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HomeMy WebLinkAbout384 Red Rose Ln + (rev)CITY OF SANFOR© BUILDING & FIRE PREVENTION PERMIT APPLICATION .. Application No: . z Documented Construction Value: $ 470-0 Job Address, .39-1, b 0 Historic District: Yes ] NoX Parcel ID: - - �3 Q,,17T 1 -,06,0 p Residential Commercial ❑ Type of Work: New Addition ❑ Alteration ❑ Repair Q Demo 11 Change of Use❑ Move D Description of Work: " Plan XReviciv Contact Person:Title: Phone: Fax: D Email: -%r� ' r d"Ao Property Owner Information Name -7 / Street: 00 t` _. C til <"^ Resident of property? City, State Zip: Contractor Information Name `' i,c 4.=epir t:s phone: _4-G' —' ;z - Street: Fax 1 City, States Zip: State License No. Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail, Bonding Company: Mortgage Lender: Address: .Address: WARNING TO OWNER: YOUR IrAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN Y10UR PAYING TWICE FOR IMPROVEMENTS TO YOUR 'PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE. FIRST INSPECTION, 1r)(OV INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECO YOUR IVOTICIa pg COMMENCEMENT. Application is hereby trade to obtain a permit to do the work and installations as indicated, I certify that no work or installation has commenced prior to the issuance of permit and that all work will be performed to meo standards of afl laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for eltetrieat work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc, FBC 145.3 Shutt be inscribed with the date of application and tate code in effect as of that date: 51% Edition (2014) Florida Building Code Revised,. lune 30, 2015 Permit Application GENERAL NOTES WIND DESIGN LOAD INFORMATION FOUNDATIONS METAL COATINGS FOR USE WITH PRESSURE TREATED WOOD SOIL UNDER SLABS AND UNDER FOOTINGS TO BE COMPACTED TO AT LEAST 95% OF IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE THAT ALL METAL CONNECTORS, MAX. DRY DENSITY AS DETERMINED BY ASTM- 1557 (MODIFIED PROCTOR) MINIMUM METAL FASTENERS, ANCHORS, AND NAILS ARE THE APPROPRIATE MATERIAL BEARING CAPACITY 2000 PSF AND/OR HAVE THE APPROPRIATE COATING FOR USE WITH THE DIFFERENT TYPES TERMITE TREATMENT OF PRESSURE TREATED WOODS, AS PER THE FOLLOWING GUIDELINES. 1. WOOD TREATED WITH DOT SODIUM BORATE(SBX): CONNECTORS SHALL BE A (PSF) MINIMUM G50 ZINC COATING THE SOIL UNDER THIS STRUCTURE SHALL BE TREATED FOR THE 2. WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE) OR OTHER BORATE PREVENTION OF SUBTERRANEAN TERMITES, OR A PERIMITER TREATMENT (NON -DOT) TREATMENTS: CONNECTORS SHALL BE A MINIMUM G185 ZINC COATING. (BORACARE) MAY BE USED, IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND 3. FOR ALL OTHER COMBINATIONS FOLLOW THE RECOMMENDATIONS OF THE CONSUMER SERVICES. PRESERVATIVE WOOD TREATER. 4O 4. STAINLESS STEEL CONNECTORS AND FASTENERS MAYBE USED WITH ALL TYPES 10 OF PRESSURE TREATED WOOD. CAST IN PLACE CONCRETE - 22.9 PREFABRICATED WOOD TRUSSES 1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF (+) 20.2 2500 PSI, A SLUMP OF 4 PLUS OR MINUS 1", AND HAVE 2 TO 4% AIR ENTRAINMENT, 1. ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY FASTENED TO THEIR AND A MAXIMUM WATER/CEMENT RATIO OF 0.58. SUPPORTING WALLS OR BEAMS WITH HURRICANE CLIPS OR ANCHORS. UPLIFT CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS ANCHORS AND ANCHOR BOLTS 2. ALL REINFORCING STEEL SHALL BE NEW DOMESTIC DEFORMED BILLET STEEL ARE ONLY REQUIRED ON MEMBERS IN WALLS THAT ARE EXPOSED TO UPLIFT OR CONFORMING TO ASTM A-615 GRADE 40. LATERAL FORCES, INTERIOR LOAD BEARING WALLS ARE NOT ALWAYS EXPOSED 3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 FOR 6x6xW1.4xW1.4 TO UPLIFT FORCES. THE MEMBERS OF THESE WALLS WOULD NOT NEED TO HAVE WWF SHALL BE LAPPED AT LEAST 6" & CONTAIN AT LEAST ONE CROSS WIRE WITHIN CONNECTORS APPLIED. PLEASE COORDINATE WITH THE TRUSS ENGINEER FOR THE 6".FIBERMIX OF EQUAL SPECIFICATIONS MAYBE USED IN LIEU OF WWF. THE LOCATION OF THESE WALLS AND STRUCTURAL PLANS FOR MORE INFO. 4. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH "THE BUILDING CODE 2. TRUSSES SHALL BE DESIGNED BY MWFRS METHODOLOGY FOR LONG SPAN REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318 LATEST EDITION, AND TRUSSES TO DETERMINE UPLIFT AND REACTION VALUES. MEMBER AND PLATE "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS," ACI 301. DESIGN TO BE CALCULATED BY COMPONENTS AND CLADDING METHOD UNLESS 5. HORIZONTAL FOOTING BARS SHALL BE BENT MIN. 12 BAR DIAMETERS (EXCLUDING SPECIFIED OTHERWISE BY TRUSS ENGINEER OF RECORD BEND) AROUND CORNERS OR CORNER BARS WITH MIN. 24" LAP EXCLUDING BEND 3. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH AT EACH END SHALL BE PROVIDED. THE LATEST EDITION OF ANSI TPI 1. 6. MINIMUM LAP SPLICES ON ALL REINFORCING BARS SHALL BE 48 BAR DIAMETERS. 4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED BY TRUSS 7. SLAB ON GRADE, REINFORCEMENT SHALL BE SUPPORTED IN PLACE FROM THE MANUFACTURER UNLESS NOTED ON PLANS CENTER TO UPPER 1/3 OF THE SLAB. 5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION OF BOLTS AND THREADED RODS TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE DESIGNED BY 1. ALL BOLTS & THREADED RODS TO BE ASTM A307 OR BETTER (U.N.O.) TRUSS MANUFACTURER IN ACCORDANCE WITH THE DESIGN LOADS. 2. STEEL BOLTS LESS THAN ONE -HALF-INCH (12.7 mm) IN DIAMETER USED AS TRUSS DESIGN LOADS FASTENERS FOR PRESSURE PRESERVATIVE -TREATED WOOD SHALL BE OF TOP CHORD: Lr = 16 PSF HOT -DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE DL = 7 PSF (SHINGLE TYPE ROOF COVER) OR COPPER. FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153. DL = 15 PSF (LIGHT WEIGHT CLAY TILE ROOF COVER) 3. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS SHALL BE PERMITTED TO BE DL = 14 PSF (TRUSS OVERBUILD) OF MECHANICALLY DEPOSITED ZINC -COATED STEEL WITH COATING WEIGHTS IN BOTTOM CHORD` DL = 5 PSF ACCORDANCE WITH ASTM B 695, CLASS 55, MINIMUM. MINIMUM FLOOR DESIGN LIVE LOADS: MASONRY WALL CONSTRUCTION A)BALCOs = 40 PSF B) BALCONIES = 60 PSF / 100 PSF (WHEN BALCONY EXCEEDS 100 SQ FT) 1. HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT; GRADE N, TYPE 2, C)DECKS = 40 PSF CONFORMING TO ASTM C90, W/ A MINIMUM NET COMPRESSIVE STRENGTH OF 2000 D) STAIRS = 40 PSF PSI (fm = 1900 PSI) E) BONUS ROOM/GAME ROOMS = 60 PSF U.N.O. 2. MORTAR SHALL BE TYPE M OR S, CONFORMING TO ASTM C270 MINIMUM FLOOR DESIGN DEAD LOADS: 3. HEAD MORTAR JOINTS AT PRECAST WINDOW SILLS TO BE NO MORE THAN 111. A)FLOORS = 15 PSF 4. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE B) BALCONIES = 15 PSF SIZE OF 3/8" AND A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. GENERAL TRUSS BRACING & BLOCKING REQUIREMENTS 5. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH CELLS -ADDIT'L BRACING & BLOCKING PER BCSI-1 & TRUSS MANUFACTURER'S DRAWINGS FILLED WITH COARSE GROUT AND GRADE 40 STEEL. REINFORCEMENT SHALL BE -G.C. TO PROVIDE MIN 2x SYP #2 BLOCKING BETWEEN TRUSSES TO COMPLY W/ APA PLACED IN CENTER OF MASONRY CELL W/ MIN 1/2" CLEARANCE TO INSIDE FACE. RECOMMENDATIONS FOR MIN. 7/16" OSB SHEATHING -MIN 2x SYP #2 BLOCKING REQ'D ALONGSIDE TRUSS TOP CHORD @ ROOF HIP/RIDGE 6. VERTICAL REINFORCEMENT SHALL BE HELD IN CENTER OF THE MASONRY/ BLOCK TO PREVENT SHEATHING SPAN FROM EXCEEDING 2FT (NOT REQ'D IF SHEATHING SPAN IS WALL AT THE TOP &BOTTOM &MAXIMUM 8'-0" U.N.O. VERITCALLY. TIES TO THE LESS THAN 2FT). BLOCKING TO TRUSS TOP CHORD w/ (2) 12d NAILS @ 12" O.C. MAX & 4" FOOTING &LINTEL STEEL IS ADEQUATE TOP &BOTTOM OF WALL; REBAR @ FROM EA. END. NOTE: PLYWOOD EDGES @ HIP CORNERS REQUIRE MIN 2x4 SYP #2 POSITIONERS IN MIDDLE OF WALL BLOCKING w/ (3) 12d TOENAILS EACH END. 7. REINFORCING STEEL SHALL BE LAPPED MIN. 25" U.N.O. -TRUSS "X" BRACING: MIN 2x4 SYP #2 AT ANGLE APPROX. 45° FROM VERT. TO EA. 8. HOOKS AT THE TOP & BOTTOM OF VERTICAL REINFORCING BARS TO BOND TRUSS MEMBER w/ (3) 12d NAILS. SPACE "X" BRACING ALONG TRUSS SPAN @ 10'-0" MAX AND COURSE AND FOOTING TO IBE NO LESS THAN 12 BAR DIAMETERS EXCLUDING BEND EQUALLY SPACED FROM END OF TRUSS. "X" BRACING TO START 20'-0" MAX FROM #1 HIP 9. EXPANSION TYPE ANCHORS ARE NOT TO BE USED IN BOND COURSE. EMBEDDED GIRDER AND / OR (4) BAYS AFTER GABLE END BRACING. SEE BCSI-63 SECTIONS 1, 2 AND 3 ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED. FOR ADDITIONAL ROOF PLANE PERMANENT BRACING REQUIREMENTS. 10. MASONRY ROUGH OPENING TOLERANCES - 1/4" TO + 1/2" -PERMANENT 2x4 SPF #2 (MIN.) CONT. LATERAL TRUSS BOTTOM CHORD BRACING 11. GROUT STOPS SHALL BE PROVIDED BELOW BOND BEAM. PLASTIC SCREEN, METAL PERPENDICULAR TO TRUSS SPAN AT 15'-0" O.C. MAX W/IN TRUSS SPAN OR PER TRUSS LATH STRIP OR CAVITY CAPS MAY BE USED TO PREVENT THE FLOW OF GROUT INTO DESIGN DRAWINGS. ATTACH W/ (2) 16d NAILS AT EACH TRUSS. OVERLAP BRACING AT LEAST CELLS BELOW. THE USE OF FELT PAPER AS A STOP IS PROHIBITED. ONE TRUSS SPACE (24") PLUS 6" MIN PAST BOTTOM CHORD. 12. TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY DURING -INSTALL PERMANENT 2x CONTINUOUS LATERAL BRACE (CLB) ACROSS TRUSS WEBS CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AS INDICATED ON TRUSS SHOP DRAWINGS & BCSI-133. ("T" BRACING MAY BE USED I.L.O. PEMANENT CLB IF IT EXTENDS MIN. 90% OF THE TRUSS 13. DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR 3 O DAYS AND NO WEB (SEE WEB REINFORCEMENT TABLE WITHIN BCSI-63). CONCENTRATED LOADS FOR (7) DAYS. PER CODE ACI 318, LATEST EDITION 5.11.1 -AT RAISED HEEL TRUSSES, 2x4 SYP #2 (MIN.) AT TOP AND BOTTOM OF HEEL W/ (2) 14 DURING CONCRETE POURS GC TO ADEQUATELYY VIBRATE THE FILLED CELL W/ EITHER RODDING OR PENCIL VIBRATOR TO ENSURE PROPER CONCRETE CONSOLIDATION. WOOD CONSTRUCTION 1. WOOD CONSTRUCTION SHALL CONFORM TO THE NFPA "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION", LATEST EDITION.(NDS) 2. ALL EXTERIOR WOOD STUD WALLS, BEARING WALLS. SHEAR WALLS AND MISC. STRUCTURAL WOOD FRAMING MEMBERS. (I.E. BLOCKING OR GABLE END BRACING), SHALL BE SPRUCE- PINE -FIR OR EQUIVALENT. NO. 2 GRADE SHALL BE USED REGARDLESS OF SPECIES U.N.O. ON FRAMING PLANS OR DETAILS. END -JOINTED LUMBER IS NOT PERMITTED TO BE USED IN ANY LOAD BEARING (GRAVITY OR WIND) CONDITIONS. E.O.R. TO REVIEW IF INSTALLED. 3. FIELD -CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE -TREATED WOOD SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. 4. THE PORTIONS OF GLUED -LAMINATED TIMBERS THAT FORM THE STRUCTURAL SUPPORTS OF A BUILDING OR OTHER STRUCTURE AND ARE EXPOSED TO WEATHER AND NOT PROPERLY PROTECTED BY A ROOF, EAVE OR SIMILAR COVERING SHALL BE PRESSURE TREATED WITH PRESERVATIVE, OR BE MANUFACTURED FROM NATURALLY DURABLE OR PRESERVATIVE -TREATED WOOD. 5. ALL LUMBER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY (MOISTURE CONTENT 19% OR LESS), U.N.O. ALL WATERPROOFING AND FIRE SAFETY SYSTEMS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE DESIGNED AND DETAILED BY OTHERS. 6. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE CENTER OF THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION SHEILDS. ALL HOLES OVER 1" IN DIA FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH SIMPSON HSS2 STUD SHOES, TYP U.N.O. 7. MANY OF THE PRESSURE TREATED WOODS USE CHEMICALS THAT ARE CORROSIVE TO STEEL. IT IS THE BUILDER'S RESPONSIBILITY TO VERIFY THE TYPE OF WOOD TREATMENT AND TO SELECT APPROPRIATE CONNECTORS THAT RESIST CORROSION. FOR EXAMPLE. ACQ-C, ACQ-D, CBA -A OR CA -B REQUIRE HOT -DIPPED GALVANIZED OR STAINLESS STEEL FASTENERS. DOR SODIUM BORATE (SBX) DOES NOT. 8. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH, CONCRETE OR MASONRY IS TO BE PRESSURE TREATED. 9. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR MASONRY. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. 10. SEE PLAN FOR STUD PACK AND BEAM NAILING PATTERNS ENGINEERED LUMBER ALL ENGINEERED LUMBER IS TO HAVE THE MINIMUM DESIGN VALUES AS FOLLOWS: COLUMNS BEAMS STUD E = 1,800,000 Ib/int U.N.O. E = 2,000,000 Ib/int U.N.O. E = 1,500,000 Ib/int U.N.O. Fb = 2500 Fb = 3000 Fb = 2200 Ft = 1500 Ft = 1700 Ft = 1500 Fc 11= 3000 Fc 11= 3000 Fc 11= 2100 Fc j= 900 Fc j = 900 Fc j = 450 Fv = 285 Fv = 285 Fv = 150 WOOD BEARING SURFACES ARE TO BE SYP#2 OR BETTER END GRAIN CONDITION U.N.O. CEILING CONSTRUCTION 1. USE 1/2" CEILING nR SAG: SISTANT BOARD FOR 24" O.C. FRAMING UNLESS OTHERWISE SPECIFIED. 2. 5/8" TYPE "X" GYPSUM BOARD SHALL BE USED ON CEILING IN GARAGE WHEN LIVING SPACE IS ABOVE THE GARAGE. 3. MINIMUM 7/16" OSB. EXPOSURE 1 SHEATHING TO THE UNDERSIDE OF THE ROOF TRUSSES IN THE LANAI AND ENTRY AREA. ALL PANEL EDGES ARE TO BE BLOCKED SOLID W/ 2X4 #2 SYP. W/ (3) 10d TOENAILS EACH END. THE OSB. IS TO BE NAILED W/ 8d NAILS @ 4" O.C. AT ALL EDGES AND 8" O.C. IN FIELD. UNDER STAIR PROTECTION 1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2 -INCH (12.7MM) GYPSUM BOARD. 12d TOENAILS REQ D. EXT. SHEATHING MUST DE -Al TO RAISED HEEL TRUSS AND INDICATED BLOCKING. ALTERNATE IF HEEL HEIGHT IS LESS THAN 12" TALL: 2x4 SYP #2 BEHIND THE TRUSS VERT. RUNNING FROM TOP TO BOTTOM ACROSS MAX 4 TRUSSES, THEN BOTTOM TO TOP W/ (2) 12d NAILS AT EACH TRUSS MEMBER (DIAGONAL BRACING) DIAGONAL BRACING REQUIRED AT CLB PER BCSI-133. 6. THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS, WORKING POINTS, BEARING POINTS, AND SIMILAR CONDITIONS. TRUSS SHOP DRAWINGS SHALL SHOW ALL TRUSSES, ALL BRACING MEMBERS, AND ALL TRUSS TO TRUSS HANGERS. FIELD REPAIR NOTES 1. OMITTED REBAR DRILL A 3/4" 0 HOLE MIN. 6" DEEP AT LOCATION OF OMITTED REBAR, AND INSTALL #5 BAR INTO EPDXY FILLED HOLE. EPDXY TO BE SIMPSON STRONG TIE EPDXY OR EQ. FOLLOW MANU'S INSTRUCTIONS. ASSURE ALL DUST AND DEBRIS FROM DRILLING ARE REMOVED FROM HOLE w/ COMPRESSED AIR PRIOR TO APPLYING EPDXY. ALLOW EPDXY TO CURE TO MANU'S SPECIFICATIONS, THEN FILL CELL IN NORMAL WAY DURING BONDBEAM POUR. USE 30" MIN. LAP SPLICE. HOOKS AT TOP OF BAR TO BE MIN. 12 BAR DIAMETERS(EXCLUDING BEND). 2. STRAPS/CONNECTOR SUBSTITUTION MAY SUB STRAPS/CONNECTORS w/ STRAPS/CONNECTORS OF EQUAL OR GREATER UPLIFT & LATERAL RESISTANCE VALUES IN FIELD W/OUT VERIFICATION, PROVIDED ALL MANU'S INSTALLATION INSTRUCTIONS ARE FOLLOWED. 3. STAIR CONSTRUCTION 2X12'S MAY BE USED ILO TIMBERSTRANDS FOR STAIR STRINGERS. RIM BOARDS MAY BE USED FOR RISERS & TREADS ILO 2x12'S (SEE GEN. STAIR DIETS FOR ADDIT'L INFO.) 4. METAL STUD SUBSTITUTION WOOD STUDS MAY BE SUBBED w/ METAL STUDS IN NON -LOAD BEARING WALLS 5. OMITTED J -BOLT -1/2" ALL THREAD w/ WASHERS MAY BE USED ILO 1/2" J -BOLTS w/ WASHER DRILL & EPDXY W/ SIMPSON SET EPDXY @ 5" MIN EMBED. 1/2"x6" SIMPSON TITEN HD THREADED ANCHORS W/ LBP1/2 WASHER MAY BE USED ILO 1/2" J -BOLT. TAPCON FASTENERS MAY BE USED ILO SIMPSON TITENS 6. MORTAR JOINTS -FOR BED JOINTS 1/2"-1", GROUT FILL CELLS IN BLOCK AFFECTED (NO VERT. REINF. REQ'D) -FOR HEAD JOINTS GREATER THAN 3/4", GROUT FILL CELL IN BLOCK AFFECTED ON EA.SIDE OF JOINT. PROVIDE (1) #5 VERT. REINF. IN EA. CELL CONT. PER PLAN. "*EXCEPTION: IF TIE BEAM COURSE AND ADJ. TWO COURSES BELOW, AS WELL AS 1 st (2) COURSES FROM FND, HAVE HEAD JOINTS WHICH FALL W/IN THE SPECIFIED TOLERANCES, THE ADDED VERTICAL REINFORCEMENT IS NOT REQ'D TO BE EPDXIED INTO TIE BEAM/FTG -FOR BLOCKS NOT STAGGERED, GROUT FILL CELL EA. SIDE OF JOINT AND PROVIDE (1) #5 VERT. REINF. IN EA. CELL, CONT. PER PLAN. 7. OVERHANGING CMU WALL -FOR CMU OVERHANGING FOUNDATION <1/2", NO FIX IS REQ'D POUR TIEBEAM & VERT. CELLS PER PLAN. -FOR CMU OVERHANGING FOUNDATION FROM +1/2"-1-1/2", GROUT FILL FIRST (3) COURSES IN WALL ALONG AREA AFFECTED & TIE BEAM AND VERTICAL CELLS PER PLAN . -FOR CMU OVERHANGING FOUNDATION OVER 1-172", CONTACT EOR FOR REPAIRS. STRUCTURALSTEEL 1. MATERIAL SPECS: WIDE FLANGE SECTIONS: ASTM A992, GRADE 36, Fy=36 KSI. TUBE STEEL (HSS): ASTM A500, GRADE B, Fy = 46 KSI. PIPE STEEL: ASTM A53, TYPE E OR S, Fy = 35 KSI. ALL OTHER STRUCTURAL & MISC. STEEL: A36 Fy=36 KSI. 2. STRUCT. CONNECTIONS: ALL STRUCT. BOLTS TO BE A325N U.N.O. ALL A325N BOLTS SHALL BE AT "SNUG -TIGHT" CONDITION AS DEFINED IN THE SPEC. SLIP CRITICAL (SC) BOLTS MUST BE FULLY TENSIONED PER SPEC STRUCT. BOLTS SMALLER THAN 5/8" DIA. TO BE A307 THREADED ROD & CONFORM TO A36 OR A307 ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 ALL BOLTS CAST IN CONCRETE: ASTM A36 OR ASTM A-307 SHOP AND FIELD WELDS: E70XX ELECTRODES STEEL REINF.T SHOP DWGS TO BE PROVIDED TO EOR BEFORE FABRICATION FOR REVIEW AND APPROVAL. WELDED CONNECTIONS: ELECTRODES - E70XX UNO (LOW HYDROGEN). FILLET WELDS SHALL BE 3/s' UNO. 3. SUBMIT SHOP DWGS INDICATING ALL SHOP AND ERECTION DETAILS INC. PROFILES, SIZES, SPACING, & LOCATIONS OF STRUCTURAL MEMBERS, CONNECTION ATTACHMENTS, FASTENERS, LOAD, AND TOLERANCES. 4. STRUCTURAL STEEL SHALL RECEIVE SHOP COAT OF PRIMER (COLOR AS DIRECTED BY ARCHITECT) EXCEPT FOR AREAS WHICH WILL RECEIVE SPRAY -ON FIRE PROTECTION. 5. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY STANDARD INSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND SPECS (IF PROVIDED). SUBMIT REPORTS TO ARCHITECT AND ENGINEER. DESIGN PRESSURES WIND DESIGN LOAD INFORMATION WIND SPEED (ULTIMATE) 139 mph p WIND SPEED (ALLOWABLE) 108 mph WIND EXPOSURE B RISK CATEGORY 11 BUILDING TYPE V B ENCLOSURE CLASSIFICATION ENCLOSED INTERNAL PRESSURE COEFFICIENT +/-0.18 WIND PRESSURE & SUCTION EFFECTIVE (PSF) WIND c (+) VALUE DENOTES PRESSURE AREA (SQ FT) S1 - VALUE DENOTES SUCTION AREA 4O O 10 (+) 21.2 (+) 21.2 - 22.9 - 28.3 20 (+) 20.2 (+) 20.2 (-) 22.0 - 26.4 (+) 19.0 (+) 19.0 50 -) 20.8 (-) 23.9 100 (+) 18.0 (+) 18.0 - 19.8 - 22.0 GARAGE DOORS 9'-0" x T-0" 16-0" x T-0" Q w o w (+) 18.4 (+)177 (-) 20.9 (-) 19.7 WIND PRESSURE/ SUCTION DIAGRAM 5 5 4 4 ,a l 5 5 J✓' a STANDARD DESIGN PRESSURE NOTES 1. ASCE 7-10 WALL DESIGN ALLOWABLE COMPONENTS AND CLADDING WIND PRESSURES AND SUCTIONS PER FLORIDA BUILDING CODE 5th EDITION (2014). WIND SPEED IS BASED ON LINEAR INTERPOLATION FOR THIS SITE, 2. MEAN ROOF HEIGHT FOR A TYPICAL SINGLE STORY HOME IS 15FT, 2 STORY HOME IS 30FT 3. MULTIPLY THE ABOVE PRESSURES BY 1.67 TO GET ULTIMATE WIND PRESSURES. 4. "a" = END ZONE IS ONLY W/IN 5'-0" OF ALL EXTERIOR BUILDING CORNERS. 5. INDICATED PRESSURES CAN BE INTERPOLATED FOR OTHER DOOR SIZES, OTHERWISE USE LOAD ASSOCIATED WITH THE LOWER EFFECTIVE AREAS. 6. DESIGNATED AREAS WHERE THE ULTIMATE WIND SPEED IS 140 MPH OR GREATER IS CONSIDERED TO BE IN THE WIND -BOURNE DEBRIS AREA. OPENING PROTECTION REQUIRED. REFER TO SECTION R301.2.1.2 OF THE RESIDENTIAL CODE FOR SPECIFICATION REQUIREMENTS OF THE USE OF WOOD STRUCTURAL PANELS. REFER TO TABLE R301.2.1.2 FOR ATTACHMENT SPECIFICATIONS INDEX OF DRAWINGS w� H SHEET SHEET TITLE c S1 STRUCTURAL NOTES M S2 FOUNDATION PLAN S3 DOWEL PLACEMENT PLAN z goo w S4 ROOF FRAMING PLAN S4.1 NOTES & CONNECTOR LEGEND � v w o Q w o w S5 LINTEL PLAN SD1 FOUNDATION DETAILS SD2 GENERAL DETAILS .ca w SD3 GENERAL DETAILS SD4 GENERAL DETAILS w ui cn v�-�• %W W00 U- Al�o •z rt• Q�Q U SW Q 0� z4p p J MASTER UPDATES ° W o •, , ,• � Z NUMBER DATE DESCRIPTION INTIALS '���,r p,`o� m u- rlI !!1! Co CREATED ELEV. FC NC, ME, & NCII W/ GARAGE OPTIONS, OPT BED 4 1 5/7/2015 EA AND MINOR OPTIONS 0 Of�bJl � O Q ,� i" yf N U II r O Z C U c 0 O d O d���S1G U • Z O 0 W z o O C/) �h z 0 zKJ W Z Lj M~ p r9 Q z LL J Z U o0co UO � W RL CORD COPY �y J cn o: Z Q v ry Q = 0g cn Z Z Lu III E p� ZZ< ZOE 0 0 Q a N III N �J D o �y W w V J r� �I W 11 L� w Z 04 cs O �- a ZZ 0 W islotiw�0 1 a OLoO 2Nm I- W Z - U O�� ING W W O o n r 6 2 5 STRUCTURAL ENG: BED DRAFTING: -STRUCT: JRH QC CHECK: CC co JOB No. TM - 2152138 SCALE: AS INDICATED DATE: 4/26/2016 WHERE O.H. IS > 1'-0", DROP SIMPSON HGA10 @ 48" SIMPSON HGA10 @ 48" GABLES w/ OUTLOOKERS @ 24" O.C. V-0" MAX PLYOOD CANT. O.H. 2x4 BLOCKS, (2) 16d 2x4 BLOCKS, (2)16d NAILS @ EA. END. BLOCK ADJ. SEE ELEV. FOR NAILS EA. END. ~ 0 O.C. O.C. TO RUN BACK TO 1ST COMMON @ EA. DIAG. AS SHOWN. FASTEN ROOF Q NOTE: ALL GABLE BAYS BRACING IS TO BE @ TRUSS WITH (3) 12d TOENAILS. O.H. SIZE BLOCK ADJ. BAYS @ (] SHEATHING NOT REQ'D SHEATHING NOT REQ'D SHEATHING TO BLOCKS W/ 8d NAILS @ 6" O.C. CONNECT TO DROP GABLE WITH EA.DIAG. AS SHOWN. SHEATHING PER PLAN TO BE CONT. @ THE TO BE CONT. @ THE SYP#2 OR BETTER (4) BAYS MIN (1) BAY AFTER BRACE IS REQ'D) H2.5 CLIP. MAX 2'-0" O.H. FASTEN ROOF SHEATHING TO V-0" MAX PLYWOOD CANT. O.H. _.. . TRANSITION FROM TRANSITION FROM BLOCKS w/8d NAILS SEE ELEV. FOR BEAM TO GABLE WALL TO GABLE @ 6" O.C. O.H. SIZE co TRUSS TRUSS \ CONT. 2x4 Gl 2x4 DIAGONAL BRACE WHERE O.H. IS > V-0", U) DOUBLE 2x TOP PLATE DROP END GABLE w/ 1 FASTEN SIDE WALL \ BAY REQ'D w0 3RD LO OUTLOOKERS @ 24" Z W O.C. TO RUN BACK TO BEAM PER PLAN SHEATHING PER PLAN. \ \ STRONGBACK, SEE 1ST COMMON TRUSS - 0 (5) 16d NAILS BRACE \ _ WITH (3) 12d TOENAILS. TO BLOCKING \ GABLE BRACING (+) CONNECT TO DROP a Q SIMPSON H10A SIMPSON H10A ATTACH PER IP AN \ U W SEE CHART GABLE WITH H2.5 CLIP. i DIAGONAL TO BEAM DIAGONAL TO TOP _ MAX 2'-0" O.H. -op w 0 PLATE PROVIDE 2x4 BRACE W 0 TO EA. ADJ. DIAG. 0 W STRONGBACK IF REQ'D 2x4 FASTEN TO DIAG. w/(2) ECONT. o U) BEAM CONNECTION FRAME WALL CONNECTION 16d NAILS. PER CHART > (5) 16d NAILS BRACE 2x4'S @ 24" O.C. W GABLE BRACING @ 48.. = TO BLOCKING V w O.C. NOT REG'D 6' GABLE END AF A PROVIDE 2x4 BRACE SHEATHING FASTEN ra FROM EAVES GABLE END TO EA. ADJ. DIAG. SHEATHING FASTEN FASTEN TO DIAG.w/(2) PER PLAN v W 45° PER PLAN. 16d NAILS. SPLICE AS REQ'D tc� CONTRACTOR TO FIELD VERIFY WHICH SIMPSON H10A DIAG. '- CONDITION IS REQUIRED. CONTACT EOR ���J �/ G V NAL INFO AS REQ'D ,',* I lt11 FOR ADDITIONAL Q �Ci TO BLOCKING � �•`...�•h ij ` LLj w SIMPSON A23 @ EACH A35 DIAGONAL TO BRACE TO PLATE TRUSS BOT. CHORD 3 1/4" HOLD 1/2" J -BOLTS w/ PT 2x8 PLT., CANT. FOR WASHERS (MIN. T' CLG. NAILING SURFACE EMBED) MIN. 6" FROM 2x4 SYP #2 BRACING @ EACH END AND 32" O.C. 24" O.C. FOR FALSE BM w MAX. ATTACHMENT w/ (3) 10d z TOENAILS EA. END cn PROVIDE 16d NAILS GABLE END TRUSS TO a M 2x TOP PATE TO PLT.@12" O.C. MAX. = v GABLE END W/ 16d �I o m NAILS @ 6" Q.C. O FRAMING FOR FALSE L L GABLE BRACING CHART H GABLE BRACING UP TO 4'-8" NO BRACE REQUIRED 4'-8" < 1-16 7'-0" (1) 2x4 BRACE 7'4" < H!6 9'-4" (2) 2x4 BRACE (SEE SECTION A -A) 9'-4" < H:614'-0" STRONGBACK W/ (1) 2x4 BRACE 14'-0" < H:61 8'-8" STRONGBACK W/ (2) 2x4 BRACE CMU WALL OR LINTEL a . BEAM, IF REQ D w/ (3) @ 48" O.C. FOR FIRST 3 HGA10KT @ 32" O.C. SEE GABLE � @ 2x4 BRACE IF REQ'D BAYS WALL PER PLAN 1 BELOW 10d NAILS EA. SEE CHART. (FRAME WALL SHOWN; o o Olyl v TIE BEAM COURSE w/ 1 BRACE @ CONNECTION DETAIL �� N O 2x4 STUDS 24 O.C. w/ FOR REQ'D MAY ALSO BE U IIII 3j o #5 CONT. SINGLE BASE &TOP PLATE w/ PLYWOOD FALSE BM PER PAN 10d COMMON NAILS (1) A23 FROM CONNECTIONS MASONRY) ' STRONGBACKTO ***NOTE: GABLES SPANNING LESS THAN 8' DO NOT REQUIRE BRACING*** ° z° SHEATHING COVERING IF REQ'D @ 6 O.C. DIAGONAL U cc 0 CMU WALL CONNECTION CLEAR SPAN CONNECTION GABLE VERTICAL �— 2ND 2x4 BRACE IF • • z III�I 4 U x REQ'D, SEE CHART ***NOTE: REFER TO DETAIL GE02 THIS PAGE FOR GABLE BRACING*** A -A GABLE VERTICAL BRACING 2x6 z � � o0i� 0 ,■.L, Q 10d COMMON NAILS @ �j' o f� 81, O.C. �( m a (GE�OGABLE END @ FLAT CEILING CONNECTIONS rGEO GABLE END BRACING (G'E�O3 GABLE END @ FLAT CEILING w/ BOSTON HIP 3/4"=1'-0" 3/4"=1'-0" 3/4"=V-011 p 2x4 BLOCKING @ EA. PROVIDE 2x BLOCKING (2) 2x TOP PLATE OUTLOOKER (MAX. FOR NAILING 2x4 BLOCKING (2) 12d Z ROOF SHEATHING PER ROOF SHEATHING (2)16d NAILS PLT. TO NAILS, TOENAILED @ 8d NAILS @ 4" O.C. 0 PLAN 2'-0" MAX. SEE GE01/SD3 FOR SPAN 2'-0") w/ (2) 16d STUD TOP & BOTTOM EACH END.AT 24 O.C. ROOF SHEATHING ) ( PER PLAN OUTLOOKER OR CONV. FRAME OR W o v END NAILS EA. ENO (TYP. END NAIL PLTS. HEADER PER PLAN- SHEATHING Q - °' O.C. AND 6" FROM EA, INTO BLOCKING, (2) MASONRY WALL OR TO STUD) 2x8 #2 SPF STUDS @ u , LINTEL SEE PLAN PLATE W/ 1/2" x 8" 16" O.C. TYP. — MSTAM-24 TYP. EA. 2x FASCIA w (2) 16d " o SIDE OF EA. STUD. INTO BLOCKING, (4) 8d 2x4 OUTLOOKER @ 24" �� TITEN HD @ 32 O.C. & 2x8 #2 SYP PT BASE ;'4 END NAILS @ EA. _ OUTLOOKER ``"— SEE GABLE (2) 16d TOE NAILS GABLE BRACING @ 48" PROVIDE 2x BLOCKING_ CD: Z C) Q (j N DETAIL CONDITION OCONNECTIO.C. MAX. 45° FROM FOR NAILING BRACE TO LEDGER 0 F-- �.� NAILS INTO BLOCKING, Q FOR REQ'D END NAILS TO TRUSS HORIZONTAL (+/- 10) r� ;� a,. Z D CONNECTIONS BRACE NOT REQUIRED'•.. .•' } — O 1'-9" MAX. DOWN FOR 6' FROM EAVES. TRUSS PER PAN J 10d COMMON NAILS t/Pt(IlI1 �� m U_ EACH END (TYP.) SEE PLAN FOR TRUSS PER PLAN . w 2x4 ATTACHED TO EA, GABLE 2x4 BRACE WITH HEADER PER PLAN IF 2x6 RAFTER TO 2x8 SUPPORT AND TIE DOWN OF JACK TRUSS PER PLAN (2) 10d NAILS PROVIDE BLOCKING TRUSSES RIDGE BOARD W/ A35 � l V BETWEEN TRUSS BAYS o 0 ON (1) SIDE OF CMU WALL OR LINTEL a . BEAM, IF REQ D w/ (3) @ 48" O.C. FOR FIRST 3 HGA10KT @ 32" O.C. SEE GABLE � @ 2x4 BRACE IF REQ'D BAYS WALL PER PLAN 1 BELOW 10d NAILS EA. SEE CHART. (FRAME WALL SHOWN; o o Olyl v TIE BEAM COURSE w/ 1 BRACE @ CONNECTION DETAIL �� N O 2x4 STUDS 24 O.C. w/ FOR REQ'D MAY ALSO BE U IIII 3j o #5 CONT. SINGLE BASE &TOP PLATE w/ PLYWOOD FALSE BM PER PAN 10d COMMON NAILS (1) A23 FROM CONNECTIONS MASONRY) ' STRONGBACKTO ***NOTE: GABLES SPANNING LESS THAN 8' DO NOT REQUIRE BRACING*** ° z° SHEATHING COVERING IF REQ'D @ 6 O.C. DIAGONAL U cc 0 CMU WALL CONNECTION CLEAR SPAN CONNECTION GABLE VERTICAL �— 2ND 2x4 BRACE IF • • z III�I 4 U x REQ'D, SEE CHART ***NOTE: REFER TO DETAIL GE02 THIS PAGE FOR GABLE BRACING*** A -A GABLE VERTICAL BRACING 2x6 z � � o0i� 0 ,■.L, Q 10d COMMON NAILS @ �j' o f� 81, O.C. �( m a (GE�OGABLE END @ FLAT CEILING CONNECTIONS rGEO GABLE END BRACING (G'E�O3 GABLE END @ FLAT CEILING w/ BOSTON HIP 3/4"=1'-0" 3/4"=1'-0" 3/4"=V-011 p 2x4 BLOCKING @ EA. PROVIDE 2x BLOCKING (2) 2x TOP PLATE OUTLOOKER (MAX. FOR NAILING 2x4 BLOCKING (2) 12d Z ROOF SHEATHING PER ROOF SHEATHING (2)16d NAILS PLT. TO NAILS, TOENAILED @ 8d NAILS @ 4" O.C. 0 PLAN 2'-0" MAX. SEE GE01/SD3 FOR SPAN 2'-0") w/ (2) 16d STUD TOP & BOTTOM EACH END.AT 24 O.C. ROOF SHEATHING ) ( PER PLAN OUTLOOKER OR CONV. FRAME OR W o v END NAILS EA. ENO (TYP. END NAIL PLTS. HEADER PER PLAN- SHEATHING Q - °' REQ'D. MIN (1) JACK & EXTERIOR SHEATHING. (1) KING STUD w/ SIMPS. TRUSS PER PAN Z ATTACH PER PLAN VARIES LSTA18 HEADER TO g FROM TOP OF WALL RAKED DOUBLE TOP STUDS TYP. BASE uj � TO BOTTOM PLATE CONNECTION 2x8 #2 SPF STUDS AT CEILING NAILER AS SHEATHING PER PLAN ,. 16" O.C. 1/2 x 8" J -BOLT @ 32" DTC CLIP, (2) 8d NAILS REQ D VA LIED CM O.C. AND 6" FROM EA, INTO BLOCKING, (2) MASONRY WALL OR TO STUD) 2x8 #2 SPF STUDS @ TRUSS PER PLAN DTC CLIP, (2) 8d NAILS LINTEL SEE PLAN PLATE W/ 1/2" x 8" 16" O.C. TYP. — MSTAM-24 TYP. EA. 2x FASCIA w (2) 16d " ANCHOR BOLT OR � � SIDE OF EA. STUD. INTO BLOCKING, (4) 8d 2x4 OUTLOOKER @ 24" �� TITEN HD @ 32 O.C. & 2x8 #2 SYP PT BASE ;'4 END NAILS @ EA. _ OUTLOOKER ``"— 2x4 #2 SYP P.T. BLOCKING @ 24" O.C. (2) 16d TOE NAILS .PLATE. FRAME AND CMU SEE NAILS INTO TOP PLATE O.C. MAX. w/ (2) 16d STD CONDITION CMU CONDITION SIMPSON H2.5(TYP.) W/ (2) 12d END NAILS BRACE TO LEDGER 2x6 COLLAR TIE HALF NAILS INTO BLOCKING, END NAILS TO TRUSS HOLD WALL 3-1/2" @ EACH END (4) 8d NAILS TO TOP VALLEY. FASTEN w/ (5) 1'-9" MAX. DOWN FOR 2x4 LEDGER W/ (2) 10d DOUBLE TOP PLATE 10d COMMON NAILS OUTLOOKER TRUSS PER PLAN NAILS @EACH WEB EACH END (TYP.) TRUSS PER PLAN w HEADER PER PLAN IF 2x6 RAFTER TO 2x8 TRUSS PER PLAN TRUSS PER PLAN REQ'D. MIN (1) JACK & EXTERIOR SHEATHING. (1) KING STUD w/ SIMPS. TRUSS PER PAN Z ATTACH PER PLAN VARIES LSTA18 HEADER TO g FROM TOP OF WALL RAKED DOUBLE TOP STUDS TYP. BASE uj � TO BOTTOM PLATE CONNECTION 2x8 #2 SPF STUDS AT CEILING NAILER AS SHEATHING PER PLAN ,. 16" O.C. 1/2 x 8" J -BOLT @ 32" DTC CLIP, (2) 8d NAILS REQ D VA LIED CM O.C. AND 6" FROM EA, INTO BLOCKING, (2) MASONRY WALL OR 2x8 #2 SYP PT. BASE 2x8 #2 SPF STUDS @ END w/ NUT & WASHER MASONRY WALL OR 3/16" x 2 3/4" TAPCONS �' LINTEL SEE PLAN PLATE W/ 1/2" x 8" 16" O.C. TYP. — MSTAM-24 TYP. EA. LINTEL SEE PLAN p° IN CMU. OR SIMPSON " ANCHOR BOLT OR � � SIDE OF EA. STUD. META16 �� TITEN HD @ 32 O.C. & 2x8 #2 SYP PT BASE ;'4 CENTERED BETWEEN A 6" FROM EACH END .PLATE. FRAME AND CMU SEE STD CONDITION CMU CONDITION CMU WALL PER PLAN WALL SPLICE DETAIL @ U @ U FOR REQ'D FLASHING (6E�0GABLE END @ VAULTED CEILING 3/4"=1'-0" A 2x8 RIDGE BOARD SIMPSON DTC, (2) 8d V1 2x6 COLLAR TIE HALF NAILS INTO BLOCKING, WAY UP HEIGHT OF (4) 8d NAILS TO TOP VALLEY. FASTEN w/ (5) PLATE 10d COMMON NAILS EACH END (TYP.) w 2x6 RAFTER TO 2x8 TRUSS PER PLAN TRUSS PER PLAN RIDGE BOARD W/ A35 o ON (1) SIDE OF RAFTER & A35 ON ADJ TRUSS PER PLAN DTC CLIP, (2) 8d NAILS RAFTER TO OPP SIDE INTO BLOCKING, (2) (AS SHOWN) 3/16" x 2 3/4" TAPCONS 2x6's @ 24" O.C. MAx. IN OR SIMPSON 2x4 SYP #2 BLOCKING, META . FASTEN SYP OR SPF dmr 2x6 (MIN.) PLATE THRU N D NAILS @ EACH SHEATHING PER PLAN END. .4 W/ 1/4"x4-1/2" SIMPSON SDS SCREWS TO TOP WALL SHEATHING PER , LAY 2x4 BLOCKING — — — — — — — — — — — CHORD OF EACH PLAN LINTEL PER PLAN OVER THE TOP OF THE ?RUBS BELOW °:. BOTTOM CHORD. FASTEN CONV. 2x 2x WALL, SEE PLAN ATTACH W/ 2) t- VALLEY RAFTER NAILS @ EACH TRUSS FRAMING (OR PRE -ENG VALLEY TRUSSES) TO STD CONDITION @ FRAME WALL BEARING CONDITION @ CMU WALL 2x PLATE WITH SIMPSON MTS12 OR LSTA12 & (5) 8d NAILS @ EA. RAFTER TO PLT. (6F01 FIELD FRAMED VALLEY DETAILMFOkNON-BEARING WALL CLIP DETAIL 1/2"= 1'-0" 3/4"=1'-0" VALLEY TRUSSES 1 SEE HEADER CANTILEVER PER PLAN .q 06 w z jw `N' , E SCHEDULE & NOTES W Ur Q z �? FOR ADDT'L INFO. Z U o vi . SIMPSON LSTA12 OR 0 0 w z `O SP4 CONNECTORS @ J U) R z w 0 8 GABLE TRUSS J Q 0 0 : f° 24"o.c. IF HEADER WIT = p � �' " C UPLIFT SPAN 4'-6" OR Z Z =¢ c~n Z z °E MORE. EXT. SHEATHING; 0 ¢ w W 0 = ATTACH PER NAILING U . (6 Q ° 2x DOWNFRAME TO SCHED. o W U N DOOR AS REQ'D TOENAIL VALLEY J Z Z 0 TRUSS USING (3) 16d 0 NAILS (TYP). W PROVIDE CONTINUOUS W PLYWOOD ROOF MAIN SPAN ROOF W I 1/2" THREADED ROD EA. SIDE OF HEADER SHEATHING OR OPTIONAL TRUSS _rU)CENTERED Win TOP 2X4 CONTINUOUS I ( BLOCKING PERPENDICULARUPLIFT CONNECTOR PLATE & 6" FROM JAM (SEE SCHEDULE) STUDS) w/ MIN 7" EACH VALLEY TRUSS MASONRY WALL EMBED. INTO SLAB NAILED TO TRUSS BELOW ONLY REQ'D @ BRG @24" O.C. USING (2) 16d SHOWN, SEE PAN ) FOR WOOD OR ( WALL W/ UPLIFT NAILS. TYP MASONRY I I GEO GABLE END AT VALLEY FRAMING c I 3/4"=1'-0" LLI HEADER STUDS PER 11 HEADER SCHEDULE U.N.O. ON PLANS Z N p l— Z Z 100, � I ATTACH JAMB STUDS (n < L Fi�7� I PER WF08/SD4 Y 1 c W) p Ov S1014 0 Ln 0 U � J m W 0 UJ P.T BASE PLATE w�tDt/v� NOTE: CONTRACTOR TO NAIL SA.NFORD ; 1st KING STUD INTO HEADER PER HEADER SCHED. THEN OFPAR � _STRUCTURAL ENG: BED ATTACH ADDIT'L KINGS AS C DRAFTING: REQ'D. SEE SCHED. FOR 5 NUMBER OF KING AND JACK # 6 STRUCT JRH STUDS REQ'D. QC CHECK: CC JOB No. TM - 2152138 1 SCALE. AS INDICATED DATE: 4/26/2016 AFOkTYPICAL HEADER DETAIL NOT USED 1/2"=V-0" SD3