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Home My WebLink AboutPermit Set_Structural Plans_Lot 23 �a 0 Mr N E W C O N U� 0 w£3 REVISION SUMMARY STRUCTURAL DESIGN CRITERIA E� a CODE CRITERIA NO. DATE REVISION DESCRIPTION DESIGNER ; 0 3 ON ° U O N 1 12/16/20 SF01/D2 ADDED AC • a a FLORIDA BUILDING CODE 6TH EDITION (2017)RESIDENTIAL. ° ow `act • FLORIDA FIRE PREVENTION CODE 6TH EDITION(2017) x N g x > �a • FLORIDA BUILDING CODE ACCESSIBILITY 6TH EDITION (2017) ¢ o • NFPA 70-14. NATIONAL ELECTRICAL CODES. (NEC 2014)&6TH FBCR CH. 34-43 _�� • BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE-(ACI 318-14). o w ate_ • SPECIFICATIONS FOR STRUCTURAL CONCRETE -(ACI 301-10). d y L 0 O • BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES-(ACI 530-13). Q 0- 0 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION-2015 EDITION. N a > � T • WOOD FRAMED CONSTRUCTION MANUAL 2015 EDITION. o a ° a • APA PLYWOOD DESIGN SPECIFICATION 2012 EDITION. w • AMERICAN SOCIETY OF CIVIL ENGINEERS:ASCE/SEI 7-10 • ALUMINUM DESIGN MANUAL-2015 EDITION GENERAL ROOF LOADING N o Q N U SHINGLE METAL TILE HEAVY ROOF(PSF) ROOF(PSF) ROOF(PSF) ROOF(PSF) TOP CHORD LL 20 20 20 20 O H TOP CHORD DL 10 10 15 25 i di BOTTOM CHORD LL* 0 0 0 0 00Zt H BOTTOM CHORD DL 10 10 10 10 N N TOTAL(PSF) 40 40 45 55 m BOTTOM CHORD LL(OPT) - �+ ABBREVIATIONS ATTICS W/LIMITED STORAGE 20 O ATTICS W/HEAVY STORAGE 50 *ATTICS W/NO STORAGE 10 i 00 ti N (NON-CONCURRENT) M N A.B. Anchor Bolt Fir.Sys. Floor System PSF Pounds per square foot Abv. Above F.O.M. Face Of Masonry P.T. Pressure Treated NOTE: LL REDUCTIONS ARE ALLOWED PER CODE BUT ONLY WITH WRITTEN +_0 Adj. Adjustable Ft. Foot/Feet Rad. Radius APPROVAL FROM FOR OR INDICATED ON PLAN ' U 0 N 41 A.F.F. Above Finished Floor Ftg. Footing Req'd. Required ��✓odeff ALT. Alternate Galy. Galvanized Rm. Room GENERAL FLOOR LOADINGBm. Beam G.C. General Contractor Rnd. Round4 4-, N B/Beam Bottom of Beam G.F.I. Ground Fault Interrupter S.F. Square Ft. TOP CHORD LL 40 (PSF) COMMENTS: _ CH Brg. Bearing G.T. Girder Truss SHT Sheet TOP CHORD DL 10 (PSF) Cant. Cantilever Hdr. Header S.L. Side Lights BOTTOM CHORD LL 0 (PSF) Cir. Circle Hgt. Height S.P.F. Spruce Pine Fir BOTTOM CHORD DL 5 (PSF) Clg. Ceiling Int. Interior Sq. Square U CJ Control Joint K/Wall Kneewall S.Y.P. Southern Yellow Pine SPECIAL FLOOR LOADING Col. Column L.F. Linear Ft. Thik'n. Thicken Q GAME ROOM/READING ROOMS 60 PSF COMMENTS: Cont. Continuous Mas. Masonry T.O.B. Top of Block (PSF) Dbl. Double Max Maximum T.O.M. Top of Masonry BALCONIES/DECKS 40(PSF) d.A SINGLE CONCENTRATED LOAD Dia. Diameter Min Minimum T.O.P. Top of Plate AVALON BY THE BEACH BALCONIES OVER 100 SQ:FT 100(PSF) APPLIED IN ANY DIRECTION AT ANY Ea. Each M.L. Microlam Trans. Transom Window LIGHT STORAGE 125(PSF) POINT ALONG THE TOP.GUARDRAILS AND HANDRAILS 00(LBS)(d) f. BALUSTERS AND PANELS FILLERS E.W. Each Way Mir. Mirror Typ. Typical GUARDRAIL IN-FILL COMPONENTS 50 (LBS)(f) SHALL BE DESIGNED TO WITHSTAND Elec. Electrical Mono Monolithic U.N.O. Unless Noted Otherwise STAIRS/NON SLEEPING ROOMS 40 (PSF) A HORIZONTALLY APPLIED NORMAL Elev. Elevation N.T.S. Not to Scale Vert. Vertical SLEEPING ROOMS 30 (PSF) LOAD OF 50 POUNDS ON AN AREA E.O.R Engineering or Record O.C. On center V.L. Versalam Lot . LIBRARIES-STACK ROOMS 150(PSF) EQUAL TO 1 SQ. FT. Ext. Exterior Opn'g. Opening VTR Vent through Roof Exp. Expansion Opt. Optional W Washer DEFLECTION CRITERIA F.B.C. Florida Bldg.Code Pc. Piece W/ With ROOF TRUSSES* LL/360 TL/240 COMMENTS: Fin. Fir. Finished Floor P.L. Parallam W.A. Wedge Anchor ROOF RAFTERS LL/180 TL/120 ROOF RAFTERS Flr. Floor PLF Pounds per linear foot Wd Wood FLOOR TRUSSES BE MS W/OCLG�* L/360 TL/240 Fdn. Foundation Plt. Ht. Plate Height WP Water Proof FLOOR I-JOIST*** LL/480 TL/240 *TL MAX 2" UP TO 40FT SPAN ****TL MAX 1/4" DIFFERENTIAL BETWEEN **TL MAX 3/4" ADJACENT TRUSSES ***TL MAX 1/2" WIND LOADING CRITERIA WIND SPEED(ULTIMATE) 170.0 MPH WIND SPEED(ALLOWABLE) 132.0 MPH EXPOSURE CATEGORY D H co BUILDING CATEGORY II N BUILDING TYPE V ENCLOSURE CLASSIFICATION ENCLOSED INTERNAL PRESSURE COEFFICIENT +/-0.18 L0 J (n NOTE: MEAN ROOF HEIGHT FOR TYPICAL SINGLE STORY HOME IS 15FT,AND FOR -t w 2 STORY HOME IS 30FT = U - D 0 ASCE 7-10 WALL DESIGN ALLOWABLE COMPONENTS � = W� Co o W AND CLADDING WIND PRESSURES AND SUCTIONS W c) v FOR MEAN ROOF HEIGHT <_ 60 ft o Q 0 EFFECTIVE WIND PRESSURE AND SUCTION(PSF) v)WIND PRESSURE AND06 WIND AREA (+)VALUE DENOTES PRESSURE m J (SQ FEET) (-)VALUE DENOTES SUCTION SUCTION DIAGRAM "- v z U) W AREA ® �5 (+)51.8 (+)51.8 �- Q Q CL 10-19.99 �A (-)54.8 (A) (-)68.1 Q z 20-49.99 © (�)53.1 (49.3 +)64.7 5 � (+)46.3 O (+)46.3 0-99.99 (-)49.8 (-)58.1 > 100 (+)44.0 (+)44.0 TERMITE SPECIFICATIONS GENERAL STRUCTURAL NOTES (-)48., CH) (-)53.1 00 GARAGE DOORS* SOFFIT 9'-0"x 7-0" 16-0"x T-0" a s CAST IN PLACE REINFORCED CONCRETE STRUCTURAL STEEL (+)45.8 0 (+)43.8 � (+)51.8 DIAGRAM SECTION R318 PROTECTION AGAINST TERMITES 8(-)51. - 8.8 - TERMITE PROTECTION SHALL BE PROVIDED BY REGISTERED TERMITICIDES, INCLUDING SOIL APPLIED 1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 2500 PSI (SLABS)4000 PSI(COLUMNS AND BEAMS),A SLUMP OF 5" 1. MATERIAL SPECIFICATIONS:WIDE FLANGE SECTIONS:ASTM A992,GRADE 50, Fy=50 KSI TUBE STEEL(HSS):ASTM A500, GRADE B, Fy=46 KSI PIPE GENERAL PRESSURE NOTES PESTICIDES, BAITING SYSTEMS,AND PESTICIDES APPLIED TO WOOD, OR OTHER APPROVED PLUS OR MINUS 1",AND HAVE 2 TO 5%D AIR ENTRAINMENT,AND A MAXIMUM WATER/CEMENT RATIO OF 0.63 STEEL:ASTM A53,TYPE E OR S, Fy=35 KSI ALL OTHER STRUCTURAL&MISC.STEEL:A36 Fy=36 KSI STRUCTURAL CONNECTIONS:ALL STRUCTURAL METHODS OF TERMITE PROTECTION LABELED FOR USE A PREVENTIVE TREATMENT TO NEW 2. HOOKS SHALL BE PROVIDED AT DISCONTINUOUS ENDS OF ALL TOP BARS OF BEAMS. BOLTS TO BE A325N U.N.O NOTES: CONSTRUCTION (SEE SECTION 202, REGISTERED TERMITICIDE). UPON COMPLETION OF THE 3. HORIZONTAL FOOTING BARS SHALL BE BENT 25"AROUND CORNERS OR CORNER BARS WITH A 25"LAP PROVIDED EA WAY. 2. STRUCTURAL BOLTS SMALLER THAN 5/8"DIA.TO BE A307 THREADED ROD SHALL CONFORM TO A36 OR A307 ANCHOR BOLTS SHALL CONFORM TO 1. MULTIPLY THE ABOVE PRESSURES BY 1.67 TO GET ULTIMATE WIND APPLICATION OF THE TERMITE PROTECTIVE TREATMENT, A CERTIFICATE OF COMPLIANCE SHALL BE 4. CONCRETE COVER MIN.3"WHEN EXPOSED TO EARTH OR 1 1/2"TO FORM U.N.O. ASTM F1554 ALL BOLTS CAST IN CONCRETE: ASTM A36 OR ASTM A-307 SHOP AND FIELD WELDS: E70XX ELECTRODES STEEL REINFORCEMENT SHOP PRESSURES. ISSUED TO THE BUILDING DEPARTMENT BY THE LICENSED PEST CONTROL COMPANY THAT CONTAINS 5. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A1064A/A1064M.WWF SHALL BE LAPPED AT LEAST 6"AND CONTAIN AT LEAST ONE CROSS WIRE DRAWINGS TO BE PROVIDED TO ENGINEER OF RECORD BEFORE FABRICATION FOR REVIEW AND APPROVAL 2. "a"=END ZONE IS ONLY WITHIN 4'-0"OF ALL EXTERIOR BUILDING CORNERS.' THE FOLLOWING STATEMENT: "THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE WITHIN THE 6". POLYPROPYLENE FIBERS FOR SLABS ON GRADE TO BE MIN 1.5 LBS OF FIBER PER CUBIC YARD 3. STRUCTURAL CONNECTIONS:ALL STRUCTURAL BOLTS TO BE A325N U.N.O.ALL A325N BOLTS SHALL BE BROUGHT TO A"SNUG-TIGHT"CONDITION ,AS INDICATED PRESSURES CAN BE INTERPOLATED FOR OTHER DOOR SIZES, PREVENTION OF SUBTERRANEAN TERMITES.TREATMENT IS IN ACCORDANCE WITH RULES AND LAWS 6. ALL REINFORCING STEEL/STIRRUPS AND TIES SHALL BE NEW DOMESTIC DEFORMED BARS FREE FROM RUST,SCALE&OIL&SHALL MEET ASTM A615/ DEFINED IN THE SPECIFICATION.SLIP CRITICAL(SC)BOLTS MUST BE FULLY TENSIONED PER SPECIFICATION STRUCTURAL BOLTS SMALLER THAN 5/8" OTHERWISE USE LOAD ASSOCIATED WITH THE LOWER EFFECTIVE AREAS. ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES." A615M GRADE 40 U.N.O. REINFORCING FOR FOOTING SHALL BE SUPPORTED ON PRE-CAST CONCRETE PADS, STEEL WIRE OR PLASTIC SUPPORT.TOP DIA.TO BE A307 THREADED ROD SHALL CONFORM TO A36 OR A307 ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 ALL BOLTS CAST IN CONCRETE: 3. DESIGNATED AREAS WHERE THE ULTIMATE WIND SPEED IS 140 MPH OR REINFORCING SHALL BE POSITIVELY SUPPORTED BY TEMPORARY STRINGERS. DOWELS FOR COLUMNS &FILLED CELLS SHALL BE SECURED IN ASTM A36 OR ASTM A-307 SHOP AND FIELD WELDS: E70XX ELECTRODES STEEL REINFORCEMENT SHOP DRAWINGS TO BE PROVIDED TO ENGINEER GREATER AND IS CONSIDER TO BE IN THE WIND-BOURNE DEBRIS AREA. NOTES: PLACE BY USING ADDITIONAL CROSS- REINFORCING TIED TO FOOTING REINFORCING. SPLICES IN REINFORCING WHERE PERMITTED SHALL BE AS OF RECORD BEFORE FABRICATION FOR REVIEW AND APPROVAL.WELDED CONNECTIONS: ELECTRODES-E70XX UNO(LOW HYDROGEN). FILLET CONTRACTOR TO PROVIDED ADDITIONAL INFO AS REQUIRED FOR PER DETAIL MS05/L2. WELDS SHALL BE 3/6"UNO. PERMITTING. 1. METHOD OF TREATMENT SHALL BE APPROVED BY THE GOVERNING JURISDICTION"LIQUID 7. HIGH STRENGTH SIMPSON SET EPDXY-TIE WAS USED IN THE DESIGN OF THIS PRODUCT. IF CONTRACTORS WISH TO USE A DIFFERENT EPDXY,THEY 4. SUBMIT SHOP DRAWINGS INDICATING ALL SHOP AND ERECTION DETAILS INCLUDING PROFILES,SIZES, SPACING,AND LOCATIONS OF STRUCTURAL BORATE OR BOR-A-COR"PRODUCT METHODS MUST BE DETERMINED AT PERMIT STAGE AND MUST FIRST CONTACT THE ENGINEER OF RECORD FOR WRITTEN APPROVAL. MEMBERS,CONNECTION ATTACHMENTS, FASTENERS, LOAD,AND TOLERANCES. PRODUCT APPROVAL DATA MUST BE ON FILE WITH THE BUILDING DEPARTMENT. 8. WHERE PROJECT IS TO BE LOCATED IN KNOWN RADON GAS PREVALENT AREAS,APPENDIX"F"OF THE FLORIDA BUILDING CODE 6TH EDITION (2017) 5. STRUCTURAL STEEL SHALL RECEIVE SHOP COAT OF PRIMER(COLOR AS DIRECTED BY ARCHITECT)EXCEPT FOR AREAS WHICH WILL RECEIVE 2. PRESSURE TREATED LUMBER THAT HAS BEEN CUT OR DRILLED THAT EXPOSES UNTREATED RESIDENTIAL IS TO BE IMPLEMENTED. F303.4 CONCRETE STRENGTH IN THESE AREAS ARE TO BE A MINIMUM OF 3000 P.S.I. THEREFORE,ANY AND SPRAY-ON FIRE PROTECTION.. >1 � PORTIONS OF WOOD ARE REQUIRED TO BE FIELD TREATED TO PREVENT INSECT INFESTATION. ALL NOTES ON THESE PLANS THAT INDICATE 2500 P.S.I. SHALL BE REPLACED WITH 3000 P.S.I. FOR THE CONCRETE STRENGTH. 6. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY STANDARD INSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND 4 O 3. OPTIONAL BORATE APPLIED TO ALL FRAME MEMBERS WITHIN 24" A.F.F. SPECIFICATIONS(IF PROVIDED).SUBMIT REPORTS TO ARCHITECT AND ENGINEER. SHEET INDEX d Q Z Z U g r MASONRY SO NOTES & SCHEDULES Q ti 1. HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N,TYPE 2, CONFORMING TO ASTM C90-014,WITH A MINIMUM NET COMPRESSIVE PRE ENGINEERED WOOD TRUSSES O L O STRENGTH OF 1900 PSI (Pm= 1900 PSI ) S1 FOUNDATION PLAN o U w N - -NOTICE TO BUILDER AND ALL SUBCONTRACTORS- - 2. MORTAR SHALL BE TYPE"S", CONFORMING TO ASTM C270-12A. 1. ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY FASTENED TO THEIR SUPPORTING WALLS OR BEAMS WITH HURRICANE CLIPS OR N U 3. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE SIZE OF 3/8"AND A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS ANCHORS PER STRUCTURAL PLAN S2 LOW ROOF & FLOOR FRAMING PLAN OF 3000 PSI SLUMP 8"TO 11".CONTINUOUS MASONRY INSPECTIONS ARE REQUIRED DURING CONSTRUCTION 2. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE LATEST EDITION OF THE"NATIONAL DESIGN SPECIFICATION FOR o 4. GRADE 40 U.N.O.VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH THE CELLS FILLED WITH COARSE GROUT. STRESS-GRADE LUMBER AND ITS FASTENERS"AS RECOMMENDED BY THE NATIONAL FOREST PRODUCTS ASSOCIATION. S3 ROOF FRAMING PLAN L1 a Q D IS THE INTENT OF THE ENGINEER LISTED IN THE TITLEPROFESSIOOCKNALS A THESE DOCUMENTS THAT THESE 5. GRADE 40 U.N.O.VERTICAL REINFORCEMENT SHALL BE HELD IN POSITION AT THE TOP AND BOTTOM AND AT A MAXIMUM SPACING OF 4FT. 3. TRUSS MEMBERS AND CONNECTIONS SHALL BE PROPORTIONED(WITH A MAXIMUM ALLOWABLE STRESS INCREASE FOR LOAD DURATION OF 25%D)TO DOCUMENTS BE ACCURATE, PROVIDING LICENSED PROFESSIONALS CLEAR INFORMATION. EVERY REINFORCING SHALL BE PLACED IN THE CENTER OF THE MASONRY CELL WITH MIN 1/2"CLEARANCE TO INSIDE FACE. WITHSTAND THE LIVE LOADS GIVEN IN THE NOTES AND TOTAL DEAD LOAD. L1 LINTEL PLAN ATTEMPT HAS BEEN MADE TO PREVENT ERROR. THE BUILDER AND ALL SUBCONTRACTORS ARE 6. REINFORCING STEEL SHALL BE LAPPED PER DETAIL MS05/L2, UNLESS OTHERWISE NOTED ON THE DRAWINGS. 4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED BY THE TRUSS MANUFACTURER UNLESS NOTED ON THE PLANS. e REQUIRED TO: 7. GROUT STOPS SHALL BE PROVIDED BELOW BOND BEAM. PLASTIC SCREEN, METAL LATH STRIP OR CAVITY CAPS MAY BE USED TO PREVENT THE 5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION OF TRUSSES ONLY.WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE L2 LINTEL CHART& NOTES 1. REVIEW ALL THE INFORMATION CONTAINED IN THESE DOCUMENTS, PRIOR TO THE FLOW OF GROUT INTO CELLS BELOW.THE USE OF FELT PAPER AS A STOP IS PROHIBITED. DESIGNED BY THE TRUSS MANUFACTURER IN ACCORDANCE WITH THE FRAMING DESIGN LOADS: ° COMMENCEMENT OF ANY WORK. THE ENGINEER ARE NOT RESPONSIBLE FOR ANY PLAN ERRORS, 8 TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY DURING CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR 6. DESIGN SPECIFICATIONS FOR LIGHT WEIGHT METAL PLATE CONNECTED WOOD TRUSSES PER THE TRUSS PLATE INSTITUTE TPI LATEST EDITION. SN NOTES & SCHEDULES OMISSIONS, OR MISINTERPRETATIONS UNDETECTED AND NOT REPORTED TO THE ENGINEER 9. TYPICAL FILLED CELL REINFORCING SIZE AND SPACING SHALL BE ABOVE AND BELOW ALL WALL OPENINGS 7. PRE-ENGINEERED WOOD TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE WITH SPECIFIED LOADS AND GOVERNING CODES . a� PRIOR TO CONSTRUCTION. D1 FOUNDATION DETAILS o 10. DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR(3)DAYS AND NO CONCENTRATED LOADS FOR(7)DAYS. PER CODE ACI 318-14 SUBMITTALS SHALL INCLUDE TRUSS FRAMING PLANS AND DETAILS SHOWING MEMBER SIZES, BRACING,ANCHORAGE,CONNECTIONS,TRUSS 2. SHALL STRICTLY OBSERVE ALL APPLICATION CODES DURING THE COURSE OF CONSTRUCTION 11. CONSOLIDATE POURS EXCEEDING 12"IN HEIGHT BY MECHANICAL VIBRATION,AND RECONSOLIDATE BY MECHANICAL VIBRATION AFTER INITIAL LOCATIONS,AND PERMANENT BRACING AND/OR BRIDGING AS REQUIRED FOR ERECTION AND FOR THE PERMANENT STRUCTURE. EACH SUBMITTAL o N M J INCLUDING ALL STATE,CITY,AND COUNTY BUILDING,ZONING, ELECTRICAL, MECHANICAL, D2 FLOOR FRAMING DETAILS Q N J PLUMBING AND FIRE CODES. CONTRACTOR SHALL VERIFY ALL CODE REQUIREMENTS PRIOR TO WATER LOSS AND SETTLEMENT HAS OCCURRED.GROUT SHALL BE FLUSH WITH TOP OF WALL. SHALL BE SIGNED AND SEALED BY A FLORIDA REGISTERED STRUCTURAL ENGINEER.SUBMIT 3 COPIES FOR REVIEW AND APPROVAL PRIOR TO N co ° to lb Z U l9 12. SEE ARCHITECTURAL AND STRUCTURAL CONSTRUCTION DOCUMENTS FOR MASONRY CONTROL JOINT(MCJ)LOCATIONS. MASONRY CONTROL JOINT FABRICATION. =T 0 " W COMMENCEMENT OF WORK. D3 FLOOR FRAMING DETAILS •in Po LL a a ° SPACING SHALL NOT EXCEED 3x THE MASONRY WALL HEIGHT(IN FEET)OR 25-FEET,WHICHEVER IS LESS(UNLESS NOTED OTHERWISE) 8. THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS WORKING POINTS, BEARING POINTS,AND SIMILAR CONDITIONS.TRUSS SHOP DRAWINGS E • N o 3. THE ARCHITECT/ENGINEER SHALL NOT BE RESPONSIBLE FOR SAFETY PROCEDURES,THE MEANS 0 4 ai Co v N W � o SHALL SHOW ALL TRUSSES,ALL BRACING MEMBERS,AND ALL TRUSS TO TRUSS HANGERS. LL LL.o a a o AND METHODS OF CONSTRUCTION,TECHNOLOGIES, OR THE CONTRACTION TO CARRY OUT THE D4 CUSTOM DETAILS a J _ r z o WORK IN ACCORDANCE WITH THE DRAWINGS AND SPECIFICATIONS OR RELATED CODES. WOOD 2 m o Q o o Y o 4. THE FRAMING PLAN SHOWN INDICATES THE"TRUSS SYSTEM"AND IS THE RESPONSIBILITY OF THE FIELD REPAIR NOTES W o ^o m m Q TRUSS SYSTEM ENGINEER(DESIGN PROFESSIONAL OF RECORD).THE TRUSS DESIGN ENGINEER 1. ALL EXTERIOR WOOD STUDS WALLS, BEARING WALLS,SHEAR WALLS,AND MISC.STRUCTURAL WOOD FRAMING MEMBERS,(I.E. BLOCKING OR GABLE /■� LL �' ° a (DELEGATED ENGINEER)HAS FINAL, RESPONSIBILITY FOR EACH INDIVIDUAL TRUSS AND TRUSS END BRACING)SHALL BE EITHER AS SPECIFIED IN PLAN OR IN DETAILS. IF CONFLICTS OCCUR BETWEEN PLAN AND DETAILS,THE STRONGEST 1. MISSED"J"BOLTS FOR WOOD BEARING WALLS MAY BE SUBSTITUTED WITH 1/2"DIA. EPDXY ANCHORS WITH 7"EMBEDMENT. SIMPSON"SET"EPDXY ii Z co: a ° PROFILE,AND IS TO SUBMIT A FINAL SET OF TRUSS ENGINEERING SIGNED AND SEALED TRUSS MATERIAL SHALL BE USED.AT A MINIMUM,ALL WOOD STRUCTURAL FRAMING MEMBERS SHALL BE SYP#2. ADHESIVE BINDER FOLLOWING ALL MANUFACTURER'S RECOMMENDATIONS OR SIMPSON 1/2"TITEN HD BOLTS WITH MINIMUM 7"EMBEDMENT. SEE m O ° J 3 DRAWINGS TO DESIGN PROFESSIONAL OF RECORD FOR REVIEW PRIOR TO FABRICATION 2. ALL LUMBER SPECIFIED ON DRAWINGS ARE INTENDED FOR DRY USE ONLY(MOISTURE CONTENT 19%D OR LESS), U.N.O.ALL WATERPROOFING AND PLAN FOR EMBEDMENT DEPTH AT FLOOR STEPS. www.FosENc.coM 5. ANY DISCREPANCY OR ERROR IN DIMENSIONS OR NOTES WITH IN THIS PLAN SHALL BE BROUGHT FIRE SAFETY SYSTEMS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE DESIGNED AND DETAILED BY OTHERS 2. FOR MISSED VERT. DOWELS, DRILL A 3/4"DIAMETER HOLE 6"DEEP AT THE LOCATION OF THE OMITTED REBAR AND INSTALL A 32"LONG#5 BAR INTO Q TO THE ATTENTION OF THE DESIGN PROFESSIONAL FOR CLARIFICATION PRIOR TO 3. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE CENTER OF THE STUD UP TO 1"DIA.SHALL HAVE STUD PROTECTION THE EPDXY FILLED HOLE. USE A TWO PART EMBEDMENT EPDXY(SIMPSON HIGH STRENGTH EPDXY-TIE ANCHORING ADHESIVE)MIXED PER THE CONSTRUCTION. SHIELDS. ALL HOLES OVER 1"IN DIA. FOR PLUMBING LINES, ETC.SHALL BE REPAIRED WITH SIMPSON HSS2 STUD SHOES,TYP., U.N.O. MANUFACTURER'S INSTRUCTIONS. ASSURE THAT ALL DUST AND DEBRIS FROM DRILLING ARE REMOVED FROM THE HOLE BY BRUSHING AND USING 6. ALL CONSTRUCTION MUST BE IN ACCORDANCE TO THE INFORMATION FOUND IN THESE 4. MANY OF THE NEW PRESSURE TREATED WOODS USE CHEMICALS THAT ARE CORROSIVE TO STEEL. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COMPRESSED AIR PRIOR TO APPLYING THE EPDXY.ALLOW THE EPDXY TO CURE TO THE MANUFACTURER'S SPECIFICATIONS,THEN FILL THE CELL IN DOCUMENTS. ANY QUESTIONS REGARDING THE INFORMATION FOUND IN THESE PLANS SHOULD VERIFY THE TYPE OF WOOD TREATMENT AND TO SELECT APPROPRIATE CONNECTORS THAT RESIST CORROSION. FOR EXAMPLE,ACQ-C,ACQ-D, THE NORMAL WAY DURING BOND BEAM POUR. = N ° BE DIRECTED TO OUR QUALITY ASSURANCE MANAGER AT 321-972-0491 IMMEDIATELY. NO BACK CBA-A OR CA-B REQUIRE HOT-DIPPED GALVANIZED OR STAINLESS STEEL FASTENERS. DOT SODIUM BORATE(SBX)DOES NOT. 3. FOR MORTAR JOINTS LESS THAN 1/4", PROVIDE(1)#5 VERT. IN CONC. FILLED CELL EACH SIDE OF THE JOINT(BAR DOES NOT HAVE TO BE CONT.TO ■� CHARGES WILL BE CONSIDERED FOR REIMBURSEMENT BY THE THE ENGINEER WITHOUT 5. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH OR CONCRETE TO BE PRESSURE TREATED. FOOTING ). 012 ADVANCED NOTIFICATION AND APPROVAL BY THE ENGINEER. PAYMENTS WILL BE MADE IN 6. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR MASONRY. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS 4. MISSED LINTEL STRAPS FOR MASONRY CONSTRUCTION MAY BE SUBSTITUTED WITH (1)SIMPSON MTSM16 TWIST STRAP W/(4)1/4"x 21/4"TITENS TO N t ACCORDANCE TO THE TERMS OF THE AGREEMENT. so WITHOUT WOODEN TOP PLATES. MASONRY AND(7)-10d NAILS TO TRUSS FOR UPLIFTS LESS THAN 860 LBS(USE(2)MTSM16 FOR UPLIFTS LESS THAN 1720#). IF CORNER STRAP IS ■� m o 7. SEE PLAN FOR STUD PACK AND BEAM NAILING PATTERNS MISSED,CONTRACTOR IS TO INSTALL(2)SIMPSON HGAM10 W/(4) 1/4"x 1 1/2"SIDS SCREWS AND(5)1/4"x 2 1/4"TITENS ONE EACH SIDE OF TRUSS. 3 8. ALL ENGINEERED LUMBER TO HAVE THE FOLLOWING MIN VALUES U.N.O. 5. NO MORE THAN 10 STRAPS MAY BE SUBSTITUTED OR NO MORE THAN 3 IN A ROW WITHOUT APPROVAL FROM EOR. IF GIRDER TRUSS CONNECTIONS SHEET NO o 0 PARALLAM COLUMNS: 1.8E Fb=2400 PSI ARE MISSED,CONTACT THE FOR FOR SUBSTITUTION. m a MICROLAM(LVL)BEAMS:2.0E Fb=2600 PSI 6. IF MISSED, MSTAM36 OR MSTAM40 STRAP IS MISSED FOR 2ND FLOOR JAMB STUD CONNECTION, CONTRACTOR MAY INSTALL SIMPSON HTT5 W/(26) o 0 GLULAM BEAMS:SP/SP 24F-V5 LAYUP(1.7E FB=2400 PSI)MIN. 16d x 21/2"NAILS AND 5/8"ANCHOR BOLT SET IN SIMPSON HIGH STRENGTH EPDXY W/MIN 6"EMBEDMENT AND MIN 3"EDGE DISTANCE.CONTACT FOR 0'. 9. SEE PLAN NOTE FOR ADDITIONAL ROOF,WALL,SHEAR WALL AND FLOOR SHEATHING REQUIREMENTS ALONG W/NAILING INFORMATION OTHERWISE: IF STRAPS ARE MISSED UNDER GIRDER JAMB STUD LOCATIONS. 9.1. ROOF DECK: PLYWOOD C-C/C-D, EXTERIOR OR OSB " 0 y 9.2. FLOOR SHEATHING:T&G A-C GROUP 1 APA RATED(48/24)SHEATHING SHALL FINISH FLUSH TO EXTERIOR WALL FACE. 1 ° 9.3. WALL SHEATHING: 15/32"RATED OSB EXPOSURE 1.A MINIMUM%$'SPACE IS RECOMMENDED BETWEEN PANELS AT EDGE AND END JOINTS TO r ALLOW FOR EXPANSION. PER R604.3 SHEATHING SHALL NOT BE USED AS WEATHER RESISTANCE BARRIER UNLESS SPECIFIED. not valid without Thisitemha=!ndigitallysignedandsealedby Carl A.Brown, original or electronic P.E.onsgnng Da.122zrzozo neinga gitn1SiV mre. UPLIFT CONNECTORS 1 signature&seal ...l dcopiesoPthiedocumentarenotconsi,ny,l,r,,i,nd O sealed and the signature must be verified on anY electronic copies. N Engineer's 5&5 is only for the stru oral portions of[he drawing 1. UPLIFT CONNECTORS SUCH AS HURRICANE CLIPS,TRUSS ANCHORS AND ANCHOR BOLTS ARE ONLY REQUIRED ON MEMBERS IN WALLS THAT ARE Any non-structural de ils or drawings Electricaf-H ti, Waterproofing,Driveway layout,etc.)are far information only EXPOSED TO UPLIFT OR LATERAL FORCES. INTERIOR LOAD BEARING WALLS ARE NOT ALWAYS EXPOSED TO UPLIFT FORCES.THE MEMBERS OF and ,r t'_tnftheEDBre"ew. I lift, THESEWALLS WALANDLS WOULD NOL PLANS FOR MORE COINFNNECTORS APPLIED. PLEASE COORDINATE THE TRUSS ENGINEER FOR THE LOCATION OF THESE N I `��%%�PQ��-.A..BRO�k "� Accuracy Statement Mark P. NasrallahG E N SF'•;� �': Fla. Reg.AR 00081 No 56126 within the digital signature above. Printed copies of this document are not considered - signed and sealed and the signature must be verified on any electronic copies .�-33 STATE OF '� :O'• '�v: a� FOUNDATION LEGEND co = E a . U� O N C m U y C SYMBOL DESIGN DESCRIPTION Nt E �� a s y INDICATES FILLED CELL w/3000 PSI °s U L T CONCRETE CONSTRUCTED PER DETAIL d 0 3 MS01/SN AND SPACED PER PLAN N U INDICATES CONCRETE FOOTING w/ a MINIMUM SOIL BEARING CAPACITY OF 2000 2. F#.# PSF. REINFORCE PER GENERAL � a FOUNDATIONS SCHEDULE ON SHEET SN y E o FOR DESIGN SPECIFICATIONS. INDICATES %8'x 1"SAWED CONSTRUCTION JOINT COVERING A 12'x12'SQUARE H o MAXIMUM q 0 c n c a � o INDICATES STEP IN FOUNDATION,VERIFY ` \ #" PER ARCHITECTURAL PLANS CONSTRUCT PER PLAN SECTION CUT AND DETAIL o Z.o SHEET 131 _@w 4"30 00 PSI CONC. SLAB w/(1) LAYER OF 42'-8" FIN!FLR. 6x6 W1.4 x 1.4%W.W.M. (TO BE LOCATED 3 FROM THE TOP OF THE SLAB&SHALL BE _ SUPPORTED BY APPROVED MATERIALS OR 12'-8" 1'-4" 13'-4" 15'4" SUPPORTS NOT TO EXCEED 3'-0"O/C EA FM19 WAY. SEE FOUNDATION SCHEDULE ON SN N FM01 D1 11 N S D1 TYP.@ INDICATES BUILT UP COLUMN, SEE N rt CORNERS FRAMING PLAN FOR SIZE, DETAIL WF37/SN O H ■ ■ ■ ■ ■ ■ ■ ■ ® FOR PLY ATTACHMENT,AND UPLIFT i d _____ _____ CONNECTION SCHEDULE ON SN FOR rn FMp03 it -- 1 CONNECTION TO SLAB M T �I INDICATES 2 STORY FOOTING _ H Qw � O L I—J I I I I INDICATES 1 STORY FOOTING N F2.5 I I I z H FM01 I I GENERAL NOTES: U W O z D1 I 1. TYPICAL CORNER FRAMING PER DETAIL FM19/D1 N I FM03 I I 2. SEE ARCHITECTURAL PLANS FOR ALL SLAB STEP N }, D1 _ — ■ DEPTHS IF SHOW SHOWN WITHIN THESE DOCUMENTS. — N I FILLED CELL NOTES: U ■ I I ■ N 1. SEE PLAN FOR ZONE MIDDLE AND END DESIGNATIONS i 2. PLACE FILLED CELLS AT ALL BUILDING CORNER, I w FM15 _ ., I UNDER GIRDERS, BOTH ENDS OF EXTERIOR WALL I o FM01 D1 I OPENING,AND WHERE INTERIOR BEARING WALLS ARE FMp03 I D1 I FpM01 PERPENDICULAR TO EXTERIOR MASONRY WALL. I I 3. PLACE 145 IN FIRST TWO CELLS ADJACENT TO ■ — ■ GARAGE DOOR OPENING &ALL OPENINGS 8'-0"& —————— ■ ■ ■ ■ LARGER. FILL CELLS SOLID. } ■ r———————— 4. PLACE 1-#5 WHERE WOOD BEAMS CONNECT TO / MASONRY WALL I o ■ 5. DO NOT PLACE FILLED CELLS DIRECTLY IN LINE w/ F FM01 I ■ T D1 STOVE VENT F5.0 2 STORY i FTG I / F3.5 " 2 PLAN KEY NOTES FDO8 F—— — //-1 — FD10 F2.5 F2.5 I O 2 STORY I ■ I 2 STORY U- I ■ I _ ■ MC1 D1 I ■ r I FM20 �-— v~i L I__J L_____J D1 TYP. I N BUILDER NOTE: ANY DISCREPANCY OR ERROR IN DIMENSIONS OR NOTES ■ = FM 0 al FM08 SHALL BE BROUGHT TO THE ATTENTION OF THE DESIGN FESSIONAL FOR IFICATION PRIOR FC'S @ „� I = i 2 STORY PRO COMMENCEMENT O FCONSTRUCTION TO (A N Q 1'-4"MAX N M z SPACING i FIN.FLR. i - d WALL TYPE p ,L 0 J T �- (DU) J J 0 - _L SYMBOL DESIGN DESCRIPTION z U- ZO FMo8 e 2x_INTERIOR BEARING SHEARWALL-SEE Q �_ — q D1 rn FD14 q ,' ' ,' ' BEARING WALL SCHEDULE ON SHEET SN = CO o J 2 STORY ■ — — — — — I T _ — FOR REQUIREMENTS. U W Q 2 STORY A W U Q INDICATES BEARING WALL P SEE 0 00Ilk I FD12 —————— I EAR NG WOOD EARING SCO EDULE ON SN can L } J a z U m N I I I s'° Q z U) O FMo8 2x WOOD FRAMING WALL 6'-11 1/2" 8'-11" 12'8" D1 ■ I I 2 STORY Q 8" CMU WALL _ N FM10 M ■ D1 I = -- -- --- -- 4 0"MAX ■ I r I I = I II ' FM12 SPACING L , � D1 M10 L A --J F2.5 I -_ I ■ D1 MC1 ■ ■ I FM11 I = I w I D - a I D1 1 - O o _Cn I I 11� N T co FM14 I I 'r' FM12 I I I I I D1 I D1 I - I FM10 FM02 ■ I o o - D1 I = I CO D1 0 77 N ■ 2 STORY 8 F 0— a) I = 2 STORY F2.5 I = I I I - I F2.500 ■ I = I ML03 r l = ML03 r 0 0 CG - - II ■ I NLL zv 2 0o ■ ■ ■ — I' ■ MC1 Q I ■ L— -J I 1 ■ J D1 I FD15 ■ ■ O O H O ■ I IF 2 0 I Z FM01 I Cn I D1 M�Sl2 MS12 MS12 MS12 W N ti Q U N D1 I w F2.5 1 — ——— L1 — — L1 —— L1 — F2.5 �� o O FMo1 ■ D1 rn ■■■ ■ ■ " ` _ I J L J F2.5 I � J FM03 FM09 L FMo9 — o c ■ I I — FMOF2.5I D1 D1 F2.5 D1 D1 r III ■ ■ I I ■ ■ I ° a L ———————— —————r I ■ ■ ■ I a p F O M p N � � o m ■ ■ ■ ■ ■ ■ ■ —J L--J F2.5 QN o O ° LL LL n , 1.0 �QN p u U o 0 FM01 � U)a o D1 LL n1014'8" 5'4" 1'-4" 1'-0" 9'-0" RWZ L m o Q o o -0 9-0 oP m W w US C am 42'-8" a r F O p Z N c i'� Q U0 o'o U -j cn � WWW.FDSENG.COM U U ❑ ❑ ❑ m S1 o m c � m a y O C � T n� Os. L � F @ O N c l0 f; p-U N U L @ L h SHEET NO a o n 4 N @ L C r0 O N aN m E N = N m ' a a N .2 not valid without z original or electronic signature&seal o Onw FOUNDATION PLAN N 2 o � 0 0 3 SCALE: 1/4" = 1'-0" N Accuracy Statement Mark P. Nasrallah This item has been digitally signed and sealed by Mark P Nasrallah on the date contained Fla. Reg.AR 0008136 within the digital signature above. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies � p o� O N U� oc m p w c w t 3 MAIN FLOOR LEGEND E METAL ROOF WIND PRESSURE 170-D 9n N SYMBOL DESIGN DESCRIPTION WIND PRESSURED & Q �Q� o w ZONE p U y SUCTION (PSF) INDICATES BEARING WALL SEE BEARING a o (+) 29.1 Bw# WOOD BEARING SCHEDULE ON SN , SEE E0. 9 ZONE 1 (-) -46.1 2x_ ARCHITECTURAL PLANS FOR WALL WIDTH, (+) 29 1 2x4 MINIMUM U.O.N. ZONE 2 (-) 80 3 INDICATES BUILT UP COLUMN, SEE t N y (+) 29 1 0# FRAMING PLAN FOR SIZE, DETAIL WF37/SN E c ZONE 3 ® FOR PLY ATTACHMENT AND UPLIFT w t (-) 118.8 CONNECTION SCHEDULE ON SN FOR Q t N e CONNECTION TO SLAB "N p � O 8" N. NOMINAL �a � INDICATES NO BOTTOM CONNECTOR (10)#6 BARS 8 a" (2)#5 TOP C#" w - NOMINAL ivy NOMINAL BARS REQUIRED �'t o (6)#6 BARS CONCRETE BEAM Conc.fc= 00 PSI INDICATES AN OPENING HEADER #4TIES #4TIES N Rebar fy=60, 000 PSI H# CONSTRUCTED PER HEADER SCHEDULE — C) @ 8"O.C. @ 8"O.C. ON SHEET SN N CONCRETE COLUMN 0 CONCRETE COLUMN (4)#5 MIDDLE Q N N U Conc.f'c=4,000 PSI a Conc.fc=4,000 PSI N BARS Rebar fy=60 INDICATES STRUCTURAL BEAM SEE ,000 PSI N Z #3 @ 8"O.C Rebar fy=60,000 PSI O C. DESIGN AND ATTACHMENT rt B# SPECIFICATIONS PER BEAM SCHEDULE O ON SHEET SN. Z N L CC2 N (2)#5 CC1 CB1 BOTTOM INDICATES UPLIFT CONNECTOR. SEE BARS O UPLIFT CONNECTOR SCHEDULE ON N SHEET SN E4 WS01 D2 O INDICATES WINDOW PRESSURE- (� � � � O SEE SO FOR MORE INFORMATION. N rt Z ti Q INDICATES LINTEL PER LINTEL PLAN L1 a I O U < J7A U v WD �r W 201 WS01 C 1A ■ ■ ■ ■ CJ1A COLD"CMU COLUMN w/ Q < EJ7A D2 B B LO �� A �� CJ3A FRAMING NOTES: O (4)#5 BARS U v v CJ B 'S✓� P 1. SEE WIND SPEED CHART ON SN FOR WINDOW •— cv� � C 1A Zj ■ PRESSURES � s CJ 5B — CJ5A 2. TYPICAL CORNER FRAMING PER DETAIL FB06/D3 U (� C 13A GENERAL NOTES: ✓�9 H7B 1. THE FRAMING PLAN SHOWN INDICATES THE"TRUSS Q SYSTEM"AND IS THE RESPONSIBILITY OF THE TRUSS c 15A C1B SYSTEM ENGINEER (DESIGN PROFESSIONAL OF _ = RECORD).THE TRUSS DESIGN ENGINEER MH7 WS01 (DELEGATED ENGINEER) HAS FINAL, RESONSIBILITY _ _ = C21B ■ D2 FOR EACH INDIVIDUAL TRUSS AND TRUSS PROFILE, AND IS TO SUBMIT A FINAL SET OF TRUSS MH9 ENGINEERING SIGNED AND SEALED TRUSS C313 N DRAWINGS TO DESIGN PROFESSIONAL OF RECORD it— it FOR REVIEW PRIOR TO FABRICATION MH11 2. ANY DISCREPANCY OR ERROR IN DIMENSIONS OR 4B NOTES WITH IN THIS PLAN SHALL BE BROUGHT TO TB14 C = = THE ATTENTION OF THE DESIGN PROFESSIONAL FOR MH13 D2 CLARIFICATION PRIOR TO CONSTRUCTION. 3. SEE SHEET SN FOR DESIGN SCHEDULES AND NOTES: J� 0 = FOUNDATION SCHEDULE/COLUMN SCHEDULE/ ■ NJ 10 ■ BEARING WALL SCHEDULE/BEAM SCHEDULE/ ■ HEADER SCHEDULE/CONNECTION SCHEDULE/ o FLOOR AND ROOF NOTES. o ■ Z w ' PLAN KEY NOTES Q w D22 EL.22'-0' J ORC07 � D4 _ MS01 CONNECTOR SCHEDULE [1] (2) 12d TOENAILS EACH SIDE OF FLOOR TRUSS TO H co C3' F F SN m WALL OR BEAM BELLOW.TYP.AT INTERIOR U.N.O. (V Z CC ■ BM6 - O 3 F 1 �2 SIMPSON HGUM5.25-SDS w/RIGHT FLANGE L 'i ■ FG3-2PLY ■ MC1 O _ -____= D1 o CONNECTOR SCHEDULE FOR:Gelcorp-Avalon Floor CONCEALED w/(8) 5/8"x5 TITEN HD ANCHORS& (24) }1 J Q --- ---- =- TRUSS ACTUAL CONNECTOR UPLIFT DESIGN ,4"x2 Y2"SDS SCREWS N 'y J TRUSS ID BEARING POINT CONNECTOR ID FASTENERS NOTES U - LL � C13 , W _ C8 F•1 UPLIFT RATING ❑3 SIMPSON MBHU5.50 w/(2)3/4"x5"TITEN HD ANCHORS & C: 3 = m N 'a U >, - ° — V (12)%4"x2 Y'SDS SCREWS Q RC07 - o N CJ1A,CJ3A,CJ5A, EJ7, EJ6, EJ3A L/R 196#or less HETA20/PER TRUSS MFR. 1810# (9)10d x 1-1/2" U) = LU J Q CO O o = a o � w U V 0 MC12 _ _ C-4,C-5,T-42 L/R 451#or less H10A/PER TRUSS MFR. 1040# (18) 10d x 1-1/2" D4 = MH7, MH9, MH11, MH13,H7B,C1B, O U Q — A C2B,C3B,C4B,C6B,C2C,C1C, H7C, H5C, L/R 912#or less HETA20/HETA20 1810#/1810# (18) 10d x 1-1/2" BUILDER NOTE: 00 J a 73 � BW1 H3C IF THE TRUSS LAYOUT SHOWN DOES NOT MATCH THE Q v Z O 0'0" C513 L/M/R 534#or less HET 20/HETA20/HETA20 1040# 1040#/1040# TRUSS MANUFACTURERS LAYOUT O O o - FG3 L/R 964#or less HTS20/(2)HTS20 1310#/2620# (12) 10d x 1-1/2"/(24) ; 8 OO _ LL 10d x 1-1 2" --- o = -STOP----- Q � F7, F7A L/R (2) 12d TOENAIL/HETA20 960#/2620# (8)10d x 1-1/2" AND CALL THE ENGINEER OF RECORD PRIOR TO 0 —I - BW1 PLACEMENT OF ANY TRUSSES. 2x6 F2,F3, F5,C2C, L/R - TOENAIL PER TRUSS MFR/(2) 12d 960# - _ _ _ FC03 - (26)16d SINKERS& D3 F1 L/R -3415#or less LGT3/LGT3 3480#/3480# (12) 1/4"x 2-1/2"SDS WALL TYP E O J FG1 L/R 850#or less HETA20/HETA20 1810#/1810# (18) 10d x 1-1/2" c5 F7A LL LL F3 - = SYMBOL DESIGN DESCRIPTION _ — FG2 L/R (2)HTS20/PER TRUSS MFR 2620# 2x INTERIOR BEARING SHEARWALL-SEE FE 00 - BEARING WALL SCHEDULE ON SHEET SN V Cl) G3 L/R 1031#or less HETA20/HETA20 1810#/1810# (18) 10d x 1-1/2" FOR REQUIREMENTS. INDICATES BEARING WALL TOP SEE BW1 C3 = - F.1 TRUSS MANUFACTURER: TRUSSWOOD DATE OF LAYOUT: 12/12/19 DATE OF TRUSS CUT SHEETS: 12/12/19 BEARING WOOD BEARING SCHEDULE ON SN L \ L=LEFT, R=RIGHT&M=MIDDLE BEARINGS. = BEARING LOCATIONS ARE REFERENCED TO TRUSS MANUFACTURER'S TRUSS DRAWINGS. LDo2 = \ 8" CMU TOP WALL 10'-0" D3 = wco4 8" CMU TOP WALL 22'-0" D1 TYP. 91 N — H4 / C] 04 — — - LU w OC3 = BW1 TOW. 10'-0" LO r CDMS01 — — =2 — = 2x6 w / G] Z U o SN O LL = rn z � CD w ■ U o = _ \ N � a N BW1 TOW. 10'-0,. — — — V] N — ¢ o ? U - - � N � � X6 MS03 _ MS03 = L1 ■ _ 2 c p _ _ ■ ■ FG1-3PLY4j MC1 0?C14 Q O U ■ G3 ■ D1 b U WSO4411t — — ■ D3 SN oOo o o° MS12 MS12 M12A CD H7C GE01 D2 L1 L1 L1 L1 D2 tl z° `` WS01 O�n�.o a s .2 W 201 H5C ■ D2 ■ ■ ■ O��" o a � o 20 0 16"x16"CMU EJ6 O R m c° IF 3 � 3 COLUMN w/ U ° a b o w s r 3C = = TO 25 BARS STORY WS01 Z U) W m^O m m ¢ c a D2 CL O w N.-L M ,r,� ■ WWW.FDSENG.COM U ❑ ❑ ❑ C 1 A A A B w o � c¢i u`'i 3 Q pa Zpr ��I E 11 11 oil c� m t Q EJ Q O TYP. A U.N.O. N ° US2WS01 U N U - N L 15,6 N SHEET NO o a oa N 9N m E N = � ma n� oa N N � rL LOW ROOF & FLOOR FRAMING PLAN , not valid without z original or electronic signature&seal �o a � SCALE: 1/4" = 1'-0" N T aL O m L N N � N �w Accuracy Statement Mark P. Nasrallah 3 This item has been digitally signed and sealed by Mark P Nasrallah on the date contained Fla. Reg.AR 0008136 within the digital signature above. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies � p o� O N U� oc m p w c w t 3 METAL ROOF WIND PRESSURE 170-D MAIN FLOOR LEGEND �a9 � � SYMBOL DESIGN DESCRIPTION WIND PRESSURED & o N ZONE SUCTION (PSF) U� y INDICATES BEARING WALL SEE BEARING a o (+) 29.1 Bw# WOOD BEARING SCHEDULE ON SIN , SEE ° p ZONE 1 2x (-) -46 1 - ARCHITECTURAL PLANS FOR WALL WIDTH, (+) 29 1 2x4 MINIMUM U.O.N. ZONE 2 p INDICATES BUILT UP COLUMN, SEE N NOMINAL (+) 29.1 C# FRAMING PLAN FOR SIZE, DETAIL WF37/SN `2 E 3 L p ZONE 3 (_) 118 8 FOR PLY ATTACHMENT AND UPLIFT 2 t (8)#6 BARS NOMINAL ® CONNECTION SCHEDULE ON SN FOR d "a E Q L O O CONNECTION TO SLAB ` #4TIES @ 5"O.C. (6)#6 BARS o r ° m p tV N #4TIES @ 5"O.C. C# INDICATES NO BOTTOM CONNECTOR =o N CONCRETE COLUMN REQUIRED Conc.fc=4,000 PSI CONCRETE COLUMN V Rebar fy=60,000 PSI Conc.f'c=4,000 PSI N c N Rebar fy=60,000 PSI INDICATES AN OPENING HEADER CC4 U H# CONSTRUCTED PER HEADER SCHEDULE — C) ON SHEET SN CC3 Q o N o INDICATES STRUCTURAL BEAM SEE B# DESIGN AND ATTACHMENT t O SPECIFICATIONS PER BEAM SCHEDULE Ort N ON SHEET SN. Z N � 00 � INDICATES UPLIFT CONNECTOR. SEE OUPLIFT CONNECTOR SCHEDULE ON IN SHEET SN O INDICATES WINDOW PRESSURE- (� O SEE SO FOR MORE INFORMATION. rt Q INDICATES LINTEL PER LINTEL PLAN L1 4-0 O I FRAMING NOTES: +� O 1. SEE WIND SPEED CHART ON SN FOR WINDOW PRESSURES 2. TYPICAL CORNER FRAMING PER DETAIL FB06/D3 U GENERAL NOTES: OC TYP.TO WOOD 1. THE FRAMING PLAN SHOWN INDICATES THE"TRUSS Q SYSTEM"AND IS THE RESPONSIBILITY OF THE TRUSS 2x6#2 SYP @ SYSTEM ENGINEER (DESIGN PROFESSIONAL OF MC12 2x8#2 SYP @ 16"O.C.EXT. RECORD).THE TRUSS DESIGN ENGINEER D4 16"O.C. WALL U.N.O. (DELEGATED ENGINEER) HAS FINAL, RESONSIBILITY 7 WF31 WF31 FOR EACH INDIVIDUAL TRUSS AND TRUSS PROFILE, CC3 CC4 2 D3 EJ7 D3 MS03 AND IS TO SUBMIT A FINAL SET OF TRUSS ENGINEERING SIGNED AND SEALED TRUSS to M DRAWINGS TO DESIGN PROFESSIONAL OF RECORD FOR REVIEW PRIOR TO FABRICATION 2. ANY DISCREPANCY OR ERROR IN DIMENSIONS OR CJ C61 r` = = IIII H4 H4 H4 CJ1 NOTES WITH IN THIS PLAN SHALL BE BROUGHT TO RC07 THE ATTENTION OF THE DESIGN PROFESSIONAL FOR D4 CJ3 M a MS03 CJ3 3. SEE SHEET N FOR DES CLARIFICATION PRIOR TO CONSTRUCTION. IO NOTES: co L2 1 � CONNECTOR SCHEDULE FOUNDATION SCHEDULE/COLUMN SCHEDULE/ C45 CJ5 BEARING WALL SCHEDULE/BEAM SCHEDULE/ IIII HEADER SCHEDULE/CONNECTION SCHEDULE/ E FILLED CELL ABOVE CONNECTOR SCHEDULE FOR:Gelcorp-Avalon ROOF FLOOR AND ROOF NOTES. WINDOW,STD 90 HOOK IN _ _ _ = WINDOW LINTEL w/ TRUSS ID BEARING POINT TRUSS ACTUAL CONNECTOR ID CONNECTOR UPLIFT DESIGN FASTENERS NOTES PLAN KEY NOTES HGUS28-2 H7A-2PLY 3000PSI CONCRETE& UPLIFT RATING SPACED PER PLAN CJ1,CJ3,CJ5,EJ7 L/R 565#or less HETA20/PER TRUSS MFR. 1810# (9) 10d x 1-1/2" C2E,EJ7,C3E,MH13B,MH11B,C1,C2, (2)SIMPSON LGT3-SDS2.5 w/(24) 4"x3 SDS SCREWS& II IIII C3, MH13A,MH11A,MH9A,01,03,05 L/R 820#or less H10A/PER TRUSS MFR. 1040# (18)10d x 1-1/2" (8)3/8 x 5 TITEN HD N MH11A — — H9,H11 L/R 1153#or less HETA20/HETA20 1810#/1810# (9) 10d x 1 1/2" �2 SEE SN SHEET FOR SCHEDULES p Q J J C2E L/R -269#or less H10A/H10A 1040#/1040# (18)10d x 1-1/2" N H - J w H13A ]3 BEAM TO POCKET INTO WALL 0 _ _ LL. o H7 L/R 2177#or less (2)HETA20/(2)HETA20 2365# (12)16d 'a Q Z II II II IIII C1 A TYP. MAS. G2 L/R 2091#or less(2) TS20/PER TRUSS MFR. 2620# (24)10d x 1-1/2" N 00 O W U.N.O.. 0Y ■ LU U U Q J FLT CLG 10'-0" (30)16d SINKER/(22) w/(1)5/8"ATR w/6" E o MH7B L/R 2936#or less (2)LGT-2/MGT 4300#/3965# O U Q LL C2 0 0 10d EMBED.@ MGT MC04LL T MDC04 w/(1)5/8"ATR w/6" BUILDER NOTE: v Co J LL_ D3 0 o MH7A L/R 2507#or less MGT/PER TRUSS MFR. 3965# IF THE TRUSS LAYOUT SHOWN DOES NOT MATCH THE v z O p EMBED.@ MGT Q C3 TYP. TRUSS MANUFACTURERS LAYOUT ��11�� O O TYP. CJ5 III _ _ _ _ (24)1/4"x3 SDS W J (2)SIMPSON LGT3-SDS2,5/(2) G1 L/R 6179#or less 6960#/6960# SCREWS&(8)3/8x5 Q SIMPSON LGT3-SDS2,5 MH15B — STOP----- Q CJ3 — — — — AND CALL THE ENGINEER OF RECORD PRIOR TO = PLACEMENT OF ANY TRUSSES. M MH13B CJ1 II II IIII MS03 = — MH11B AF - WALL TYPE U � � 2 H4 CONT FILLED CELL F F MH9B E TRUSS MANUFACTURER: TRUSSWOOD DATE OF LAYOUT: 12/12/19 DATE OF TRUSS CUT SHEETS: 12/12/19 SYMBOL DESIGN DESCRIPTION w/3000 PSI FROM LOWER MH7B-2PLY WALL TO UPPER TYP. L=LEFT,R=RIGHT&M=MIDDLE BEARINGS. BEARING LOCATIONS ARE REFERENCED TO TRUSS MANUFACTURER'S TRUSS DRAWINGS. 2x_INTERIOR BEARING SHEARWALL-SEE BEARING WALL SCHEDULE ON SHEET SN A TYP. HUS26 MAS. SG01 J2 D3 = CJ5 FOR REQUIREMENTS. C TYP. WDF06 \'S�� INDICATES BEARING WALL TOP SEE WOOD _ CJ3 BEARING WOOD BEARING SCHEDULE ON SN II SD32 II II II II II II II 3 N c� 2x WOOD FRAMING WALL H4 3 H4 H4 H4 CJ1 SG02 K D3 EJ 8" CMU TOP WALL 22'-0" Ln m F.1 SH01 F 1 U U U W D3 SH05 WF31 SH05 SH05 MS03 �" Q U D3 D3 D3 D3 L2 SIM w/MSTI48 � 1 BM3 BM3 SIM w/MSTI48 SIM w/MSTI48 d Z U z C TYP. Q 1 L r H3 /w rn z ~ O ,� y✓� w W Q U N CJ1 CJ1 m o U nBM � p a `o c E m U pO a TN M M _ a o c O p 3 F o o N �° N 0 O - LJL tLV C U � O co r,W C WJ O( n r 0 d d cpi w O b N a N( Co V N W � O LLLj LL > Jj LL 2 = `Q Z a t.o Y 2'= QL M"Q O ~ �LU p >. WLL o�^� m m ¢ °cp �■ z� Ja ~ OW N. U) O p Z N CO'-E Q 7 U m-p WWW.FDSENG.Com U El El El .m -o m S3 c m pa N p C tV > O.N L � ui O f6 �_ nN N U - N L (Oil SHEET NO o a oa 100 N 9N m E N = � ma n� oa N N � rL not valid without z original or electronic signature&seal ROOF FRAMING PLAN 0 a� �a SCALE: 1/4" = 1'-0" N 2 3 0 L N N � N �w Accuracy Statement Mark P. Nasrallah 3 This item has been digitally signed and sealed by Mark P Nasrallah on the date contained Fla. Reg.AR 0008136 within the digital signature above. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies @p o� O N U� oc m p w c w t 3 m a @ E m� a a y O o cm o W o a Lv, R! U c a � d a a o U @ a a y D c. O F�J > a d ra@ m c E y E y C �a o c� E m o CC3 CC4 W a °'t d ° tee L p w c fl_C p � O N L @ O O O o > m � E @ m CB1 �w d c ao m > m =w U �j N O C= Q N 0 H Ns dt � J O0� O O 'Z V' \lN LLJ xZ BOO o � wQ � m � d+ Lo 4t ° x rZ Z = t6 O 0 aU O EZ I m � A IF ti O Z ¢ r+ m0 o W m 0 ° o O \ 00 _ O o +� 0 O O A O � B U L cc Q O CB1 CC2 06 0 0 G .6 m � w OO o0 O U) o ' O o � Q0 � 0U) F rA) 0 (� � x ° U) mw �J N °z° ogoa Wx 3 J Q A O ate _ N cY) � W N o00 @ I— Z ` L O > �� o Q O 3 mrn W J J ® I H U Quo z � � CO - 2nd FLOOR LINTEL PLAN o C _ of cl� SCALE: 1/4" = V-0" O m J LL Q o `� O O c � Q = BOT.@ 10'-0' C / 0 0 0 OMIN. OMIN. O CID E _ OA OA OA � ZU Q 1 N � a N W ti Z U o Q @g Ea `o c E @ o N a TN � a a O 1st FLOOR LINTEL PLAN a� 'C U 3 °a a a� N � J J m m N p O in � � r c SCALE: 1/4" = V-0" L U E ��N D � LJL d d �o O Q M .N LLl >� O`. (0 LL LL LO d �' > n a zJ °rn Z o 0 QL c00 Q O ~ p >. JLWok^0 m Ca ¢ °cp z� J d ~ @ @ OW N.� < n 0 @ p WWW.FDSENG.COM U ❑ ❑ ❑ .m LINTEL CHART w/GRAVITY& UPLIFT LOADS FOR: GELCORP-AVALON GENERAL INSTALLATION NOTES: GENERAL MATERIAL NOTES: LINTEL DESIGNATION SCHEDULE 1. PROVIDE FULL MORTAR HEAD AND BED JOINTS. 1. fc PRECAST LINTEL=3500 P.S.I. STANDARD LINTELS 2. SHORE FILLED LINTELS AS REQUIRED 2. fc PRESTRESSED LINTEL=6000P.S.1. GENERAL CONCRETE LINTEL SCHEDULE 3. INSTALLATION OF LINTEL MUST COMPLY w/THE ARCHITECTURAL AND STRUCTURAL 3. GROUTED PER ASCM C476 fg=3000 P.S.I.w/MAX"3/8"AGGREGATE AND 8"TO 11" MARK LINTEL DESIGN MARK LINTEL DESIGN SAFE APPLIED APPLIED N g DRAWINGS SUMP APPROVED LINTEL MANUFACTURERS: CASTE-CRETE, QUALITY AND LOTTS. LINTEL SAFE UPLIFT C 4. CMU PER ASTM C90 w/MIN NET AREA COMPRESSION STRENGTH = 1900 P.S.I a 8RF6-OB/1T LENGTH GRAVITY GRAVITY LOAD UPLIFT LOAD BEAM COMPOSITE �� a 4. U LINTELS ARE LOCATED MANUFACTURED w/5/2""LONG NOTCHES AT THE END TO O O 8RF14 OB/1T MARK LOAD (#PLF) ■� t ACCOMMODATE VERTICAL CELL REINFORCING AND GROUTING. 5. REBAR PER ASTM A615 GRADE 60 LOAD (# PLF) (# PLF) (# PLF) 5. ALL LINTELS MEET OR EXCEED L/360 VERTICAL DEFLECTION, EXCEPT LINTELS 17'-4" 6. 270 LOW RELAXATION'/s'WIRE PER ASTM A510 TOP KNOCK O 8F8-0B/1T Om 8F16-0B/1T AND LONGER w/NOMINAL HEIGHT OF 8"MEET OR EXCEED L/180 7. MORTAR PER ASTM C270 TYPE M OR S GENERAL LINTEL NOTES: _j •° OUT/LINTEL BLOCK F=FILLED w/GROUT A 3'-8" 8974 607 5263 402 8F24- 1B/ 1T �� m 6. BOTTOM FIELD ADDED REBAR TO BE LOCATED AT THE BOTTOM OF THE LINTEL 1. AREAS OF BLOCK ABV. MASONRY OPENINGS ARE TO BE GROUTED SOLID TO TIE J J v COURSE w/145 TOP, U=UNFILLED CELL O 8RF14-1 B/1T O 8F20-0B/1T B 4'-0" 8974 607 5263 402 8F24- 1B/ 1T SHEET NO CAVITY BEAM. Z)z MIN R=RECESSED 0 . - 7. 7/32"0 WIRE STIRRUPS ARE WELDED TO THE BOTTOM STEEL FOR MECHANICAL 2. 145 REBAR IN TIE BEAM IS TO BE CONT.THROUGH OUT INCLUDING ABV. MASONRY U 2 O 8F16-1 B/1T Oo 8RF22-0B/1T C 4'-8" 8974 272 4570 190 8F24- 113/ 1T r ANCHORAGE OPENINGS. U.N.O. Q O QUANTITY OF#5 - Z �� ° 8. CAST-IN-PLACE CONC. MAY BE PROVIDED IN COMPOSITE LINTELS IN LIEU OF CMU 3. ALL STANDARD LINTELS TO HAVE MIN. 4"BEARING EACH END BASED ON CAST CRETE, °' GROUT REBAR(BOTTOM) D 3 -8 6113 742 3524 303 8F16- 1B/ 1T N R p (E)B�1 T 8F20-1B/1T (P) 8F24 OB/1T t 9. SAFE LOAD RATING BASED ON RATIONAL DESIGN ANALYSIS PER ACI 318 AND ACI 530 LOTTS,AND QUALITY LINTEL SPECS. ' E 5'-0" 5365 818 2276 271 8F16- 1B/ 1T SF6 N o 10. FLORIDA APPROVAL NUMBER 158.1 4. LINTEL MINIMUM DEPTHS ARE CALLED OUT ON LINTEL PLAN. IF CONTRACTOR • #5 REBAR @BOTTOM F - 1 O 8RF22-1B/1T O 8RF30 OB/1T F 5'-6" 4830 582 2838 8F20- 1B 1T m 11. THE EXTERIOR SURFACE OF LINTELS INSTALLED IN EXTERIOR CONCRETE MASONRY INSTALLS A DEEPER LINTEL THAN INDICATED ON THE PLAN, DOING THIS INCREASES OF LINTEL CAVITY, QUANTITY OF#5 / - WALLS SHALL HAVE A COATING OF STUCCO APPLIED IN ACCORDANCE WITH ASTM THE STRENGTH OF THE LINTEL AND IS APPROVED WITHOUT ENGINEERING LETTER. IF WHEN APPLICABLE REBAR(TOP) O 8F24-1 B/1T O 8F32 0B/1T G 9'-8" 3486 132 1162 90 8F24- 1B/ 1T N not valid without z A SMALLER LINTEL IS INSTALLED CONTACT FOR FOR APPROVAL. C-926 OR OTHER APPROVED COATING � original or electronic ANY LINTEL DEEPER THAN 32"HAS BEEN VERIFIED TO WORK AS A MIN.32" FOR BOTTOM REINF. NOMINAL HEIGHT H 13'-4" 1075 553 424 412 8F16- 1B 1T a 12. LINTELS LOADED SIMULTANEOUSLY w/VERTICAL(GRAVITY AND UPLIFT)AND 5• (`) / 1 signature&seal @ HORIZONTAL(LATERAL)LOADS SHOULD BE FOR COMBINE LOADING WITH THE THE LOAD CONDITIONS.ANY LINTEL GREATER THAN 32"HAS A GREATER CAPACITY i PROVIDED IN O 8RF30 1 B/1T Os 8F28 1 B/1T g FOLLOWING EQUATIONS: AND THEREFORE IS ADEQUATE FOR THE LOADS. 75/a"ACTUAL LINTEL(VARIES) NOMINAL WIDTH 1 14'-8° 1370 185 369 177 8F16- 1B/ 1T 0 a 6. G.C.TO VERIFY ALL LINTEL DIMENSIONS IN FIELD. DIMENSIONS SHOWN ARE CLEAR 8"NOMINAL Oi 8F32 1B/1T O 8F40 1B/1T K 4'-0" 7547 743 3815 692 8F20- 113/ 1T N Tt a d 3 APPLIED VERTICAL LOAD _APPLIED HORIZONTAL LOAD SPAN ONLY SAFE VERTICAL LOAD + SAFE HORIZONTAL LOAD 1'0 TYPICAL LINTEL DETAIL TYPE DESIGNATION 0 8F12-1B/1T u0 8F16 2B/2T 0 N � N �w @ 0 3 Accuracy 6tatement Mark P. Nasrallah This item has been digitally signed and sealed by Mark P Nasrallah on the date contained Fla. Reg.AR 0008136 within the digital signature above. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies . N U j `0 c E o U� O N C O W, C C m� 3 `m � m E m� a� h coL cf0i ATTACHMENT REQUIREMENTS d 0 3 O y O SIZE TAPCONS SPACING #ROWS 8 N 2x4 3/16"X3" 12"O.C. 1 36"MIN. LAP 25"MIN. LAP 20"MIN. LAP 2 x 6 3/16"X 3" 12"O.C. 2 a 2x8 3/16"X3" 12"O.C. 2 Q `s SEE PLAN FOR TOP OF WALL AND LINTEL INFO ry ° ° #5 REINF. BAR w/V/8" NOTES: E - A c RADIUS @ 90m BEND #6 REINFORCEMENT BAR #5 REINFORCEMENT BAR #3 OR#4 REINFORCEMENT BAR 1. TAPCONS TO BE 6"FROM END < #6 LAP SPLICE #5 LAP SPLICE #3&#4 LAP SPLICE 2. FASTENING TO WINDOW TO BUCK RESPONSIBILITY OF WINDOW MANUFACTURER w a t 3. 1x BUCKS ARE NOT STRUCTURAL AND SHALL BE USED ONLY AS BLOCKING Q ❑ a c PRECAST LINTEL RECESSED LINTEL 10" MS05 TYP. REBAR SPLICE � � AS NEEDED FOR TRANSOM HEIGHT TIE BEAM N a i SCALE:3/4"=1'-0" a T a , #5 STD.90"HOOK . 51 ono TRANSOM OPENING PRECAST LINTEL,SEE PLAN .22 - @ - /� FILLED CELL w/1-#5 U VERTICAL EA.CELL ° N c FRAME INFILL,BY BUILDER,SEE LINTEL,SEE PLAN PRECAST LINTEL, RECESSED oO 9 WF01/L1 FOR MORE 7 LINTEL WHEN REQ'D OPTIONAL: INFORMATION /s'O.S.B.EA.SIDE 5-/2'DIA.x 8""J"BOLT, 2x BLK'G TO O.S.B. MIN.5 LOCATIONS iv DBL 2x P.T.BUCKS w/Y2" N N 0 w/2-8d EA.END NOTE:MAY CUT BACK 2x8 P.T @ Cl) O.S.B.BETWEEN O S PRECAST RECESS LINTEL,OR TOP TO ALLOW CONT.2x4 CONT.WD TRIM BUILDER OPTION BELOW n EDGE VIEW BLOCKING AROUND CURVED w/2 C} TAPCON ANCHOR TO 2x8 MIN. 2x6 P.T.WD JAMB O i L TRACK MOUNTING DETAIL iv FASTEN 2x P.T.NAILER TO f n 00 N �o "' MASONRY PER FASTENING V OPTION: IN LIEU OF PRECAST LINTEL G.C.MAY USE Y2'x8"A.B.w/2"WASHERS o CHART ABOVE k N 2-2x8 HEADER TURNED SIDEWAYS.ATTACH FIRST MIN.5 PER JAMB,SET IN Chi PLY OF 2x8 TO MASONRY WALL w/HU26 HANGER @ 2x8 w/2-16d TOE TYP. FILLED CELL w/2-#5. EA.END USING 4-%4'O x 23/4"TAPCON'S INTO NAILS EA.END �I O MASONRY MASONRY&2-10dx1Y2"NAILS INTO HEADER.THEN a WALL,SEE �/6"OSB w/6d NAILS @ FOR DOUBLE 2x NAILER USE APPLY THE SECOND 2x8 PLY TO THE FIRST w/10d@6" PLAN 16"O.C.TO SIDE AND oO %4'x4"TAPCONS,SEE CHART N O.C.STAGGERED ^' TOP NAILER 2x6 SYP.#2 P.T. ABOVE FOR SPACING OPENING, SEE PLAN 2x BUCK, 2x4 SPF CONT.BLOCKING OVERHEAD SECTION DOOR 4--+ b4 Oi SEE MS11/L1 ATTACHED TO/s'OSB w/ 3 O O N 0) 2-8d NAIL TRACK w//8 x1/2 STEEL LAG OPENING, SEE PLAN BOLTS, MIN 6 PER TRACK TO o° 00 i� 4 O NJAMB,w/WASHER +1 O MSO DBL LINTEL @TRANSOM *FO1 MASONRY ARCH FRAMING (MS�12GARAGE DOOR INSTALLATION MS11 MASONRY BUCK INSTALLATION SCALE:3/4"=P-0" SCALE:3/4"=T-0" SCALE:3/4"=T-0" SCALE:3/4"=V-0" L -SIMPSON SP4 w/(6) 10d x 1 1/2"-SP6 FOR 2N6"WALLS,SP8 DOUBLE 2N TOP PLATE FOR 2"x8"WALLS *SIMPSON SP2 w/(6) NOTE: SEE ARCH.DWG'S.FOR ALL RISER AND TREAD 3/4'PLYWOOD OR OSB FLOOR SHEATHING 10d TO STUD&(6)10d DIMENSIONS,HANDRAIL&GUARDRAIL INFORMATION, ATTACHED TO FACE OF TYP.BOND BEAM 8" TO PLATE AND FINISH REQUIREMENTS. ALL HANDRAILS& PRE-ENGINEERED TRUSS x 8"x 16"K.O.LINTEL GUARDRAILS SHALL BE SUPPLIED BY THE CONTRACTOR BLOCK FILL w/3000 AND SHALL BE DESIGNED TO RESIST SINGLE LOADING INSTALL 2x BLOCK 2x BOTTOM CHORD P.S.I.CONC.w/1 #5 STANDARD HOOKS SEE BLOCKING BETWEEN DIA.REBAR(U.N.O. MS05 FOR MORE INFO 200-POUND CONCENTRATED LOAD APPLIED IN ANY EA.SIDE @CENTER a 1ST TRUSS BAY @ EA. ON PLANS) N DIRECTION AT ANY POINT ALONG THE TOP RAIL AS STRINGER STRINGER SPECIFIED IN TABLE R301.5 OF THE 2017 FLORIDA CONNECTION TYP. FILLED CELL W/3000 RESIDENTIAL BUILDING CODE. P.S.I.CONC.W/1#5 REBAR PRE-ENGINEERED TRUSS- VERT.(U.N.O.) 2x8 LEDGER#2 SYP NOTCH STINGERS SHIFT SLIGHTLY AS REQ'D. (P.T.IF MAS.)w/(3) FOR BEARING ON FOR STAIR FRAMING 16d NAILS TO STUD STANDARD(3)2x12 2x BLOCKING @ EA. OR(2)1/4"x3 1/2" (2)2x12 HDR. STRINGERS W/SIMPSON A34 INTERIOR BEARING WALL TITENS TO FLOOR CLIP @ LANDING(USE(2) STRINGER CONNECTION INTERIOR SHEAR WALL MASONRY @ 16"O.C. SHEATHING SIMPSON A34 CLIPS EA.END STANDARD(3)2x12 STRINGERS EXTERIOR FRAME WALL FOR CENTER STRINGER) W/SIMPSON A35 CLIP @ STAIR 2x8#2 SYP JOISTS HEAD(USE(2)SIMPSON A35 �' 2N#2 P.T.(AS PER PLANS) @ LANDING @ 16" INSTALL 2x BLOCK EA. CLIPS FOR CENTER STRINGER) w/5/8"x 10"'S BOLTS OR 5/8" O.C.w/SIMPSON y SIDE @ CENTER x 10"EXPANSION ANCHORS A35 CLIP OR LUS26 (2)2x12 HDR.w/ STRINGER CONNECTION TYP. HEAD OF STAIR FRAMING SECTION w/2"x 3/16"PLATE WASHERS HANGER EA.SIDE (3)2x STUDS AT EA.END &NUTS @ 24"O.C. FOR BEARING CONNECTION CMU WALL VERTICALLY OR(6)1/4"x 3 (USE SIMPSON HUC212 N M FASTENED TO 3 2x STUDS 1/4" TAPCONS @ 16"O.C. � N VERTICALLY FOR HANGER CONNECTION) z 8"CMU WALL OR (ALIGN W/BOTTOM OF 0 L O Q "SIMPSON SSP w/(4)10d 2x4#2 SYP STUDS LOWER STRINGERS) LL *i J J @ 16"O.C. N x 1 1/2"TO STUD&(3)10d TREAD W/BULLNOSE SEE U 3 = LJL x 1 1/2"TO PLATE STANDARD(3)2x12 STRINGERS W/SIMPSON A35 CLIP AT ARCH FOR MORE INFO O U *SIMPSON SP1 w/(6)10d TO LANDING(USE(2)SIMPSON A35 Q 0 z STUD&(4)10d TO PLATE CLIPS FOR CENTER STRINGER) STANDARD(3)2x12#2 MAX.RISER 7 3/4" ( = CO MIN.TREAD DEPTH 10" J SYP STRINGER-SEE C0 W 2"x#2 P.T.(AS PER PLANS) w/ R302.7:UNDER STAIR PROTECTION GENERAL STAIR O H U Q 5/8"x 10"'J'BOLTS OR 5/8"x ENCLOSED ACCESSIBLE SPACE UNDER FRAMING INFO. P.T.THRUST BLOCK iv 10 EXPANSION ANCHORS w/ STAIRS SHALL HAVE WALLS UNDER STAIR SECURED TO SLAB w/ MONO OR STEM cn a 2"x 3/16"PLATE WASHERS& SURFACE AND ANY SOFFITS PROTECTED 2x FRAMED WALL- 1/4"X3 1/2" TAPCONS O } J WALL FOUNDATION T NUTS @ 24"O.C. OR(6)1/4"x ON THE ENCLOSED SIDE WITH 1/2" LOCATED AS PER @ 16"O.C. U /+ m (AS PER PLANS) , GYPSUM BOARD V O O 3 1/4" TAPCONS @ 16"O.C. ARCH.DWG'S. Q w, z NOTE VAPOR BARRIER BETWEEN / FINISHED GRADE 00 ` *FOR UPLIFT AND SHEAR STRINGER&CONC.SLAB TYP. LANDING FRAMING SECTION WALLS ONLY-CAN BE OMITTED IF DETAIL TYP. BASE OF STAIR FRAMING SECTION CALLOUT SAYS'NO UPLIFT' N � CROSS REFERENCE CHART SIMPSON SP1/USP STP22 MIN.(1)2X STUD @ TOP OF SIDE 3" SIMPSON SP2/USP SPT24 STRINGER(TYP.) SEE PLAN FOR PLYWOOD SHEATHING STAIR NOTES: MI S03 SIMPSON SP4/USP SPT4 DEPTH OF LANDING OVER LANDING ATTACHED MASONRY TO WD BRIG WALL SIMPSON SP6/USP SPT6 PER GENERAL FLOOR Stairway construction and handrail to conform to the FBC Residential section R311.7 SIMPSON SP8/USP SPT8 CONSTRUCTION NOTES SCALE:3/4"=r-a" SIMPSON SSP/USP RSPT6 (1)2X12#2 SYP SIDE STRINGER EA.SIDE Riser height: OF STAIR(P.T.IF CMU WALL)-FASTEN NAILS(MIN.(3) SEE PLAN FOR MASONRY The maximum riser height shall be 7 3/4".The greatest riser height within any flight of stairs TO EA.STUD W/(3)16d STUDS)OR TO CMU W/N ILS(MI = WALL OR WOOD WALL shall not exceed the smallest by more than 3/8 inch. TITENS/TAPCONS @ 16"O.C.MAX. (TYP.) p Tread depth: (7 The minimum tread depth shall be 10".The greatest tread depth within any flight of stairs shall m z not exceed the smallest by more than 3/8 inch. (1)2X12#2 SYP MID-STRINGER UP TO 3'-1 1" 0 0 WIDE STAIR(USE(2)2X12 MID-STINGERS u- Z Handrails: FOR 4'-0"TO 5'-0"WIDE STAIR)-FASTEN Q MID-STRINGERS)TO BEAM W/(2)SIMPSON a O Handrails shall be provided on at least one side of each continuous run of treads or flight with A35 CLIPS OR SIMPSON LSSU210/USP w four or more risers.Handrail height,measured vertically from the sloped plane adjoining the LSSH210 HANGER Lu tread nosing,or finish surface of ramp slope,shall be not less than 34"and not more than 38". Handrails adjacent to a wall shall have a space of not less than 1 1/2"between the wall and the 2X8#2 SYP JOISTS @ handrails. (2)2X12#2 SYP BEAM REQ'D @ END OF LANDING @ 16"O.C.W/ SIMPSON LUS26/USP JUS26 Grip-size: LANDING FOR STRINGER CONNECTION-BEAR BEAM DIRECTLY ON(3)2x STUDS HANGER ON EACH SIDE Handrails with a circular cross section shall have an outside diameter of at least 1 1/2"and not OR FASTEN BEAM TO LEDGER W/(2) greater than 2"or provide equivalent graspability in compliance with FBCR Section R311.7.8.3. SIMPSON HUC212-2/USP HD212-IF 2X12#2 SYP(P.T.IF CMU WALL)CONT 0 Guards: 0 HANGERS EA.SIDE / 9'-0"MAX LANDING LENGTH LEDGER W/(3)16d NAILS @ 16"O.C.MAX. CG Guards shall be located along open-sided walking surfaces,including stairs,ramps and 15'-0"MAX STRINGER LENGTH TO EACH STUD.((2)1/4"X3 1/2" Q x landings,that are located more than 30"and shall be not less than 36".Required guards shall Z MIN.(3)2X STUDS REQ'D @ END OF TITENS/TAPCONS @ 16"O.C.MAX.FOR not have openings from the walking surface to the required guard height which allow passage of Z LANDING W/MIN.(6)16d NAILS MASONRY WALL) a sphere 4"in diameter. Q FROM LEDGER TO STUD PACK TYP. LANDING FRAMING PLAN_ o (guardrails and handrails shall have a uniformly distributed live load of 200 psf.)(guardrail in fill p H O components(pickets)shall have a uniformly distributed live load of 50 psf). Z Q ED a N Winders: W ti Z U S D 02 Winder treads shall have a minimum tread depth of 6"at the narrow end and shall have a F� p GENERAL STAIR SECTIONS & PLANS minimum tread depth of 10"at the intersections with the walkline(12"from the narrower side). Q a �N SCALE:3/4"=1'-0" E o 9 O @ E c E O a =N � E a a c d y o d Oa O zit N 0It EN O .L N'�NLL � C 0 LU �^0 O L N O 0 N M V N n U, (6 LJL W `p 2 ZJ-mO Wp2�■ z� a 00 IL L0 0 Z u�WWW.FDSENG.COMw Q a m c m m a ' o c � a no d C F m 0 L2 u, c `m f; o� t @ - c � r SHEET NO a o d 9 N @ L C r0 O N aN m E N = N m a� ' a a N 10 N0 not valid without z original or electronic signature&seal o Ca= o N as °J 3 O � > m N m� L 0 3 Accuracy Statement Mark P. Nasrallah This item has been digitally signed and sealed by Mark P Nasrallah on the date contained Fla. Reg.AR 0008136 signed and sealed and the signature must be verified on any electronic copies FOUNDATION SCHEDULE WOOD BEARING WALL SCHEDULE HEADER SCHEDULE SIMPSON - CONNECTOR SCHEDULE USP - CONNECTOR SCHEDULE TYPICAL WALL/ ROOF SHEATHING SPECIFICATIONS AND NAILING STUD CONNECTION&FASTENERS LUMBER UPLIFT MARK HEADER SIZE HEADER NOTES = E MARK SIZE DEPTH REINFORCING MARK ° ° SPACING TOP BOTTOM SPECIES CAP.[plf] MARK TYPE CONNECTOR&FASTENERS SPF SYP CONNECTOR&FASTENERS SPF SYP NAILING ZONES(SHINGLE,METAL AND TILE) 2 2x6#2 SYP N o O 4 FT. m F1.5 1'-6"x 1'-6" 1'-0" (2)#5 E.W.BOT. H1 1. VERIFY w/PLAN CORRECT LENGTH OF HEADER REQUIRED. �2 03 � y BW1 16" (2)16d (3)12d TOENAILS OR(2) #2 SPF NO w/7/16"FLITCH PLATE 2. IF HEADER IS ON THE 1ST FLOOR SEE PLAN FOR BEARING O FRAME TO HETA16 w/(9)10d x 1 1/2"OR 1775 1810 HTA16 w/(9)10d x 1 1/2"OR 1585 1870 J ZONE 1:8d RING SHANK NAILS @ 6"O.C.ON EDGE N t 3 TOENAILS 12d END OR BOX NAILS UPLIFT 2 2x8#2 SYP WALL TYPE AND FOLLOW INSTRUCTIONS WITHIN BEARING MASONRY HETA20 w/(9)10d X 1 1/2" HTA20 w/(9)10d X 1 1/2" &6"O.C.INTERMEDIATE a 6 F2.0 2'-0"x 2'-0" 1'-0" (3)#5 E.W.BOT. H2 ( ) 0 4 FT. ZONE 2:8d RING SHANK NAILS @ 6"O.C.ON EDGE a a SP2 w/ SP1 w/ 6 10d NAILS& w/7/16"FLITCH PLATE WALL SCHEDULE FOR REQUIRED CORRECTIONS U.N.O.ON FRAME TO O H2.5A w/(10)8d NAILS 535 565 RT7A w/(10)8d NAILS 515 585 OB O / &6"O.C.INTERMEDIATE N y F2.5 2'-6"x 2'-6" 1'-0" (3)#5 E.W.BOT. BW2 16 #2 SPF 402(6)10d NAILS ANCHOR BOLTS H3 (2)2x10#2 SYP PLAN. FRAME 02 / w/7/16"FLITCH PLATE 3. IF HEADER IS ON THE 2ND FLOOR SEE PLAN FOR FRAME TO H10A w/(18)10d x 1 1/2" 1015 1040 RT16A w/(17)10d x 1 1/2" 895 1020 O d ; a F3.0 T-0"x T-0" 1'-0" (4)#5 E.W.BOT. (2)SP2 w/ (2)SP1 w/(6)10d NAILS& INDICATED HEADER CONNECTION FOR REQUIRED O ( ) ( ) ZONE 3:8d RING SHANK NAILS @ 4"O.C.ON EDGE ° w r BW3 16" (6)10d NAILS ANCHOR BOLTS #2 SPF 804 H4 (2)2x12#2 SYP FRAME H10A-2 w/18 10d x 1 1/2"AT 2 PLY TRUSSES 930 1080 RT16-2 w/ 16 10d x 1 1/2"AT 2 PLY TRUSSES 935 1050 O &4"O.C.INTERMEDIATE 8 N w/7/16"FLITCH PLATE CONNECTIONS. 4 FT. 4 FT. 2 F3.5 T-6"x T-6" 1'-0" (4)#5 E.W.BOT. FRAME TO MTS12 w/(14)10d x 1 1/2"(AT EXTERIOR MTW12 w/(14)10d x 1 1/2"(AT EXTERIOR ) (2)16d (3)12d TOENAILS OR(2) NO (2)1 3/4"x 11 1/4"LVL 4. ALL HEADER JACK AND KING STUDS SHALL BE FASTENED O FRAME LOCATION INCLUDE(3)12d TOENAILS) 850 990 LOCATION INCLUDE(3)12d TOENAILS) 995 1185 4 FT. 4 FT. OZ FOR SHEATHING SPECIFICATIONS,SEE BW4 16" #2 SYP H5 TO EACH PER DETAIL WF37/SN. a ° F4.0 4'-0"x 4'-0" 1'-0" (5)#5 E.W.BOT. TOENAILS 12d END OR BOX NAILS UPLIFT 2.0E Fb=2600 FRAME TO MGT w/22 10d NAILS AND 5/8" A.T.R.w/12" MUGT15 w/28 10d NAILS AND 5/8" A.T.R.w/ SHEATHING NOTES BELOW 2 1 3/4"x 9 1/4"LVL 5. FASTEN ALL MULTI-PLY HEADERS TOGETHER w/(2)ROWS E ( ) 3330 3965 ( ) 3330 4495 SP2 w/ SP1 w/(6)10d NAILS& ( ) O MASONRY EMBEDMENT w/SIMPSON"SET"EPDXY 12"EMBEDMENT w/SIMPSON"SET"EPDXY O2 Q r a 1-4.5 4'-6"x 4'-6" 1'-4" (5)#5 E.W.BOT. BW5 16" #2 SYP 439 H6 12d COMMON NAILS AT 12"O.C.OR(3)ROWS IF 2x10 OR (6)10d NAILS ANCHOR BOLTS 2.0E Fb=2600 02 (NOTE: IF 5/8"PLYWOOD IS USED,CONTRACTOR LARGER TYP.EACH SIDE OR(2)ROWS 1/4"x 3 1/2"SIDS FRAME TO HTS20 w/(24)10d x 1 1/2"(AT EXTERIOR HTW20 w/(24)10d x 1 1/2"(AT EXTERIOR O3 1O 1 1 10 y �o (3)2x10#2 SYP O 1125 1310 1305 1555 MUST USE 10d RING SHANK NAILS b c F5.0 T-0"x 5'-0" 1'-4" (6)#5 E.W.BOT. (2)SP2 w/ (2)SP1 w/(6)10d NAILS& H7 WOOD SCREWS @ 16"O.C.TYP.EACH SIDE. FRAME LOCATION INCLUDE(3)12d TOENAILS LOCATION INCLUDE(3)12d TOENAILS ) BW6 16" #2 SYP 878 w/1"FLITCH PLATE 4 FT. E (6)10d NAILS ANCHOR BOLTS 6. FASTEN ALL HEADERS TO KING STUDS w/(3)10d TOENAILS FRAME TO (2)HTS20 w/(48)10d x 1 1/2"(AT EXTERIOR (2)HTW20 w/(48)10d x 1 1/2"(AT EXTERIOR O O o F6.0 6'-0"x 6'-0" V-6" (8)#5 E.W.BOT. PER SIDE. F.1 2250 2620 2610 3110 w t FRAME LOCATION INCLUDE(6)12d TOENAILS LOCATION INCLUDE(6)12d TOENAILS(EA) 4 FT. 2 2 4 FT. 3 BW7 12" (2)16d (3)12d TOENAILS OR(2) #2 SPF NO H8 7. IF HEADER IS NOT SPECIFIED CONTACT E.O.R. 3 O O Q 2 FOUNDATION DEPTH NOTE: TOENAILS 12d END OR BOX NAILS UPLIFT HGT-2 w/(16)10d NAILS AND(2)5/8" A.T.R. HUGT2 w/(8)10d x 3"NAILS AND(2)/4 a o 2 • INTERIOR PAD DEPTHS AS LISTED IN THE SCHEDULE ARE THE TOTAL DEPTH AND MEASURED O FRAME TO w/12"EMBEDMENT w/SIMPSON"SET" 6485 10345 A.T.R.w/12"EMBEDMENT w/SIMPSON 6925 9575 Q N FROM THE TOP OF THE SLAB. SP2 w/ SP1 w/(6)10d NAILS& HEADER SUPPORT-NUMBER OF JACKS&STUDS REQUIRED AT OPENINGS MASONRY EPDXY HGT-3 FOR 3-PLY "SET"EPDXY HUGT3 FOR 3-PLY FLOOR SHEATHING BW8 12" #2 SPF 535 ( ) ( ) PLYWOOD FLOORING TO BE MIN.5/8"T&G PLYWOOD OR OSB GLUED&SCREWED WITH 3/16"x 2 1/4"SCREWS OR 8d RING .0.0 • EXTERIOR PAD DEPTHS AS LISTED IN THE SCHEDULE ARE TOTAL DEPTH WITH THE BOTTOM (6)10d NAILS ANCHOR BOLTS > OF THE FOOTING TO MATCH THE BOTTOM OF THE CONTINUOUS MONOLITHIC POUR WHICH 2 3P2 w/ FRAME TO FGTR w/(18)1/4"x 3"SIDS WOOD SCREWS RFUS w/(12)WS3 WOOD SCREWS SHANK NAILS @ 6"O.C.ALL EDGES AND @ 12"O.C.INTERMEDIATE U.N.O.(GENERAL FLOOR FINISHES ARE ACCEPTABLE IF ( ) (2)SP1 w/(6)10d NAILS& OPENING 2x4 WALL 2x6 OR 2x8 WALL O MASONRY AND(2)1/2"x 5"TITEN HD ANCHOR BOLTS 3400 4725 AND(4)3/4"x 6"WEDGE-BOLT 3600 7100 LIGHTWEIGHT CONCRETE OR SELF LEVELING CONCRETE IS REQUIRED CONTACT E.O.R.ALONG WITH TRUSS COMPANY TO ?-o RUNS THROUGH IT. BW9 12 (6)10d NAILS ANCHOR BOLTS #2 SPF 1070 SIZE JACKS EA END KINGS EA END JACKS EA END KINGS EA END ` >5 FRAME TO (2)LGT2 w/(32)16d SINKERS &(14) (2)LUGT2 w/(32)16d SINKERS&(10) VERIFY FLOOR TRUSS DESIGN. ==w GENERAL FOUNDATION NOTES: 2 16d (3)12d TOENAILS OR 2 NO J2 MASONRY/ 1/4"x 2 1/4"TITEN(2 PLY TRUSS) 3500-M 4060-M 1/4"x 3"WEDGE-BOLT(2 PLY TRUSS) 3100-M 3100-M y 1. PROVIDE MIN.6 MIL.APPROVED VAPOR BARRIER.ALL JOINTS TO BE LAPPED MIN.6"AND BW10 12" ( ) ( ) 42 SYP 1'-0"-3'-11" (1) (2) (1) (2) 3240-F 3770-F 3800-F 4520-F ROOF SHEATHING V TOENAILS 12d END OR BOX NAILS UPLIFT FRAME OR(28)16d SINKERS FOR FRAME(EA) OR(32)16d SINKERS FOR FRAME(EA) SEALED. 4'-0"-8'-11" (2) (3) (2) (2) METAL ROOFING SYSTEM(SEE ARCH.)OVER MIN.7/16"OSB OR 3-PLY PLYWOOD SPAN RATED 24/16 ON PRE-ENGINEERED 2. 4"2500 PSI CONC.SLAB WITH 6x6 W1.4xW1.4(6x6 10/10 W.W.F.)OR FIBER MESH/FIBERMIX BW11 12" SP2 w/ SP1 w/(6)10d NAILS& #2 SYP 585 FRAME TO (2)LGT3 w/(24)1/4"x 3"SIDS SCREWS (2)LUGT3 w/(24)1/4"x 2 1/2"WS25 `i ADDED TO THE CONCRETE,IN ACCORDANCE w/ MANUF's SLAB/FOUNDATION INSTRUCTIONS (6)10d NAILS ANCHOR BOLTS 10'-0"-16'-0" (3) (4) (3) (4) J3 MASONRY/ &(8)3/8"x 5"TITEN(2 PLY TRUSS) 4730-M 6570-M 6480-M 7050-M WOOD TRUSSES AT Z-0"O.C.MAX.OR CONVENTIONAL FRAME ROOF.(SEE PLAN FOR SIZE AND SPACING.SEE ARCHITECTURAL SCREWS &(4)3/8"x 5"WB(2 PLY TRUSS) PLAN FOR TYPICAL ROOF SLOPE AND OTHER INFORMATION. 5010-F 6960-F 6480-F 7710-F - AND NER-284 FOR FIBER MESH OR NER-414 FOR FIBERMIX,OVER 6 MIL.VISQUEEN VAPOR 2 SP2 w/ FRAME OR(52)16d SINKERS FOR FRAME(EA) OR(56)16d SINKERS FOR FRAME(EA) BARRIER&TREATED FOR TERMITES. ( ) (2)SP1 w/O 10d NAILS& BW12 12" #2 SYP 1170 HD410 OPT HD4101F w/ 20 BEAM T HU410 OPT HUC410 w/ 18 16d& 10 10d G#2680 G#3080 PORCH SHEATHING (6)10d NAILS ANCHOR BOLTS K O ( ) ( ) ( ) N CH 0 3. GC/BUILDER SEE ARCH PLANS FOR ROUGH OPENING LOCATIONS AND ADDITIONAL 2x CRIPPLE STUDS @ 16"O.C.w/(1)SIMPSON SP2 CONNECTOR @TOP AND BOTTOM. O BEAM NAILS U#1895 16d&(10)10d NAILS U#1950 THE EXTERIOR SHEATHING FOR THE CEILING ON ENTRIES AND PORCHES SHALL BE ATTACHED TO ALL FRAMING MEMBERS Q N U INFORMATION REQ'D FOR DOOR/WINDOW INSTALLATION ALONG w/DIMENSIONS NOT SHOWN CROSS REFERENCE CHART **PROVIDE(3)2x CRIPPLE STUDS BELOW ANY GIRDER TRUSS BEARING OVER HEADER. AND SYP#2 2x BLOCKING AT THE PERIMETER.7/16"OSB OR PLYWOOD SHALL BE ATTACHED w/8d NAILS 4"O.C.EDGES AND � I BEAM TO HU410 OPT HUC410 w/(18)TITEN G#4500 HD410 OPT HD4101F w/(18)1/4"x G#3080 @ ON FOUNDATION SIMPSON SP1 /USP SPT22 SIMPSON SP2/USP SPT24 CONNECT G.T.TO STUD w/(2)SIMPSON HTS20 STRAPS AND CONNECT BOTTOM OF O 6"O.C.INTERMEDIATE OR 1/2"EXTERIOR GYPSUM SOFFIT BOARD w/TYPE"W"1 1/4"DRYWALL SCREWS 8"O.C.AT EDGES N N S MASONRY 1/4"x2 3/4"&(10)10d NAILS U#1800 3"WEDGE-BOLT&(10)10d NAILS U#1950 �° @ 4. CONSULT w/MANUFACTURER SPECIFICATIONS PRIOR TO POURING OR RECESSING DOOR STUD TO HEADER w/(2)SIMPSON HTS20 STRAPS,U.N.O.(IF STUD IS LESS THAN 10" AND INTERMEDIATE. ti(2)2x HEADER(U.N.O.)SEE FLOOR PLAN FOR MIN.SIZE.SEE HD/SN FOR BEAM TO HU46 OPT HUC46 w/(6)10d NAILS & G#1785 G#3000 HD46 OPT HU46 w/(6)10d NAILS &(12) G#1850 G#3000 SILLS OR SLIDING GLASS DOOR SILLS. TALL THEN USE SIMPSON CS18 INSTALLED FROM BOTTOM OF HEADER,UP STUD, Q I CONNECTION INFO.IF HEADER IS WITHIN A WALL w/NO UPLIFT AS INDICATED L2 MASONRY/ (12)1/4"x 2 3/4"TITEN(TO MAS.) U#1135 U#1135 1/4"x 2 3/4"TAPCONS(TO MAS.) U#1170 U#1170 5. NO WOOD STAKES PERMITTED IN FOUNDATION. OVER TOP PLATE&BACK DOWN OTHER SIDE OF WALL TO BOTTOM OF HEADER- SHEAR WALL SHEATHING: Z d'I N � IN THE WOOD BEARING WALL SCHEDULE,THE CONNECTORS INDICATED IN FRAME OR(12)16d&(6)10d(FOR FRAME) SYP-F SYP-M OR(12)16d&(6)10d(FOR FRAME) SYP-F SYP-M S_ 6. PENDING SITE CONDITIONS,FOUNDATION MAY HAVE TO BE STEPPED DOWN.SEE FM18/D1 FASTEN STRAP w/(2)10d NAILS @ 3"O.C.) SHEAR WALL SHEATHING TO BE APA STRUCTURAL I GRADE. SHEATHING TO BE ATTACHED TO ALL FRAMING MEMBERS AND O FOR ADDITIONAL INFORMATION.G.C.TO DETERMINE STEP LOCATIONS IF REQUIRED. WF09&HD CAN BE IGNORED. Q (2)HETA16 OPT(2)HETA20 (2)HTA16 OPT(2)HTA20 SYP#2 2x BLOCKING AT THE PERIMETER. 15/32"SHEATHING TO BE ATTACHED w/10d NAILS @ 4"O.C.EDGE AND @ 6"O.C. MASONRY WALL 2 2x TOP FRAME TO 2035 1920 1585 1870 7. STEEL BENDS AND LAP SPLICE,SEE MS05/L1 &FM19/D1. T/WALL ( ) OM 1-PLY w/(10)10d x 1 1/2"OR 1-PLY w/(10)10d x 1 1/2"OR INTERMEDIATE(U.N.O.). N 8. ALL EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCE SHALL BE ELEVATED A SEE PLAN (SEE PLAN) PLATE HEADER(SEE HEADER AND MASONRY 2-PLY w/(12)16d 2500 2365 2-PLY w/(12)16d 3170 2430 (� m 0 I� MIN OF 18". CONTRACTOR TO PROVIDE SUCH PLATFORM w/EITHER MASONRY OR WOOD 1-1 7 BEAM SCHEDULE FOR �I CONSTRUCTION 2x TOP PLATE SEE, INT.BEARING WALL SIMPSON FASTENING REQUIREMENTS HTSM16 w/(8)10d NAILS AND(4)1/4"x2 1/4" g55 1110 HTWM16 w/(8)10d NAILS AND 1145 1225 - n ATTACHED TO EXT. LSTA30 EA.END UP-SET TAPCONS (4)1/4"x1 3/4"WEDGE-BOLT A A FRAMING 15/32 OSB EXPOSURE 1 �I O 9. ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER COMPACTION: 2000 PSF(SEE SOILS WF17/SN FOR &SEE PLANS FOR SIZE) O FRAME TO OR OR BEYOND SHEATHING REPORT AND SPECIFICATIONS FOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS ON ADDITIONAL INFO BEARING WALL, OF HEADER HEADER O SEE MS03/L2 FOR (CENTER AT PT. MASONRY HTSM20 w/ 10 10d NAILS AND 4 1/4"x2 1/4" HTWM20 w/ 10 10d NAILS AND THE PROJECT DO NOT MEET OR EXCEED THE CAPACITY,THE GENERAL CONTRACTOR SHALL � ( ) ( ) ( ) 2x MID-SPAN BLOCKING w/ CONNECTION INFO. BOTTOM OF DOWN-SET TAPCONS 955 1110 (4)1/4"x1 3/4"WEDGE-BOLT 1145 1225 ti N CONTACT THE ENGINEER PRIOR TO FOUNDATION POUR FOR VERIFICATION OF FOUNDATION � (2)12d TOENAIL @ EA.END HEADER)- EADER OP F U) DESIGN. SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS,COMPACTED IN 12" KING STUD(S)(SEE FRAME TO H10S w/ 8 8d x1 1/2"NAILS AND 2 3/8"x4" D o ONLY FOR WALLS TALLER 2x STUDS w/NO WRAP OVER P ( ) ( ) 780 910 B LLI 0 LIFTS TO AT LEAST 95/o OF MAX.DRY DENSITY AS DETERMINED BY ASTM-1557(MODIFIED CHART ABOVE FOR INFO) O MASONRY TITEN HD W W THAN 8'-0" UPLIFT,SEE CHART TOP PLATE AS o = bQ PROCTOR). ABOVE FOR O.C. REQ'D. DTT2Z w/(8)1/4"x1 1/2"SIDS WOOD DTB-TZ w/(8)1/4"x1 1/2"WS15 WOOD t4 Q 0 N p� 10.R.403.1.4 MINIMUM DEPTH:ALL EXTERIOR FOOTINGS(BOTTOM)SHALL BE PLACED AT LEAST CONNECTOR TOP AND JACK STUD(S)(SEE ® FRAME TO SCREWS AND(1)1/2"�A.T.R.EPDXIED w/ 1835 2145 SCREWS AND(1)1/2"�A.T.R.EPDXIED 1510 1835 15/32"OSB A 0 H (� 'T 0 SPACING AND PLAN MASONRY EXPOSURE 1 -- J t W 12"BELOW THE UNDISTURBED GROUND SURFACE. BOTTOM PER WOOD WINDOW DOOR CHART ABOVE FOR INFO z FOR LOCATION AND SIMPSON SP4 ) SIMPSON"SET"(SEE NOTE#4) w/SIMPSON"SET"(SEE NOTE#4) O _ O 11.EXTERIOR SLABS SHALL SLOPE MIN. 1/12"PER FOOT AWAY FROM HOUSE U.N.O.ON PLAN. BEARING WALL SCHEDULE OPENING OPENING SHEATHING B U WALL SIZE.ATTACH w/(6)10d NAILS HTT5 w/(26)10d x 1 1/2"NAILS AND(1)5/8"0 HTT45 w/(26)16d x2 1/2"NAILS AND(1) O N 12.CONTROL JOINTS(IF SHOWN)ARE NOT REQUIRED BY CODE BUT ARE SUGGESTED STUDS T&B w/2-GUN @ 24"O.C.(SP6 (SEE ARCH (SEE ARC O FRAME TO - OPENING x z a--+ N Q (ESPECIALLY WHEN USING FIBER REINF. CONCRETE OR IN EXTERIOR CONDITIONS). ANCHOR BOLT(S):1/2"A.B. HTT4 w/(18)16d x 2 1/2"NAILS R MASONRY A.T.R.EPDXIED w/SIMPSON"SET" 3740 4350 5/8"�A.T.R.EPDXIED w/SIMPSON"SET" 5005 x w = NAILS FOR 2"x6",SP8 (SEE NOTE#4 BELOW) (SEE NOTE#4 BELOW) W CONTROL JOINTS TO BE 1/8"SAW CUT A DEPTH OF 1/4 OF THE THICKNESS OF THE SLAB. FILL OR A.T.R.w/SIMPSON SET FOR 2"x8" &5/8"0 A.T.R.EPDXIED w/6" x _ Q 32"O.C.w/EMBEDMENT F F. ) HTT4 w/(18)16d x2 1/2"NAILS AND(1)5/8"0 HTT45 w/(18)16d x2 1/2"NAILS AND(1) a LU CUT w/APPROVED JOINT MATERIAL OR USE ALTERNATE APPROVED METHOD. @ **CONNECT SILL PLATE MIN.EMBEDMENT(MIN.)BASE FRAME TO S A.T.R.EPDXIED w/SIMPSON"SET" 3105 3610 5/8"0 A.T.R.EPDXIED w/SIMPSON"SET" 4160 x A x 13. ■INDICATES FILLED CELL w/3000 P.S.I.CONC.FROM FOUNDATION TO BEAM w/(1)#5 REBAR OF 7"MIN.OR 1/2"TITEN H SEE FOUNDATION GIRDER TRUSS (SEE NOTE CONNECTION AT EACH SIDE O MASONRY GRADE 40 U.N.O.TYPICAL ABOVE SLAB.HOOKED FOOTING DOWELS 5"EMBEDMENT w/25" w/4 1/2"MIN.EMBEDMENT(IF AT STEP, #1) U.N.O.ON PLANS(IF AT STEP, (SEE NOTE#4 BELOW) (SEE NOTE#4 BELOW) LL FOR FOOTING DIRECTLY TO x Lr LLI W O V EXTENSION ABOVE SLAB.FILLED CELLS TO BE PLACE AT EACH CORNER,END OF INDICATED 7"MIN PAST LOWER SLAB. ONLY IF -{ 6"MIN.EMBEDMENT PAST FRAME TO O r 0- LL TYPE&SIZE HEADER w/(2) O H10S w/(24)10d x1 1/2"NAILS 770 910 LUGT1 w/(23)8d x1 1/2"NAILS 875 1045 C F H C S_ BEARING WALLS,EACH SIDE OF ALL OPENINGS,UNDER GIRDER TRUSSES(FLOOR AND ROOF) INDICATED WOOD BEARING SIMPSON LOWER SLAB) FRAME 2x RIBBON OR W C0 Q g � AND 6'-8"O.C.MAX.7'-0" FROM CORNER U.N.O.ON FOUNDATION PLAN. WALL OR SHEAR WALL,SEE DETAIL HTS20,U.N.O. FRAME TO HM9KT w/(4)1/4E& I. . "x1 1/2"SIDS WOOD RT16M w/(9)10d x 1 1/2"NAILS BLOCKING W U_ - BWD O MASONRY SCREWS&(5)1/4"x2 1/4"TAPCONS 760 760 &(4)1/4"x 1 3/4"TAPCONS 1395 1395 BETWEEN W � I Q PLAN FOR BEARING WALL/ SCALE:NONE CROSS REFERENCE CHART w 0 FLOOR SYSTEML �L�� o o W 00 = SHEAR WALL LOCATION NOTES: SIMPSON LSTA30/USP LSTA30 VGT w/(16)1/4"x3"SIDS WOOD SCREWS& q q = 0 GENERAL BEARING WALL NOTES: 1. OPENINGS GREATER THAN 4'-0"PROVIDE(2)2x SIMPSON SP4/USP SPT4 O FRAME TO (1)5/8"0 A.T.R.EPDXIED w/SIMPSON"SET" 3555 4940 (n Q O ILL COLUMN SCHEDULE 1. ALL STRUCTURAL LUMBER DESIGNATED AS SYP SHALL BE SYP#2 AND ALL SILL PLATE w/A35 CLIPS EACH SIDE. SIMPSON SP6/USP SPT6 MASONRY w/12"MIN.EMBEDMENT OE FLOOR SYSTEM LL STRUCTURAL LUMBER DESIGNATED AS SPF SHALL BE SPF#2 U.N.O. 2. NO TgRjgDj EAtLICES SHALL OCCUR OVER SIMPSON SP8/USP SPT8 - z I=i W FIRST FLOOR BASE 2. SEE FLOOR PLAN FOR WALL SIZE,ASSUME 2x4 STUDS USED UNO. OR�TT��I�N��r�F��r�OF HEADER. SIMPSON HTS20/USP HTW20 FRAME TO (2)VGT w/(32)1/4"x3"SDS WOOD SCREWS MARK COLUMN SIZE CONNECTIONS,SEE PLAN FOR UPLIFT(lb) 3. CONNECTIONS TO BE INSTALLED TO EACH STUD AS INDICATED 3. HOL�UIDxiCli�tZO ECTIONS NOT REQUIRED AT SIMPSON SP2/USP SPT24 O MASONRY &(2)5/8"SET" A.T.R.EPDXIED D SIMPSON 5170 7185 VERT.SHEATHING HORIZONTAL SHEATHING SECOND FLOOR CONNECTIONS �.�� eNP SET"w/12"MIN.EMBEDMENT 4. CONTACT E.O.R.IF SP4's,SP6's OR SP8's CONNECTORS ARE SUBSTITUTED,TO BEA PLIFT. SIMPSON A35/USP MPA1 (BUILDER OPTION) (BUILDER OPTION) NO VERIFY THEY MEET THE STRUCTURAL REQUIREMENTS. SIMPSON HTT4/USP HTT45 VGT w/(16)1/4"x3"SIDS WOOD SCREWS& MUGT15 w/(22)10d NAILS WALL SHEATHING&FASTENING,TYP. C1 (3)2x #2 SPF (4)12d TOENAILS FRAME TO UPLIFT 5. IF'BW' IS INDICATED ON SECOND FLOOR BASE CONNECTION TO BE IGNORED. AT OX HDU4-SDS2.5 w/(10)1/4"x2 1/2"SIDS WOOD 3285 4565 &HTT45 w/(18)10d NAILS - 4160 2x4 SPF#2 AT ALL BLOCKING FRAME SCREWS& 1 SEE WF06 AND F606 OR INDICATED DETAIL FOR PROPER CONNECTIONS FOR OPENINGS ( )5/8"0 A.T.R. &(1)5/8"0 A.T.R. LOCATIONS TURNED VERTICAL DTT2Z W/%2'ATR& 8 %4"X 1 %2' 2ND FLOOR TO FIRST FLOOR CONNECTIONS. NOTE:THIS IS FOR 2 STORY H D FRAME TO (2)HTT5 w/ 52 16d"x2 1/2"NAILS& 3/8" 3/8" w/(2)12d TOENAILS EA.END. C2 (3)2x #2 SPF O 1800 ( SCALE:NONE Y ( ) 8750 10180 (2)HTT45 w/(52)16d"x2 1/2"NAILS 10010 _ NAIL FLITCH PLATE TO SDS SCREWS PROJECTS ONLY) O FRAME (2)5/8"m A.T.R.(SEE NOTE#4) &(2)5/8"�A.T.R.(SEE NOTE#4) 6. IF"SW"IS INDICATED ON PLAN THE WALL IS CONSIDERED A SHEAR WALL AND VERTICAL w/(4)8d NAILS C3 (3)2x #1 SYP (4)12d TOENAILS UPLIFT REQUIRES MIN.7/16"OSB/PLYWOOD w/8d NAILS @ 4"O.C.IN FIELD AND EDGE 3/4" TO ONE SIDE OF WALL.U.N.O.ON PLANS. 1/2" 1/2" SHEATHING JOINTS ALLOW 1/2" 1 1 1 7. ALL 2x EXTERIOR WALLS w/SHEATHING ATTACHED PER NAILING SCHEDULE BEAM SCHEDULE • SPACE AND FASTENED O.C.(3)2x #1 SYP DTT2Z w//2"ATR&(8)/4"x 1/2' 1825 BLOCKING w/ 2 8d 3"O. C4 SDS SCREWS T613/SN ACTS AS SHEAR WALLS,SEE PLAN AND WALL SECTIONS FOR STUD MARK BEAM SIZE FASTENING SCHEDULE • • • • ( ) �° SPACING AND GRADE. • • 1/2„ STAGGERED ABU44 w/5/8"ATR& 12 16d NAILS G=7570 8. ALL TOP PLATES AND SILL PLATES SHALL BE THE SAME SPECIES AS THE WOOD (/)2x8 SYP#2 w/ C5 4x4 P.T.#2 SYP POST ( ) BM1 7/16"OSB FLITCH GENERAL CONNECTOR NOTES: SINGLE NAILED EDGE DOUBLE NAILED EDGE VERTICAL BLOCKING FIRST/SECOND FLOOR CONN. U=1900 STUDS. PLATE Q Q 1. CONNECT ALL FLOOR TRUSSES TO INTERIOR BEARING WOOD WALLS/BEAMS w/(2)12d TOENAILS. SECTION X-X 9. IF THE BEARING WALL IS INDICATED WITH THE BW1,BW4,BW7,BW10,THESE z a z a 2. ALL TRUSS TO TRUSS CONNECTIONS ARE PROVIDED BY TRUSS MANUFACTURER,U.N.O ON PLAN. ABU66 w/5/8"ATR&(1 2)16d NAILS G=18205 WALLS ARE ONLY SUPPORTING THE FLOOR LOAD AND DO NOT HAVE UPLIFT, O O C6 6x6 P.T.#2 SYP POST (2)2x10 SYP#2 w/ O 0 3. G.C.MAY USE EITHER SIMPSON OR USP CONNECTIONS,SEE FRAMING PLAN FOR CONNECTOR CALL OUT. SHEATHING FASTENING SCHEDULE FIRST/SECOND FLOOR CONN. U=2475 THE STUDS ARE TOE NAILED TO THE PLATE AND THE 2X PLATE CAN BE BM2 7/16"OSB FLITCH (2)ROWS OF 12d @ 12"O.C.TYP. O z O z 4. FOR SINGLE PLY TRUSSES,SCAB ON FULL HEIGHT SYP#1 2"x4"TO TRUSS VERTICAL WEB w/ 2 ROWS OF 10d NAILS EACH SIDE z - z - ( ) ABU88 w/(2)%"ATR&(18)16d G=23140 ATTACHED WITH HARD CASED NAILS(GUN NAILS)AND WILL NOT REQUIRE THE PLATE. a a @ 3"O.C.STAGGERED. Oq (2)ROWS 8d COMMON NAILS @ 4"O.C. GENERAL SHEATHING NOTES: C7 8x8 P.T.#2 SYP POST ANCHOR BOLT ATTACHMENT INDICATED IN THE BEARING WALL SCHEDULE. 5. MINIMUM A.T.R.EMBEDMENT:5"EMBEDMENT FOR 1/2"A.T.R. 6"EMBEDMENT FOR 5/8"A.T.R.8"EMBEDMENT FOR 7/8" 1. SHEATHING MAY BE INSTALLED VERTICALLY OR HORIZONTALLY, FIRST/SECOND FLOOR CONN. U=2570 O (2)6"O SYP IT H W W A.T.R.(IF AT STEP,DEPTH IS FROM LOWER SLAB). © 8d COMMON NAILS @ 6"O.C. ATTACH PER NAILING SCHEDULE.PANEL EDGES WILL NEED TO BE 3.5"x 3.5"P.L. 1.8E HDU5-SDS2.5 w/1/8"ATR AND BM3 7/16"OSB FLITCH ATTACHED TO STUD AND OR BLOCKING AT ALL EDGES.A MINIMUM y M (n C8 Fb=2400 PSI 1 1 5645 PLATE. O © STAGGER ALL VERTICAL JOINTS:8d 1/8"SPACE IS RECOMMENDED BETWEEN PANELS AT EDGES AND END W N W(14)/4"x2/2'SIDS WOOD SCREWS A MINIMAL CONNECTOR UNO ON FRAMING PLAN (WOLMANIZED IF EXT.) o oN COMMON NAILS @ 4"O.C. JOINTS TO ALLOW FOR EXPANSION. L �� [- W 3.5"x 5.25"P.L. 1.8E s BM4 (2)1 3/4"x11 1/4" � 1. CONNECTION FOR ALL ROOF/FLOOR TRUSSES TO MASONRY WALLS/LINTELS/ICF WALLS LINO ON PLAN 2. NAILS FOR WALL SHEATHING TO BE A MIN.OF 8d(.131"x 2 1/2")U.N.O. p L O Z) HDU5-SDS2.5 w//8 ATR AND LVL 2.0E Fb=2600 OD PLYWOOD SPLICES AT HEADER-NAIL LL J C9 Fb=2400 PSI 14 %"x2% SIDS WOOD SCREWS 5645 = = 2. CONNECTION AT 24"OR 32"O.C.PENDING VERTICALS FOR ALL FLOOR TRUSSES PARALLEL TO MASONRY WALLS SEE DETAIL 3. DO NOT OVERDRIVE NAILS:FASTENERS SHALL NOT PENETRATE Q m SHEATHING TO HEADER w/8d COMMON SURFACE MORE THAN 1/8" N (WOLMANIZED IF EXT.) ( ) 4 2 N ,- N _ FB12/D3 FOR MORE INFORMATION (2)1 3/4"x11 7/8" o Q 3. CONNECTION FOR ALL HIP JACK(CORNER JACK)TO MASONRY WALLS/ICF WALLS/LINTELS NAILS @ 4"O.C.(2)ROWS AT TOP AND 4. WALL SHEATHING: 15/32"EXPOSURE 1 PLYWOOD C-C/C-D EXTERIOR 3 = LL w 3.5"x 7"P.L. 1.8E HDU8-SDS2.5 w//$"ATR AND BM5 O W 0 BOTTOM LVL 2.0E Fb=2600 = 4. CONNECTION FOR ALL CONTINUOUS RIM BOARD TO TOP OF MASONRY AT 32"O.0 MAX.w/ 2 AT EACH CORNER.G.C.TO OR OSB OR 7/16"STRUCTURAL 1 N U >, C10 Fb=2400 PSI 1 1 7870 - w ao = FF 00 ^ O -O Q U (20)/q"x2/2'SIDS WOOD SCREWS r ^ f c� VERIFY LOCATION DOES NOT CONFLICT w/TJI IF APPLICABLE LAYOUT - - (WOLMANIZED IF EXT.) ( ) Z N w ( ) E (2)8d NAILS @ 3"O.C.TO EACH TRUSS J U) 2 ROWS 1/4"x 3 1/2"SIDS WOOD Q - Q a) = W H � 5. CONNECT ALL FLOOR TRUSSES TO INTERIOR BEARING WOOD WALL/BEAMS w/(2)12d TOENAILS O � � 5.25"x 5.25"P.L. 1.8E HDU8-SDS2.5 w/7/8"ATR AND BM6 (3)1 3/4"x24"LVL SCREWS @ 16"O.0 TYP.EACH SIDE O j z Z _j END OR AT VERTICAL MEMBER IF ■ w U U 06 C11 Fb=2400 PSI 1 1 7870 2.0E Fb=2600 OR(2)ROWS OF 12d NAILS @ 12" 2 0 = 7TBG . (WOLMANIZED IF EXT.) (20)/4"x2/2"SDS WOOD SCREWS O.C.TYP.EACH SIDE O "� a "p O MINIMAL CONNECTOR LINO ON FRAMING PLAN E CL _ � 7"x 7"P.L. 1.8E (3)2x10 SYP#2 w/ a U 1. CONNECTION FOR JACK TRUSS TO WOOD WALL OR BEAM ROOF AND WALL SHEATHING SPECIFICATIONS � ~ a W HDU8-SDS2.5 w//$ ATR AND C12 Fb=2400 PSI 20 % x2% 7870 BM7 (2)7/16"OSB � 0 = g Q } J ( ) 4" 2"SIDS WOOD SCREWS FLITCH PLATES o 0 0 0 © MINIMAL CONNECTOR LINO ON FRAMING PLAN SCALE:3/4"=1'-0" (� /\ 00 (WOLMANIZED IF EXT.) v Z 5.25"x 7"P.L. 1.8E HDU8 SDS2.5 w//$"ATR AND (3)1 3/4"x9 1/4" 0 0 1. CONNECTION FOR ALL TRUSSES TO INTERIOR/EXTERIOR BEARING WOOD WALLS AND/OR BEAMS Q - 0 z C13 Fb=2400 PSI (20)%4N2%2"SIDS WOOD SCREWS 7870 BM8 � > Q (WOLMANIZED IF EXT.) LVL 2.0E Fb=2600 > GENERAL COLUMN NOTES: Q 1. ALL STRUCTURAL LUMBER TO BE SYP#2 OR SPF#2 UNO ON PLAN. M10 2. MINIMUM BOLT EMBEDMENT:5"EMBEDMENT FOR 1/2"ATR. 6" EMBEDMENT FOR 5/8"ATR.8"EMBEDMENT FOR 7/8"ATR. 2x4 SPF#2 w/2-12d NAILS @ 24"O.C.@ 3. P.L.COL.TO BRG DIRECTLY ON FOUNDATION.CUT BASE PLATE AS GENERAL BEAM NOTES: PARALLEL TRUSS CONDITION REQ'D.G.C.TO PROVIDE MOISTURE BARRIER 1. VERIFY WITH PLAN CORRECT LENGTH OF BEAMS REQUIRED(MIN 4"BEARING EACH 4. IF COL. IS CALLED OUT ON 2ND FLOOR,THE BASE CONNECTION IS NOT END) REQ'D.SEE PLANS FOR BASE CONNECTION 2. SEE PLAN FOR TOP OR BOTTOM OF BEAM INDICATIONS ROOF TRUSS --41 11 5. VALUES HAVE BEEN REDUCED FOR NARROW FACE APPLICATION. 3. BEAMS ARE NOT TO BE DRILLED OR NOTCHED IN ANYWAY WITHOUT WRITTEN CONNECTIONS SHALL BE INSTALLED ON NARROW OR WIDE FACE PER APPROVAL FROM THE E.O.R. 0 SIMPSON TC-SCLCLM SIMPSON DTC w/4-8d NAILS TO %a"MIN.SPACE TOP PLATE AND 2-8d NAILS @ SLOT @ 4'-0"O.C.MAX 2x STUDS @ 24"O.C.MAX 2x PT BOTTOM PLATE a a *F"18� NON-BRG INTERIOR WALL SCALE:3/4"=1'-0" 00 Z 1 z z � Q 1 � z LU CD CD F- U w N CONT.PRECAST"U"LINTEL LN W 0 Q FILLED SOLID W/3000 PSI GROUT INSTALL MIN.25"LAP � ti Z U SPLICE BETWEEN WALL �� ¢ o 04 - (SEE LINTEL PLAN FOR MINIMUM REINF.&LINTEL TOP STEEL C� ci. Q UPLIFT GROUT TO BE SIZE&REINFORCEMENT) AT EACH SIDE OF OPENING = 1. PROVIDE SCREEN WHEN UPLIFT CONNECTOR BLOCK BELOW IS NOT CONNECTOR FLUSH WITH STANDARD 90 Eo TYPICAL TOP OF WALL DEGREE HOOK TYP."x 16" BOND BEAM REQUIRED TO BE FILLED. 8"x 8"x 16"K.O.LINTEL TYPICAL SEE PLAN _ z w (SEE PLAN) � BLOCK FILL w/3000 PSI T in a STANDARD 90 GROUT w/(1)#5 DIA.REBAR a GROUT TO BE z ~ w O DEGREE HOOK(TYP.) a FLUSH WITH 10" g Q � � o 2x TOP PLATE WITH 2-ROWS N M AW TOP OF WALL HOOK TYP.BOND BEAM HOOK LINTEL ^ 10 o SEE HD/SN FOR ADDITIONAL HEADER TYP. 8"x 8"x 16"K.O. REINFORCING ;r d = W o M 0D °� N OF 12d 3"O.C.,TYPICAL HEADER,SEE PLAN FOR N } B o M N ° LINTEL BLOCK INTO SIDE H Q o N ° 2x4 STUDS, = INFORMATION - N ` cD LOCATION AND SIZE FILL w/3000 psi VERTICALS - d 4 G a) o z ,`- PER PLAN PRECAST"U"LINTELS FILLED CONC.w/ 1 #5 S� T ( ) ( ) � J 7 In� C J W W a s 8"M PROVIDE 3"x3"HOLE rn .� 7� 1s I o I' I I' I o 0' REBAR BOTH SIDES TOP SPLICE C° O.S.B. IN BOTTOM OF LL LL N a LU � a SOLID W/3000 PSI GROUT(SEE DIA.REBAR EO N o .- LINTEL PLAN FOR MINIMUM OF OPENING U.N.O. Q � SIZE&REINFORCEMENT) STD.90 DEGREE 0 r z Ir o 2x4 BEYOND AGAINST 2x8 STUD EACH PRECAST LINTEL TO � �= ��a o Y " 00 SIDE CORNER FILLED EXTEND WALL REINF. Z @ c rn � � o Y �.3 AT ALL EXTERIOR CONDITIONS 1" ( ) THROUGH AS REQ'D) z a o W s r w/3000 psi W _N _1 2 2x BLOCKING GROUT w/ 1 #5 PROVIDE STD. (DO NOT CUT STEEL) M W o 2 O c' m Q a 12" DIA.REBAR 90°HOOK W/MIN. REBAR BOTH SIDES REBAR BOTH SIDES m o 0 TO O.S.B.w/ 0°.0 0°.0 0°.0 0 0O N. M o a ATTACH 2x STUDS TO TOP PLATE 2-8d EA. END 25"LAP SPLICE OF OPENING U.N.O. OF OPENING U.N.O. a Z`N "'.� v u) 0 w/4-16d NAILS(2 ON EA SIDE) / PROVIDE KNOCK-OUT INDICATES ON EA.END W 0 n 3 2x8 STUDS, PER PLAN(SIM w/2x6 STUDS) �/% EDGE VIEW HEADER,SEE PLAN FOR LOCATION AND SIZE BLOCK FOR FIRST FILLED CELL 12"OR LESS www.FDSENG.coM 171 DOUBLE 2x8 BELOW SILL&FILL SOLID BEAM w/(1)#5 " o COMPLETE CMU COURSE FROM FTG.TO INDICATES ° PROVIDE 2x4 ON TOP OF 2x8 TO BLOCK 4 PROVIDE FILLED CELL TOP PLATE LLLIII 3-16d COMMON W/(1)#5 BAR FOR ALL BAR KNOCK-OUT FROM FTG.TO OUT TOP PLATE ATTACH w/2-ROWS OF 12d NAILS,TYP i WINDOW OPENINGS T-8" @ 3"O.C.(SOLID BLOCK w/2x6) 2-2x4 LAMINATIONS w/ 3-2x_LAMINATIONS w/2-ROWS OF AND LARGER BLOCK FOR FIRST BEAM w/(1)#5 ° ;v 8"x 8"x 16" COMPLETE CMU BAR N a 1-ROW OF STAGGERED 10d STAGGERED 16d COMMON WIRE NAILS 2x8 w/2-16d TOE CMU U.N.O. COURSE BELOW C TOP PLATE TRANSITION COMMON WIRE NAILS (ONE INTO EACH OUTSIDE FACE) NAILS EA.END 1001 a° SILL&FILL SOLID (D=0.148", L=3")OR EQUAL (D=0.162", L=3-1/2")OR EQUAL TYP.DOWEL W/(1)#5 BAR d o 2x TOP PLATE WITH 2-ROWS 8"x 8"x 16" OF 12d 3"O.C.,TYPICAL �/s'OSB w/6d NAILS @ 16"O.C. 25"MIN LAP CMU U.N.O. � N o. PIPE OR DUCT w/PENETRATION @ 4-2x LAMINATION PROVIDE Y4"Ox5%2' TO SIDE AND TOP NAILER (AC1530) 1� a THRU TOP PLATE w/MORE THAN TOP PLATE SPLICE LAG SCREWS AT SAME SPACING AS TYP.DOWEL 2 SHEET NO = 50%OF TOP PLATE WIDTH INSTALL ABOVE 2x w/2-16d TOE NAILS EA.END 25"MIN LAP o (AC1530) m SIMPSON PSPN516Z w/12 16d NAILS 8�� NOTES: 2x4 SPF CONT. BLOCKING ATTACHED TO TOP AND BOTTOM N 1. ADJACENT NAILS ARE DRIVEN FROM OPPOSITE SIDES OF THE SEE FOUNDATION PLAN FOR N o �/6'OSB w/2-8d NAIL SEE FOUNDATION PLAN AT ALL EXTERIOR CONDITIONS COLUMN. FOOTING REQUIREMENTS R E ATTACH 2X STUDS TO TOP PLATE W/(4) 2. ALL NAILS PENETRATE AT LEAST 3/4'OF THE THICKNESS OF OPENING FOR LOCATION a 16d NAILS(2 ON EA.SIDE)TYP THE LAST LAMINATION FRAMING,SEE 7'-0"MAX OPENING SEE FOUNDATION PLAN FOR SEE FOUNDATION PLAN N ot NOTE: 3. REFER TO NDS SECTION 15.3 FOR ADDITIONAL INFO. HD/SN FOR FOOTING REQUIREMENTS FOR LOCATION _�_ BOTTOM SPLICE OVER STUD N L F1 TOP PLATE SPLICE F3 MULI-PLY FASTENING ADDITIONAL not valid without z� INFORMATION FO2 (MS�24T - WOOD FRAMED ARCH MS01 BLOCK WALL REINFORCEMENT SHEAR FRAME @SINGLE OR MULTIPLE WINDOWS � original or electronic scALevz=r-o° scALevz°=r-0° signature&seal ' o SCALE:3/4"=1'-0" SCALE:3/4"=1'-0" SCALE:3/4"=1'-0" g - ° REVISION 10-19-16 REVISION 10-19-16 O d L ° d 3 OL N N . N �w Accuracy Statement Mark P. Nasrallah 3 This item has been digitally signed and sealed by Mark P Nasrallah on the date contained Fla. Reg.AR 0008136 within the digital signature above. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies N � o� o � U� a c m o w c w t 3 a @ E m� a a y o 0 y o PROVIDE 13"WIDE RECESSo CURB FOR MAS.@ ELEV.0'-0" @ U a N GARAGE DOOR. EXTEND °a a c o 8" w/(1)#5 REBAR CONT. 6"BEYOND F.O.M. EACH END, 10 w TYP. FRONT WALL OF GARAGE a F.F.E. ; F.F.E. ALIGN DRIVE w/BOY. L N O SLAB REINF,SEE PLAN • FIBER MESH,SEE SO SLAB REINF,SEE PLAN 2 E SLAB REINF,SEE PLAN PITCH OF DRIVEWAY OF RECESS AND SLAB REINF, SEE PLAN y N GRADE,SEE PLAN %� F.F.E. 3° F.F.E. a 2 L fl a d d d 4 H m N E ®a d - d d d a a 4 4 a d / ///// //////� /\/\/\/\/\/\/\/\/\/\/\ \\\\ \\\\\ 04 o 'VA/AA a AAA/AA%AAA/AA%�A%wv %AA%AA%i�/AAA - AAA AAwA�w//�/i. N - z .v/VA�VA AAA a a A�VA�VA/ - 4"CONC. DRIVEWAY w//2 _ in o „ ao N /�A d o d /� A/��/ /\/��A (V _ /// d /V/V� c o 0 \\ a \\ \ 2 STORY:20"x 20" 1 #5 REBAR g \\/\\\ a \j\\\ EXP.JOINTS 10"O.C.,TYP. a //\\//\\ > �// • //V//. • w/(3)#5 CONT. 8 O ��AA • d d AA/ /� t o \ VA a 2 STORY:20"x 20" V w/(3)#5 CONT. 16" 720 (2)#5 REBAR (3)#5 REBAR 1'-4" (2)#5 REBAR (2)#5 REBAR 0) 16 Q O N 0 SECTION GARAGE THICKENED EDGE 2-STORY FOOTING SECTION GARAGE DOOR FM01 SINGLE STORY FTG @ @ o N `I F M 02 SCALE:3/4"=1'-0" F M 03 SCALE:3/4"=1'-0" F M 08 SCALE:3/4"=1'-0" F M 09 SCALE:3/4"=1'-0" Z N SCALE:3/4"=1'-0" L V) N PROVIDE RECESS SLAB -a 0 FOR DOOR AS REQ'D. VERIFY RECESS DEPTH& W lfl STEP DOWN,SEE PLAN zz - WIDTH w/MANUF.SPEC'S O cor) w 2x BRG.WALL SEE PLAN 2x BRG.WALL SEE PLAN z 8" ~ w w SLAB REINF,SEE PLAN •— FOR MORE INFORMATION FOR MORE INFORMATION �1� (1)#5 REBAR(CONY.) FIBER MESH, w > / SLAB REINF, SEE PLAN STEP DOWN,SEE PLAN d ' 'I F.F.E. SEE SO F.F.E. SLAB REINF, SEE PLAN w a w SLAB REINF,SEE PLAN U F.F.E. F.F.E. � d a d a F.F.E. as a L N � /VA/VA/VA/VA/VA/VA/VA VA/VA/VA/VA/VA AAA/ PAVERS SEE FM01 @ 1 STORY \i Ai\ • iV/V/V /V/V/V// //V//V//.� A/VA/VA/VA/VA/VAS SLOPPED GROUT TO DRAIN, 2#5 REBAR �/ a \�i//AA/ ///\//// //�/iA'� • �%�% 4 16" �4� O /vA �� , d OR FM08 @ 2 STORY d ��\,�\,�� \ SEE ARCH PLANS ° a 01 2 STORY:20"x 20" 4" 16" 4" (2)#5 REBAR e Ill 8' 4" 16" (2)#5 REBAR(CONT.) w/(3)#5 CONY. 2 STORY:20"x 20" w/(3)#5 CONY. 2 STORY:20"x 20" w/(3)#5 CONT. INTERIOR BEARING WALL STEP DOWN BEARING STEP DOWN NON-BEARING SECTION @ SHOWER EXTERIOR BEARING RECESS F M 10 SCALE:3/4"=1'-0" F M 1 1 SCALE:3/4"=1'-0" F M 1 2 SCALE:3/4"=1'-0" F M 14 SCALE:3/4"=1'-0" F M 15 SCALE:3/4"=1'-0" N M w N U) o L O LL (n a) N J 3 = tL Q 11" 11" a� ■a ALTERNATE:THE REINF. BARS SHALL BE 2'-0" U _ CONTINUOUS AROUND CORNER BY COLD SLOPE = W � J BENDING THE BAR WITH MIN. BAR LAP OF 25" SEE PLAN - FILLED CELL EA. PRE-FORMED PVC CONTROL a) COO W Y$'SAWCUT x Y4 SLAB LAB @ PORCH SIDE OF JOINT JOINT BY DUR-O-WAL DA2004 OR ■ LU U U Z THICKNESS WHERE d - SHOWN ONT '�/ / / / d d L � \/\/\ � OTHER APPROVED MATERIAL E Q■ � •� < O SLAB REINF,SEE PLAN FOUNDATION PLAN '�A//��//��/i��/i��//��'//� - m = / W Q w x w 2#5 CONY.TOP&BOTT.WHEN \\\ a d a• ® Q Z z < DEPTH OF STEP EXCEEDS 30" vA/ a d OO Z g _ (2)#5 REBAR USE#3 STIRRUPS @ 48" a a VA a /A Q w zQ #5 CONT. REINF.SEE d /jVA\ • GRADE BACKER ROD SASH BLOCK V Q LL w < I FOUNDATION PLAN } (2)#5 BENT BARS w/MIN. a d \/\/\ -_ U — / / d / / AND CAULKING FOR QUANTITY wLu 25"LAP SPLICE /j�/ / //�/V//V//�// - z W STEPS WILL VARY DUE VAjAAjAAjAA/AAjAAjAAjAAj N — TO SITE CONDITIONS, (2)#5REBAR 16" BUT MUST BE BUILT AS a MC1 MASONRY CONTROL JOINT MIN. PER FBCR R311.5 SCALE:N.T.S. #5x25"x25"CORNER CONTINUOUS 01 BAR ONE EACH 16" HORIZ. REBAR,TYP. U.N.O. CONTROL JOINT TYP. CORNER BAR DETAIL 8 TYP. STEP FOOTING DETAIL PORCH STEP FM20 SCALE:N.T.S. FM 19 SCALE:N.T.S. FM 18 SCALE:N.T.S. FM22 SCALE:3/4"=1'-0" PAVERS TYP. SLOPE 00 GRADE SLAB REINF,SEE PLAN GRADE O Q x z - z i%4 z z g °D g r g �■i Q i °O ° MIN. DEPTH OF GRADE BM. a �A��wv SHALL BE 8". EXTEND GRADE BM. 8�� p L O a //V�//�� DEEPER AS REQ'D FOR LARGER °' z 1 #4 BAR CONT. CENTERED Z MIN. IN FTG. FOR 8"DEEP GRADE CD U w N g, BM.OR#4 @ 10"O.C. FOR w ti z U iv ,� / • // DEEPER GRADE BM. o O — Cn GRADE BEAM ' PAVER THRESHOLD 16" F M 32 SCALE:3/4"=1'-0" (2)#5 REBAR A/C CHASE 4"PVC a SLEEVE THRU FOOTING CD oa 2 STORY 20"x 10" w/(3)#5 CONT. a T � g _ a a O U 3 0o eo °a P 245's x48" CD CENTOERED PIPE z " w TOP 2-#5's x48" m N o o J 1 r o PVC OR SCH40 SLEEVE CENTERED @ PIPE PVC OR SCH40 SLEEVE _ w PENETRATION a r,� 0 LL a a PLUMBING LINE PLUMBING LINE ER C N d w o m LL = Qa PENETRATION o W j aN0 0] J J o n #5 DOWEL Z'0 2 r a < " O N— M W p °a - z `° g • • CMU BLOCK WALL. m N o 3 3 WWW.FDSENG.COM U SEE FLOOR PLAN Q FOR MORE INFO N O N a SEE FND.PLN. FOR SIZE&REINF. SEE REINF.SEE PLAN F a FOR SIZE&REINF. PIPE PERPENDICULAR TO FND. D1 N N= L FOUNDATION PENETRATIONS, TYPICAL SHEET NO a a FM23 3/16' 2'-0" SCALE 3/16' m :N.T.S. (3)#5 REBAR oN N aN m E o)o_ N o INT. BRG WALL a� CMU L M 10 SCALE:3/4"=1'-0' N not valid without original or electronic E signature&seal N o aw a t O c o N � N mw Accuracy Statement Mark P. Nasrallah 3 This item has been digitally signed and sealed by Mark P Nasrallah on the date contained Fla. Reg.AR 0008136 within the digital signature above. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies N ° o� *DIAGONAL SPACED AT 20'-0"O.C. ROOF SHEATHING,SEE TB13/SN U o N MAX.SAME SPACING AS BOTTOM SEE SPECIFICATIONS CIFICATIONS CHORD LATERAL BRACING PLAN ALTERNATE TO BLOCKING N L 3 a @ BLOCKING PROVIDE 2x4 MIN. BLOCKING AT C kq5' � ROOF SHEATHIN n N OF HIP/RIDGE,TYP. BETWEEN OVERLAP TRUSS BRACING ° °L MIN 2x4 BLOCKING TRUSSES w/2-12d NAILS EACH AT LEAST ONE TRUSS SPACE END TO TRUSS TOP CHORD ° 3 ° N ° BETWEEN TRUSSES " MINIMUM 2x4 CROSS TYP. 5 OVERLAP ° a BRACING(SEE PLAN SECT.A-A a FOR LOCATION) TRUSS RIPPED 2x4 SYP#2 a aN ° NAILED TO TOP EX ` A CHORD OF HIPPED TRUSS N �y A TRUSS w/12d NAILS @ 6"O.C. G.T. o E W a °t Q �N2 L Q w ADD MIN 2x4 ALONGSIDE TOP " c ° s y �. CHORD WHEN REQ.D TO HIP TRUSS N PREVENT PLYWOOD SPAN 3 12d PER JOINT FROM EXCEEDING 24"MAX ono SPAN EIGHT SIDE, IF REQ'D d HIP G.T. CONTINUOUS LATERAL BRACING X-BRACING-2x4 SYP w/3 12d MINIMUM 2x4 SPF OR SYP TRUSS NAIL OVER X-BRACE AS SHOWN. NAILS @ EACH TRUSS WEB RUSSES BRACING w/3-12d NAIL PER JOINT INSTALL BLOCKING ATTACH WED 2-12d NAILS AT 12"O.C. MAX *`SPACED AT 15'-0"MAX — d> FOR NAILING CONTINUOUS 2x4 BOTTOM CHORD BRACING MIN. Q NO N CROSS BRACING, TYP. CROSS BRACING TYPICAL HIP/RIDGE BLOCKING TRUSS BRACING OVER LAP ti TB01 TB02 TB03 TB04 o H SCALE:3/4"=1'-0" SCALE:N.T.S. SCALE:3/4"=1'-0" SCALE:3/4"=1'-0" L Z N 00 H N (6 Z ' � O DROP GABLE END TRUSS&2x OUT LOOK RAFTERS FOR O.H.GREATER THAN 20'-0" MAX 20'-0" MAX 12".ATTACH 2x OUTLOOKER @ 24"O.C.TO TRUSS WITH MTS12. FOR WALL AND DSN ROOF FOR SPECIFICATIONS SES 4 12d EA END 4-a N O.H.UNDER SPACE OUTLOOKER BLOCKS @ 24"O.C. NO STRAPS REQUIRED. FIBERGLASS SHINGLES OR TILE ROOF, TB03 c O SEE ARCHITECTURAL PLANS ��✓ 4 W w Z Z ROOFING FELT OVER STRUCTURAL O U SHEATHING,SEE TB13/SN �, N O U) Q \ 8d NAILS @ 4"O.C. WALL AND ROOF 0) � � SHEATHING,SEE TRUSS ANCHOR,SEE PLAN BLOCKING TO COMPLY w/APA J CoLLI a // + SPECIFICATIONS FO s 2x4 SYP BLOCKING \ RECOMMENDATIONS FOR SPAN X BETWEEN TRUSSES @ 48" \ / 2x4 SYP BLOCKING 2x4 BRACING �+ TB04 TB01 Q o O.C. MAX. FASTEN TO EA. \ / / 2x4 SYP L BRACE FOR @ 48"O.C. MAX w/ @ 48"O.C. V RATING OF /s'OSB OR USE g X / \ + GABLES T-0"TO 5'-11" ALTERNATE TO BLOCKING, PER Q TRUSS w/3-12d NAILS EA. / / 2-16d NAILS EA END i END \ \ / + TALL. PRE-ENG WOOD TB03 THIS PAGE \ \ / 2x6 SYP L BRACE FOR 77 TRUSS Q 2x4 SYP CROSS BRACE \ \ / / GABLES 6'-0"AND TRUSS 1 '* ALTERNATE SPAN RATED o APPROX.8"FROM RIDGE 32/s'IS THE SPAN RATING >. + TALLER. / / FILLED CELL 1 #5 DIA. REBAR w/3000 THE PLYWOOD THICKNESS v THEN 48"O.C.AFTER. NAIL w/ / �/ ATTACH L BRACE w/ PRECAST"U"LINTEL w/1#5 CONT. T 15 P IF 15/32"IS USED THEN 3-12d @ EACH END&@ / / \ \ + 12d NAILS @ 4"O.C. CROSSING AT 450 ANGLE. / / \ + GABLE TRUSS ' THE ALTERNATE BLOCK IS \ X _ (NOT REQ'D WHEN GABLE IS / \ NOT REQUIRED AT HIP Z Q p o 4'-1"OR SHORTER) / / 12"LONG 2x4#2 SYP w / FASTEN(1)SIMPSON HGA10 BRACE + BLOCK AT BRACE % GAP SECTION a RID Z 2 SIMPSON HGAM10 OR ' = CONT 2x4 SYP SPANNING(4) / / CONNECTOR FROM DIAGONAL LOCATION. FASTEN TO m TRUSS BAYS(8'-0")NAILED / BRACE TO BLOCK/PLATE\ + SILL PLATE w/10d @ 3" HETA16/Zo @ 48"O.C. MAX o w/3-12d TO CHORD(MIN / \ O.C. = FILLED CELL 1 #5 DIA. REBAR w/3000 EXTERIOR PSI CONC.,SEE PLAN&FILLED CELL 1ST 4 BAYS) NAIL GABLE TRUSS INTERIOR - SPACING CHART FOR LOCATIONS ® TO TOP PLATE w/ -T 16d NAILS @ 4"O.C. (1)#5 CONT. IN SILL @ CMU WALL GROUTED SOLID FOR MASONRY WALL w/#5 DOWEL 7" 0 2x8 P.T. PLATE %2'x8"ANCHOR BOLT ALL WINDOWS T-8" INTO FOOTING EXTENDED 25" 4 BAYS AT 48 O.C. MIN. OR WIDER " � (ACI 530)ABOVE SLAB,SEE PLAN NOTE: KNOCK OUT 1)SEE TRUSS MANUFACTURER'S a FOR LOCATION AND ARCH FOR TRUSS ENGINEERING CUT X o \ NAIL TOP OF"T"TO GABLE TRUSS w/ COURSE \ \\ /�/� F.F. 11EI FINISHES,TYP. Q 2-12d AND 1 SIMPSON H8 w/ MASONRY WALL V SHEETS FOR ADDITIONAL g v X 2x4 SYP BLOCKING SIMPSON A34 Qa PERMANENT BRACING THAT MAY 10-10dx1%2"NAILS F SHEATHING,SEE @ 48"O.C. MAX w/ n C OR(USP MP4) -� _ 00 BE REQUIRED o FASTEN(1)SIMPSON HGA10 @ 48" TB103 S FOR ATTACHMENT 3-12d NAILS EA. END • @ 48"O.C. j — — GRADE U) 2)"T"BRACING MAY BE USED IN 0 U PLACE OF PERMANENT BRACING Z z O.C.w/8%a x1%2 SIDS WOOD SCREWS I OVER JACK TRUSSES,SEE a J - "v U GABLE END TO TOP PLATE/BEAM PLAN. PROVIDED IT EXTENDS OVER AT N ° U) � FRAMED WALL OR BEAM %2"GAP LEAST 90/a OF THE WEB. f- W _ Co BELOW,SEE PLAN. \ ° a O L w FOUNDATION, SEE PLAN , TOP&BOTTOM CHORD GABLE END BRACING @ 4'-0"O.C. MAX, FOR FIRST(4) U H - 0 LL ROWS OF TRUSSES SEE GE01/D2 FOR MORE INFORMATION @ WOOD FRAMED WALL @ WOOD FRAMED WALL _ = z 2x4 BLOCKING w/ U REQUIRED MIN . PERMANENT TRUSS BRACING PLAN GABLE END BRACE GABLE ITRUSSOw.2'2d 212dTOENAILS NON-BEARING EXTERIOR WALL m o o Q TB05 GE01 TB14 1 —STORY WALL SECTION w AND 1-SIMPSON H8 w/ U SCALE: N.T.S. SCALE:3/4"=1'-0" � „ @DUTCH GABLE SCALE:3/4"=1'-0' E � _ ,N IY � 10Dx1 /2 NAILS 1NS01 O } J QQ_ O SCALE:3/4"=1'-0" 0 L m Q � zU O LL Q SEE ARCH PLAN AND PRE-ENG TRUSS DESIGN SEE NOTE 1 BELOW ALUM DRIP EDGE BRG WALL TYPE PER PLAN 2x SUB FASCIA 1x2 P.T.MIN, FASTENED PER NOTE 2 BELOW CONT VENTED ALUM SOFFIT CONT 2x4 NAILED TO 2x BLOCKING NAILED TO TOP BLOCKING w/2-12d NAILS CHORD EVERY OTHER TRUSS CONV FRAMING ABOVE 2x4 STUDS&PLATES w/3-12d NAILS,TYP. @ 24"O.C. EA DIRECTION TYP. UNO 1. G.C./BUILDER TO VERIFY/PROVIDE SOFFIT MATERIAL SPAN CAPACITIES CONV FRAMED RIDGE 2x8 BLOCKING NAILED @ 2x6 SPF#2 VERTICAL SCAB WOOD SHEATHING, BASED ON THE DESIGN PRESSURES SPECIFIED FOR COMPONENTS AND FASTENED w/4-12d EA SIDE w/3-12d WHEN @ 48"O.C.w/4-12d TOP SEE TB13/SN CLADDING LISTED IN THE DESIGN CRITERIA ON SHEET SO. MIN WHEN NEXT TO REQ'D w/2-MTS12'S AND BOT OR H5 OR 2. 1x2 MIN. P.T.w/J-CHANNEL SECURED @ 24"O.C. FASTEN TO: 00 PRE-ENG TRUSS,SEE HCLR/LL IN PLACE OF 4-12d PRE-ENG - CMU w/1�/2"LONG T-NAILS @ 24"O.C. Q PLAN - WOOD w/2%2"LONG T-NAILS @ 24"O.C. 2x8 SYP#2 RIDGE BEAM WOOD TRUSS Z U r 2x6 SPF#2 RAFTERS @ 24" SF01 STRUCTURAL SOFFIT ♦■' Q I` CD O.C.w/3-10d COMMON p SCALE:3/4"=1'-0" SOFFITS 1'-4" &GREATER p w TOENAILS TO RIDGE BEAM2x4 SPF#2 COLLAR z DB TB EVERY 3RD RAFTER TIE `o W C) ¢ N BB 2x4W z U WOOD SCREWS EA TRUSS , Q �a U)�i _ ti PRE-ENG.TRUSS OR H5 @ 48"O.C.w/BEVEL a CUT(OPTIONAL) e CONT. ROOF SHEATHING ATTACHED PER SEE SECTION B-B 2x DBL TOP PLATE A\ e 10 TB13/SN ABOVE CONV. FRAMED AREAS W TRUSS BRACING/BLOCKING NOTES: a TN_ a 1. WOOD TRUSS ERECTOR SHALL PROVIDE BRACING ACCORDING TO ANSI/TP1-2014(TRUSS PLATE INSTITUTE)NOTE THAT THE COMBINED WIND AREA IS a GREATER BEFORE THE ROOF SHEATHING IS APPLIED,AND BRACING SHALL THEREFORE BE INSTALLED AS THE TRUSSES ARE ERECTED. °.3 INADEQUATE TRUSSES BRACING IS THE MOST COMMON CAUSE OF ACCIDENT IN WOOD TRUSS CONSTRUCTION. FULL BUNDLES OF PLYWOOD SHALL = w ° C' NOT BE PLACED ON TRUSSES.THIS CONSTRUCTION LOAD SHOULD BE LIMITED TO 8 SHEETS OF PLYWOOD ON ANY PAIR OF TRUSSES&SHALL BE 8' N° LOCATED ADJACENT TO THE SUPPORTS. NO EXCESS CONCENTRATION OF ANY CONSTRUCTION MATERIAL(SUCH AS GRAVEL OR SHINGLES)SHALL BE W a -z° � PLACED ON THE TRUSSES IN ANY ONE AREA THEY SHALL BE SPREAD OUT EVENLY OVER A LARGE SO AS TO AVOID OVERLOADING ANY ONE TRUSS. 1�0� � o LL a a 2. ALL BRACING(DB,CB, BB)SHOWN ABOVE SHALL BE IN ADDITION TO CONTINUOUS LATERAL BRACING SPECIFIED BY THE TRUSS MANUFACTURER ALL R _j N 0- w o LATERAL BRACING SPECIFIED BY TRUSS MANUF. SHALL HAVE ADDITIONAL DIAGONAL BRACES AT 20'-0"O.C. MAXIMUM. o J"" z o 3. ALL BRACES SHALL BE 2x4 NOMINAL DIMENSION LUMBER&SHALL BE ATTACHED W/(3)12d NAILS AT EACH TRUSS INTERSECTION. m v¢ o -- �;: 4. ADDITIONAL BOTTOM CHORD BRACING SHALL BE INSTALLED AS REQUIRED BY TRUSS DESIGN WHEREVER ADEQUATE STRUCTURAL CEILING ARE NOT W s w O m Ca ATTACHED DIRECTLY TO THE BOTTOM CHORD OF THE TRUSS. z�° a) d Q < C 5. PROVIDE TRUSS BLOCKING AT ALL TRUSS BEARING SUPPORTS WHERE DEPTH EXCEEDS STANDARD HEEL HEIGHT. B Z�; N _� ¢ U) o &0 6. SEE TYP.TRUSS BLOCKING DETAILS. m /7 o 3 U J [U m WWW.FDSENG.COM U ❑ ❑ ❑ 2.m ALT. BLOCKING QCc a m WOOD 3 TO 4 TRUSS SPACES PRE ENG WOOD SHEATHING, TRUSS WOOD TRUSS SEE TB13/SN 22 n° DIAGONAL '6 Y N0 @ 8' 0"MAX F � a� U 2x4 CONT. N N N @ T&B-A E D2 CHORD 2x4 BLOCKING g SHEET NO a a BETWEEN TRUSSES 2x DBL TOP w/2-12d NAILS @ EA BRG WALL, n 2x4 BLOCKING ALTERNATE PLATE END,CONT EA BAY SEE PLAN DIRECTION,AS SHOWN FASTEN FOR TYPE N € CONC. MASONRY, TO EA.TRUSS w/2-12d NAILS STEEL,OR WOOD SECTION B-B TYP.WOOD TRUSS BLOCKING N SUPPORT,SEE PLAN @ RAISED HEEL DETAIL " x A-A ALTERNATE BLOCKING N not valid without DETAIL@ INTERIOR BEARING TB06 BLOCKING/CONV. FRAME DETAILS original or electronic SCALE: 1/2"=1'-0" signature&seal N o aw a L O 28 N co mw Accuracy Statement Mark P. Nasrallah 3 This item has been digitally signed and sealed by Mark P Nasrallah on the date contained Fla. Reg.AR 0008136 within the digital signature above. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A F(i SIMPSON LSTA30 STRAP(MAX 10°ANGLE)w/ F�<<S N (iZZ DOWN SET HEADER OPT.: SIMPSON LSTA30 STRAP(MAX 10°ANGLE)w/ <<S 22-10d NAILS STRAP TO BE BENT OVER TOP HF = E Siy 2X CRIPPLES @ 16"O.C. IF UNDER G.T. (2)2X 22-10d NAILS STRAP TO BE BENT OVER TOP tiF °q grtii SIMPSON LSTA30 p FqT CRIPPLE W/LSTA30 STRAP TO CONNECT TYP. �q g7y7 PLATE 3"MIN.THEN DOWN THE FACE OF N /vG SIMPSON LSTA30 0 STRAP MAX 10° qN 7�G PLATE TO HDR. OTHERWISE CONNECT CRIPPLES PLATE 3"MIN.THEN DOWN THE FACE OF N�c N THE JAMB/STUD/HEADER INSTALLED ON ( F < G STRAP MAX 10° ANGLE w/22-10d NAILS THE JAMB/STUD/HEADER INSTALLED ON EXTERIOR FACE ANGLE)w/22 10d NAILS W/(2) h��c <� E STRAP TO BE BENT STRAP TO BE BENT ( ) 10d TOENAILS T&B PLYWOOD SHEATHING EXTERIOR FACE 2-2x SPF TOP PLATE U.N.O. ON PLAN qT REQUIRED FROM TOP AND BOTTOM FULL SHEET 2 2x SPF TOP PLATE U.N.O.ON PLAN o s OVER TOP PLATE 3" EXTERIOR WALL SHEATHING FROM TOP OF SIMPSON SP4 w/6-10dx1Y2" OVER TOP PLATE 3" AqN 7NG' EXTERIOR WALL SHEATHING FROM TOP OF SIMPSON SP4 w/6-10dx1Y2" WALL TO BOTTOM OF RIBBON ATTACH PER F< 2 2x SPF TOP PLATE U.N.O.ON PLAN w L T MIN.THEN DOWN THE 2-2x TOP PLATE U.N.O.ON PLAN NAILS 24"O.C. d WALL TO BOTTOM OF RIBBON ATTACH PER NAILS 24"O.C. �° MIN.THEN DOWN THE FACE OF THE 1 @ TB13/SN @EACH SIDE OF WINDOW SIMPSON SP4 w/6-10dx1Y2' R =t SIMPSON SP4 w/6-10dW'2" FACE OF THE WW o y TB13/SN @EACH SIDE OF WINDOW LOCATIONS 2-2x HEADER, SEE PLAN FOR NAILS 24"O.C. c4 i a JAMB/STUD/HEADER NAILS @ 24"O.C. 2-2x HEADER,SEE PLAN FOR JAMB/STUD/HEADER @ LOCATIONS SIZE AND LOCATION AND 9 INSTALLED ON SIZE AND LOCATION AND INSTALLED ON 2-2x HEADER,SEE PLAN FOR DETAIL HD/SN, FOR FRAMING 2-2x HEADER, SEE PLAN Z EXTERIOR FACE DETAIL HD/SN, FOR FRAMING CONNECTOR NOTES EXTERIOR FACE a` o SIZE AND LOCATION AND CONNECTOR NOTES INFORMATION FOR SIZE AND LOCATION N EXTERIOR WALL DETAIL HD/SN, FOR FRAMING SIMPSON MSTAM36-FASTEN TO WOOD INFORMATION (2)SIMPSON MSTAM36-FASTEN TO AND DETAIL HD/SN, FOR ¢ ° INFORMATION WOOD WITH 7-10d NAILS \ EXTERIOR WALL SHEATHING FROM WITH 7-10d NAILS \ 1. LINTEL&FILLED CELL SILL ATTACHMENT SEE, SHEATHING FROM FRAMING INFORMATION y E SILL ATTACHMENT SEE, @ DETAIL HD/SN TOP OF WALL TO IF HEADER IS UPSET AND WINDOW 1. @ LINTEL&FILLED CELL 1 1 TOP OF WALL TO S O O LOCATIONS FASTEN w/ 4 /4 x2/ DETAIL HD/SN LOCATIONS FASTEN w/(4)/4"x2/4' 3 BOTTOM OF RIBBON IS LOWER: 1 2x SILL PLATE w/ 2 1 1 o ( ) a TITENS BOTTOM OF RIBBON ATTACH PER TB13/SN 10d TOENAILS. EXTERIOR TITENS d o EACH SIDE OF HEADERS OPENINGS LESS THAN 2. 2. @UNFILLED LOCATIONS FASTEN w/ SEE WS06/D3 FOR MORE INFO. ATTACH PER TB13/SN SILL ATTACHMENT SEE, @ @ UNFILLED LOCATIONS FASTEN w/ SEE WS06/D3 FOR MORE INFO. %4"x13/4'TITENS @ EACH SIDE OF DETAIL HD/SN Q c a c WINDOW LOCATIONS 4FT(1)2x SILL PLATE w/(2)10d %4'x13/4"TITENS WINDOW LOCATIONS TOENAILS.OPENING LARGER THAN PLYWOOD FLOORING PLYWOOD FLOORING a 2x CONT. ❑ ONLY WHERE FLOOR TRUSSES ARE 20" ATTACHED PER TB13/SN SIMPSON LSTA30 "9 RIBBON T&B 4FT(2)2x SILL PLATE w/A35 CLIPS ONLY WHERE FLOOR TRUSSES ARE 20" ATTACHED PER TB13/SN TO 26"DEEP INSTALL SIMPSON FROM WALL TO PLYWOOD FLOORING a° 11Q EACH SIDE w/2x CRIPPLES @ 16" TO 26"DEEP INSTALL SIMPSON O.C.w/(2) 10d TOENAILS T&B MSTCM60-FASTEN TO WOOD WITH MSTCM60-FASTEN TO WOOD WITH BOTTOM OF ATTACHED PER TB13/SN > (2)8d NAILS @ 3" (PLYWOOD SHEATHING REQ'D T&B) (26) 16d SINKERS 1. @ LINTEL&FILLED CELL (MAX 0'ANGLE)w// U SINKERS BEAM/G.T. STRAP -@_ 0 O.C.TO JAMB 1. LINTEL&FILLED CELL SILL ATTACHMENT SEE, °@ i LOCATIONS FASTEN w/(14)%4'x2%4' 22-10d NAILS STRAP STUDS&FLOOR LOCATIONS FASTEN w/ 14 Y4x2Y4 DETAIL HD/SN ( ) ' ' � TAPCONS FLOOR TRUSS TO BE BENT UNDER TRUSSES BELOW TAPCONS 2. @ UNFILLED LOCATIONS FASTEN w/ BEAM 3"MIN.THEN — 0> FLOOR SHEATHING 2. @ UNFILLED LOCATIONS FASTEN w/ i 1 3 - FELT PAPER OR SOLID BLOCKING TO ATTACHED PER TB13/SN %N13/4"TITENS FLOOR TRUSS /4 x1/4 TITENS UP THE FACE OF THE MATCH COLUMN SEE WS06/D3 FOR MORE INFO. TRUSS PLATE JAMB/STUD/HEADER FLOOR TRUSS N N NOTED ABOVE FELT PAPER OR TRUSS PLATE O SEPARATE SHEATHING FLOOR GIRDER OR FLOOR TRUSS H S 2x CONT. RIBBON T&B 2x CONT. RIBBON T&B MASONRY WALL, UNDER WINDOW BEAM,SEE PLAN FOR FELT PAPER OR TRUSS PLATE MASONRY WALL,SEE PLAN N v SOLID BLOCKING TO MATCH SOLID BLOCKING TO MATCH SEE PLAN MORE INFORMATION lC MASONRY WALL,SEE PLAN COLUMN NOTED ABOVE COLUMN NOTED ABOVE HEADER �'+O CONN.. BEAM p O HEADER CONN. (NO BASE STRAP) HEADER CONN. (SINGLE STRAP) HEADER CONN. DBL STRAP SH05 SCALE:N.T.S. l� �Q �VI SHOO SCALE:N.T.S. S H 01 SCALE: N.T.S. S H 02 SCALE:N.T.S. ( ) �� N 11 O 12 5/8"DIA.HOOKED A.B. L 00 A H W/6"EMBED.W/NUT& M N TYP. A SIMPSON SP2 @ EA.STUD w/ 1 (2)-2x HEADER SEE FLOOR PLAN 2'-0" PLATE WASHER. 0) _ O ❑ SIMPSON LSTA36 STRAPS � � (6)-10d TO STUD&TO TOP FOR MIN HEADER AND ATTACHED TO FLOOR 4_j OI PLATE U.N.O.ON FLOOR ADDITIONAL INFO SEE SH07/D4 1. IF FLOOR TRUSSES ARE 20"TO 26"DEEP CONTRACTOR TO USE SIMPSON TRUSS/BLOCK/RIBBONS,AS CANTILEVERED FLOOR 1'-0" 1'-0" O 4l UPLIFT CAPACITY=3280 Ibs MSTCM60 STRAP w/ 20 16d SINKERS& 14 Y4"x 2 Y4"TAPCONS INSTEAD OF PLAN/BRG WALL SCHEDULE FOR ADDITIONAL FRAMING INFO REQ'D PER NOTES BELOW co V ( ) ( ) TRUSS 12"MAX W MSTCM40 STRAP. 1 ih 2. AT GARAGE AREA CONTRACTOR MAY USE SIMPSON HTT5 W/ 26 10d NAILS ©NAILSSIMPSON LSTA30 w/(22)-10d ❑2 IN WINDOW LOCATIONS FRAME N O N ( ) (4, NAILS IN SILL FOLLOWING SH01/D4 0 4--■ O AND 5/8"EPDXY ANCHOR W/MIN 6"EMBEDMENT �GIRDER TRUSS,SEE g g C SIMPSON CS18 w/(22)-10d 0 SEE PLAN FOR G.T.COLUMN AND 2x CONT. RIBBONS w 4-16d '— PLAN FOR CONNECTION GIRDER TRUSS,SEE O NAILS EXTEND MIN.12"UNTO CONNECTION INFORMATION NAILS OR 2x4 CONT. BLOCKING " S TO BUILT UP COLUMN PLAN FOR CONNECTION UPLIFT CAPACITY= 1210 Ibs I STUDS ABOVE&BELOW w 2-16d TOENAILS EA.SIDE EA. 2'-0" U TO BUILT UP COLUMN 2 4 2x STUDS PER BRG WALL 2-2x SPF TOP PLATE 10 SIMPSON SP1 w/(6)-10d TO SCHEDULE.STUDS TO LINE UP END TOP AND BOT.TYP. CONNECTION FROM FLOOR FIBERGLASS SHINGLES U.N.O.ON PLAN 2-2x SPF TOP PLATE 3 STUD&(4)-10d TO BASE TOP&BOTTOM TRUSS TO 1 ST FLOOR WALL OR TILE ROOF-VERIFY W/ L U.N.O.ON PLAN C O PLATE U.N.O.ON FLOOR BELOW PER PLAN ELEVATIONS PLAN/BRG WALL SCHEDULE ❑5 PLYWOOD FLOORING SEE PLAN 12 ROOFING FELT Q O [6] : SEE BRG WALL SCHEDULE FOR ATTACHMENT INFO ALT. CANT. CONDITION SEE APA RATED STRUCTURAL SEE PLAN FOR BUILT UP LL = C 5 C O FOR A.B.REQUIREMENTS © 2x BASE w/(2)12d NAILS @ 12" SHEATHING(SEE STRUCTURAL STUD COLUMN , MIN OF — SEE PLAN FOR BUILT UP 0 ELEV. O.C. NOTES FASTENED TO TRUSSES 3-2x SPF#2 STUDS UNDER STUD COLUMN , MIN OF 3-2x W m o F SIMPSON SP4 EACH STD @ PER ROOF NAILING SCHEDULE) 2x BASE PLATE w/ GIRDER FASTENED SPF#2 STUDS UNDER z -Q 9 C O JAMB CONDITION ❑7 NO CONNECTION FOR STUDS w/in 2-12d NAIL @ 12"O.C. TOGETHER PER WF37/SN 2x BASE PLATE w/ GIRDER FASTENED 2nd FLOOR HEADER STRAP PER ENGINEERING TOGETHER PER WF37/SN z u> W 0 SIMPSON HTT5 w/(26)10d 2-12d NAIL @ 12"O.C. W W } z C C NAILS&(1)5/$"ANCHOR BOLT ® MATCH STUDS ABOVE UNDER FLOORING SHEATHING, L Y 12 w/8"EMBED(SEE WF09/D3 HEADER PRE ENGINEERED WOOD SEE TB13/SN a FOR MORE INFO) TRUSSES @ 24' O.C. FLOOR SHEATHING, 1 ❑9 SOLID BLOCKING/FLOOR TRUSS SEE PLAN H SIMPSON SP4 w/ 6 10x x 1 Y2" UNDER STUD PACK SEE TB13/SN 7 O ( ) TOP OF PLATE B @ 24"O.C. 10 SEE HEADER SCHEDULE FOR MIN 4 STUDS EACH SIDE FIBERGLASS SHINGLES 2x CONT. RIBBON T&B 8 PROVIDE EXTERIOR OR TILE ROOF, SEE SIMPSON (2)LSTA30 STRAP 10 SHEATHING ATTACHED 11 GIRDER TRUSS SEE PLAN FOR ARCHITECTURAL PLANS TOP COURSE W/1#5 LINTEL SEE PLAN (MAX 10°ANGLE)w/22-10d G NAILS STRAP TO BE BENT SOLID BLOCKING TO 5/8 PER NAILING SCHEDULE LOCATION AND ADDITIONAL CONT. OVER BEAM 3"MIN.THEN UP FLOOR TRUSS MATCH COLUMN FOR EXTERIOR 2 STORY INFORMATION ROOFING FELT OVER STRUCTURAL THE FACE OF THE NOTED ABOVE FLOOR TRUSS E WALLS,SHEATHING SHEATHING,SEE TB13/SN FLOOR GIRDER OR F F D SHOULD EXTEND TO 12 (2)2x TOP PLATE SEE PLAN FOR TRUSS ANCHOR, SEE PLAN • BEAM/COLUMN CENTERED BEAM, SEE PLAN FOR MSTCM 40 w/ FELT PAPER OR FLOOR LEVEL MORE INFORMATION MORE INFORMATION 14-16D SINKERS& TRUSS PLATE SEE PLAN (10)Y4 x 2 Y4 TITEN MASONRY WALL, 13 2x P.T.BASE PLATE TOP OF WINDOW SEE PLAN 13 STRUCTURAL � SOFFIT,SEE J ' SF01/D2 N N Q COLUMN CONN. aC� BEAM COLUMN CONN. QC MASONRY WF06 2-STORY INT. BEAR & EXT. WALL w/UPLIFT PRE ENG. ROOF TRUSS < SGO 1 SCALE:3/4"=1'-0" SG02 SCALE:3/4"=1'-0" SCALE:3/4"=1'-0" 2x STUD ATTACHED TO p O 0 TOP PLATE w/4-16d NAILS (2 ON EA. SIDE)TYP. WINDOW PER PLAN N -� J 0 = 2 LL z 2x HEADER,SEE PLAN PROVIDE(2)-16d N 'a U > 0 — EXTERIOR/ROOF TOENAILS 8"C.M.U.WALL Q — Q cn = W J 2x4 SPF#2 BLOCKING 48" FROM TRUSS TO NU SHEATHING,SEE ATTACHMENT SECOND FLOOR BEARING @ LEDGER COw (j U FOR ATTACHMENT O.C.w/2-12d FACE NAILS EA. 2x STUDS SEE HD/SN AND PLAN WALL,SEE PLAN FOR 2x BLOCKING FASTEN TO EACH SIDE BEAM BELOW w/1-12d NAIL @ 3/4"FLOOR SHEATHING O �' H U Q END � _ a-) � 2x4 BLOCKING BETWEEN FOR MORE INFORMATION w/ MORE INFORMATION LL SIMPSON SP1 AND SP2 TOP& TRUSSES&STUDS w/2-12d 6"O.C. MAX L Z) 0- TOENAILS EACH END. BOTTOM SHEATHING,SEE TB13/SN NON-BRG.STUD WALL CANT. FLOOR TRUSS w/ X U O m J O Lj 2x CONTINUOUS BASE PLATE ❑ SHEATHING, SEE TB13/SN 2x BASE PLATE w/2-12d 2x STUDS SEE 2ND FLOOR FRAMING u z � O COMMON JACK CONT. BRG FLOOR TRUSS SEE CONSTRUCTION SEQUENCE Q J TRUSS w/MTS12 OR LSTA12 OR 2x CONT.w/2-12d NAIL @ 12"O.C. PLAN FOR MORE INFORMATION AND p IL WTW12 @ 16"O.C.TO FLOOR NAILS @ EA.TRUSS FLOOR SHEATHING, TB13/SN FOR SHEATHING TOP OF FLOOR ; TRUSS OR RIBBONS BELOW, r REQUIREMENTS SEE WS06/D3 FOR ADDITIONAL BLOCKING, SEE TB13/SN INFORMATION 2x4 CONT. RIBBON w/4-16 SEE TB06/D2 Q NAILS EA.TRUSS 2x BLOCKING w/2-12d NAILS FLOOR COMMON JACK TRUSS w/ UPLIFT CONNECTION, EACH END TO TRUSS ATTACHMENT SIMPSON HUS26 TO CONT. PER PLAN IF TRUSS BAY WIDTH<16", TRUSS TO BEAM / SEE WS06/D3 \ LEDGER BELOW INSTALL BLOCKING @1ST CONNECTION,SEE PLAN TRUSS BAY&DIAGONAL X j BRACE AT 2ND TRUSS BAY PRE-ENG WOOD AS ILLUSTRATED BY DASHED BEAM OR WALL,SEE PLAN A -2X12 D T#2 LEDGER LINES FLOOR TRUSS K.O. LINTEL BLOCK w/1-#4 REBAR& ATTACHED TO MASONRY MASONRY WALL,SEE PLAN 3000 PSI CONCRETE MIN 2x6 SYP#2 CONT. LEDGER UPLIFT CONNECTOR, FOR SPACING CHART FILLED CELL-1-#5 DIA. REBAR HD @ ROWS 5/8"J-BOLTS OR TITEN C KNOCK-OUT W/(1)#5 CONT.IN. EACH COURSE w/3-Y4"x4 Y2"SIDS SCREWS @ SEE PLAN w/3000 PRECAST"U"LINTEL 24"O.C.STAGGERING ROW 12"& FB12 BLOCKING DETAIL FC03 CANTILEVER FLOOR w/1#5CONT. (2)6"FROM ENDS BOLTS EACH VERTICAL OR AT EACH MASONRY WALL = REINFORCING W/ FLOOR TRUSS, MAX 24"O.C. SCALE:3/4"-1'-0" VE SCALE:3/4"-1'-0" € TO HAVE 6" EMBEDMENT / MATCHING#5 DOWELS IN STRUCTURAL ' SOLID GROUTED CELL W/ SPACING(IF DOUBLE 2x6 SHEATHING LEDGER IS REQUIRED, USE Y4" FILLED CELL-1-#5 DIA. REBAR w/ MIN.25"LAP SPLICE MIN. ATTACHED PER x6"SIDS WOOD SCREWS) 3000 PSI CONC.,SEE PLAN& NAILING SCHEDULE TB13/D- (1)#5 CONT. IN SILL FILLED CELL SPACING CHART 8"C.M.U.WALL VARIES W/ GROUTED SOLID FOR FOR LOCATIONS ALL WINDOWS T-8" MASONRY WALL w/#5 DOWEL 7" PLYWOOD ROOF SLOPE LD07 SECTION OR WIDER INTO FOOTING EXTENDED 25" ROOFING SCALE (ACI 530)ABOVE SLAB, SEE PLAN 1 CONC SLAB,SEE FOR LOCATION AND ARCH FOR � MASONRY WALL MIN. 2X4#2 SPF P.T. FOUNDATION PLAN .f1E F FINISHES,TYP. 00 CONT. 4 (2) 1/4 CONC SLAB, SEE , �" Q SEE FLOOR PLAN TITENS SCREWS I FOUNDATION PLAN 4111 ■ TOP OF SLAB FOR MORE INFO AT 16"O.C. I GRADE z z ti GRADE p Q o N � a N TRUSS OR ROOF SYSTEM SEE PLAN FOR � � � � � Q a � W FOUNDATION SHEAR TRANSFER SEE PLAN FOR 2 LD02 2-STORY WALL SECTION FOUNDATION SCALE:3/4"=1'-0" @EXT.WALL WSO4 SCALE:3/4"=1'-0" (M�C04TYP. 2 STORY WALL SECTION a �E SCALE:3/4"-1'-0" ^ a 3 o c 2x WALL STUDS PER STUD WALL IF WALL SHEATHING IS NOT = o M D N CHART ON PLAN w/STRUCTURAL TO THE BOTTOM OF GIRDER a N o o LL EXTERIOR SHEATHING FROM TOP INSTALL SIMPSON LSTA24 N p N J w a OF WALL CONTINUOUS TO THE STRAP FROM STUDS TO • ^^° - a e-5 BOTTOM OF BEAM/GIRDER GIRDER BELOW 32"O.C. 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USE MSTC28 W/(36)16D SINKERS SEE PLAN a SHEATHING ATTACHMENT, WHERE CORNER FACES OVER ATTACH 1-2x TO = N g SOLID BLOCKING OR FLOOR PRE-ENG. SEE TB13/SN WOOD BEAM OR TRUSS FLOOR TRUSS,SEE COLUMN w/2-12d a GT/BEAM, SEE PLAN SIMPSON HETA16 OR HETA20 @ FRAMING PLAN FOR FLOOR SYSTEM OR 2-STY FRAMING FLOOR EA TRUSS, IF IS PARALLEL TO NAILS @ 16"O.C. ■� ° SIMPSON MST60 w/72-16d NAILS SYSTEM MASONRY WALL STRAPS REQ'D ONLY WHERE FLOOR TRUSSES ARE 20" ADDITIONAL INFO CENTERED ON FLOOR SYSTEM FELT PAPER OR TRUSS PLATE TO 26"DEEP INSTALL SIMPSON Y8"GAP MAX. D 3 y s @ 24"O.C.OR 32"O.C.VERIFY MASONRY K.O.COURSE MSTCM60-FASTEN TO WOOD WITH 2 2x TOP PLATE SEE TRUSS LAYOUT WITH TRUSS SHOP DRAWINGS 26 16d SINKERS SEE PLAN 3 r N ( ) STANDARD CORNER A-A SHEET NO a o FOR TRUSS LOCATION TO LINE UP WITH VERTICALS 1. @ LINTEL&FILLED CELL ° &CONNECTION INFO a9 LOCATIONS FASTEN w/(14)Y4"x2Y4" EXTERIOR SHEATHING L COLUMN SEE PLAN NAILING AREA(TYP) TYPICAL WALL SECTION TYPICAL FLOOR ATTACHMENT TAPCONS FINISH w/TOP OF MASONRY a.`soo 0 WF31 SCALE:3/4"=1'-0" WS06 _ 2. @ UNFILLED LOCATIONS FASTEN w/ ATTACHED PER TB13/SN t SCALE:3/4"-1'-0" %x13/4'TITENS m BASE CONNECTOR AND MASONRY WALL FELT PAPER,TRUSS PLATE,OR P.T. MATERIAL 1 8 FOUNDATION,SEE PLAN not valid without z TYP. CORNER FRAMING original or electronic 1 �o SG07 2-STORY COLUMN a� GIRDER FB06 signature SCALE:3/4"=1'-0" OPT 2760 O SCALE:3/4"=1'-0" N as °J 3 O � > m Nm� Accuracy Statement Mark P. Nasrallah 3 This item has been digitally signed and sealed by Mark P Nasrallah on the date contained Fla. Reg.AR 0008136 within the digital signature above. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies . N U E`0 E c o U� O N C ° tp C m� 3 `m a � E m� a� h cOs cf0i y L� STANDARD 90° HOOK w/ STANDARD SPLICE.SEE o MS05/1_1 FOR SPLICE INFO U N STD 90°HOOK @ a a ENDS OF TOP STEEL EL+22'-0" N ° OF COLUMN STANDARD 90°HOOK w/ —CONCRETE BEAM SEE PLAN FOR TOP STEEL AS INDICATED CONT. TOB ¢ ° CONC.COL. SEE PLAN STANDARD SPLICE.SEE MS05/L1 SCHEDULE OF SIZES AND OVER COLUMN.LAP SPLICE IN c c AND SCHED.FOR " E 77rFOR SPLICE INFO REINFORCEMENT MIDDLE OF BEAM SPAN REINF.AND SIZE STD 90°HOOK @ a 3 ENDS OF TOP STEEL INT.STEEL AS INDICATED � o a INT.STEEL AS ° INDICATED _ Fr _ I a TURN HALF-BLOCK SIDE-WAYS 9 GAGE CONT. �i, AT ALTERNATING COURSES EA. DUR-O-WALL HORIZ. w o_ SIDE OF COLUMN W/VOID TO JOINT REINF.AT 16"o.c. > V 3 BE FILLED WHEN COLUMN IS VERT.EXTEND MIN.6" SEE BOTTOM STEEL AS 0 POURED.TYP. INTO CONC.COL. !\ SCHEDULE BOTTOM STEEL EXTENDED INDICATED �N > THRU COLUMN 2"TO EDGE r BOTTOM STEEL I O OF BEAM w/STD HOOK 0> EXTENDED THRU BOTTOM STEEL AS STIRRUPS SEE U BOTTOM STEEL CONCRETE BEAM SEE PLAN O COLUMN 2"TO INDICATED BEAM SCHEDULE ITN EXTENDED INTO EXTEND COLUMN STEEL TO FOR SCHEDULE OF SIZES AND #4 TIES Q H N U EDGE OF BEAM w/ FORE MORE INFO COLUMN 6" TOP OF BEAM w/STD HOOK REINF. Z@ 5"O.C. O I STD HOOK I OR PROVIDE STD 90° HOOK w/ S EXTEND COLUMN STD SPLICE d STEEL TO TOP OF 0 BEAM w/STD HOOK OR 1 1/2"COVER TYP. L OVARIES CONCRETE COLUMN SEE O O g d WITH ROOF SLOPE PROVIDE STD 90° !n U N N HOOK w/STD SPLICE V PLAN FOR SCHEDULE OF H PROVIDE LAP w/in SIZES AND REINF. �� k CONC.FOOTING I COLUMN THEN HOOK CONCRETE COLUMN 1�e Chi d INTO BEAM ABOVE SEE PLAN FOR %2"COVER TYP. REINF.CONT.SEE _ O SCHEDULE #4 TIES 1 CONCRETE COLUMN SCHEDULE OF SIZES @ 5"O.C. \ SEE PLAN SEE PLAN FOR AND REINF. N SCHEDULE OF SIZES _ a AND REINF. P4 END COLUMN/CONT. INTERIOR COLUMN/ U Ch BEAM CONT.BEAM a) W O +j N O TYP. CONCRETE COLUMN RC07 SCALE:3/4"-1'-0" STANDARD CONCRETE BEAM/COL. _ s M C 11 SCALE:3/4"=V-0" v 1 rz'COVER TYP. U (� �--- CONCRETE COLUMN SEE PLAN FOR SCHEDULE OF SIZES AND REINF. Q CONCRETE COLUMN SEE PLAN FOR SCHEDULE OF SIZES AND REINF. A Lu 10 0" TOB CD a- Cl) C/) z � Z * TOP BARS IN LINTEL ARE NOT 1 REO'D ON 1st FLOOR LINTELS `1TOP OF BOND BEAM IF 2nd FLOOR MASONRY WALL SEE PLAN IS ABOVE.OTHERWISE LINTEL ' TO BE INSTALLED AS INDICATED 1'4"BOND BEAM � o W/(2)#5 CONT. BOTTOM STEEL EXTENDED (� CONCRETE BEAM SEE PLAN FOR INTO COLUMN 6" I J SCHEDULE OF SIZES AND REINF. H M w, CV jdk BOTTOM OF BOND BEAM �= w SEE PLAN L0 0 0 3 = `� Z < o_ = m o J Q w PROVIDE LAP w/in COLUMN THEN ' W U U I HOOK INTO BEAM ABOVE I p i' '� Q #4 TIES I coJ a 0 - II @8 \ , #4 TIES U vz 000NSTRUCTION SEQUENCE NOTE @8"O.C. 0J as Q IL 1ST FLOOR CEILING HT. TOP OF BOND BEAM Q 10'-0" 12'-0" CONCRETE COLUMN SEE PLAN FOR I - -- �_ SCHEDULE OF SIZES AND REINF. CONCRETE COLUMN SEE PLAN FOR 1) 1ST FLOOR WALLS TO BE BUILT TO SEE CHART ABOVE. SCHEDULE OF SIZES AND REINF. 2)FIRST FLOOR CELLS&BOND BEAM POURED W/DOWELS I ABOVE BOND BEAM FOR 2ND FLOOR REINF. I 3)2ND FLOOR MASONRY INSTALLED. 4)FINAL CELLS&TOP BOND BEAM POURED. I NOTE: PROVIDE 30"LAP SPLICE ABOVE BOND BEAM FOR SECOND FLOOR WALL REINFORCEMENT. I SIMPSON HANGER REFER TO PLAN LVL BEAM SEE PLA CONTRUCTION SEQUENCE DETAIL M C 1 2 SCALE:3/4"=V-0" 00 SECTION A-A Z U r � q i w CONCRETE FRAME ELEVATION CD z C) N MC12 a N SCALE:3/4"=V-0" W ti Z U F� — �� Q o co Q a c � N c c Ea ° @ E c � O a =N � E a a c d y o O ° W p co w a 0 N O N J W 0 NLL � C J W W a Cn^^ p W d ° o N N O c Q N M V N W IOU U) p 3 D co J W W L Z W O m s O ~ W a >. W 0 m O m W o a W p n p m Q c a ��■ ILa- � Q 0 L0 c�w U) O `0 0 Z U J u) 0 WWW.FDSENG.COM U U w Q a � c m m a ' o � a no ° C F m 0 D4 m � cm f; o� t @ - c � r SHEET NO O a o d a N @ L C r0 O N aN m E N = N m a� ' a a N N � not valid without z original or electronic signature&seal o 0 a= o N as °J 3 O � > m Nm� Accuracy Statement 0 3 Mark P. Nasrallah This item has been digitally signed and sealed by Mark P Nasrallah on the date contained Fla. Reg.AR 0rallah within the digital signature above. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies