oZ ; �° W c . �° w = 02 Q v c� O ' ' 0100 i 53 o� Cj� _ ❑ I. M• 19 (�rLjj Q ON ���.%. IQL L.- �.� ✓.4i1a��jiia� ,� L2 W m U Q �z I— W co ❑ ❑ in QW U) B LL It O Q Z N O" Z � QO U 1 -- Op ._._I W LO _WLO� T W I— 0 �O WO UZ o0 Z U_ O m Y) cc 31 Q r� �/J LLI -M -[ 0 OwcN� E o6 W- z U) -j � O o < (DQo�-7C zOQpUc°°o (0 H^UJNWZ_ c I__ Q ? J cq E 0 DaOOcWn� T z ❑ ❑ z¢FDccoI--z E o O�QWzo U�-J�z o Qs°�Q� s z Q w N Q ® Q U W W T J rr�nn j I F¢- � W C/) _ _ U) O 1- W U2 W❑ IJLI > 11 U ® _j yj �Ll�� U w 1 ❑ � R W w cn O �! c� Z � < 0 BLDG DESIGN: --- STRUCTURAL ENG: CNS DRAFTING: -DESIGN: --- -STRUCT: MR I QC CHECK; MRB JOB No. PSQ-2171574 SCALE: AS INDICATED DATE: 12/08/17 MIN. (3) 2x SYP #2 STUDS REQ'D @ I OF LANDING W/ N 16d NAILS FROM (2)2x12 SYP#2 HE. TO BUILT-UP STU COLUMN STANDARD (3)2x12 SYP#2 STRINGERS V SIMPSON A35 / A34 CLIP TO FLOOR SYSTEM & LANDING FRAMING (2) 2x12 SYP#2 BEAM _ _ OF LANDING LANDING ATTACHED TO MATCH JOIST 12'-0" OR LESS PER GENERAL FLOOR ATTACHING TO MASONRY PER SCHEDULE REQ'D B 2x4 CONT. TOP PLATE WALL) CONT LEDGER w/ DEPTH W/ (3) 10d FACE OF TRUSS STUDS W/(2)16d TOE 3' B v @ END OF LANDING TO MATCH JOIST MAX. TO EACH STUD. ((2) O TOENAILS EACH END �7. o TOENAILS EACH END ly-z FOR STRINGERS TO 16" O.C. MAX. FOR Og ? E— LL .._ - CONNECT TO. BEAM O ---- O _j W _ wo W O U z W cn TO BEAR DIRECTLY ON X ; SEE PLAN FOR J L BUILT UP COLUMNS PLYWOOD FLOORING '---.---- � WOOD WALL (NOTCHED @ 2x6 — 0® Q VERTICAL LOCATIC TO SLIDE DOWN TO W ❑�0Lu E M BELOW OR FACE OF TRUSS z o °BIW Z,WLJL°� a ALTERNATE HANGER @ RIGHT OF THIS ATTACH 2x6 VERTICAL SEE TABLE FOR MAX. H DETAIL WIDTH OF LANDING A -A PLAN VIEW @ 90 DEGREE TURN LANDING MIN. (3) 2x SYP #2 STUDS SEE SCHEDULE FOR MAX WIDTH OF LANDING REQ'D @ END OF LANDING F- W/ MIN. (6) 16d NAILS FROM (2)2x12 SYP#2 HEADER TO BUILT UP STUD COLUMN OPTIONAL (2)2x12 SYP#2 ATTACHMENT TO CMU/LEDGER IN LIEU OF BUILT UP COLUMN WOOD: HU210-2/HUC210-2 W/ (18)16d NAILS TO LEDGER/SUPPORT AND (10)10d NAILS TO (2)2x12 SYP#2 HEADER MASONRY: HU210-2/HUC210-2 W/ (18) 1/4"x3-1/4" TAPCONS TO CMU AND (10) 10d NAILS TO (2)2x12 SYP#2 HEADER STANDARD (3) 2X12 SYP #2 STRINGERS W/ SIMPSON A34 / A35 CLIP TO FLOOR SYSTEM & LANDING STANDARD (3) 2X12 STRINGERS W/ SIMPSON A34 CLIP TO FLOOR SYSTEM LINE UP 2xJOIST IN LINE WITH MIDDLE 2x12 STRINGER TO BE UTILIZED AS BLOCKING MIN. 2x8 SYP#2 JOISTS @ LANDING @ 16"O.C. W/ SIMPSON A35 OR LUS26 HANGER ON EACH SIDE MIN. 2x8 SYP#2 JOIST (P.T. IF ATTACHING TO MASONRY WALL) CONT. LEDGER w/ (3) 16d NAILS @ 16" O.C. MAX. TO EACH STUD. ((2) 1/4" x 3 1/4" TAPCONS @ 16" O.C. MAX. FOR MASONRY WALL) 3/4" PLYWOOD OR OSB SEE PLAN FOR DEPTH OF LANDING LANDING ATTACHED MAX WIDTH OF LANDING 12'-0" OR LESS PER GENERAL FLOOR ATTACHING TO MASONRY (2) 2x12 SYP#2 BEAM B 2x4 CONT. TOP PLATE WALL) CONT LEDGER w/ NOTES FACE OF TRUSS STUDS W/(2)16d TOE 3' B OF LANDING FOR --L TO MATCH JOIST MAX. TO EACH STUD. ((2) O DEPTH W/ (3) 10d �7. o TOENAILS EACH END STANDARD (3) 2X12 STRINGERS W/ SIMPSON A34 CLIP TO FLOOR SYSTEM LINE UP 2xJOIST IN LINE WITH MIDDLE 2x12 STRINGER TO BE UTILIZED AS BLOCKING MIN. 2x8 SYP#2 JOISTS @ LANDING @ 16"O.C. W/ SIMPSON A35 OR LUS26 HANGER ON EACH SIDE MIN. 2x8 SYP#2 JOIST (P.T. IF ATTACHING TO MASONRY WALL) CONT. LEDGER w/ (3) 16d NAILS @ 16" O.C. MAX. TO EACH STUD. ((2) 1/4" x 3 1/4" TAPCONS @ 16" O.C. MAX. FOR MASONRY WALL) 3/4" PLYWOOD OR OSB FRAMING (2) 2x12 SYP#2 BEAM PER MIN. 2x8 SYP#2 JOIST (P.T. IF ATTACHING TO MASONRY SCHEDULE REQ'D @ END OF MIN. 2x8 SYP#2 JOISTS WALL) CONT. LEDGER w/ (3) 16d LANDING FOR STRINGERS TO @ LANDING @ 16"O.C. NAILS @ 16" O.C. MAX. TO EACH CONNECT TO. BEAM TO BEAR W/ SIMPSON A35 OR STUD. ((2) 1/4"x3-1/4" TAPCONS DIRECTLY ON BUILT UP LUS26 HANGER ON @ 16" O.C. MAX. FOR MASONRY COLUMNS BELOW OR EACH SIDE WALL) ALTERNATE HANGER @ RIGHT OF THIS DETAIL A -A PLAN VIEW @ 180 DEGREE TURN LANDING SEE SCHEDULE FOR MAX WIDTH OF LANDING zz( 3/4" O.S.B. W/ 8d NAILS @ 3" O.C. TOP AND BOTTOM CHORD FLOOR SYSTEM PER FRAMING PLAN TYP. 2x12 STRINGERS ONE - ON EACH SIDE AND ONE @ MID -SPAN A34 @ EA. STRINGER TO LANDING 2x ATTACHED TO —.,. STRINGER 2x12 STRINGERS ONE ON EACH SIDE AND ONE @ MID -SPAN A35 CONNECTION 2x8 P.T. SPF #2 (MIN.) LET -IN FASTEN TO SLAB USING MIN. (6) 1/4"x3-1/4" EVENLY SPACED TAPCONS @ MIN. END DISTANCE OF 1-1/2" A35 @ EA. STRINGER TO LANDING SEE ARGHS. FOR MAX. RISE OF STEPS AND MIN, TREAD DEPTH 0 � 1z ZZ Z 6" MIN. a STAIR WINDER DETAIL MIN. 2x8 SYP#. LEDGER (P.T. ATTACHING TC MASONRY WAI SIMPSON A35 CONNECTIONS. MASONRY WAL FRAME WALL BI PLYWOOD SHEATHING OVER LANDING ATTACHED PER GENERAL FLOOR CONSTRUCTION NOTES BEAM @ END OF LANDING PER SCHEDULE OPTIONAL (2)2x12 SYP#2 ATTACHMENT TO CMU/LEDGER IN LIEU OF BUILT UP COLUMN WOOD: HU210-2/HU0210-2 W/ (18)16d NAILS TO LEDGER/SUPPORT AND (10)10d NAILS TO (2)2x12 SYP#2 HEADER MASONRY: HU210-2/HUC210-2 W/ (18) 1/4"x3-1/4" TAPCONS TO CMU AND (10) 10d NAILS TO (2)2x12 SYP#2 HEADER B -B CROSS SECTION OF BEAM TO LEDGER PENDING LANDING HEIGHT AND PLAN LAYOUT. HEADER WITHIN SUPPORT WALL COULD BE REQUIRED. SEE PLAN FOR REQUIRED HEADER AND SUPPORT A INFORMATION. STRINGERS TO BE NOTCHED AT LANDING OR LET -IN 2x4 SYP#2 CLEAT AND ATTACH TO JOISTS BELOW W/(2) -12d NAILS @ 16" O.C. (3) 16d TOENAILS SHEATHING OVER BEAM (#2 SYP) LANDING ATTACHED MAX WIDTH OF LANDING 12'-0" OR LESS PER GENERAL FLOOR ATTACHING TO MASONRY (2) 2x12 SYP#2 BEAM CONSTRUCTION 2x4 CONT. TOP PLATE WALL) CONT LEDGER w/ NOTES FACE OF TRUSS STUDS W/(2)16d TOE 3' MID SPAN BLOCKING OF LANDING FOR --L TO MATCH JOIST MAX. TO EACH STUD. ((2) O DEPTH W/ (3) 10d �7. o TOENAILS EACH END ly-z 16" O.C. MAX. FOR Og ? E— LL .._ - wL -' En O ---- O _j W wo W O U z W cn X 2x4 SILL PLATE W/ SEE PLAN FOR J L MASONRY WALL OR PLYWOOD FLOORING '---.---- � WOOD WALL FRAMING (2) 2x12 SYP#2 BEAM PER MIN. 2x8 SYP#2 JOIST (P.T. IF ATTACHING TO MASONRY SCHEDULE REQ'D @ END OF MIN. 2x8 SYP#2 JOISTS WALL) CONT. LEDGER w/ (3) 16d LANDING FOR STRINGERS TO @ LANDING @ 16"O.C. NAILS @ 16" O.C. MAX. TO EACH CONNECT TO. BEAM TO BEAR W/ SIMPSON A35 OR STUD. ((2) 1/4"x3-1/4" TAPCONS DIRECTLY ON BUILT UP LUS26 HANGER ON @ 16" O.C. MAX. FOR MASONRY COLUMNS BELOW OR EACH SIDE WALL) ALTERNATE HANGER @ RIGHT OF THIS DETAIL A -A PLAN VIEW @ 180 DEGREE TURN LANDING SEE SCHEDULE FOR MAX WIDTH OF LANDING zz( 3/4" O.S.B. W/ 8d NAILS @ 3" O.C. TOP AND BOTTOM CHORD FLOOR SYSTEM PER FRAMING PLAN TYP. 2x12 STRINGERS ONE - ON EACH SIDE AND ONE @ MID -SPAN A34 @ EA. STRINGER TO LANDING 2x ATTACHED TO —.,. STRINGER 2x12 STRINGERS ONE ON EACH SIDE AND ONE @ MID -SPAN A35 CONNECTION 2x8 P.T. SPF #2 (MIN.) LET -IN FASTEN TO SLAB USING MIN. (6) 1/4"x3-1/4" EVENLY SPACED TAPCONS @ MIN. END DISTANCE OF 1-1/2" A35 @ EA. STRINGER TO LANDING SEE ARGHS. FOR MAX. RISE OF STEPS AND MIN, TREAD DEPTH 0 � 1z ZZ Z 6" MIN. a STAIR WINDER DETAIL MIN. 2x8 SYP#. LEDGER (P.T. ATTACHING TC MASONRY WAI SIMPSON A35 CONNECTIONS. MASONRY WAL FRAME WALL BI PLYWOOD SHEATHING OVER LANDING ATTACHED PER GENERAL FLOOR CONSTRUCTION NOTES BEAM @ END OF LANDING PER SCHEDULE OPTIONAL (2)2x12 SYP#2 ATTACHMENT TO CMU/LEDGER IN LIEU OF BUILT UP COLUMN WOOD: HU210-2/HU0210-2 W/ (18)16d NAILS TO LEDGER/SUPPORT AND (10)10d NAILS TO (2)2x12 SYP#2 HEADER MASONRY: HU210-2/HUC210-2 W/ (18) 1/4"x3-1/4" TAPCONS TO CMU AND (10) 10d NAILS TO (2)2x12 SYP#2 HEADER B -B CROSS SECTION OF BEAM TO LEDGER PENDING LANDING HEIGHT AND PLAN LAYOUT. HEADER WITHIN SUPPORT WALL COULD BE REQUIRED. SEE PLAN FOR REQUIRED HEADER AND SUPPORT A INFORMATION. STRINGERS TO BE NOTCHED AT LANDING OR LET -IN 2x4 SYP#2 CLEAT AND ATTACH TO JOISTS BELOW W/(2) -12d NAILS @ 16" O.C. (3) 16d TOENAILS BUILT UP COLUMN BELOW. \ `-- WOOD OR MASONRY WALL SEE PLAN FOR MIN. (3) 2x4 SYP #2 MORE INFO COLUMN 2x JOIST PER SCHEDULE 2x P.T. BOTTOM PLATE HEIGHT OF LANDING PER FLOOR PLAN BEAM/JOISTS REQUIREMENT AT LANDING HEIGHT OF STAIRS AT LANDING BEAM (#2 SYP) �— 2x JOIST (P.T. IF MAX WIDTH OF LANDING 12'-0" OR LESS (2) 2x12 ATTACHING TO MASONRY (2) 2x12 SYP#2 BEAM SPACED/CENTEREE 2x4 CONT. TOP PLATE WALL) CONT LEDGER w/ PER SCHEDULE @ END FACE OF TRUSS STUDS W/(2)16d TOE 3' (3) 16d NAILS @ 16" O.C. OF LANDING FOR --L MAX. TO EACH STUD. ((2) STRINGERS TO ❑ o 1/4" 0-1/4" TAPCONS @ CONNECT TO. BEAM 16" O.C. MAX. FOR TO BEAR DIRECTLY ON ? E— MASONRY WALL) BUILT UP COLUMN BELOW. \ `-- WOOD OR MASONRY WALL SEE PLAN FOR MIN. (3) 2x4 SYP #2 MORE INFO COLUMN 2x JOIST PER SCHEDULE 2x P.T. BOTTOM PLATE HEIGHT OF LANDING PER FLOOR PLAN BEAM/JOISTS REQUIREMENT AT LANDING HEIGHT OF STAIRS AT LANDING BEAM (#2 SYP) JOISTS (#2 SYP) MAX WIDTH OF LANDING 12'-0" OR LESS (2) 2x12 2x8 91-0" NOTE: 'I. 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. - NOT USED SEE ARCH PLAN MAX. 4'-0" ABOVE FLOC 2x4 SILL PLATE W/ (2 10d NAILS @ 4" O.C. (NOTCHED @ 2x6 VERTICAL LOCATIOI` 2x6 VERTICAL AND L -BRACE @ 6'-0" O.C. @ ANY OPENING 3%211 2x4 CONT, TOP PLATE 2x6 VERTICAL @ V-0" ATTACH TOP PLATE TO O.C. MIN. AND @ ANY STUDS W/(2)16d TOE OPENING W/IN NAILS HANDRAIL KNEEWALL 2x4 #2 SPF STUDS @ 24" O.C. W/ (2) 12d TOENAILS BOTTOM NOTCH SILL AND PLYWOOD FLOORING TO ALLOW VERTICAL TO SLIDE DOWN TO FACE OF TRUSS `-- - ATTACH 2x6 VERTIC DOUBLE TRUSS PARALLEL TO FLOOR TO TRUSS W/ (3) %" o z N SDS WOOD SCREW N.T.S. EQUALLY Oz SPACED/CENTEREE 2x4 CONT. TOP PLATE TRUSS TO OUTSIDE ATTACH TOP PLATE TO FACE OF TRUSS STUDS W/(2)16d TOE 3' NAILS --L 0 ❑ o SEE ARCH PLAN W _L0 H `0 MAX. 4'-0" ABOVE 2x4 #2 SPF STUDS @ ? E— .._ - 24" 0. C. W/ (2) 12d — ---- O _j W TOENAILS BOTTOM W O U z X 2x4 SILL PLATE W/ NOTCH SILL AND J L 10d NAILS @ 4" O.C. PLYWOOD FLOORING '---.---- � W (NOTCHED @ 2x6 TO ALLOW VERTICAL ... 0® Q VERTICAL LOCATIC TO SLIDE DOWN TO W ❑�0Lu E M z FACE OF TRUSS z o °BIW Z,WLJL°� a 0 ATTACH 2x6 VERTICAL LL H 2x6 VERTICAL AND TO TRUSS W/ (3),'V4," x 3" ----. L -BRACE @ 6'-0" 0.( SDS WOOD SCREWS (nWX F- @ ANY OPENING EQUALLY X o �<00� SPACED/CENTERED IN TRUSS SEE PLAN TRUSS TO OUTSIDE FACE OF TRUSS z zFD SINGLE TRUSS PARALLEL TO FLOOR N.'r.S. L 0 O J C SECTION X -X 2x4 #2 SPF STUDS @ 24" O.C. NOTCH SILL PLATE FOR VERTICAL 2x L -BRACE W/ 12d NAILS @ 4" O.C. n..A �/ Kl— T/11l M1 ATI-' ST01 GENERAL LANDING &(ST03),SECTION @ HANDRAIL W/ STAIR FRAMING INFO SCALE: 3/4"=1'-0" FLOOR TRUSSES SCALE: 3/4"=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 L O W co co o z N Oz ® O o U F-- -O 0 0W 0 ❑ o 0 W _L0 H `0 W ? E— .._ - -- — ---- O _j W O W O U z X 00 J L Z Ur O m W o 0® Q CL W z W ❑�0Lu E M z z o °BIW Z,WLJL°� a 0 1 LL H (DL_9�%�� c _ Z O~ 0 O(D a W Z3 �Wz_ J� Z 0 (nWX F- W O X o �<00� 0 oz Z <DU) z E z zFD C0 z L 0 O J C O J QO(n�� SS O LL z NQ z OW W CO W 0 I— Lij I -W i� (D T. W O L T- 3: U) I 1 1 1 W � Z o O Q Z z W "I _0 U) U a) °-W :-5 � Q p F- O 0 Q W< �ar�s>iaaaa� 0) �LU (y) ,//// T, CL y0�V, a% b ���cvoco���� /�/� ✓s LL] 00 0� O V r1 = U O� : , o �! cps �` ` m 0 0 � �, (D �,Uj /'� tl -I y� I z �/ f ©ANN �•,TfY tl b r # LL J <. �' IL y�/u9no V� (� LL Ld U Q � Z U) 0 0 U) Q W U) Q� L O F- < o z N Oz ® O QO U F-- -O 0 0W W W _L0 H `0 W ? T Q 19 U O _j W W O U z X 00 Z Ur O m W o 0® Q CL W ❑�0Lu E M z z o °BIW Z,WLJL°� a 0 1 LL (DL_9�%�� c _ Z O~ 0 O(D a W Z3 �Wz_ J� Z 0 (nWX F- v_a X o �<00� 0 oz Z <DU) z E z zFD L 0 O J C O J QO(n�� SS LL z NQ z OW W W 0 I— Lij I -W i� (D T. W L T- 3: U) I 1 1 1 CO F- < U) ® O II"JJ 0W W ? 19 U ® _j W X W Q Q CL 1 U-1 � Q W U W (nWX F- v_a O 0 n BLDG DESIGN I STRUCTURAL ENG: CNS rr-•, h_`J DRAFTING: DESIGN: --- -STRUCT: MR QC CHECK: MRB JOB No. PSQ-2171574 SCALE: AS INDICATED DATE: 12/08/17 ST1I "ft Revision K D ECIEU`Uf E City of Sanford Response to Comments ❑ Building & Fire Prevention Division MAY 2 2 2010 Ph: 407.688.5150 Fax: 407.688.5152 BY: PEmail: building@sanfordfl.gov Permit # I q -359)" Submittal Date Project Contact: Ph: �-�(�' ' �Ja-�-��3 Fax: Email:-�1�1C.,�1r1r1ot4�QZ�{C�(j�j� /'1,aYY1-e.S. C�Y� Trades encompassed in revision: t Building ❑ Plumbing ❑ Electrical ❑ Mechanical ❑ Life Safety ❑ Waste Water General description of revision: Q:wr Ckar Stb�nl m . ROUTING INFORMATION Approvals S. 251-1 Department ❑ Utilities ❑ Waste Water ❑ Planning ❑ Engineering ❑ Fire Prevention ❑ Building General description of revision: Q:wr Ckar Stb�nl m . ROUTING INFORMATION Approvals S. 251-1 ROOF SHEATHI1`46 PEP PLAN -ATTACH PER rlAILlh1;O SCHEDULE _ (P'IC .LTRUSIS TO FRAlM1E CCttNECTI'DN. SEE STAI.IDA RD COhIhIECTOP Nf.)TE S -, ; EA. RIh+C = fry ;SEE PLAN AN { -: PRE-BiGIMPERED Rr_r_)F TP Ulc�" E a� �!' 2V SEEARCHITECTURAL r. PLAN FOR CNERHAh1<'33 rrr Rllhf. ASTNIF1. OR.ADE:� Fv[+ si INFO FIJ-58ksi, 12 TI- REARED ROD FROM r� Ff DOUBLE Z112 SPF #2 DOUBLE M11J BLE TOP PLATE TO CMU, NlAft-ITA1 hj (MOT1 h9JOUS YjP tM Irt 7" BMEDNIENT I h1TO CMU LI.S1t'IG PLATE SI MP:SAStl SET -,XP EPO t''(OR EQUAL SPACED '_42'" O.C. A1'^11D Cr FPC M1 ENDS. S. F THE THREA DED ROD I S HIC)T I NST., I I Er� PLATE TO CMU BEL N. THE CONTRACTOR 1w1A;-` I "STALL A MIN. SI 0PS l CrkP11P2 COUPLER NUTW/ WITNESCS.,HOLESO E ,r L 2/vv SPF # 2 STUDS ,@ y 1,6u O.C. U.N.O. r O ,. STA.0 GEF? ED _ y, = INTERIOR/EXTERIOR 2' LONG 1513 -el" Pt2-CVVODD SPF #2 MI D-�I I111T� 0LOCK] G E; TERIO.R FINISH —�• h m w f 'r GUETE-ET01`1 E'-"+_ FACMOF EA. TOE MAILED EACH EMD VU (3) 12d PER DESIGN PLAN , w J r' NAILS,1J.N.4-D. EKTER KJR WALL �• Q ATTACH BOTTOM PLATE: TO CNU SHEATHING AND EXTERIOR MALL , BELM USS NG (2) 14` T,A PC'CH-a OR PLAN U.NG PER PL�'� 00 SHEATHIRGAND f1. E:tUAL 1§ 12- O.C. fM1AINTA.1 NING A ' zz — ATTACH EACH Bf TTf�M1 PL TE TC C:ftiallJ 1`01 NIMUCMI T EMBEDMENT IrITl=a THE CNIIJ. ° w p THE: CONTRACTOR SHALL VERIFY THE MR1. z BOTTOM, PLATE I S FASTENED TIGHT TO YP#2 P. T.. r'rr 1 T O.C. MAJ "TAI "Mc -7 A MI NItM UNt T' 17 2JIT THE CNIU. FOR SI NGLE PLATE TO CC IU: SI LL PLATE _ :r 1F �J-B�...rLTS ARE I t^1 STALLED i �'Ci r,., MI hf.r� r ;r' Ou FROM ENDS AND PLATE SPLICES, iH ARI N13 € S"y`P# P. T. r ❑ THE IARC -01 {S AS DETAILED ABOVE ARE ` PLAN. VERI F`( ALL PLIES OF THE BOTT M1 PLATE ARE - W t^k`"1T REQUIRED. 1-W- V.MIt^1. CLEAR:FRC&1 O t4.A1LED!FASTEt4ED TIGHT TO EACH OTHER CE 4TER; OF 1,021 W NISTAM24 EACH STUD TO WALL THREADED ROD TO `t 16- O.C. MA ) E\,TERI OR FAC_ ECF CMU L*: (M 1001AILSs ID (r�ri, 114'x 3 1IM' ' TMIG S PER STRAP tMtASf t fR'i` X777"AU AtfD -j� MIN. CLEAR, FRf�he1; = r W AUGN FIJRRI NG STR I P REINFORCE1004T PERBELFDW .FRA1'M11 h1 G, INSTAH {22)114- � 0- TAFCf_ N S CENTER OF '11 •'ril2x9-STUD ABV. et. PLAN OR EQUAL j§ 1 -O.C. THR U 1TC�IJBLE BK)TTOfM1 ATTACH FLAT STRAP TO CNIU A�PL %PLATE TO Cra11 N BELOW+, i E : TER fOR FACE OF CfM11J% 1x2P.T. FIJRRI_MG tM1STAN1224 EACH STUD TO MALL {�� 1f" Or-. WALL SPLICE DETAILS W1 SINGLE STUD Rf�F -SHEATHING PER PLAN- ATTACH PER -- — REI t'�1FORCENIEPIT PER t-TAlLIt,3 SCHEDULE _ ., T-(PICAL TRUSTS TO FRAME CCAIRIEC-171 ti. 'SEE STANDARD CCAMECTOR = rr• NOTES = = rrr SEE PLAN--- �` f PRE Eh1+31NEER.ED ROOF r+r r+, ry a TR U ES 2O.C. SEE ARC`HI TECTURAL -� e MI hI. ASTN.I., F`15 '6PADE Fy 30,ks i & FIJ=� + si, PLA11 FOR C)VERF-R1`'1S 1 r,r` "'' 112' THREADED ROD FROM DOUBLE TOP PLATE TO INFO r�r` C`MU, MAI N1 FP N 1M11 ". 7' EMBEDMENT 11`4TO CMU DOUBLE ZM SRF #2USING 31N1P3C-$4 SET- � EP`O '`(OR: E-0J'ALSPPd--ED f IIJS ca NIJOTOP p° i @22" O.C. AND U4 FROM ENDS. IFTHE THREADED PLATE la ROD I S NOT 11`4 STA,IIFD CO "T N1JCAJS FRS"._ Nt TOP' ' PLATE TO CMU BELOW, THE�+tITR.TOR tML 1` 2,V LC4161:5 57' I hl STALL A 1M1I". -aIMP'K)h1I CI M1, � CCJJPLER UT •fit/ PLYW0000JSSETON1 '9111TNESSHOLES OR EQUAL EA. FACE OF EA. STUD. 2X14 SF #2 MI D-P(_)I"T (1),8d MA1LS0a 4o.r-BLfJCKINGTfJ_E.NA1I Fn EACH STA((13ERED fF� f 2 END Vii (3) 12JMAI LS, U. ".0. 12.°° LCNG 15( PUt"W00D GUSSE F C44 EACH FACE CSF - EACH .STUD. (2),8d: NA1 LS 0 tM11 hdi 2X4 SPF #2 STUDS — r_ y VZ r O ,. STA.0 GEF? ED _ y, = INTERIOR/EXTERIOR 2' LONG 1513 -el" Pt2-CVVODD BEARING WALL (OR LINTEL h m w f 'r GUETE-ET01`1 E'-"+_ FACMOF EA. EXTERIOR.FINISH IF REFERENCED ON SHEET w J r' STUD. t^fA IL5 ' O.C. PER DES161`1 PLAhx Q r' STAGGERED EXTERIOR MALL U.N.O. 00 SHEATHIRGAND zz — ATTACH EACH Bf TTf�M1 PL TE TC C:ftiallJ NAI LI h PER, PLA t'� ° w p r^1 BELOW USI NO. (2) 1�'4' TA.PC'd ?,1 C :)UAL z r'rr 1 T O.C. MAJ "TAI "Mc -7 A MI NItM UNt T' 17 2JIT :r EfM1BEDME14T I14TO THE CNIU. THE MI hf.r� ;r' C`f_.�h�ITRA:CTOR St%"�- H BE RESPONSIBLE TO € S"y`P# P. T. ❑ r24. VERI F`( ALL PLIES OF THE BOTT M1 PLATE ARE 51LL.PLATE W ° . r O t4.A1LED!FASTEt4ED TIGHT TO EACH OTHER W AND ALSO TIGHT TO THE CMU. "E aRiN: `t [] NOTE TO CONTRACTOR: IF X S``�'P #2 P. T. SEE 1 L 2 BOTTOM PLATE I S INSTALLED WITH Z<4 ,(P '1 P, DfC)UBLE #BOTTOfut PLATES ABUVE FOP, MIN. CLEAR, FRf�he1; = r W .FRA1'M11 h1 G, INSTAH {22)114- � 0- TAFCf_ N S CENTER OF '11 OR EQUAL j§ 1 -O.C. THR U 1TC�IJBLE BK)TTOfM1 'THREADED f C)D TO %PLATE TO Cra11 N BELOW+, i E : TER fOR FACE OF CfM11J% tM1STAN1224 EACH STUD TO MALL {�� 1f" Or-. fM1A t^�f�'r" 7 ALL Ah1U �' 1M1,A � ( 1 Od NA1 LS A.h1 D f5)1 x � I/ -,r REI t'�1FORCENIEPIT PER TAPS O.h115 PEP, STRAP PLAN AU GN FURRI NG STRIP BELOW vd a4 STUD .A.BV. & ATTACH FLAT STRAP TO CiM11J wd^j I^? " 1 r4°, Lf -h16 TAF �ri�IS 112 P.T. FFI_PRRlh1CS WALL SPLI CE DETAI LS W/ DOU BLS. ST I D CLEAR STORY REPAIR DETAIL COPYRIGHT MCD 2015: The information contained in this document is copyrighted O LVL 1 U S28-2 NOTE: SEE PAGE S6 FRO 'ONNECTOR LRC-i"ENJ = 9'4' T,O.M.. = 10' 8" T.O.M. "y0 Atli111i'l 0)OU cl 'des w IT y VZ ❑ 0 y, = INTERIOR/EXTERIOR y¢ BEARING WALL (OR LINTEL h m w U IF REFERENCED ON SHEET w J S4). VERIFY HEIGHT W/ Q ARCHITECTURAL PLANS LL W U.N.O. 00 zz Q COQ w p z b ILL a LL Ljj > W ❑ U W O W w `t [] � W W "y0 Atli111i'l 0)OU cl 'des w IT LLI V " 0 , Q Q �,et 0'IQ a� L j� ," ` w ❑ �, O 0/7177111911 � ,, cc) z O r 1 \ O0 ~\ 0 w-�,�� O �F r� dl - CS j F 0. ,. 13�z U z I-- w �_4 , - o O Q w o Irl, 11_ ate' r t C )� d 2 11 , OC) ���tio 1-- ZO os® Q F - Op I w� I— =w w( C) Q ❑ ❑ -� Ow 0 0 �( Q z W _j z Qu60 cow E 06 Lu z W < ()QOM"` O Z U ►— _j Q MLL�° t/) _jQEQ>-Q o O O 0 v C) s p Q z �zl-3: :�iLJ o 0 O�aw�o O U2i0WQ0. z 0�L�� W 0 LU CD W 0 Q U �- W �✓ W � Sr/� 7�- L } VJ O Q W z. o ®,,�. U) v _j W W u Lld W ~ i 0 W X Z (/) Q W O ® z U 1 Q I— (j (0 U Cj) :r cn Q W (N Z SIVA 13, - a (L C4SX ®, BLDG DESIGN. --- STRUCTURAL ENG: MCU DRAFTING: -DESIGN: INC -S*rRuCT: TNA J��`QRp QC CHECK: CC rL� JOB No. PSQ-2171579 SCALE: AS INDICATED DATE 11/15/1 7 FIRST FLOOR FRAMING is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited 1/4"=1 1-011 1 S5A y VZ y w y¢ o LU i h m w U LLI V " 0 , Q Q �,et 0'IQ a� L j� ," ` w ❑ �, O 0/7177111911 � ,, cc) z O r 1 \ O0 ~\ 0 w-�,�� O �F r� dl - CS j F 0. ,. 13�z U z I-- w �_4 , - o O Q w o Irl, 11_ ate' r t C )� d 2 11 , OC) ���tio 1-- ZO os® Q F - Op I w� I— =w w( C) Q ❑ ❑ -� Ow 0 0 �( Q z W _j z Qu60 cow E 06 Lu z W < ()QOM"` O Z U ►— _j Q MLL�° t/) _jQEQ>-Q o O O 0 v C) s p Q z �zl-3: :�iLJ o 0 O�aw�o O U2i0WQ0. z 0�L�� W 0 LU CD W 0 Q U �- W �✓ W � Sr/� 7�- L } VJ O Q W z. o ®,,�. U) v _j W W u Lld W ~ i 0 W X Z (/) Q W O ® z U 1 Q I— (j (0 U Cj) :r cn Q W (N Z SIVA 13, - a (L C4SX ®, BLDG DESIGN. --- STRUCTURAL ENG: MCU DRAFTING: -DESIGN: INC -S*rRuCT: TNA J��`QRp QC CHECK: CC rL� JOB No. PSQ-2171579 SCALE: AS INDICATED DATE 11/15/1 7 FIRST FLOOR FRAMING is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited 1/4"=1 1-011 1 S5A GENERAL NOTES FOUNDATIONS SOIL UNDER SLABS AND UNDER FOOTINGS TO BE COMPACTED TO AT LEAST 95% OF MAX. DRY DENSITY AS DETERMINED BY ASTM- 1557 (MODIFIED PROCTOR) MINIMUM BEARING CAPACITY 2000 PSF TERMITE TREATMENT THE SOIL. UNDER THIS STRUCTURE SHALL BE TREATED FOR THE PREVENTION OF SUBTERRANEAN TERMITES, OR A PERIMITER TREATMENT (BORACARE) MAY BE USED, IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES. CAST IN PLACE CONCRETE 1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 2500 PSI, A SLUMP OF 4" PLUS OR MINUS 1", AND HAVE 2 TO 4% AIR ENTRAINMENT, AND A MAXIMUM WATER/CEMENT RATIO OF 0.58. 2. ALL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A-615 GRADE 60 3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 FOR 6x6xW1.4xW1.4 WWF SHALL BE LAPPED AT LEAST 6" & CONTAIN AT LEAST ONE CROSS WIRE WITHIN THE 6".FIBERMIX OF EQUAL SPECIFICATIONS MAY BE USED IN LIEU OF WWF. 4. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH "THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318 LATEST EDITION, AND "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS," AGI 301. 5. HORIZONTAL FOOTING BARS SHALL BE BENT MIN. 12 BAR DIAMETERS (EXCLUDING BEND) AROUND CORNERS OR CORNER BARS WITH MIN. 24".LAP EXCLUDING BEND AT EACH END SHALL BE PROVIDED. 6. MINIMUM LAP SPLICES ON ALL REINFORCING BARS SHALL BE 48 BAR DIAMETERS. 7. SLAB ON GRADE, REINFORCEMENT SHALL BE SUPPORTED IN PLACE FROM THE CENTER TO UPPER 1/3 OF THE SLAB. BOLTS AND THREADED RODS 1. ALL BOLTS & THREADED RODS TO BE ASTM A307 OR BETTER (U.N.O.) 2. STEEL BOLTS LESS THAN ONE -HALF-INCH (12.7 mm) IN DIAMETER USED AS FASTENERS FOR PRESSURE PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153. 3. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS SHALL BE PERMITTED TO BE OF MECHANICALLY DEPOSITED ZINC -COATED STEEL WITH COATING WEIGHTS IN ACCORDANCE WITH ASTM B 695, CLASS 55, MINIMUM. MASONRY WALL CONSTRUCTION 1. HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, TYPE 2, CONFORMING TO ASTM C90, W/ A MINIMUM NET COMPRESSIVE STRENGTH OF 2000 PSI (fm = 1900 PSI) 2. MORTAR SHALL BE TYPE M OR S, CONFORMING TO ASTM C270 3. HEAD MORTAR JOINTS AT PRECAST WINDOW SILLS TO BE NO MORE THAN 1". 4. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE SIZE OF 3/8" AND A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. 5. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH CELLS FILLED WITH COARSE GROUT AND GRADE 60 STEEL. REINFORCEMENT SHALL BE PLACED IN CENTER OF MASONRY CELL W/ MIN 1/2" CLEARANCE TO INSIDE FACE. 6. VERTICAL REINFORCEMENT SHALL BE HELD IN CENTER OF THE MASONRY/ BLOCK WALL AT THE TOP & BOTTOM & MAXIMUM 8'-0" U.N.O. VERTICALLY. TIES TO THE FOOTING & LINTEL STEEL IS ADEQUATE @ TOP & BOTTOM OF WALL; REBAR POSITIONERS IN MIDDLE OF WALL 7. REINFORCING STEEL SHALL BE LAPPED MIN. 25" U.N.O. 8. HOOKS AT THE TOP & BOTTOM OF VERTICAL REINFORCING BARS TO BOND COURSE AND FOOTING TO BE NO LESS THAN 12 BAR DIAMETERS EXCLUDING BEND 9. EXPANSION TYPE ANCHORS ARE NOT TO BE USED IN BOND COURSE. EMBEDDED ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED. 10. MASONRY ROUGH OPENING TOLERANCES -'1/4" TO + 1/2" 11. GROUT STOPS SHALL BE PROVIDED BELOW BOND BEAM. PLASTIC SCREEN, METAL LATH STRIP OR CAVITY CAPS MAY BE USED TO PREVENT THE FLOW OF GROUT INTO CELLS BELOW. THE USE OF FELT PAPER AS A STOP IS PROHIBITED. 12. TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY DURING CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR 13. DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR (3) DAYS AND NO CONCENTRATED LOADS FOR (7) DAYS. PER CODE ACI 318, LATEST EDITION. 14. DURING CONCRETE POURS, GC TO ADEQUATELY VIBRATE THE FILLED CELL W/ EITHER RODDING OR PENCIL VIBRATOR TO ENSURE PROPER CONCRETE CONSOLIDATION. WOOD CONSTRUCTION 1. WOOD CONSTRUCTION SHALL CONFORM TO THE 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 SHIELDS. 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 ENGINEERED LUMBER ALL ENGINEERED LUMBER IS TO HAVE THE MINIMUM DESIGN VALUES AS FOLLOWS: COLUMNS BEAMS STUD E = 1,700,000 Ib/int U.N.O. E = 2,000,000 Ib/int U.N.O. E = 1,500,000 Ib/int U.N.O. Fb =2650 Fb =3000 Fb =2200 Ft = 1650 Ft = 1700 Ft = 1500 Fc 11= 3000 Fc ll= 3000 Fc 11= 2100 Fc 450 Fc1=900 Fc1=450 Fv = 285 Fv =285 Fv =150 WOOD BEARING SURFACES ARE TO BE SYP#2 OR BETTER END GRAIN CONDITION U.N.O. CEILING CONSTRUCTION 1. USE 1/2" CEILING OR SAG RESISTANT BOARD FOR 24" O.C. FRAMING U.N.O. 2. 5/8" TYPE "X" GYPSUM BOARD SHALL BE USED ON CEILING IN GARAGE WHEN LIVING SPACE IS ABOVE THE GARAGE. MEANS AND METHODS CONSTRUCTION MEANS & METHODS ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. THE STRUCTURE IS UNSTABLE UNTIL ALL LOAD BEARING WALLS ARE ERECTED & TRUSS / FRAME MEMBERS ARE CONNECTED PROPERLY PER APPROVED FRAMING PLANS / DETAILS ALONG W/ CONNECTOR & COMPONENT MANUFACTURERS' SPECIFICATIONS. UNTIL SUCH TIME, TEMPORARY BRACING & SHORING OF WALLS AND FRAME MEMBERS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. UNDER STAIR PROTECTION 1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2 -INCH (12.7MM) GYPSUM BOARD. METAL COATINGS FOR USE WITH PRESSURE TREATED WOOD IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE THAT ALL METAL CONNECTORS, METAL FASTENERS, ANCHORS, AND NAILS ARE THE APPROPRIATE MATERIAL AND/OR HAVE THE APPROPRIATE COATING FOR USE WITH THE DIFFERENT TYPES OF PRESSURE TREATED WOODS, AS PER THE FOLLOWING GUIDELINES. 1. WOOD TREATED WITH DOT SODIUM BORATE(SBX): CONNECTORS SHALL BE A MINIMUM G50 ZINC COATING 2. WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE) OR OTHER BORATE (NON -DOT) TREATMENTS: CONNECTORS SHALL BE A MINIMUM G185 ZINC COATING. 3. FOR ALL OTHER COMBINATIONS FOLLOW THE RECOMMENDATIONS OF THE PRESERVATIVE WOOD TREATER. 4. STAINLESS STEEL CONNECTORS AND FASTENERS MAYBE USED WITH ALL TYPES OF PRESSURE TREATED WOOD. PREFABRICATED WOOD TRUSSES 1. ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY FASTENED TO THEIR SUPPORTING WALLS OR BEAMS WITH HURRICANE CLIPS OR ANCHORS.UPLIFT CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS ANCHORS AND ANCHOR BOLTS ARE ONLY REQUIRED ON MEMBERS IN WALLS THAT ARE EXPOSED TO UPLIFT OR LATERAL FORCES. INTERIOR LOAD BEARING WALLS ARE NOT ALWAYS EXPOSED TO UPLIFT FORCES. THE MEMBERS OF THESE WALLS WOULD NOT NEED TO HAVE CONNECTORS APPLIED. PLEASE COORDINATE WITH THE TRUSS ENGINEER FOR THE LOCATION OF THESE WALLS AND STRUCTURAL PLANS FOR MORE INFO. 2. TRUSSES SHALL BE DESIGNED BY MWFRS METHODOLOGY FOR LONG SPAN TRUSSES TO DETERMINE UPLIFT AND REACTION VALUES. MEMBER AND PLATE DESIGN TO BE CALCULATED BY COMPONENTS AND CLADDING METHOD UNLESS SPECIFIED OTHERWISE BY TRUSS,ENGINEER OF RECORD 3. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE LATEST EDITION OF ANSI TPI 1. 4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED BY TRUSS MANUFACTURER UNLESS NOTED ON PLANS 5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION OF TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE DESIGNED BY TRUSS MANUFACTURER IN ACCORDANCE WITH THE DESIGN LOADS. TRUSS DESIGN LOADS: TOP CHORD: Lr = 16 PSF DL = 7 PSF (SHINGLE TYPE ROOF COVER) DL = 15 PSF (LIGHT WEIGHT CLAY TILE ROOF COVER) DL = 14 PSF (TRUSS OVERBUILD) BOTTOM CHORD: DL = 5 PSF MINIMUM FLOOR DESIGN LIVE LOADS: A) FLOORS = 40 PSF B) BALCONIES z--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-133 SECTIONS 1, 2 AND 3 FOR ADDITIONAL ROOF PLANE PERMANENT BRACING REQUIREMENTS. -PERMANENT 2x4 SPF #2 (MIN.) CONT. LATERAL TRUSS BOTTOM CHORD BRACING PERPENDICULAR TO TRUSS SPAN AT 15'-0" O.C. MAX W/IN TRUSS SPAN OR PER TRUSS DESIGN DRAWINGS. ATTACH W/ (2) 16d NAILS AT EACH TRUSS. OVERLAP BRACING AT LEAST ONE TRUSS SPACE (24") PLUS 6" MIN PAST BOTTOM CHORD. -INSTALL PERMANENT 2x CONTINUOUS LATERAL BRACE (CLB) ACROSS TRUSS WEBS AS INDICATED ON TRUSS SHOP DRAWINGS & BCSI-133. ("T" BRACING MAY BE USED I.L.O. PEMANENT CLB IF IT EXTENDS MIN. 90% OF THE TRUSS WEB (SEE WEB REINFORCEMENT TABLE WITHIN BCSI-B3). -AT RAISED HEEL TRUSSES, 2x4 SYP #2 (MIN.) AT TOP AND BOTTOM OF HEEL W/ (2) 12d TOENAILS REQ'D. EXT. SHEATHING MUST BE ATTACHED TO RAISED HEEL TRUSS AND INDICATED BLOCKING. ALTERNATE IF HEEL HEIGHT IS LESS THAN 12" TALL: 2x4 SYP #2 BEHIND THE TRUSS VERT. RUNNING FROM TOP TO BOTTOM ACROSS MAX 4 TRUSSES, THEN BOTTOM TO TOP W/ (2) 12d NAILS AT EACH TRUSS MEMBER (DIAGONAL BRACING) DIAGONAL BRACING REQUIRED AT CLB PER BCSI-133: 6. THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS, WORKING POINTS, BEARING POINTS, AND SIMILAR CONDITIONS. TRUSS SHOP DRAWINGS SHALL SHOW ALL TRUSSES, ALL BRACING MEMBERS, AND ALL TRUSS TO TRUSS HANGERS. 1. OMITTED REBAR DRILL A 3/4" 0 HOLE MIN. 6" DEEP AT LOCATION OF OMITTED REBAR, AND INSTALL #5 BAR INTO EPDXY FILLED HOLE. EPDXY TO BE SIMPSON STRONG TIE EPDXY OR EQ. FOLLOW MANU'S INSTRUCTIONS. ASSURE ALL DUST AND DEBRIS FROM DRILLING ARE REMOVED FROM HOLE w/ COMPRESSED AIR PRIOR TO APPLYING EPDXY. ALLOW EPDXY TO CURE TO MANU'S SPECIFICATIONS, THEN FILL CELL IN NORMAL WAY DURING BONDBEAM POUR. USE 30" MIN. LAP SPLICE. HOOKS AT TOP OF BAR TO BE MIN. 12 BAR DIAMETERS(EXCLUDING BEND). 2. STRAPS/CONNECTOR SUBSTITUTION MAY SUB STRAPS/CONNECTORS w/ STRAPS/CONNECTORS OF EQUAL OR GREATER UPLIFT & LATERAL RESISTANCE VALUES IN FIELD WITHOUT VERIFICATION, PROVIDED ALL MANUFACTURER'S INSTALLATION INSTRUCTIONS ARE FOLLOWED. 3. STAIR CONSTRUCTION 2X12'S MAY BE USED ILO TIMBERSTRANDS FOR STAIR STRINGERS. RIM BOARDS MAY BE USED FOR RISERS & TREADS ILO 2x12'S (SEE GEN. STAIR DETAIL SHEETS FOR MORE INFO.) 4. METAL STUD SUBSTITUTION WOOD STUDS MAY BE SUBBED w/ METAL STUDS IN NON -LOAD BEARING WALLS 5. OMITTED J -BOLT -1/2" ALL THREAD ROD w/ 2" x 2" SQ. WASHER DRILL & EPDXY w/ SIMPSON SET EPDXY WITH MIN. 7" EMBEDMENT. -1/2"x6" SIMPSON TITEN HD THREADED ANCHORS W/ LBP1/2 WASHER MAY BE USED ILO 1/2" J -BOLT. TAPCON FASTENERS MAY BE USED ILO SIMPSON TITENS 6. MORTAR JOINTS -FOR BED JOINTS 1/2"-1", GROUT FILL CELLS IN BLOCK AFFECTED (NO VERT. REINF. REQ'D) -FOR HEAD JOINTS GREATER THAN 3/4", GROUT FILL CELL IN BLOCKAFFECTED ON EA.SIDE OF JOINT. PROVIDE (1) #5 VERT. REINF. IN EA. CELL CONT. PER PLAN. "EXCEPTION: IF TIE BEAM COURSE AND ADJ. TWO COURSES BELOW, AS WELLAS 1st (2) COURSES FROM FND. HAVE HEAD JOINTS WHICH FALL W/IN THE SPECIFIED TOLERANCES, THE ADDED VERTICAL REINFORCEMENT IS NOT REQ'D TO BE EPDXIED INTO TIE BEAM/FTG -FOR BLOCKS NOT STAGGERED, GROUT FILL CELL EA. SIDE OF JOINT AND PROVIDE (1) #5 VERT. REINF. IN EA. CELL, CONT. PER PLAN. 7. OVERHANGING CMU WALL -FOR CMU OVERHANGING FOUNDATION <1/2", NO FIX IS REQ'D POUR TIEBEAM & VERT. CELLS PER PLAN. -FOR CMU OVERHANGING FOUNDATION FROM +1/2"-1-1/8", GROUT FILL FIRST (3) COURSES IN WALL ALONG AREA AFFECTED & TIE BEAM AND VERTICAL CELLS PER PLAN -FOR CMU OVERHANGING FOUNDATION OVER 1-1/8", CONTACT EOR FOR REPAIRS. STRUCTURAL STEEL 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 3/6" UNO. 3. SUBMIT SHOP DWGS INDICATING ALL SHOP AND ERECTION DETAILS INC. PROFILES, SIZES, SPACING, & LOCATIONS OF STRUCTURAL MEMBERS, CONNECTION ATTACHMENTS, FASTENERS, LOAD, AND TOLERANCES. 4. STRUCTURAL STEEL SHALL RECEIVE SHOP COAT OF PRIMER (COLOR AS DIRECTED BY ARCHITECT) EXCEPT FOR AREAS WHICH WILL RECEIVE SPRAY -ON FIRE PROTECTION.. 5. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY STANDARD INSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND SPECS (IF PROVIDED). SUBMIT REPORTS TO ARCHITECT AND ENGINEER. DESIGN PRESSURES WIND DESIGN LOAD INFORMATION WIND SPEED (ULTIMATE) 140 mph WIND SPEED (ALLOWABLE) 108 mph WIND EXPOSURE B RISK CATEGORY II BUILDING TYPE V B ENCLOSURE CLASSIFICATION ENCLOSED INTERNAL PRESSURE COEFFICIENT +/-0.18 C WIND PRESSURE & SUCTION EFFECTIVE FL LL SC (PSF) WIND U.9 Om C).-1 (+) VALUE DENOTES PRESSURE AREA (SQ FT) FOUNDATION PLAN C z (-) VALUE DENOTES SUCTION AREA O 05 10 (+) 21.2 (+) 21.2 (-) 22.9 (-) 28.3 20 (+) 20.2 (+) 20.2 (-) 22.0 (-) 26.4 50 (+) 19.0 (+) 19.0 (-) 20.8 (-) 23.9 100 (+) 18.0 18.0 (-) 19.8 - 22.0 GARAGE DOORS 9'-0" x T-0" 16-0" x T-0" FIRST FLOOR FRAMING PLAN (+) 18.4 + (-) 20.9 (-) 19.7 WIND PRESSURE/ SUCTION DIAGRAM 5 5 64 (0 5 5 w STANDARD DESIGN PRESSURE NOTES 1. ASCE 7-10 WALL DESIGN ALLOWABLE COMPONENTS AND CLADDING WIND PRESSURES AND SUCTIONS PER FLORIDA BUILDING CODE 5th EDITION (2014). WIND SPEED IS BASED ON LINEAR INTERPOLATION FOR THIS SITE. 2. MEAN ROOF HEIGHT FOR A TYPICAL SINGLE STORY HOME IS 15FT, 2 STORY HOME IS 30FT 3. MULTIPLY THE ABOVE PRESSURES BY 1.67 TO GET ULTIMATE WIND PRESSURES. 4. "a" = END ZONE IS ONLY W/IN 5'-0" OF ALL EXTERIOR BUILDING CORNERS. 5. INDICATED PRESSURES CAN BE INTERPOLATED FOR OTHER DOOR SIZES, OTHERWISE USE LOAD ASSOCIATED WITH THE LOWER EFFECTIVE AREAS. 6. DESIGNATED AREAS WHERE THE ULTIMATE WIND SPEED IS 140 MPH OR GREATER IS CONSIDERED TO BE IN THE WIND -BOURNE DEBRIS AREA. OPENING PROTECTION REQUIRED. REFER TO SECTION R301.2.1,2 OF THE RESIDENTIAL CODE FOR SPECIFICATION REQUIREMENTS OF THE USE OF WOOD STRUCTURAL PANELS. REFER TO TABLE R301.2.1.2 FOR ATTACHMENT SPECIFICATIONS I INDEX OF DRAWINGS O Q LLA C SHEET SHEET TITLE C o Nm Lm FL LL SC STRUCTURAL NOTES I- U.9 Om C).-1 LL S1A FOUNDATION PLAN C z Q ori,yy �� ► Ss�,g' > S2A DOWEL PLACEMENT PLAN C c; 5 S3 FOUNDATION DETAILS C a O 03.1 FOUNDATION DETAILS w w T �- S4A LINTEL PLAN ° Cl w Q S5A FIRST FLOOR FRAMING PLAN =_ S6 NOTES & CONNECTOR LEGEND U (0 w S7A ROOF FRAMING PLAN U) W a.V O SD1 - -- - GENERAL DETAILS U ❑ z SD2 GENERAL DETAILS Q U C7 SD3 GENERAL DETAILS w H a. SD4 GENERAL DETAILS U W N Z S D5 2 -STORY DETAILS u., ° S D6 2 -STORY DETAILS coz ° O-- ST1 GENERAL STAIR DETAILS 0 DESIGN: d STRUCTURAL ENG: MCI: W U U) ❑ U) w O Z O Q U O W H w U Z 0 O U U z ❑ W W O IL z - Q Q MASTER U P DATES ° z NUMBER DATE DESCRIPTION INTIALS w z 1 3/1/2017 CREATED ELEV A, B, & C DP z 4/24/2017 ADDED PADS TO SIDES OF SGD OPENING AT REAR, MADE DP U)2 BEDROOM #5 OPT AND LOFT STANDARD, & QC CLEAN UP 3 8/30/2017 ELEVATION A & C ARCHITECTURAL & TRUSS UPDATES PER WP -8 DP O W Z 4 10/23/2017 UPDATE PER FRAME WALK REVISIONS ELEVATIONS A & C DP w a RECORD COPY COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. �J��DiniG ;�CF,Af2�f� r; Q H z W ❑ W z O D W L0 W ❑ O 0 z M H LU C) L U 0 O LLA U <� o' w % W o Nm Lm � Vj c9 7� LL- 0 I<--L� , Q z U O U.9 Om C).-1 ko��Sse� W v I U �o�, w a Q ori,yy �� ► Ss�,g' > O z z -1 W O z �- a Cl w Z W �o U (0 U) W a.V U U x O W U 0 O LLA U <� o' w % W o Nm Lm � Vj c9 7� LL- 0 I<--L� , Q z U O U.9 Om C).-1 ko��Sse� U v I U �o�, w a Q ori,yy �� ► Ss�,g' > O U 0 J I- Uj CO LL1 w 06w Z U) v U, Q00N�' a m ZUh--a-,eo o m LL cfl co DQ00 U)0<vc Q D Z w z � Oa<WYo LU Q O�¢a- z 0 w o O v� 2E O U ' I� UO - � z c o O r �.i O ko��Sse� U J I- Uj CO LL1 w 06w Z U) v U, Q00N�' a m ZUh--a-,eo o m LL cfl co DQ00 U)0<vc Q D Z w z � Oa<WYo LU Q O�¢a- z 0 w o O v� 2E DRAFTING: -DESIGN: -STRUCT: QC CHECK: JOB No. SCALE: DATE: TNA CC PSQ-2171579 ^- " AS INDICATED 11/15/17 00 Q L1! co 0 N, P F - -1 W !W L19 W Z W LLJ a.V U U x O W N Z O-- BLDG DESIGN: --- STRUCTURAL ENG: MCI: DRAFTING: -DESIGN: -STRUCT: QC CHECK: JOB No. SCALE: DATE: TNA CC PSQ-2171579 ^- " AS INDICATED 11/15/17 00 Q L1! co