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1464 SEMINOLE RD - GARAGE DRAWINGSg r- CQ 19. 0,>. 1 0 - 0 4/0 0 Ln 71 o O.0 6, 40, 4- 00 JZ5 61 00/k, "k, ro /'lov 00, ,1001 V Q CIOiko �vc Nob¢ Nol p 00, 0 40, O"Zlc C� L)l- 04,., 'o 1�10 00, ,;�Vlolt4lz ) 0 ls�ootol* 010 ;zl ' \000'97 r- Do OO --1 'u > r 0 k > co 0 r J -T-1 0 m CIO FOUND i/2" IRON FOUND 1/2" IRON m PIPE. NO C r - NO CAP_ < M> > V> co E: > C) c 14�. m 5cl 0 0 z C X o 0. APPROVED 0 m;u C: o Cc) A Co c 0 <x > 0 -0 r r- m > i C) < m 0 — OODo 0 0 n oc z ;u :E > 10 C z C) ---j >0 :<> 00 > XO 0 � z m -0 G) m 0) ! 0 N II 30'-0" CD AG'F- 77 -- '! I �I li I, I II' II _ II •I EXISTING RESIDENCE NL� I: I II �. I, II i, l l I EXISTING DRIVE SEMINOLE ROAD � ARCHITECTURAL SITE PLAN OO Ln 41 COMMUNITY DEVELOPMENT Err APP ROVE® "441- 'A o• �' 's, �v w / Q .oc' 00 oO /� w "0� k � kN�2S 4gp) of k F,ypF \ 7p3 � s• �o k JO m titi elk k 7� 293 c R�S�FNc �o p ON F Op 9T T� �0 7464 co w S32S2, CO(OCk 41 iRo ✓ r , <OM��oyT o �R pN (�eoJ Q 00 J� S� ..700 - 0 � c1011?7o ly 9�0, C pp o�N�cyr � r Co O r- --lo O) 0 41 N / FOUND 1/2" IRON PIPE, NO CAP— o } C /SOA / q pq�E Fo �54j, w 30 oyti /�Gl •pp, o 0 0 KJ�O� / �O• cplk << o` 0� S9'Ooo�k s co sTpoppF;zl 0 0 CA � 41 Z O0 Cn VP D C0 O0 m� FOUND 1/2" IRON C) C PIPE, NO CAP ,(I m mD Z -p D III z i nD c mZ_ 0 O C o° o• Z V)N 1 —� o D Io /� on Z r < m D= D O r � O -i o0 C) --� r— 0 cz o y C Z -o –I r - I o �> r 00 D C) o� Z D� I � m G) Q 10 20 40 SCALE: 1" = 20' BLOCK 4 LOT 6 NOTES: 1. THIS IS A MAP ONLY. 2. BEARINGS BASED ON THE SOUTH LINE ON LOT 4 OF SELVA MARINA, BEING SOUTH 32'52'15 WEST, AS PER PLAT. 3. 35' BUILDING RESTRICTION LINE (BRL) AS PER PLAT. 4. ELEVATION WAS ESTABLISHED BY GPS, USING SPECTRA PRCISION EPOCH 50 L1 /L2, RUNNING TRMBLE VRS SOFTWARE. 5. NOTE THAT THE ELEVATIONS SHOWN HEREON ARE IN N.A.V.D. 1988 DATUM. 6. BEACH MARK IS A SET MAG NAIL IN DISC ELEVATION 9.47 NAVD. THIS PROPERTY SHOWN HEREON LIES IN FLOOD ZONE "X" (AREA OUTSIDE THE 0.2% ANNUAL CHANCE FLOODPLAIN INSURANCE RATE NUMBER 12031 CO409H, REVISED JUNE 3, 2013 FOR DUVAL COUNTY, FLORIDA. "NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER." PLOT PLAN OF LOT 4, BLOCK 4, SELVA MARINA UNIT No. 2, RECORDED IN PLAT BOOK 4, PAGE 6 AND 6A OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA. F /g r,�F�oJ COUNTRY CLUB LANE 60' RIGHT OF WAY PUBLIC PAVED ROAD BLOCK 4 LOT 3 ss0ye°OF 7S° °2 FOUND 1/2- IRON PIPE, NO CAP or 2� 2� J� 4 QQ Na. BENCH MARK SET MAG NAIL IN DISC LB 3672 ELEVATION=9.47 NAVD OFFICE COPY THIS MAP WAS MADE FOR THE BENEFIT OF MAX EDWIN SCHAFER JR & JULIE A SCHAFER. DONN - W. 90ATWRIGHT, P.S.M. FLORIDA LIC: SURVEYOR and MAPPER No. LS 3295 FLORIDA LIC. SURVEYING & MAPPING BUSINESS No. LB 3672 CHECKED BY: IFILE 2018-1221 IIIDRAM BY: AC I LAND SURVEYORS, Inc. 1500 ROBERTS DRIVE, JACKSONVILLE BEACH, FLORIDA 241-8550 DATE: AUGUST 9, 2018 I I SHEET_1 of 1 _ SCHAFER RESIDENCE GARAGE ADDITION PROJECT ADDRESS BUILDING CODE SUMMARY SCHAFER RESIDENCE JURISDICTION: CITY OF ATLANTIC BEACH SEMINOLE ROAD - - - - ATLANTIC BEACH, FL 32233 WIND ZONE: 130 MPH (\/MND -BORNE DEBRIS) WORK AREA- FLORIDA BUILDING CODE 2017 - 6TH EDITION DETACHED GARAGE: 625 SQ. FT. OCCUPANCY CLASSIFICATION' RESIDENTIAL (R-3) CONSTRUCTION TYPE: TYPE V -B (WOOD FRAME) I SPRINKLED: NO FIRE DISTRICT: NO U)OOD GRAME CONSTRUCTION CGDE COI'IP_AN'T LL NDOW INS .__AT''ON METHOD CFBC-R�03.8.' J -AT kFE S.T!v[Ed EF. TO E..hDOU ilEf'3 il,IT 5EC-'ON d �I JI&- f - , •I 6EC..cE Lfia3 Jt" t w-> ..TEFIOR v.. d. I` F II NOTES: �'Y IJ b Ny.nnrpanp + A wm-wn.:,nla 0.dhaw.lrw(mll4-wide) I IIf l� l p. —1 Wli to at least dWh.1 A d-, On2'W. lew afw2 IIIIV • I '� I P ` � 9. M 11oA.IwI &W.W. to ane evler w awu Wl aaerlinp _WPM. t. aW. NMYq w.W ~.V . II ass nqs M21Il'1a�ll( �, �.-j 5. weabax rose.w Wni.tm+��wa er cla:anil laP. SILL PAN FLASHING e.M. NTb 62¢1snfllL wall.ne.lwlp . BO:F Flret Ccaol ^Jvpl-IT-J0:3- LOT CALCULATIONS: LUT SIZE - 16,926 S.F. EXISTING IMPERVIOUS - 4,760 S.F. NEW IMPERVIOUS - 1,736 S.F. TOTAL NEW IMPERVIOUS = 6,496 S.F. 38% IMPERVIOUS ELECTRICAL LEGEND 1. TELEPHONE OUTLET CABLE 2. SMOKE DETECTION P ER FIRE CODE DUPLEX OUTLET BE DETERMINED W/ INPUT 220 OUTLET LOCAL UTILITY COMPANY. C111.4 QUADRA LEX OUTLET GFI GFI REC PTACLE 8 WIP EXTERIO /GFI RECEPTACLE TO BE IN ACCORDANCE 1MTH SWITCH FBC. 3 3 -WAYS ITCH SD SMOKE DETECTOR CM CARBON MONOXIDE DETECTOR CH COUNTERTOP HEIGHT NOTES: 1. TELEPHONE OUTLET TO BE 'CAT 5E' WIRE 2. SMOKE DETECTION P ER FIRE CODE 3. SERVICE PANEL AND LLECTRIC METER LOCATION TO BE DETERMINED W/ INPUT FROM THE OWNER AND LOCAL UTILITY COMPANY. C111.4 4. ALL RECEPTACLE TO HAVE ARC -FAULT- CIRCUIT INTERRUPTERS PER ARTICLE 210-12. 5. HVAC DISCONNECT TD BE PROVIDED BY MECHANICAL SUBCONTRACTOR. 10 6. ALL ELECTRICAL WIRING TO BE IN ACCORDANCE 1MTH LATEST EDITION OF NECAND FBC. 7. 100% OF ALL INTERIOR AND EXTERIOR PERMANENT LIGHT FIXTURES TO USE CFL/LED LAMPS. 0 i� N 30'-0" NEW CD n TAr NGARAGE RESIDENCE SEMINOLE ROAD ARCHITECTURAL SITE P SCALE: 1116" = 1'-0" N EXISTIf�I� DRIVE TO MATCH EXISTING ON 15# ROOFING FELT OVER 7/16" EXT. SHEATHING METAL HURRICANE CLIP AS REQUIRED BY CODE__"�I METAL DRIP OVER PRE—ENGINEERED VINYL FASCIA WOOD TRUSSES OVER 2X6 SUB FASCIA SEE STRUCTURAL SOFFIT DETAIL TO MATCH EXISTING CCENT TRIM 2EDAR SHAKE TO MATCH,, -XISTING HOUSE \ 2"x4" BOTTOM PLATE W, d-° I > SLOPE — d 4°- -� 1—III �—� d LEI 1 4" CONCRETE I_1 I I SLAB OVER —I I—I IVAPOR BARRIER III—III—III—III—III III—III SEE STRUCTURAL —III—III—I I I—III—III—I-1 I I DRAWING =III=III—III—III=III=III= MONOLITHIC =1 I I—III=1 I I=1 I I=1 I I=1 I I=1 i t FOOTING NOTE: SEE STRUCTURAL ALL STRUCTURAL SIZES TO BE VERIFIED WITH LICENSED DRAWINGS STRUCTURAL ENGINEER OF RECORD FOR THIS PROJECT. THESE WALL SECTIONS SHOWN FOR DESIGN INTENT. TYPICAL WALL SECTION A� SCALE: 3/4" = V-0" RIDGE = 15-0" RIDGE = 15'-0" GARAGE CLG.= GARk 11 Y FRONT ELEVATION Al SCALE: 1/4'' = V-0" .1 I I I I1 I, I I !I 1 71 i 1 _ , _.- i Li I 1 ..1 �- i'!� I I I I 11 II i I I � ;i I I i II II I .I I I I I I � •I I i i I I I '1 I' I I -� - -- �'_i _._t_, ,_I I 1 j ' .. I � I I � I _ i r1_ l__ 1 1 _ I l I l .I I I I — I _ I I I , I I I REAR ELEVATION_ Al SCALE: 1/4" = V-0" GARAGE FLOOR PLAN SCALE: 1/4" = 1'-0" -< Julianne No Overby,RA Architectural and Interior Design (ulianne N. Overby, R.A. 2452 Pullian Street jacksonville Beach, Florida 52250 904-704-8628 .Email: pim-erbvCi�att.i-iet FL. AR -0017060 • ISI,. ID -4621 Lij, Ifiz li .i0 � C111.4 Uj <0 10 0LL Li i LLI _j j� °' < �O �,/ 10 rV Ln co 1 �a 0100 DATE ISSUED - JUNE 21, 2018 NOTE - DO NOT SCALE DRAWINGS IF PRINTED ON 11"X17" MEDIA, DRAWING SCALE IS HALF -SIZED. DETACHED GARAGE ADDITION FLANS A 1 PERMIT SET DESIGN SPECIFICATIONS I USP CONNECTORS DESIGN CODE 2017 FLORIDA BUILDING CODE -RESIDENTIAL SH G E COMPONENTS & CLADDING ALLOWABLE PRESSURES DESIGN IS VOID ONE YEAR AFTER THE DATE OF THE ORIGINAL PLANS, UNLESS PLANS HAVE BEEN REVIEWED FOR CODE COMPLIANCE. TRIBUTARY AREA (sf) INTERIOR ZONE (PSF) EDGE STRIP (PSF): a' = 4'-0" DESIGN LOADS: ACTUAL AND UNIFORM ROOF FLOOR 10 +25.6 -27. +25.6 -34.2 50 +22.9 -25. +22.9 -28.8 ROOF LOADING (cd=1.25) (cd=1.00) TOP CHORD LIVE LOAD 20 psf 40 psf USP RT7 585 495 (5)8d EA. ND USP RT8A TOP CHORD DEAD LOAD 7 psf (ARCH SHINGLES) 10 psf 100 +21.8 -23.9 +21.8 -26.6 TOP CHORD DEAD LOAD 20 f TILE 10sf 1195 860 (7)1Odx11/2" GARAGE DOOR PRESSURES PSF 1 CAR UPLIFT GARAGE +22.9 DOOR _25.0 (8'x7') TOP PLATE TO TOP PLATE FACE NAIL 2 -GUN NAILS ® 12" STAG. 2 CAR SPF GARAGE +21.8 DOOR -23.9 (16'x7') 6" 10'-0" FL# CODE BOTTOM CHORD LIVE LOAD 10 ps ( IN L S) P USP MSTA24 1640 1455 (9)10d EA. _ND psf 0 psf THE VALUES ABOVE ARE ALLOWABLE WIND PRESSURE VALUES (ASD). THE BOTTOM CHORD DEAD LOAD 5 psf 5 psf ABOVE WIND PRESSURES HAVE BEEN REDUCE BY 0.60 AS PERMITTED BY USP MSTA36 2065 2065 (13)10d EA. END DEFLECTION CRITERIA: THE ALLOWABLE STRESS DESIGN METHODOLOGY. NO FURTHER REDUCTION USP LTS20B 1105 1105 '/2"0 ROD 0 FTG. ROOF FRAMING: LIVE LOAD L/240 TOTAL LOAD L/240 SHALL BE PERMITTED USP JUS28 1305 1305 (6)lOd TO LEADER FLOOR FRAMING: LIVE LOAD L/360 &TOTAL LOAD L/240 COMPONENT & CLADDING WALL ELEMENTS SHALL BE DESIGNED FOR BOTH USP HTT16 4290 4290 5/8"0 ROD 0 FTG. 0.75" MAX ANY CASE POSITIVE AND NEGATIVE PRE SURES SHOWN IN TABLE ABOVE. USP HTT22 5370 5370 5/8,10 "0 ROD 0 FTG. WIND LOADING: LINEAR INTERPOLATION IS PERMISSIBLE. USP PAU44 2535 5/a "0 ROD 12 16d ASCE 7/10 FOR WIND UPLIFT, TRUSSES SHALL BE DESIGNED WITH A / ( ) MIN. DEAD LOAD CONDITION OF 5 PSF TOP CHORD AND 5 PSF USP PAU66 2535 5/a"O ROD / (12)16d BOTTOM CHORD. REACTIONS CALCULATED FOR THE BEARING POINTS PLUS = PRESSURE AND MINUS = SUCTION. OF ROOF TRUSSES SHALL BE REDUCED. SPECIFICALLY, ATTIC FLOOR DESIGN OF WINDOWS DOORS FASTENING TO THE WALL FRAMING IS THE USP MSTAM24 1545 1455 (5)'/a"x2-'/a TAPCONS LIVE LOADS COMBINED WITH ROOF LIVE LOADS SHALL BE MULTIPLIED WINDOWS/ DOORS 0.75 WHEN COMBINED w/ DEAD LOAD. RESPONSIBILITY OF THE WIND W/DOOR MANUF./SUPPLIER & SHALL MEET SIMPSON CONNECTORS THE ABOVE NOTED POSITIVE AND NEGATIVE PRESSURES. BASIC WIND SPEED (ASCE 7-10) - - - - - 130 IMPORTANCE FACTOR ---------- 1.00I� ,�a-k- UPLIFT MEAN ROOF HEIGHT - - - - - - - - - - - - 15.0 FT o r- -- ak CONNECTOR SYP SPF FASTE ERS FL# CODE ROOF PITCH - - - - - - - - - - - - - - - - - - - 6/12 I I , o A35 450 450 12-8dxl'/2 " 10446.4 RISK CATEGORY - - - - - - - - - - - - - - - - II a H2.5T 600 520 5-8d EA. END 11478.3 EXPOSURE CATEGORY - - - - - -- - - - - - - - - - C 4-* DENOTES EDGE STRIP. ENCLOSURE CLASSIFICATION - - - - - - - - - - - -ENCLOSED o EE C & C CHART H8 620 530 5-10dxl'/2" E END 11470.3 INTERNAL PRESSURE COEFFICIENT - - - -- - - - - f .18 r BOVE FOR 'a' DIMENSION MTS12 1000 860 7-10dxl'/2" EN. END 10456.3 --J HTS20 1450 1245 24-10dx1'/z" --A. END 13872.3 MATERIAL SPECIFICATIONS o MSTA24 1765 1270 9-10d EA. END 13872.4 i I MSTA36 2050 1870 13-10d EA. END 13872.8 HARDWARE AND ANCHORS: L-- --�a 18-16d TOT USS/BEAM ANCHOR BOLTS & THREADED ROD: SHALL BE IN ACCORDANCE WITH NOT ACTUAL PLAN �I`a�I` HTT4 3480 3080 a 11496.2 ASTM A 307 OR ASTM F 1554 GRADE 36. E 1- /e"0 ROD 0 FTG. WASHERS: SHALL BE IN ACCORDANCE WITH ASTM A500 (GRADE B). SCOPE F SERVICE 32-16d TO TRUSS/BEAM NUTS: SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX. HTT5 5250 4670 5 11496.2 METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO 1- 0 ROD 0 FTG. EXTERIOR SHALL BE GALVANIZED. MEANS AND METHODS: 6-10d TO HEADER LUS28 930 780 10655.113 RETROFIT REBAR/ROD INSTALLATION: EMBEDMENT OF RODS OR REBAR THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE 4-10d TO JOI;T DOWELS SHALL BE 12 BAR DIAMETER MINIMUM, HOLES SHALL BE '/a" FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES, OR 14-16d TO HEADER LARGER THAN REBAR SIX AND '/a" LARGER THAN THREADED ROD SIZE. SEQUENCES; FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR OR ANY HU410 905 785 10531.36 (U.O.N.) OTHER PERSONS PERFORMING TIE WORK OR FOR THE FAILURE FOR ANY OF 6-16d TO JOIST ANCHORING ADHESIVE: SHALL BE ONE OF THE FOLLOWING PRODUCTS THEM TO CONSTRUCT THE WOR IN ACCORDANCE WITH THE CONTRACT 5 DOCUMENTS. ABU44 2200 /e"0 ROD w/ 12-16d 10849.6 (DUAL CARTRIDGE INSTALLATION ONLY): EPDXY: ITW RED HEAD A7 ABU66 2300 5/9"0 ROD w/ 12-16d 10849.6 LIMITS OF STRUCTURALREINFORCING STEEL: SHALL BE ASTM A615, GRADE 60. THE ITEMS SPECIFICALLY DESIGNED BY THE STRUCTURAL ENGINEER ARE SET N/A N/A SIMPSON EPDXY-TIE 11506.4 ENGINE RING DESIGN RESPON SIBIU TIES: STRUCTURAL STEEL: SHALL BE ASTM A992, GRADE 50. LIMITED TO THE FOLLOWING: CO TINUOUS LOAD PATH FOR WIND UPLIFT, 10-16d TO ST D WELDED WIRE FABRIC (WWF): SHALL BE ASTM A185. WOOD PANEL SHEARWALLS, WAL FRAMING AND REQUIRED SHEATHING AND LTT20B 1675 1675 /BEAM/POST 11496.3 LAMINATED VENEER LUMBER (LVL): ALL LAMINATED VENEER LUMBER HEADERS DIRECTLY SUPPORTING ROOF FRAMING. ITEMS NOT DESIGNED 1-'/2"0 ROD TO FTG. SHALL MEET OR EXCEED THE FOLLOWING DESIGN PROPERTIES - ELASTIC PRE-ENGINEERED WOOD FLOOR AND ROOF TRUSSES, FLOOR FRAMING NOT LSTA12 805 695 10-10d 13872.5 MODULUS (E)1,900ksi, BENDING STRESS (Fb) 2600psi SPECIFICALLY ADDRESSED, TRUSS -TO -TRUSS CONNECTION, AND ANY ARCHITECTURAL, MECHANICAL 0 ELECTRICAL SYSTEM. CS16 1705 1705 13-8d 10852.1 GENERAL NOTES Et CONSTRUCTION SPECIFICATIONS FLOOR SHEATHING SPECIFICATIONS 23/32" T&G OSB OR PLYWOOD SHEATHING, GLUE AND NAIL WITH 10d COMMON ® 6" O.C. EDGE & FIELD ROOF SHEATHING SPECIFICATIONS: SHINGLE- MIN. 7& ", 24/16, APA RATED OSB OR PLYWOOD SHEATHING, NAILED w/ 0.113x2" RING SHANK t AILS 0 6" O.C. EDGE & 6" O.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL SPACING TO 4" O.C. WITHIN 4'-0" OF ROOF EDGE). TILE - MIN. 15/32" 32/16, APA RATED PLYWOOD SHEATHING, NAILED w/ 0.113x2" RING SHANK ® 6" O.C. EDGE & 6" O.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL SPACING TO 4" O.C. WITHIN 4'-0" OF ROOF EDGE). WALL SHEATHING SPECIFICATIONS: FLEXIBLE FINISH -MIN. 7&," 24/16, APA RATED OSB OR PLYWOOD SHEATHING, FASTENED w/ 8d 0 6" O.C. EDGE AND 6" O.C. FIELD. SHEATHING MAY BE INSTALLED HORIZONTALLY OR VERTICALLY. FLEXIBLE FINISH WALLS INCLUDE: WOOD, CEMENT, OR VINYL SIDING, HARDI PANEL & BRICK. ALL OTHER WALL SHALL BE CONSIDERED BRITTLE FINISH. STUCCO FINISH. -MIN. 7/,,", 24/16, APA RATED OSB OR PLYWOOD SHEATHING, FASTENED w/ 8d ® 6" O.C. EDGE AND 6" O.C. FIELD. MASONRY SPECIFICATIONS: MASONRY A N DESIGNED IN ACCORDANCE WITH - - H S BEEN ACI 530 05, AND SHALL BE CONSTRUCTED IN ACCO DANCE WITH ACI530.1 05. GROUT SHALL BE IN ACCORDANCE WITH ASTM C476 WITH A MINIMUM OF 28 DA COMPRESSIVE STRENGTH OF 2000 psi PER ASTM C1019, GROUT SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF % PLACED AT AN 8" TO 11" SLUMP. MORTAR SHALL CONFORM TO ASTM C270 AND TYPE M OR S. TYPE N MORTAR MAY B _ USED IN BRICK VENEER. CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL FLASHING. CONCRETE MASONRY UNITS (CMU): CMU SHALL BE IN ACCORDANCE WITH ASTM C90-75, HOLLOW LOAD-BEARING (CMU), TYPE 1, GRADE N-1, NORMAL WEIGHT, WITH A MINIMUM COMPRESSIVE STRENGTH OF 1900 psi (f'm=1500 psi). GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT IN 5'-0" MAXIMUM LIFTS PROVIDE CLEANOUTS PER ACI 530.1-02 IN THE BOTTOM OF COURSE OF MASONRY WHEN THE WALL HEIGHT EXCEEDS 5'-0". MASONRY STEMWALLS: ALL CONCRETE MASONRY UNITS SHALL BE COMPOSED OF ASTM C90E, E GRADE N- HOLLOW CONCRETE MASONRY UNITS WITH TYPE 'S' MORTAR. WALL COURSING SHALL BE RUNNING BONDS, TACK BOND SHALL NOT BE USED. GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT WITH 3000 PSI PEA ROCK CONCRETE GROUT. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS. ALL EXTERIOR WALLS SHALL BE REINFORCED FULL HEIGHT WITH - #4 © 4'-0" O.C. MAX. AND AT EACH CORNER, WALL END, AND WALL INTERSECTIONS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR MASONRY ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. AT STEMWALL CONSTRUCTED OF 5 OR MORE COURSES, PROVIDE HORIZONTAL JOINT REINFORCEMENT AT 16" O.C. VERTICALLY, (EVERY OTHER COURSE), AND VERTICAL REINF. SHALLE INCREASED AS NOTED ON 1/S1.0. UNLESS NOTED OTHERWISE. LAP JOINT REINFORCING SHALL BE A MINIMUM OF 6 CLAY MASONRY (BRICK): BRICK SHALL BE IN ACCORDANCE WITH ASTM C62, C216, OR C652 FOR BUILDING BRICK, FACING BRICK, & IOLLOW BRICK, RESPECTFULLY. CONCRETE SPECIFICATIONS: ALL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 318-08, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH ACI 301. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS CONCRETE AT GARAGE AND PORCH SLABS SHALL HAVE A COMPRESSIVE STRENGTH OF 3000 PSI. GENERAL NOTES: FOOTING AND FOUNDATIONS: FOOTINGS AN F SHALL BE IN D FOUNDATIONS OU ACCORDANCE WITH LOCAL BUILDING LD NG CODES. FOOTING HAVE BEEN DESIGNED WITH A SOIL BEARING (DESIGN MAXIMUM) OF 2000 PSF. A SOILS INVESTIGATION REPORT IS RECOMMENDED TO VERIFY SUITABLE SUBSURFACE CONDITIONS. IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED OR UNSTABLE SOIL, THE ENGINEER SHALL BE NOTIFIED. SOIL SHALL BE FREE OF ORGANIC MATERIAL AND COHESIVE (CLAY) S01_S. SOIL COMPACTION AND FILL SHALL BE COMPACTED TO A MIN. OF 95% MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 1557. FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFORMATION. FOR GENERAL FEATURES, CONDUITS, ELECTRI AL EMBEDS, STEP HEIGHTS, ETC., SEE ARCHITECTURAL PLANS. DO NOT SCALE FOOTING DIMENSIONS AND L CATION FROM THE FOUNDATION PLAN SHOWN ON S1.0. DO NOT DETERMINE FOOTING LOCATION BASED ON EITHER THE ARCHITECTURAL PLAN OR FRAMING PLAN, BUT BY DIMENSIONS PROVIDED ON FOUNDATION PLAN. IF FOOTING SIZE OR LOCATION IS NOT DETERMINED ON PLAN THEN CONTACT ENGINEER OF RECORD (EOR) UNLESS OTHERWISE NOTED ON DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 3" INF OTINGS AND MESH SHALL BE CENTERED IN SLAB ON GRADE. IN ALL CONTINUOUS FOOTINGS PROVIDE #3 ® 48" O.C. OR ROD CHAIRS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR CONCRETE ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. SPLICES IN REINFORCING, WHE .E PERMITTED, SHALL BE 48 BAR DIAMETERS CONCRETE SLABS ON GRADE: SHALL BE INSTALLED OVER MINIMUM 6 MIL POLYETHYLENE VAPOR RETARDER WITH JOINTS LAPPED 6" AND SEALED OVER CLEAN, COMPACTED EARTH OR FILL WITH APPROVED CHEMICAL SOIL TREATMENT FOR PREVEN ION OF SUBTERRANEAN TERMITES. SAWCUTS: FOR CONTROLLED CRACKING CUT A 1" SAWCUT INTO SLAB IN A 12'x12' GRID WITHIN 2 HOURS OF CONCRETE PLACEMENT, PROVIDE SAWCUTS THROUGH OUT SLAB CALL EOR FOR ALTERNATIVE 11ETHODS. WOOD FRAMING SPECIFICATIONS: ALL WOOD FRAMING HAS BEEN DESIGNED IN ACCORDANCE WITH NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION, LATEST EDITION. ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH MASONRY, CONCRETE OR SOIL SHALL BE PRESSURE -TREATED. IF, ACQ OR NON -DOT BORATE PRESERVATIVE TREATMENT IS USED, ALL ATTACHED FASTENERS SHALL BE HOT DIPPED GALVANIZED. IF ACZA PRESERVATIVE IS USED, ALL ATTACH D FASTENERS SHALL BE STAINLESS STEEL. PRE-ENGINEERED WOOD TRUSSES: SHALL BEAR THE SEAL OF AN ENGINEER IN THE STATE WHERE PROJECT IS BEING BUILT AND SHALL COMPLY WITH NFPA, TPI, AND AITC 100. CONTRACTOR SHALL VERIFY THAT ADEQUATE TRUSS BEARING IS INSTALLED AT ALL TRUSSES AS INDICATED IN THE TRUSS SHOP DRAWINGS. ALL TRUSS -TO -TRUSS CONNECTIONS AND TRUSS PROFILES ARE THE RESPONSIBILITY OF THE DELEGATED TRUSS ENGINEER. ALL TRUSSES SHALL HAVE TEMPORARY BRACIN PER 'COMMENTARAND RECOMMENDATION FOR HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES, HIB -9 ." AT MULTIPLE STRAP CONNECTIONS, SPREAD STRAPS TO AVOID NAILING CONFLICTS THROUGH TRUSS. WH�Y' :N USING (2) STRAPS ON SINGLE PLY TRUSSES, PLACE STRAPS DIAGONALLY ACROSS DBL. TOP PLATE FROM EA. OTHER. ROOF COVERING SPECIFICATIONS THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF THE ROOF COVERING SYSTEM. ASPHALT SHINGS SHALL COMPLY WITH ASTM D3161 AND BE INSTALLED ACCORDING TO THE MANUFAC URER'S REQUIREMENTS. CLAY AND TILE ROOFS SHALL BE INSTALLED PER THE "CONCRETE AND CLAY ROOF TILE INSTALLATION MANUAL." AND THE MANUFACTURER'S REQUIREMENTS. STANDING SEAM METAL ROOFS SHALL COMPLY WITH ASTM E15� AND BE INSTALLED ACCORDING TO THE MANUFACTURER'S REQUIREMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE ESIGN AND INSTALLATION OF ALL METAL FLASHING AND VALLEY MATERIALS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN/INSTALLATION OF ALL WATER PROOFING WUUU t -H5 I ENINv SLF-IEUULE BRICK NU ES / LINTEL SCHD UPLIFT MEMBERS CONNECTION TYPE FASTENER CONNECTOR MIN. BRIG. MAX. SPAN INTERIOR LOAD BEARING WALL `/ /\ GABLE X -BRACE, SEE DETAIL 1/S0.1 DESIGNATES SHEARWALL. THE (2)2x8-1/2 --------- HIDDEN LINE DESIGNATES SIDE OF WALL THE SHEARWALL SHEATHING SW TO BE APPLIED. 8d ®3/6 NAILING: 8d®3' 6" DESIGNATES 8d COMMONS 0 3" O.C. EDGE & 6" O.C. "IN THE FIELD" FASTENERS TOP PLATE TO TOP PLATE FACE NAIL 2 -GUN NAILS ® 12" STAG. SYP SPF TOP PLATE, LAPS/INTERSECTION FACE NAIL (2-16d) 3 -GUN NAILS USP A35 450 450 (9)10dx11/2" 6" 10'-0" USP RT7 585 495 (5)8d EA. ND USP RT8A 775 650 (5)10dx1'/2" EA. END USP MTW12 1195 860 (7)1Odx11/2" EA. END USP HTW20 1450 1245 (12)1Odxl'/2" EA. END FL# CODE BOTTOM CHORD LIVE LOAD 10 ps ( IN L S) P USP MSTA24 1640 1455 (9)10d EA. _ND psf 0 psf THE VALUES ABOVE ARE ALLOWABLE WIND PRESSURE VALUES (ASD). THE BOTTOM CHORD DEAD LOAD 5 psf 5 psf ABOVE WIND PRESSURES HAVE BEEN REDUCE BY 0.60 AS PERMITTED BY USP MSTA36 2065 2065 (13)10d EA. END DEFLECTION CRITERIA: THE ALLOWABLE STRESS DESIGN METHODOLOGY. NO FURTHER REDUCTION USP LTS20B 1105 1105 '/2"0 ROD 0 FTG. ROOF FRAMING: LIVE LOAD L/240 TOTAL LOAD L/240 SHALL BE PERMITTED USP JUS28 1305 1305 (6)lOd TO LEADER FLOOR FRAMING: LIVE LOAD L/360 &TOTAL LOAD L/240 COMPONENT & CLADDING WALL ELEMENTS SHALL BE DESIGNED FOR BOTH USP HTT16 4290 4290 5/8"0 ROD 0 FTG. 0.75" MAX ANY CASE POSITIVE AND NEGATIVE PRE SURES SHOWN IN TABLE ABOVE. USP HTT22 5370 5370 5/8,10 "0 ROD 0 FTG. WIND LOADING: LINEAR INTERPOLATION IS PERMISSIBLE. USP PAU44 2535 5/a "0 ROD 12 16d ASCE 7/10 FOR WIND UPLIFT, TRUSSES SHALL BE DESIGNED WITH A / ( ) MIN. DEAD LOAD CONDITION OF 5 PSF TOP CHORD AND 5 PSF USP PAU66 2535 5/a"O ROD / (12)16d BOTTOM CHORD. REACTIONS CALCULATED FOR THE BEARING POINTS PLUS = PRESSURE AND MINUS = SUCTION. OF ROOF TRUSSES SHALL BE REDUCED. SPECIFICALLY, ATTIC FLOOR DESIGN OF WINDOWS DOORS FASTENING TO THE WALL FRAMING IS THE USP MSTAM24 1545 1455 (5)'/a"x2-'/a TAPCONS LIVE LOADS COMBINED WITH ROOF LIVE LOADS SHALL BE MULTIPLIED WINDOWS/ DOORS 0.75 WHEN COMBINED w/ DEAD LOAD. RESPONSIBILITY OF THE WIND W/DOOR MANUF./SUPPLIER & SHALL MEET SIMPSON CONNECTORS THE ABOVE NOTED POSITIVE AND NEGATIVE PRESSURES. BASIC WIND SPEED (ASCE 7-10) - - - - - 130 IMPORTANCE FACTOR ---------- 1.00I� ,�a-k- UPLIFT MEAN ROOF HEIGHT - - - - - - - - - - - - 15.0 FT o r- -- ak CONNECTOR SYP SPF FASTE ERS FL# CODE ROOF PITCH - - - - - - - - - - - - - - - - - - - 6/12 I I , o A35 450 450 12-8dxl'/2 " 10446.4 RISK CATEGORY - - - - - - - - - - - - - - - - II a H2.5T 600 520 5-8d EA. END 11478.3 EXPOSURE CATEGORY - - - - - -- - - - - - - - - - C 4-* DENOTES EDGE STRIP. ENCLOSURE CLASSIFICATION - - - - - - - - - - - -ENCLOSED o EE C & C CHART H8 620 530 5-10dxl'/2" E END 11470.3 INTERNAL PRESSURE COEFFICIENT - - - -- - - - - f .18 r BOVE FOR 'a' DIMENSION MTS12 1000 860 7-10dxl'/2" EN. END 10456.3 --J HTS20 1450 1245 24-10dx1'/z" --A. END 13872.3 MATERIAL SPECIFICATIONS o MSTA24 1765 1270 9-10d EA. END 13872.4 i I MSTA36 2050 1870 13-10d EA. END 13872.8 HARDWARE AND ANCHORS: L-- --�a 18-16d TOT USS/BEAM ANCHOR BOLTS & THREADED ROD: SHALL BE IN ACCORDANCE WITH NOT ACTUAL PLAN �I`a�I` HTT4 3480 3080 a 11496.2 ASTM A 307 OR ASTM F 1554 GRADE 36. E 1- /e"0 ROD 0 FTG. WASHERS: SHALL BE IN ACCORDANCE WITH ASTM A500 (GRADE B). SCOPE F SERVICE 32-16d TO TRUSS/BEAM NUTS: SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX. HTT5 5250 4670 5 11496.2 METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO 1- 0 ROD 0 FTG. EXTERIOR SHALL BE GALVANIZED. MEANS AND METHODS: 6-10d TO HEADER LUS28 930 780 10655.113 RETROFIT REBAR/ROD INSTALLATION: EMBEDMENT OF RODS OR REBAR THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE 4-10d TO JOI;T DOWELS SHALL BE 12 BAR DIAMETER MINIMUM, HOLES SHALL BE '/a" FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES, OR 14-16d TO HEADER LARGER THAN REBAR SIX AND '/a" LARGER THAN THREADED ROD SIZE. SEQUENCES; FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR OR ANY HU410 905 785 10531.36 (U.O.N.) OTHER PERSONS PERFORMING TIE WORK OR FOR THE FAILURE FOR ANY OF 6-16d TO JOIST ANCHORING ADHESIVE: SHALL BE ONE OF THE FOLLOWING PRODUCTS THEM TO CONSTRUCT THE WOR IN ACCORDANCE WITH THE CONTRACT 5 DOCUMENTS. ABU44 2200 /e"0 ROD w/ 12-16d 10849.6 (DUAL CARTRIDGE INSTALLATION ONLY): EPDXY: ITW RED HEAD A7 ABU66 2300 5/9"0 ROD w/ 12-16d 10849.6 LIMITS OF STRUCTURALREINFORCING STEEL: SHALL BE ASTM A615, GRADE 60. THE ITEMS SPECIFICALLY DESIGNED BY THE STRUCTURAL ENGINEER ARE SET N/A N/A SIMPSON EPDXY-TIE 11506.4 ENGINE RING DESIGN RESPON SIBIU TIES: STRUCTURAL STEEL: SHALL BE ASTM A992, GRADE 50. LIMITED TO THE FOLLOWING: CO TINUOUS LOAD PATH FOR WIND UPLIFT, 10-16d TO ST D WELDED WIRE FABRIC (WWF): SHALL BE ASTM A185. WOOD PANEL SHEARWALLS, WAL FRAMING AND REQUIRED SHEATHING AND LTT20B 1675 1675 /BEAM/POST 11496.3 LAMINATED VENEER LUMBER (LVL): ALL LAMINATED VENEER LUMBER HEADERS DIRECTLY SUPPORTING ROOF FRAMING. ITEMS NOT DESIGNED 1-'/2"0 ROD TO FTG. SHALL MEET OR EXCEED THE FOLLOWING DESIGN PROPERTIES - ELASTIC PRE-ENGINEERED WOOD FLOOR AND ROOF TRUSSES, FLOOR FRAMING NOT LSTA12 805 695 10-10d 13872.5 MODULUS (E)1,900ksi, BENDING STRESS (Fb) 2600psi SPECIFICALLY ADDRESSED, TRUSS -TO -TRUSS CONNECTION, AND ANY ARCHITECTURAL, MECHANICAL 0 ELECTRICAL SYSTEM. CS16 1705 1705 13-8d 10852.1 GENERAL NOTES Et CONSTRUCTION SPECIFICATIONS FLOOR SHEATHING SPECIFICATIONS 23/32" T&G OSB OR PLYWOOD SHEATHING, GLUE AND NAIL WITH 10d COMMON ® 6" O.C. EDGE & FIELD ROOF SHEATHING SPECIFICATIONS: SHINGLE- MIN. 7& ", 24/16, APA RATED OSB OR PLYWOOD SHEATHING, NAILED w/ 0.113x2" RING SHANK t AILS 0 6" O.C. EDGE & 6" O.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL SPACING TO 4" O.C. WITHIN 4'-0" OF ROOF EDGE). TILE - MIN. 15/32" 32/16, APA RATED PLYWOOD SHEATHING, NAILED w/ 0.113x2" RING SHANK ® 6" O.C. EDGE & 6" O.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL SPACING TO 4" O.C. WITHIN 4'-0" OF ROOF EDGE). WALL SHEATHING SPECIFICATIONS: FLEXIBLE FINISH -MIN. 7&," 24/16, APA RATED OSB OR PLYWOOD SHEATHING, FASTENED w/ 8d 0 6" O.C. EDGE AND 6" O.C. FIELD. SHEATHING MAY BE INSTALLED HORIZONTALLY OR VERTICALLY. FLEXIBLE FINISH WALLS INCLUDE: WOOD, CEMENT, OR VINYL SIDING, HARDI PANEL & BRICK. ALL OTHER WALL SHALL BE CONSIDERED BRITTLE FINISH. STUCCO FINISH. -MIN. 7/,,", 24/16, APA RATED OSB OR PLYWOOD SHEATHING, FASTENED w/ 8d ® 6" O.C. EDGE AND 6" O.C. FIELD. MASONRY SPECIFICATIONS: MASONRY A N DESIGNED IN ACCORDANCE WITH - - H S BEEN ACI 530 05, AND SHALL BE CONSTRUCTED IN ACCO DANCE WITH ACI530.1 05. GROUT SHALL BE IN ACCORDANCE WITH ASTM C476 WITH A MINIMUM OF 28 DA COMPRESSIVE STRENGTH OF 2000 psi PER ASTM C1019, GROUT SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF % PLACED AT AN 8" TO 11" SLUMP. MORTAR SHALL CONFORM TO ASTM C270 AND TYPE M OR S. TYPE N MORTAR MAY B _ USED IN BRICK VENEER. CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL FLASHING. CONCRETE MASONRY UNITS (CMU): CMU SHALL BE IN ACCORDANCE WITH ASTM C90-75, HOLLOW LOAD-BEARING (CMU), TYPE 1, GRADE N-1, NORMAL WEIGHT, WITH A MINIMUM COMPRESSIVE STRENGTH OF 1900 psi (f'm=1500 psi). GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT IN 5'-0" MAXIMUM LIFTS PROVIDE CLEANOUTS PER ACI 530.1-02 IN THE BOTTOM OF COURSE OF MASONRY WHEN THE WALL HEIGHT EXCEEDS 5'-0". MASONRY STEMWALLS: ALL CONCRETE MASONRY UNITS SHALL BE COMPOSED OF ASTM C90E, E GRADE N- HOLLOW CONCRETE MASONRY UNITS WITH TYPE 'S' MORTAR. WALL COURSING SHALL BE RUNNING BONDS, TACK BOND SHALL NOT BE USED. GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT WITH 3000 PSI PEA ROCK CONCRETE GROUT. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS. ALL EXTERIOR WALLS SHALL BE REINFORCED FULL HEIGHT WITH - #4 © 4'-0" O.C. MAX. AND AT EACH CORNER, WALL END, AND WALL INTERSECTIONS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR MASONRY ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. AT STEMWALL CONSTRUCTED OF 5 OR MORE COURSES, PROVIDE HORIZONTAL JOINT REINFORCEMENT AT 16" O.C. VERTICALLY, (EVERY OTHER COURSE), AND VERTICAL REINF. SHALLE INCREASED AS NOTED ON 1/S1.0. UNLESS NOTED OTHERWISE. LAP JOINT REINFORCING SHALL BE A MINIMUM OF 6 CLAY MASONRY (BRICK): BRICK SHALL BE IN ACCORDANCE WITH ASTM C62, C216, OR C652 FOR BUILDING BRICK, FACING BRICK, & IOLLOW BRICK, RESPECTFULLY. CONCRETE SPECIFICATIONS: ALL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 318-08, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH ACI 301. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS CONCRETE AT GARAGE AND PORCH SLABS SHALL HAVE A COMPRESSIVE STRENGTH OF 3000 PSI. GENERAL NOTES: FOOTING AND FOUNDATIONS: FOOTINGS AN F SHALL BE IN D FOUNDATIONS OU ACCORDANCE WITH LOCAL BUILDING LD NG CODES. FOOTING HAVE BEEN DESIGNED WITH A SOIL BEARING (DESIGN MAXIMUM) OF 2000 PSF. A SOILS INVESTIGATION REPORT IS RECOMMENDED TO VERIFY SUITABLE SUBSURFACE CONDITIONS. IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED OR UNSTABLE SOIL, THE ENGINEER SHALL BE NOTIFIED. SOIL SHALL BE FREE OF ORGANIC MATERIAL AND COHESIVE (CLAY) S01_S. SOIL COMPACTION AND FILL SHALL BE COMPACTED TO A MIN. OF 95% MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 1557. FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFORMATION. FOR GENERAL FEATURES, CONDUITS, ELECTRI AL EMBEDS, STEP HEIGHTS, ETC., SEE ARCHITECTURAL PLANS. DO NOT SCALE FOOTING DIMENSIONS AND L CATION FROM THE FOUNDATION PLAN SHOWN ON S1.0. DO NOT DETERMINE FOOTING LOCATION BASED ON EITHER THE ARCHITECTURAL PLAN OR FRAMING PLAN, BUT BY DIMENSIONS PROVIDED ON FOUNDATION PLAN. IF FOOTING SIZE OR LOCATION IS NOT DETERMINED ON PLAN THEN CONTACT ENGINEER OF RECORD (EOR) UNLESS OTHERWISE NOTED ON DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 3" INF OTINGS AND MESH SHALL BE CENTERED IN SLAB ON GRADE. IN ALL CONTINUOUS FOOTINGS PROVIDE #3 ® 48" O.C. OR ROD CHAIRS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR CONCRETE ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. SPLICES IN REINFORCING, WHE .E PERMITTED, SHALL BE 48 BAR DIAMETERS CONCRETE SLABS ON GRADE: SHALL BE INSTALLED OVER MINIMUM 6 MIL POLYETHYLENE VAPOR RETARDER WITH JOINTS LAPPED 6" AND SEALED OVER CLEAN, COMPACTED EARTH OR FILL WITH APPROVED CHEMICAL SOIL TREATMENT FOR PREVEN ION OF SUBTERRANEAN TERMITES. SAWCUTS: FOR CONTROLLED CRACKING CUT A 1" SAWCUT INTO SLAB IN A 12'x12' GRID WITHIN 2 HOURS OF CONCRETE PLACEMENT, PROVIDE SAWCUTS THROUGH OUT SLAB CALL EOR FOR ALTERNATIVE 11ETHODS. WOOD FRAMING SPECIFICATIONS: ALL WOOD FRAMING HAS BEEN DESIGNED IN ACCORDANCE WITH NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION, LATEST EDITION. ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH MASONRY, CONCRETE OR SOIL SHALL BE PRESSURE -TREATED. IF, ACQ OR NON -DOT BORATE PRESERVATIVE TREATMENT IS USED, ALL ATTACHED FASTENERS SHALL BE HOT DIPPED GALVANIZED. IF ACZA PRESERVATIVE IS USED, ALL ATTACH D FASTENERS SHALL BE STAINLESS STEEL. PRE-ENGINEERED WOOD TRUSSES: SHALL BEAR THE SEAL OF AN ENGINEER IN THE STATE WHERE PROJECT IS BEING BUILT AND SHALL COMPLY WITH NFPA, TPI, AND AITC 100. CONTRACTOR SHALL VERIFY THAT ADEQUATE TRUSS BEARING IS INSTALLED AT ALL TRUSSES AS INDICATED IN THE TRUSS SHOP DRAWINGS. ALL TRUSS -TO -TRUSS CONNECTIONS AND TRUSS PROFILES ARE THE RESPONSIBILITY OF THE DELEGATED TRUSS ENGINEER. ALL TRUSSES SHALL HAVE TEMPORARY BRACIN PER 'COMMENTARAND RECOMMENDATION FOR HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES, HIB -9 ." AT MULTIPLE STRAP CONNECTIONS, SPREAD STRAPS TO AVOID NAILING CONFLICTS THROUGH TRUSS. WH�Y' :N USING (2) STRAPS ON SINGLE PLY TRUSSES, PLACE STRAPS DIAGONALLY ACROSS DBL. TOP PLATE FROM EA. OTHER. ROOF COVERING SPECIFICATIONS THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF THE ROOF COVERING SYSTEM. ASPHALT SHINGS SHALL COMPLY WITH ASTM D3161 AND BE INSTALLED ACCORDING TO THE MANUFAC URER'S REQUIREMENTS. CLAY AND TILE ROOFS SHALL BE INSTALLED PER THE "CONCRETE AND CLAY ROOF TILE INSTALLATION MANUAL." AND THE MANUFACTURER'S REQUIREMENTS. STANDING SEAM METAL ROOFS SHALL COMPLY WITH ASTM E15� AND BE INSTALLED ACCORDING TO THE MANUFACTURER'S REQUIREMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE ESIGN AND INSTALLATION OF ALL METAL FLASHING AND VALLEY MATERIALS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN/INSTALLATION OF ALL WATER PROOFING WUUU t -H5 I ENINv SLF-IEUULE BRICK NU ES / LINTEL SCHD PLAN LEGEND AND ABBREVIATIONS MEMBERS CONNECTION TYPE FASTENER LINTEL DIMENSION MIN. BRIG. MAX. SPAN INTERIOR LOAD BEARING WALL `/ /\ GABLE X -BRACE, SEE DETAIL 1/S0.1 DESIGNATES SHEARWALL. THE (2)2x8-1/2 --------- HIDDEN LINE DESIGNATES SIDE OF WALL THE SHEARWALL SHEATHING SW TO BE APPLIED. 8d ®3/6 NAILING: 8d®3' 6" DESIGNATES 8d COMMONS 0 3" O.C. EDGE & 6" O.C. "IN THE FIELD" BUILT-UP POST IN THE WALL HEADER SIZE JACK AND KING STUD QUANTITY. TOP PLATE TO TOP PLATE FACE NAIL 2 -GUN NAILS ® 12" STAG. L3'/2 x3'/2 x'/a 4" 6'-0" TOP PLATE, LAPS/INTERSECTION FACE NAIL (2-16d) 3 -GUN NAILS L4x3'/2"x'/a 6" 8'-0" DBL. TOP PLATE TO STUD FACE NAIL (2-16d) 3 -GUN NAILS L5x31/2 "x'/a 6" 10'-0" RIM JOIST TO TOP PLATE TOE NAIL 8d ®6") GUN NAIL ®6" L6x3'/2"x'/a 6" 12'-0" CEILING JOIST TO TOP PLATE TOE NAIL (3-8d) 5 -GUN NAILS L7x3 /2 x /a 6" 16'-0" CEILING JOIST, OVER PARTITIONS FACE NAIL (3-16d) 4 -GUN NAILS 1. STEEL LINTELS TO BE MINIMAL 36" LINTEL MUST HAVE CORROSION RESISTANT COATING OF EPO Y BASEDBRICK PAINT. . 2LINTEL MORE THAN 8'-0'. SHOULD BE LATERALLY SUPPORTED 140T TO EXCEED 6 FT. O.C. w/ 2- x3" WD. SCREWS INTO HEADER PROVIDE A '/2" VERTICAL SLOTTED HOLE FOR SCREW. 3. BRICK VENEER ATTACHMENT: HORIZONTAL TIES ®24" O.C., VERT. TIES ®12" O.C.. (FOR 130 ph WIND -ZONE VERT. TIES ®1 " O.C.). AT ALL OPENINGS SPACE TIES WITHIN 3 12" OF OPENINGS. PROVIDE ,s"O WEEP HOLES ® 33" O.C. IMMEDIA LY ABOVE FLASHING. 11j VENEER i=====__� WEATHER li - BARRIER I _ II 1=,==__j LINTEL ATTACHMENT SEE NOTE 2 } HEADER,J LFLASHING SEE PLAN BRICK LINTEL, SEE SCHEDULE SECTION VIEW OF BRICK LINTEL CEILING JOIST TO ROOF RAFTER FACE NAIL (6-16d) 8 -GUN NAILS ADJ - ADJACENT LG - Long BM - BEAM MANUF-4anufacture BOT - BOTTOM MONO - M BRIG- BEARING OC - On CMU - CONCRETE MASONRY UNIT OSB - Oriented DBL - DOUBLE PERP - Perpendicular DIA - DIAMETER PRE ENG -Pre EA - EACH PSF -Pou EE EACH END PSI - Pounds EOR - ENGINEER OF RECORD PT - PRESSURE EQ - EQUAL QT - QuickTie EXT - EXTERIOR REINF - Reinforce FBC - FLORIDA BUILDING CODE SF - Squa FDN - FOUNDATION SPF -Spruce FT -FOOT SYP -Southern FTG - FOOTING THRU - Through HDR - HEADER TYP - Typical HORIZ - HORIZONTAL UON - Unl=ss LBS -POUNDS VERT - Ve�tical WWF - Wel nolithic enter Strand Board Engineered ds per Square Foot per Square Inch TREATED e Foot Pine Fur Yellow Pine Otherwise Noted ed Wire Fabric JOIST/TRUSS TO PLATE TOE NAIL (2-16d) 3 -GUN NAILS RAFTER TO PLATE TOE NAIL (3-8d) 3 -GUN NAILS JACK RAFTER TO HIP TOE NAIL (3-10d) 4 -GUN NAILS ROOF RAFTER TO 2x_ RIDGE BM. TOE NAIL (2-16d) 3 -GUN NAILS CONT. HEADER, TWO PIECES FACE NAIL 16d® 16" O.C. ®EDGE CONT. HEADER TO STUD TOE NAIL (3-16d) 4 -GUN NAILS_______ STUD TO SOLE PLATE TOE NAIL (3-16d) 4 -GUN NAILS SOLE PLATE TO JOIST/BLOCKING FACE NAIL (16d ®16") GUN NAIL 8" NAIL SPECIFICATIONS 3"x0.131"0 = GUN NAILS 2"x0.113"0 = RINK SHANK 2"x0.113"0 = 6d 21/2"x0.131"O = 8d „ 3"x0.148"0 = 10d 3 /2 x0.162' 0 = 16d 1'/2 "x0.148"0 = 10dxl'/2 " 1'/2 "x0.131 "O = 8dxl'/2 " TYPICAL WALL FRAMING NOTES 1. USE SPF#2 OR BETTER FOR ALL WALL STUDS.. 2. USE SYP#2 FOR ALL TOP PLATES AND SOLE PLATES. 3. USE SYP#2 FOR ALL TOP HEADERS 4. ALL WALLS SHALL BE BALLOON FRAMED FULL HEIGHT TO ROOF OR FLOOR BEARING ELEVATION, U.O.N. ON PLAN. 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS TO CONCRETE SLAB w/16d MASONRY CUT NAILS 16" O.C. MINIMUM. SEE FOUNDATION PLAN ADDITIONAL ANCHORS AT SHEARWALLS SYP#2 DBL. TOP PLATE F--- ---- I I I I I I L_ - J SEE 5/S0.0 BLOCKING AT ALL SHEATHING JOINTS: 2x4 FLAT WISE. FASTEN EACH END WITH 2-10d TOENAILS. ONLY REQUIRED AT SHEATHING JOINTS FOR EXTERIOR WALLS AND SHEARWAI I S WALL DROPPED HEAD SHEATHING WALL SHEATHING TO OPENING SOLE PLATE RAISE '/a" FROM 0.131X3" TOE NAILS BOTTOM OF SOLE SEE DETAILS PLAN AND FASTEN / ON S1.0 w/8d ® 3" O.C. f I I (3)2x4 OR (3)2x6 SPF#2 I I L --------- i I SINGLE STORY HEADER TYP. WALL SECTIONS EXTEND SHEATHING VERT. TO TOP OF TRUSS AS SHOWN. PROVIDE 2x4 BLOCKING AT HORIZONTAL JOINTS. HEEL 1'-0 ROOF SHEATHING, SEE 2x SPF BLOCKING SPECIFICATIONS BELOW. RIPPED TO FIT WITH GAP SHOWN o PRE-ENGINEERED WOOD 1 ROOF TRUSSES. TSHEATHING MAY TERMINATE AT TOP OF DBL. UPLIFT TOP PLATE. CONNECTOR, SEE PLAN \_ FULL HEIGHT 5" < HEEL < 1'-0" ANCHOR ta TYPICAL CONNECTION HEEL < 5" ROOF TRUSS CONNECTION FASTEN LOWER STUD TO TALLER STUD w/ 2 -ROWS OF 10d COMS ® 12" O.C. 0.131x3" TOE NAILS: (3) ® 2x4, (4) ® 2x6, (5) ® 2x8. PT. SYP#2 SOLE PLATE --- ARCHED TRANSOM OPTION SEE RIGHT WINDOW SILL SEE SCHEDULE 3/SO.0 FOR SILL SIZE AND CONNECTION EACH END WALL FRAMING AT PLATE CHANGE CONDITION -0" MIN. SPLICE LENGTH / (16) 0.131x3" NAILS EVENLY SPACED SYP#2 HEADER, PER PLAN I 4'-0" IN. FOUNDATION, SEE PLAN WALL FRAMING AT RAISED HEADER CONDITION TYPICAL TOP PLATE NAILING: FASTEN ALL TOP PLATES TOGETHER w/ 0.131x3 ® 8" O.C. STAGGERED. DROPPED HEAD TYPICAL HEADER NAILING OPENING OR SILL PLATES 0.131X3" TOE NAILS 5 4'-4" (1)2x4 SPF #2 TYPICAL STUD NAILING: 5 6'-4" 2X6, 2x8 = (5) NAILS F E DROPPED (3)2x4 OR (3)2x6 SPF#2 (1)A34 + (4)12d TOE NAILS 2x10, 2x12 = (7) NAILS (3)2x6 SYP #2 HEADER 0.131x3" END NAILS: c 9" LVL, 11" LVL = (7) NAILS FULL HEIGHT 13/4" (2) ® 2x4, 48" 14" LVL, 16" LVL = (9) NAILS tSYP#2 HEADER, PER PLANS N/A (3) ® 2x6, SEE 3x3x /a„ 7.5,. 10„ 23'z" 3„ (4) ® 2x8. PLAN FOR �,M:A:, MONO STEM SYP#2 DBL. FULL HEIGHT ANCHOR AND LOCATION TOP PLATE EITHER SIDE OF PLATE F- N h TRUSS ID. LL HEIGHT CHANGE OLLJ w WINDOW SILL SEE LPA NO. (L CC 2x -BLOCKING ONLY W Q W SCHEDULE 3/SO.0 W U N WW SHEET RAISED REQUIRED IF SHEARWALL SO.0 FOR SILL SIZE AND HEADER SIMPSON H2.5T OR CONNECTION EACH 11 A 11 END LSTA12 STRAPFOLDED OVER TOPPLATE FASTEN LOWER STUD TO TALLER STUD w/ 2 -ROWS OF 10d COMS ® 12" O.C. 0.131x3" TOE NAILS: (3) ® 2x4, (4) ® 2x6, (5) ® 2x8. PT. SYP#2 SOLE PLATE --- ARCHED TRANSOM OPTION SEE RIGHT WINDOW SILL SEE SCHEDULE 3/SO.0 FOR SILL SIZE AND CONNECTION EACH END WALL FRAMING AT PLATE CHANGE CONDITION -0" MIN. SPLICE LENGTH / (16) 0.131x3" NAILS EVENLY SPACED SYP#2 HEADER, PER PLAN I 4'-0" IN. FOUNDATION, SEE PLAN WALL FRAMING AT RAISED HEADER CONDITION TYPICAL TOP PLATE NAILING: FASTEN ALL TOP PLATES TOGETHER w/ 0.131x3 ® 8" O.C. STAGGERED. WALL FRAMING AT FROM SOLE PLATE BREAK DROPPED HEADER CONDITION BUILDER MAY CHOOSE EITHER THE DROPPED 2 TYPICAL WALL FRAMING HEADER CONDITION OR RAISED HEADER CONDITION 50.0 WINDOW SILL SCHEDULE ROUGH DROPPED HEAD MINIMUM END OPENING OR SILL PLATES FASTENER EACH END 5 4'-4" (1)2x4 SPF #2 (4)12d TOE NAILS 5 6'-4" (2)2x4 OR (1)2x6 SPF#2 F E DROPPED (3)2x4 OR (3)2x6 SPF#2 (1)A34 + (4)12d TOE NAILS 12'-0" (3)2x6 SYP #2 HEADER 48" c 2x2x'/8" FULL HEIGHT 13/4" MASA 48" F tSYP#2 HEADER, PER PLANS N/A ANCHOR, SEE 3x3x /a„ 7.5,. 10„ 23'z" 3„ U Q U PLAN FOR SIZE MONO STEM MONO STEM OU. AND LOCATION 750 F- N h TRUSS ID. LL OLLJ w WINDOW SILL SEE LPA NO. (L CC AURO-18-00291 W Q W SCHEDULE 3/SO.0 W U N WW SHEET 5, X ul SO.0 FOR SILL SIZE AND SHEET � OF 5 CONNECTION EACH 11 A 11 END 12„ WALL FRAMING AT FROM SOLE PLATE BREAK DROPPED HEADER CONDITION BUILDER MAY CHOOSE EITHER THE DROPPED 2 TYPICAL WALL FRAMING HEADER CONDITION OR RAISED HEADER CONDITION 50.0 WINDOW SILL SCHEDULE ROUGH DROPPED HEAD MINIMUM END OPENING OR SILL PLATES FASTENER EACH END 5 4'-4" (1)2x4 SPF #2 (4)12d TOE NAILS 5 6'-4" (2)2x4 OR (1)2x6 SPF#2 (5)12d TOE NAILS < 8'-4" (3)2x4 OR (3)2x6 SPF#2 (1)A34 + (4)12d TOE NAILS 12'-0" (3)2x6 SYP #2 (1)A35 + (4)12d TOE NAILS SEE BELOW FOR BOX GIRTS REQUIRED BETWEEN WINDOWS IN TWO STORY CLEAR HEIGHT WALLS. KING & JACK STUDS SEE PLAN (6)12d TOE NAILS TOP & BOT. 2x_ SPF T&B w/ Al12d 0 8" O.C. KING & �(TYP) JACKS - POR PLAN SHEATHING = SYP#2 HEADER, PER PLAN OPENING END FASTENER LHEAD M SILL, PLATES SEE SCHEDULE ROUGH OPN'G, SEE ARCH. A w C-) CONT. AT Cn [If SIMPSON LTP4 ON a - GIRT/VERT JOINT. INSIDE FACE, IF NO 2x SPF RIPPED JACK STUD TO FIT ARCH. BOX BEAM BETWEEN WINDOWS DEPTH REQ'D. IN TWO STORY FRAMING SECTION A -A 1 WINDOW HEAD AND SILL FRAMING NOTES: --1'/2' i'/2 1. TYP. CONNECTION AT STUD COLUMNS, (3) ROW OF lOd I JACK -TO -KING ASSEMBLIES, CORNER POST, ETC. NAILS ®8" O.C. 2. SPECIFIED NAILING REQUIRED FOR EVERY PLY STAGGERED � IN ADDITION TO (2) PLYS N 2x4 MEMBERS: N (1) ROW OF 10d ° 4 ROWS 12d NAILS © 4" O.C. ° 1 O.C. EA. SI 2x6 MEMBERS: EA. (2) ROW OF 10d (3) ROWS 12d� NAILS ® 4" O.C. AT 12" O.C. JJ 2 PLY 3 PLY STAGGERED EA. SIDE. BEAM. BEAM. 2 & 3 PLY BEAMS 2x4 OR 2x6 POST 2x8 POST (3)ROWS OF 5" (3)ROWS OF 63'4' LLL TRUSSLOK TRUSSLOK ENGINEERED WOOD ENGINEERED WOOD FASTENERS ® 24"o.c FASTENERS ® 24"o.c AS SHOWN AS SHOWN 3 -PLY 4 -PLY 14" LVL AND GREATER I/ BUILT-UP MEMBER FASTENING FULL HT ANCHOR TERMINATES AT UPPERMOST TOP PLATE WHERE ANCHOR IS w/ NUT AND WASHER. SPECIFIED ON PLAN ADJ. TO GIRDER BEAM CONVENTIONALLY STRAP CONVENTIONALLY STRAP �6LOCATE OF POST. WITHIN WHERE NOTED ON PLAN WHERE NOTED ON PLAN WASHI I II I DOUBLE TOP I I I I POST, PER PLATE PLAN I I CTOR _AN I I I I I I I I I I I I I I I I FULL HEIGHT I IITHREADED ROD SOLID BLOCKING SEE PLAN I I WITHIN FLOOR I I I I I I (TYP) I - - 1--- -___-I----I--- STEEL COUPLER _ (FLOOR RU�S OR JOIST I (OPTIONAL, LOCATE �T� - i l I AS NEEDED) I I I I I I I I HEADER, I I YPICAI FLOOR I I II POST To I I I I I I I I FRAMING MATCH I I I ii POST ABOVE FULL HEIGHT THREADED ROD FOUNDATION, SEE PLAN PER PLAN. I I I I I II I I I INSTALL 1 -STORY 6"MAX. FROM THREADED RODS SEE TABLE AT RIGHT EMBEDMENT KING STUD WHERE 2 -STORY RODS FOR EPDXY ENBEDMENT DEPTH CANNOT BE INSTALLED AND EDGE DISTANCE. OE VSOLE PLATE ANCHORS FULL HEIGHT ANCHOR FULL HEIGHT ANCHOR PLACEMENT DIAGRAM PER SCHEDULE WALL SECTION 1 FULL HEIGHT WOOD FRAME WALL ANCHORING SYSTEM (2)12d TOE NAILS E.E. (MIN) RCHED TRANSOM OPTION: x SPF DIAGONAL BLOCKING ASTENED w/ 3-0.131"x3" A. END TYPICAL. HEATHING MAY EXTEND 2" AST BLOCKING- WINDOW TTACHMENTS MUST NCHOR INTO 2x MATERIAL. JACK AND -KING STUDS, SEE PLAN SOLE PLATE ANCHOR: 1/2"0 x 6" LG (MIN 34" EMBED.) THREADED ROD ANCHOR DRILLED & EPDXY w/2"O x PLATE WASHER, SEE SCHEDULE BELOW RATED SHEATHING, BOUNDARY OF SEE GENERAL NOTES. SHEATHING EXAMPLE OF PANEL EDGE w/ BLOCKING WHERE REQUIRED BY GENERAL NOTES. NAIL SPACING AT SUPPORTED EDGES, GENERAL NOTES EXAMPLE OF UNSUPPORTED O (UNBLOCKED) PANEL EDGE (TYPICAL) NAILING TO INTERMEDIATE SUPPORT IS 6" O.C. MAX. ROOF (UON) TRUSSES, OR Fl -r" ,. FT 4 SHEATHING NAILING DETAIL S0.0 SCALE: 3/4" = V-0" LOCATE FULL HEIGHT ANCHOR ON SIDE OF CORNER WHERE UPPER 2x4 BLOCKING TOP PLATE OVER LAPS ®24" O.C. FASTEN eOVER EACH END w/3 -10d TOENAILS STUD BELOWLOWER TOP 4-10d P A P DOUBLL TE AT BREAKE COMMONS TOP PLATES ORTHOGONAL VIEW WALL INTERSECTION OF CORNER CONDITIONS O � CORNER WALL INTERSECTION CONDITIONS CONDITIONS NOTES: 1. OVERLAP TOP PLATES AT CORNERS AND INTERSECTIONS 2. DENOTES 3"x0.131" GUN NAILS ® 6" O.C. VERTICAL 3. O DENOTES FULL HEIGHT ANCHOR, SEE PLAN 4. DENOTES SOLE PLATE ANCHOR, SEE SCHEDULE 5. CONTRACTOR MAY CHOOSE EITHER OPTION WHERE MULTIPLE OPTIONS ARE SHOWN FRAMED WALL CORNER AND INTERSECTIONS STUDS CONFIGURATIONS D n PLAN n IXI nA T) VN SOLE DOUBLE FULL HT. PLATE FULL HT. TOP PLATE. ANCHOR ANCHOR WALL STUD AO OR POST. 0 AT SILL PLATE ELEVATION FULL HT. ANCHOR AT TOP PLATE SOLE PLATE ANCHOR SCHEDULE C THREADED ROD 0 EXT. WALL SPACING SHEARWALLS WASHER SPACING SPEC. EMBEDMENT DEPTH EDGE DISTANCE 3/8 40" 16" 2x2x'/e" 3'/2" 1 3/4" 1/2 48" 24" 2x2x'/8" 3'/2" 13/4" MASA 48" 24" N/A N/A N/A RATED SHEATHING, BOUNDARY OF SEE GENERAL NOTES. SHEATHING EXAMPLE OF PANEL EDGE w/ BLOCKING WHERE REQUIRED BY GENERAL NOTES. NAIL SPACING AT SUPPORTED EDGES, GENERAL NOTES EXAMPLE OF UNSUPPORTED O (UNBLOCKED) PANEL EDGE (TYPICAL) NAILING TO INTERMEDIATE SUPPORT IS 6" O.C. MAX. ROOF (UON) TRUSSES, OR Fl -r" ,. FT 4 SHEATHING NAILING DETAIL S0.0 SCALE: 3/4" = V-0" LOCATE FULL HEIGHT ANCHOR ON SIDE OF CORNER WHERE UPPER 2x4 BLOCKING TOP PLATE OVER LAPS ®24" O.C. FASTEN eOVER EACH END w/3 -10d TOENAILS STUD BELOWLOWER TOP 4-10d P A P DOUBLL TE AT BREAKE COMMONS TOP PLATES ORTHOGONAL VIEW WALL INTERSECTION OF CORNER CONDITIONS O � CORNER WALL INTERSECTION CONDITIONS CONDITIONS NOTES: 1. OVERLAP TOP PLATES AT CORNERS AND INTERSECTIONS 2. DENOTES 3"x0.131" GUN NAILS ® 6" O.C. VERTICAL 3. O DENOTES FULL HEIGHT ANCHOR, SEE PLAN 4. DENOTES SOLE PLATE ANCHOR, SEE SCHEDULE 5. CONTRACTOR MAY CHOOSE EITHER OPTION WHERE MULTIPLE OPTIONS ARE SHOWN FRAMED WALL CORNER AND INTERSECTIONS STUDS CONFIGURATIONS D n PLAN n IXI nA T) VN SOLE DOUBLE FULL HT. PLATE FULL HT. TOP PLATE. ANCHOR ANCHOR WALL STUD AO OR POST. 0 AT SILL PLATE ELEVATION FULL HT. ANCHOR AT TOP PLATE THREADED ROD INSTALLATION CHART FULL HEIGHT ANCHORING SPECIFICATIONS ANCHORING SYSTEM: THE THREADED ROD ANCHORING SYSTEM SHALL CONSIST OF %"0 A307 THREADED RODS, ORIENTED VERTICALLY AND ATTACHED TO THE FOUNDATION AND TO THE UPPERMOST PLATE AT THE LOCATIONS INDICATED IN THESE DOCUMENTS. ABOVE TOP PLATE, PROVIDE A 2"x 2"x A" STEEL WASHER. FASTEN WITH A NUT AND ALLOW AT LEAST 3 THREADS TO EXTEND ABOVE TIGHTENED NUT. (TYP.) ROD INSTALLATION: AT ALL PLATE PENETRATIONS, PROVIDE A HOLE IN THE PLATE X" LARGER THAN THI DIAMETER OF THE THREADED ROD USED. WHILE SINGLE CONTINUOUS RODS ARE PREFERRED, COUPLER: (SIMPSON CNW OR EQUAL) MAY BE USED IN CASES WHERE ONE CONTINUOUS ROD IS UNFEASIBLE. THE ROD SHALL BE INSTALLED APPROXIMATELY CENTERED IN HOLE. RODS MAY BE SLANTED FROM TRUE VERTICAL BY A MAXIMUM OF 2 INCHES IN 10 FEET TC AVOID CONFLICTS WITH FLOOR AND WALL FRAMING. THE NUT ABOVE THE UPPERMOST PLATE SHALL BE SECURED OVER THE WASHER To A SNUG -TIGHT COIDITM PLUS ONE-HALF TURN OF A STANDARD WANCH (APPROMMATELY 30 FT. -LBS OF TORQUE) DUE TO SHRINKAGE AND SON OF BUILDING CONTRACTORS SHALL RE -TIGHTEN NUT TO 30 FT. -LBS OF TORQUE AFTER ALL TRADES ARE COMPLETE AND PRIOR TO INSULATION. EPDXY ANCHORING: ALL THREADED RODS SHALL BE DRILLED & EPDXY ANCHORED. SEE INSTALLATION CHART FOR EMBEDMENT AND EDGE DISTANCE REQUIREMENTS Lou Pontigo and Associates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 CONTACT US WITH YOUR COMMENTS COMMENTS @ LP-A.COM PON �- �CENSc O 53311 r� OC ' STA OFQz- N Al 00 ••...... �\ SS�O E� REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO 6 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 8 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES, FULL HEIGHT ANCHOR INSTALLATION CHART THREADED A C O E F ROD 0 WOOD PLATE HOLE CONCRETE HOLE WASHER SPEC. EMBEDMENT DEPTH EDGE DISTANCE 3/8 '/2 "0 1/2 "0 2x2x'/a„ 4„ 4„ 2„ 3„ 1/2 %"0 9/ia"0 3x3x'/a„ 6„ 6„ 2Y2' 3„ 5/8 3/a„0 3 a 0 3x3x /a„ 7.5,. 10„ 23'z" 3„ U Q U o 08.08.18 ZCC MONO STEM MONO STEM THREADED ROD INSTALLATION CHART FULL HEIGHT ANCHORING SPECIFICATIONS ANCHORING SYSTEM: THE THREADED ROD ANCHORING SYSTEM SHALL CONSIST OF %"0 A307 THREADED RODS, ORIENTED VERTICALLY AND ATTACHED TO THE FOUNDATION AND TO THE UPPERMOST PLATE AT THE LOCATIONS INDICATED IN THESE DOCUMENTS. ABOVE TOP PLATE, PROVIDE A 2"x 2"x A" STEEL WASHER. FASTEN WITH A NUT AND ALLOW AT LEAST 3 THREADS TO EXTEND ABOVE TIGHTENED NUT. (TYP.) ROD INSTALLATION: AT ALL PLATE PENETRATIONS, PROVIDE A HOLE IN THE PLATE X" LARGER THAN THI DIAMETER OF THE THREADED ROD USED. WHILE SINGLE CONTINUOUS RODS ARE PREFERRED, COUPLER: (SIMPSON CNW OR EQUAL) MAY BE USED IN CASES WHERE ONE CONTINUOUS ROD IS UNFEASIBLE. THE ROD SHALL BE INSTALLED APPROXIMATELY CENTERED IN HOLE. RODS MAY BE SLANTED FROM TRUE VERTICAL BY A MAXIMUM OF 2 INCHES IN 10 FEET TC AVOID CONFLICTS WITH FLOOR AND WALL FRAMING. THE NUT ABOVE THE UPPERMOST PLATE SHALL BE SECURED OVER THE WASHER To A SNUG -TIGHT COIDITM PLUS ONE-HALF TURN OF A STANDARD WANCH (APPROMMATELY 30 FT. -LBS OF TORQUE) DUE TO SHRINKAGE AND SON OF BUILDING CONTRACTORS SHALL RE -TIGHTEN NUT TO 30 FT. -LBS OF TORQUE AFTER ALL TRADES ARE COMPLETE AND PRIOR TO INSULATION. EPDXY ANCHORING: ALL THREADED RODS SHALL BE DRILLED & EPDXY ANCHORED. SEE INSTALLATION CHART FOR EMBEDMENT AND EDGE DISTANCE REQUIREMENTS Lou Pontigo and Associates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 CONTACT US WITH YOUR COMMENTS COMMENTS @ LP-A.COM PON �- �CENSc O 53311 r� OC ' STA OFQz- N Al 00 ••...... �\ SS�O E� REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO 6 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 8 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES, DESIGN 0 CRITERIA & Uj WOOD UNCLEAR REFER THE DETAILS ARCHITECTURAL DRAWINGS OR W 0 DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER THE ARCHITECTURAL DRAWINGS OR W CONTACT THE E.O.R �p PLAN NAME J Z SCHAFER RESIDENCE U Z - DESIGN/DRAWN/CHECKED O p JMD CMJ LAP 16- M p 0 Uj i' DATE U Q U o 08.08.18 ZCC CONTROL NO. OU. J U) 750 F- N h TRUSS ID. LL OLLJ w m LPA NO. (L CC AURO-18-00291 W Q W W U N WW SHEET 5, X ul SO.0 SHEET � OF 5 2x4 BLOCKING. FASTEN EACH END w/3 -10d TOENAILS 2x4x6' SYP#2 LATERAL BRACE EA.8-12d TOE J X—BRACE w/ 2-16d INTO BOTTOMJ NAILS (TYP.) 0.131x3" TOE NAILS ® 8"O.C. CHORD OF EA. TRUSS. FROM BOT. CHORD OF TRUSS 1 GABLE END BRACING TO DBL. TOP PLATE S0.1 NOTES: 1. SPACE GABLE END BRACING ® 4'-6" MAX. 2. ALL MATERIAL TO BE SYP#2 MUI TIPI F RRACFD TRIISSFS AS INDICATFn IN TRUSS SPFCIF1 ATInNS 2X4X24 L 4-12d TOE 2x4 SYP#2 OUTLOOKERS EACH END WITH ROOF NAILS (TYP.) FOENAILS (4) TO BLOCK TRUSS ®2 VH3 " O.C. —n HURRICANE CLIP ® EA. 12" LONG 2x4 BLOCKING 6-10d OUTLO KER TO TRUSS. WITH 6-10d NAILED INTO COMMONS BOTTOM CHORD OF CONTINUOUS LATERAL BRACING, SEE GABLE END TRUSS TRUSS SHOP DRAWING FOR QTY. AND LOCATION. IF MORE THAN (1) LATERAL GABLE END TRUSS WALL SHEATHING UP BRACE IS NEEDED, OVERLAP BRACE STRAP EACH END GABLE END TRUSS. AS SHOWN. XXBRACE PER PLN / 2X4 T—BRACE. ONLY WALL SHEATHING UP QUICK TIE TO EXTEND REQUIRED FOR BRACE GABLE END TRUSS. OVER 2x4 BLOCKING AND LENGTHS > 8'-0". GABLE TRUSS BOTTOM CHORD FASTEN w/10d COMMONS ® 6" ON—CENTER FULL HEIGHT WALL ANCHOR 11 AT GABLE TRUSS 2x4x6' SYP#2 LATERAL BRACE EA.8-12d TOE J X—BRACE w/ 2-16d INTO BOTTOMJ NAILS (TYP.) 0.131x3" TOE NAILS ® 8"O.C. CHORD OF EA. TRUSS. FROM BOT. CHORD OF TRUSS 1 GABLE END BRACING TO DBL. TOP PLATE S0.1 NOTES: 1. SPACE GABLE END BRACING ® 4'-6" MAX. 2. ALL MATERIAL TO BE SYP#2 MUI TIPI F RRACFD TRIISSFS AS INDICATFn IN TRUSS SPFCIF1 ATInNS 2X4X24 BLOCKING. (1)DIAGONAL FASTEN EACH END WITH 4-12d FOENAILS (4) TO BLOCK TO DBL TOP PLT 2—H2.5TwMI —n 2x4x6' SYP#2 LATERAL BRACE EA.8-12d TOE J X—BRACE w/ 2-16d INTO BOTTOMJ NAILS (TYP.) 0.131x3" TOE NAILS ® 8"O.C. CHORD OF EA. TRUSS. FROM BOT. CHORD OF TRUSS 1 GABLE END BRACING TO DBL. TOP PLATE S0.1 NOTES: 1. SPACE GABLE END BRACING ® 4'-6" MAX. 2. ALL MATERIAL TO BE SYP#2 MUI TIPI F RRACFD TRIISSFS AS INDICATFn IN TRUSS SPFCIF1 ATInNS PERMANENT TRUSS BRACING SCALE: 3/4" = 1'-0" SINGLE TRUSS BRACING } I°I I°I II I°I II T—BRACE FASTENED TO I WEB w/ 12d ® 6"O. C.°I T—BRACE TO BE THE I SAME SIZE, SPECIES,°I AND GRADE AS WEB°I TO BE BRACED. I II BRACING NOTES AND SPECIFICATIONS 1.)ALL BRACING LUMBER SHOWN, EXEPT FOR T—BRACE SHALL BE 1x4 SYP#3 OR BETTER OR 2x4 SPF#2 OR BETTER. (LION) 2.)BRACING LUMBER SHALL INTERSECT THE WEB OF THE BRACED TRUSS, PER DELEGATED TRUSS ENGINEER. 3.)PERMANENT PERMANENT BRACING WHERE NOTED ON TRUSS MFR. SHOP DRAWINGS. THE CONTRACTOR SHALL PROVIDE 1x4 SYP#3 OR BETTER BOTTOM CHORD BRACING PERPENDICULAR TO TRUSS BOTTOM CHORDS AND ATTACHED TO EACH TRUS WITH 2-8d COMMON NAILS. AT GABLE END WALLS PROVIDE DIAGONALS AT END WALLS PROVIDE DIAGONALS (APPROXIMATELY 457) TO THE ADJACENT EXTERIOR PERPENDICULAR WALL BETWEEN EACH LINE OF BRACING TO FORM A ZIGZAG PATTERN ALL CONSTRUCTED OF THE SAME BRACING MATERIAL. THIS REQUIRMENT IS NOT NECESSARY AT HIP ROOFS. ALSO ALONG EXTERIOR WALLS PARALLEL TO BOTTOM CHORD BRACING PROVIDE DIAGONALS IN THE END SPACE BETWEEN THE WALL AND THE FIRST LINE OF BOTTOM CHORD BRACING AT A MAXIMUM SPACING OF 20 FEET. OVERLAP SIDEWALL TOP PLATE FULL HEIGHT THREADED ROD SEE PLAN H2.5T STRAP ® 32" O.0 ALWAYS PLACE HEADER AT TOP OF ROUGH 5/a"0 THREADED ROD OPENING w/3x3x'/4" PLATE FULL HEIGHT THREADED ROD SEE PLAN. MIN. (3)2x12 HEADER o 0 Y u (U.O.N.) ON PLAN. MSTA24 uEXTEND HEADER TO u 2)2x6 SPF 2� FAR SIDE OF WALL 6 6 6 ii AS SHOWN. SHEATH BOTH/ t 4'-0"x4'-0" PIECE OF WALL SIDES OF WALL ii SHEATING INSTALL AT UPPER DETAIL A CORNER 1" BELOW GARAGE HEADER JACKS ° ON EXTERIOR NOSTUD (TRIMED AS AND (1) SHOWN SHEATING IS ON EA. KING. SIDE OF WALL FASTEN SHEATING TO HEADER w/ 8d COMMON QR GALV. BOX NAILS IN 3" GRID PATTERN AS SHOWN AND 3" O.0 IN ALL FRAMING (STUDS, BLOCKING & SILLS) TYP. a p DOUBLE BLOCKING AT PANEL JOINT, NAILED TOGETHER w/ 3-16d SINKERS N Y Y 5/e"0 THREADED ROD (OVER ADDITIONAL DOUBLE PLATE BETWEEN STUDS) DRILLED AND EPDXIED w/ 12" EMBEDMENT & 3x3x'/4" WASHER. GARAGE PORTAL FRAMING SCALE: 3/4" — V-0" 11/," MAX Lou Pontigo and Associates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 CONTACT US WITH YOUR COMMENTS COMMENTS @ LP-A,COM J `,,,,IInnlYru,, POn/T�'' � ENS' a. 53311 OC .p ST\AC F o .r ORI '�''Fssio Nay lllllllll REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO 6 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 8 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES, W J UZ LL zo Oak W �' U O pw n/Qm rvwU WC7� QQ = Q U � Q GENERAL DETAILS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R PLAN NAME SCHAFER RESIDENCE DESIGN/DRAWN/CHECKED JMD CMJ LAP DATE 08.08.18 CONTROL NO. 750 TRUSS ID. LPA NO. AURO-18-00291 SHEET so.] SHEET 2 OF rj (1)DIAGONAL BRACE PER (4) TO TRUSSES APPLIED BACKSIDE OF �B. BRACING APPLIED TO FRONT SIDE OF WEBS. CONTINUOUS LATERAL BRACING, SEE TRUSS SHOP DRAWING FOR QTY. AND LOCATION. IF MORE THAN (1) LATERAL BRACE IS NEEDED, OVERLAP BRACE AS SHOWN. PERMANENT TRUSS BRACING SCALE: 3/4" = 1'-0" SINGLE TRUSS BRACING } I°I I°I II I°I II T—BRACE FASTENED TO I WEB w/ 12d ® 6"O. C.°I T—BRACE TO BE THE I SAME SIZE, SPECIES,°I AND GRADE AS WEB°I TO BE BRACED. I II BRACING NOTES AND SPECIFICATIONS 1.)ALL BRACING LUMBER SHOWN, EXEPT FOR T—BRACE SHALL BE 1x4 SYP#3 OR BETTER OR 2x4 SPF#2 OR BETTER. (LION) 2.)BRACING LUMBER SHALL INTERSECT THE WEB OF THE BRACED TRUSS, PER DELEGATED TRUSS ENGINEER. 3.)PERMANENT PERMANENT BRACING WHERE NOTED ON TRUSS MFR. SHOP DRAWINGS. THE CONTRACTOR SHALL PROVIDE 1x4 SYP#3 OR BETTER BOTTOM CHORD BRACING PERPENDICULAR TO TRUSS BOTTOM CHORDS AND ATTACHED TO EACH TRUS WITH 2-8d COMMON NAILS. AT GABLE END WALLS PROVIDE DIAGONALS AT END WALLS PROVIDE DIAGONALS (APPROXIMATELY 457) TO THE ADJACENT EXTERIOR PERPENDICULAR WALL BETWEEN EACH LINE OF BRACING TO FORM A ZIGZAG PATTERN ALL CONSTRUCTED OF THE SAME BRACING MATERIAL. THIS REQUIRMENT IS NOT NECESSARY AT HIP ROOFS. ALSO ALONG EXTERIOR WALLS PARALLEL TO BOTTOM CHORD BRACING PROVIDE DIAGONALS IN THE END SPACE BETWEEN THE WALL AND THE FIRST LINE OF BOTTOM CHORD BRACING AT A MAXIMUM SPACING OF 20 FEET. OVERLAP SIDEWALL TOP PLATE FULL HEIGHT THREADED ROD SEE PLAN H2.5T STRAP ® 32" O.0 ALWAYS PLACE HEADER AT TOP OF ROUGH 5/a"0 THREADED ROD OPENING w/3x3x'/4" PLATE FULL HEIGHT THREADED ROD SEE PLAN. MIN. (3)2x12 HEADER o 0 Y u (U.O.N.) ON PLAN. MSTA24 uEXTEND HEADER TO u 2)2x6 SPF 2� FAR SIDE OF WALL 6 6 6 ii AS SHOWN. SHEATH BOTH/ t 4'-0"x4'-0" PIECE OF WALL SIDES OF WALL ii SHEATING INSTALL AT UPPER DETAIL A CORNER 1" BELOW GARAGE HEADER JACKS ° ON EXTERIOR NOSTUD (TRIMED AS AND (1) SHOWN SHEATING IS ON EA. KING. SIDE OF WALL FASTEN SHEATING TO HEADER w/ 8d COMMON QR GALV. BOX NAILS IN 3" GRID PATTERN AS SHOWN AND 3" O.0 IN ALL FRAMING (STUDS, BLOCKING & SILLS) TYP. a p DOUBLE BLOCKING AT PANEL JOINT, NAILED TOGETHER w/ 3-16d SINKERS N Y Y 5/e"0 THREADED ROD (OVER ADDITIONAL DOUBLE PLATE BETWEEN STUDS) DRILLED AND EPDXIED w/ 12" EMBEDMENT & 3x3x'/4" WASHER. GARAGE PORTAL FRAMING SCALE: 3/4" — V-0" 11/," MAX Lou Pontigo and Associates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 CONTACT US WITH YOUR COMMENTS COMMENTS @ LP-A,COM J `,,,,IInnlYru,, POn/T�'' � ENS' a. 53311 OC .p ST\AC F o .r ORI '�''Fssio Nay lllllllll REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO 6 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 8 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES, W J UZ LL zo Oak W �' U O pw n/Qm rvwU WC7� QQ = Q U � Q GENERAL DETAILS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R PLAN NAME SCHAFER RESIDENCE DESIGN/DRAWN/CHECKED JMD CMJ LAP DATE 08.08.18 CONTROL NO. 750 TRUSS ID. LPA NO. AURO-18-00291 SHEET so.] SHEET 2 OF rj CURB 1 S1.0 ,TallMMA CURB 1 S1.0 FOOTING SCHEDULE AND NOTES TYPE LENGTH WIDTH DEPTH DESIGNATES SAWCUT LINE BOTTOM BARS F2.0 2'-0" WWF ON 6MIL VA OR BARRIER 2'-0" IN PREPARED GRADE. 1'-0" 3—#5 EA. WAY BOT. F2.5 2'-6" COORDINATE WITH FINISH 2'-6" FLOOR MATERIAL. 1'-0" 3—#5 EA. WAY BOT. F3.0 3'-0" 3'—O" 1'-0" 3—#5 EA. WAY BOT. F3.5 3'-6" 3'-6" 1'-0" 4—#5 EA. WAY BOT. F4.0 4'-0" 4'-0" 1'-0" 4—#5 EA. WAY BOT. F4.5 4'-6" 4'-6" 1'-0" 4—#5 EA. WAY BOT. 1. THIS FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFO. RELATED TO THE FOUNDATION. FOR GENERAL FEATURES, DIMENSIONS, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ECT., SEE ARCH. PLAN. ARCHITECTURAL PLAN SHOWN HERE IN FOR REFERENCE ONLY. 2. FTGS. & FND. SHALL BE IN ACCORDANCE w/ LOCAL BUILDING CODES. 3. SOIL COMPACTION AND FILL SHALL BE COMPACTED TO A MIN. OF 95% MODIFIED BROCTOR IN ACCORDANCE WITH ASTM D 1557. 1 CURB S1.0 CURB CURB CURB 1 3B 1 S1.0 S1.0 S1.0 FOUNDATION PLAN SCALE: 1/4" = 1'-0" 1 S1.0 CURB SYMbULS LEL3LNU i DESIGNATES FOOTING LINE 4" CONCRETE SLAB w/ DESIGNATES SAWCUT LINE FIBERMESH © 1.5 LBS/CU.YD. DESIGNATES SLAB RECESS OF CONCRETE OR 6x6 W1.4xW1.4 WWF ON 6MIL VA OR BARRIER IN PREPARED GRADE. PROVIDE SAW CUTS PER 2/S1.0, BUILDER TO COORDINATE WITH FINISH FLOOR MATERIAL. I I CURB CURB CURB 1 3B 1 S1.0 S1.0 S1.0 FOUNDATION PLAN SCALE: 1/4" = 1'-0" 1 S1.0 CURB SYMbULS LEL3LNU ----- DESIGNATES FOOTING LINE - DESIGNATES SAWCUT LINE 74% DESIGNATES SLAB RECESS MATCH DOOR 3/a WITH, SEE ARCH. RECESS SLAB ON °4. GRADE, E3 a SEE PLAN. PAVING BY BUILDER 12"x12" E.J7.E.J.DETAIL 3B 1#5 CONT. MATERIAL SLAB ON 4 Y GRADE, \\ \/ SEE PLAN. THICKENED EDGE8"x8' w/ 1—#5 CONT. [DETAIL 3A THICKENED SLAB 1" DEEP SAWCUT w/ ELASTOMERIC SEALANT SLAB ON GRADE, r SEE PLAN li— NOTES: 1) PROVIDE SAWCUTS TO CREATE APPROXIMATE 12' X 12' MAX. SQ. 2) SAWCUT CONC. SLAB WITHIN 4 TO 12 HOURS OF CONC. PLACEMENT. SAWCUT DETAIL 1#4 CONTINUOUS, PROVIDE CORNER BARS 3' EA. SIDE OF RECESS. (TYPICAL) ° 151/2„ \ fV ° GARAGE QffiDETAIL z Z X '0 �a O p Z_ BRICK VENEER, `N SEE ARCH. �\ N TYPICAL WALL FRAMING AND ANCHORAGE PER CONSTRUCTION SPECS. SLAB ON GRADE, SEE \\� SEE PLAN. 4 °. J 1 \ ,' ALT. FOOTING AT —'�� �\�U BUILDERS DISCRETION. /\�f........:;.\ / #3 ® 48" O.C. 9$ 1/ ROD CHAIRS (TYP.) Al 12" 1—STORY, w/(2)#4 CONT. —may 16" 2—STORY, w/(2)#5 CONT. v i 6 6"x8" EXTENSION FOR BRICK LEDGE ADD 1—#5 CONT. BRICK LEDGE DETAIL MONOLITHIC EDGE FOOTING Lou Pontigo and Associates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 CONTACT US WITH YOUR COMMENTS COMMENTS @ LP-A,COMi�L, PON v�. \,,CENs�._�o o. 53311 STA OF ONA� �'I'll 111��� REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PDNTIGO 8 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 8 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. W J U z� zo T �QW �Qm U WQC7� =QQ U i Lq Q FOUNDATION PLAN AND DETAILS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.D.R PLAN NAME SCHAFER RESIDENCE DESIGN/DRAWN/CHECKED JMD CMJ LAP DATE 08.08.18 CONTROL NO. 750 TRUSS ID. LPA NO. AURO-18-00291 SHEET S1.0 SHEET 3 of 5 PORTAL FRAME SEE DETAIL 3/S0.1 FLOOR FRAMING PLAN SCALE: 1/4" = 1'-0" LJ -,KPORTAL FRAME SEE DETAIL 3/S0.1. !!)YMtiULS LLLiLNU DESIGNATES SHEARWALL. THE HIDDEN LINE DESIGNATES SIDE OF WALL THE SW 3Z6_4 SHEARWALL SHEATHING TO BE APPLIED. 8d © 1S DESIGNATES 8d COMMONS 3" O.C. EDGE & 6" O.C. "IN THE FIELD" DESIGNATES THE HEADER SIZE, NUMBER (2)2x8-1/2 OF PLY'S & JACK/KING STUDS NEEDED FOR SUPPORT HEADER. ---- BEAM OR TRUSS, SEE PLAN ANCHOR LEGEND %" A307 DIAMETER THREADED ® ROD TERMINATES AT FIRST FLOOR TOP PLATE, SEE DETAIL 8/SO.0 %" A307 DIAMETER THREADED (95 ROD TERMINATES AT FIRST FLOOR TOP PLATE, SEE DETAIL 8/SO.0 WALL STUD SCHEDULE LOCATION PLATE STUD SIZE HEIGHT & SPACING EXTERIOR 9'-1" 2x4 SPF#2 ® 16" O.C. MAX EXTERIOR 10'-1 2x6 SPF#2 ® 16" O.C. or MAX 2x4 SPF#2 @ 12" O.C. EXTERIOR 10'-1 TO 14'-0" 2x6 SPF#2 0 16" O.C. INTERIOR IMAX 2x4 SPF#2 @ 16" O.C. INTERIOR 12 1-0" 2x6 SPF#2 ® 16" O.C. or MAX 2x4 SPF#2 O 12" O.C. STUD NOTIM 1.) WALL STUDS SPECIFIED ON PLAN SUPERSEDE THIS TABLE 2.) MINIMUM STUD SIZE AND SPACING ARE SHOWN. CONTRACTOR MAY INCREASE STUD SIZE TO MEET ARCHITECTURAL REQUIREMENTS. 3.) SPF DENOTES SPRUCE PINE FIR.. SYP DENOTES SOUTHERN YELLOW PINE. 4.) USE SYP#2 FOR ALL TOP PLATES AND SOLE PLATES. 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS TO CONCRETE SLAB w/16d MASONRY CUT NAILS ® 16" O.C. MINIMUM. SEE 2/S2.0 FOR ADDITIONAL ANCHORS AT SHEARWALLS GENERAL NOTES 1. SEE DETAIL 2/S0.0 FOR WALL FRAMING DETAIL. SEE WALL STUD SCHEDULE THIS SHEET FOR STUD SIZES AND SPACING. AT GIRDERS AND BEAMS, PROVIDE STUDS BELOW TO MATCH BEAM/GIRDER PLIES. 2. SEE SHEET SO.0 FOR ROOF AND FLOOR SHEATHING SPECIFICATIONS. 3. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE PLIES (BEAMS, HEADER, AND STUDS) FASTEN PLIES TOGETHER PER DETAIL 6/SO.O 4. INSTALL SOLE PLATE ANCHORS PER DETAIL 2/S0.0 Lou Pontigo and Associates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 CONTACT US WITH YOUR COMMENTS COMMENTS @ LP-A.COM -00 PpN E NsFT�C� 53311 STA F REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO 6 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 6 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. W J U Z� zo w�U �r) �m n/Q r�lw U Lu U�� vt Q WALL FRAMING PLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION 15 UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. PLAN NAME SCHAFER RESIDENCE DESIGN/DRAWN/CHECKED JMD CMJ LAP DATE 08.08.18 CONTROL NO. 750 TRUSS ID. LPA NO. AURO-18-00291 SHEET S1.1 SHEET 4 of 5 ROOF FRAMING PLAN SCALE: 1/4" = 1'-0" TRUSS / ROOF RAFTER NOTES: STRAOPING NOTES 1. STRAP TRUSSES AND ROOF RAFTERSI TO BEARING WITH 2-12d TOENAILS & 1—SIMPSON H2.5T UPLIFT STRAP UNLESS OTHERWISE NOTED SYMBOLS LEGEND HTS16 I DESIGNATES UPLIFT CONNECTION. FRAMING PLAN NOTES: 1. FOR TYPICAL ROOF SHEATHING AND FRAMING, SEE SHEET SO.0. 2. FOR SPECIFIC UPLIFT CONNECTORS, SEE PLAN. MIN. (1)SDWC CONNECTOR. 3. FOR GENERAL DESIGN SPECIFICATIONS SEE SHEET SO.0. 4. WHEN USING (2)H2.5T CLIPS ON 11/2" WIDE LUMBER, PLACE CLIPS DIAGONALLY ACROSS DOUBLE TOP PLATE FROM EACH OTHER. I TUEL TRUSS FASTENING DETAILS // TRUSS TIE DOWN WITH SIMPSON SDWC �PTUD_DIRECT]flBELOW TRUS SDWC15600 Rafter to Top Plate shown Truss to Top Plate similar Optimal 22ND' 10' 0' 30' Y2"Max TOP PLATE TO STUD SDWC15600 1. Sloped—roof rafters may be sloped up to and including a 12:12 pitch and must be "birdsmouth" cut. 2. Reference detail 4 for installation instructions. SIMPSON SDWC INSTALLATION RANGE STUD NOT �IRIECTL BELOW TRUSS SDWC15600 Reference detail 2a for installation SDWC INSTALLATION Rafter to Top Plate shown (Truss to Top Plate similar) ISO le limit STUD NOT DIRECTLII BELOW TRUSS ®Do not install SDWC in hatched area 1 1/2' MIN 2" MAX SDWC15600 SDWC INSTALLATION RANGE 7§'" minimum edge distance for full values (with or — without a plate splice) Y,' from top plate , f splice Offset for full values Rafter or Truss Splice may be in upper or lower plate SDWC AT TOP PLATE SPLICE STUD NOT DIRECTL Lou Pontigo and Associates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 CONTACT US WITH YOUR COMMENTS COMMENTS @ LP•A.COM J REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS, ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONITIGO & ASSOCIATES MAY RESULT IN ADDrrIONAL ENGINEERING OR INSPECTION FEES. ROOF FRAMING PLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS, IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R PLAN NAME SCHAFER RESIDENCE DESIGN/DRAWN/CHECKED JMD CMJ LAP DATE 08.08.18 CONTROL NO. 750 TRUSS ID. LPA NO. AURO-18-00291 SHEET S1.2 SHEETrj OF cj