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HomeMy WebLinkAbout3866 Saltmarsh Lp 18-1235 (a)uj to 1 v- 00 to 00 N (n r` ® C7 z ci co a a F1 iii �Y I e%U. ♦ . $2 O Ev cx�Q` C ; Q 0: Z .. s V C7 ti M U V' CO v'\ U) cl r^ 'N aj C.0 > L c1 0) N 13 .9 U) 04 p C ,� e-,. N c Imo- O ., 00 0 E :S Lo Lo v— "L 00 Q CL LI_ t'V cr-- rn Z -0 00 E 4. O N .E z O U w N w v o 0 Q co Q a� Ql a�r w y ( M V- O (n O %0 M N o C Li ) M w � O J 0 z z m 0 cn 0 O � (14O N � 0 sem. DG 00 N a u�I.Ip o CD C � O � d' O `-' O z s. v`> p. �! -0 r i5 C C) f t w Q W Ln O 3- m w w Q o z w o > ISSUE DATE 2/2018 REVISIONS c� : PROJECT:18-0168 Z: SCALE: AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS COVER PAGE 00 nnr a LA 00 _� N co 00 CD Z 0-1 ti -- ---...--------- ---- ----� �---- u es�,`icz�A� �000sagoo •o A/�I C6 �% C7 �► '` w pity " J r, I®I v �oy0009600o v �` 00 d' O O M 0 U W O 0) U) co I` N c ( "a Q 0-m 04 O E .mU)NUCO 0 NC � N O E`or� ooQCLIL rnM N w z N d o `E Lu z o w w U D a w Qf 0 co y Ofm o yL N o p Q1 0- n w d" E M w f E u ..� � L, 0 O M uj 0- , . * N 0000 (!i X M � O J z z m 0 Q Q Q 48 O a¢ O i- cy-,' 0000 N o O (n R3 LL O C O �_ 'i O LLI N > N Q C mC N 2 0 Ljj ¢ w Ln O CL C0 L ■w F .,.. w ¢ z i " 0 z o ---------- ISSUE DATE 1 02/22/2018 o---- _— -- --------- - REVISIONS < PROJECT: 18-0168 z SCALE: AS NOTED ¢ z DRAWN BY: JML & JFT DESIGNED BY: MJS FOUNDATION PLAN 01 1Z H.B. N Gf io 30'-011 21.0"7'4,� 1�-1 30'-0" 16'-0" 19'-4" 1'-811 a w TEMP GLASS ENCLOSURE OVER 12" HIGH KNEEWALL c 0 w w H.B. 0 r� Floor GENERAL NOTES KEY: "ABC" 1,349 sf 7 Total Living: SCALE: 1/8" = 1'-0" (11x17) THIS STRUCTURE HAS BEEN DESIGNED TO MEET OR (22x34) EXCEED REQUIREMENTS OF THE (2017) FLORIDA n 103 sf BUILDING CODE (6TH EDITION) ABBREVIATIONS: + 2- # OF DOORS. • 2- # OF WINDOWS. • MT - METAL THRESHOLD • FR - FRENCH DOORS • SL - SIDE LIGHT • FG - FIXED GLASS • TR -TRANSOM + GB - GLASS BLOCK • PKT - POCKET DOOR • OBS - OBSCURED GLASS • TEMP - TEMPERED GLASS • SH - SINGLE HUNG + DH - DOUBLE HUNG • HR - HORIZONTAL ROLLER • BP - BYPASS • BF - BIFOLD • TYP. - TYPICAL NOTE: SPECIALTY WINDOWS/DOORS, FIXED GLASS WINDOWS, AND TRANSOMS ARE NOTED ON PLANS. NOTES: 1. CONTRACTOR TO VERIFY ALL DIMENSIONS ON JOB SITE. 2. DO NOT SCALE PRINTS! CONSTRUCTION TO BE FROM CALCULATED DIMENSIONS ONLY. ANY DISCREPANCIES OR ERRORS TO BE REPORTED PROMPTLY TO SUPERVISOR FOR CLARIFICATION. 3. MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINED BY COMMUNITY AND COUNTY CODES. 4. A/C CONDENSER UNIT TO BE ANCHORED TO SLAB PER CODE M307.2 & M1309.3. 5. PROVIDE RECESS H&C WATER w/ DRAIN @ WASHER SPACE. 6. VENT DRYER THRU EXTERIOR WALL U.N.O. 7. PROVIDE COLD WATER LINE FOR ICE MAKER LINE @ REF. SPACE. 8. SAG RESISTANT DRYWALL ON ALL CEILINGS. 9. PULL ALL DIMENSIONS FROM THE REAR OF PLAN. 10. REFER TO EXTERIOR ELEVATIONS & TYP. DETAIL SHEETS FOR EXTERIOR WALL FINISH SPECS. 11, REFER TO DETAIL SHEETS FOR FLASHING REQUIREMENTS AT ALL WOOD TO MASONRY INTERFACES. 12. ALL INTERIOR FRAME WALL DIMENSIONS TO BE 3 2" U.N.O. 13. ALL EXTERIOR BLOCK WALL DIMENSIONS TO BE 7 z" U.N.O. c c 14. ALL INT: FIRST FLOOR CEILINGS AT 9'-4" U.N.O. :m •• ALL INT. SECOND FLOOR CEILINGS AT 9'-0" U.N.O. c 15. C.M.U. & FRAME WALL SYSTEM SEGMENTS WHICH c c HAVE AN UNINTERRUPTED LENGTH OF 12'-0" OR MORE SHALL BE CONSIDERED SHEAR WALL SWS = m' SHEAR WALL SEGMENTS. o 16. OPENING BETWEEN GARAGE AND RESIDENCE H SHALL BE EQUIPPED w/ A 20 MIN. FIRE RATED w SOLID WOOD OR HONEYCOMB CORE STEEL DOOR a NOT LESS THAN 1 3/8" THICKNESS AS PER z FBC-R302.5.1. �? cn w 17. INSTALL 5/8" TYPE X DRYWALL ON GARAGE 0 o CEILING BENEATH HABITABLE ROOMS (TYP.) 4 18. GARAGE DOOR TO BE CERTIFIED BY MFR. FOR 140 V) a M.P.H. - vi 19. ALL TUB & SHOWER UNITS WILL HAVE a ANTI -SCALDING DEVICES INSTALLED. Li 0 w 20. ALL OPERABLE WINDOWS LOCATED MORE THAN 72" ABV. SURFACE BELOW SHALL HAVE THE z LOWEST PORTION OF WINDOW CLEAR OPENING A MIN. OF 24" ABOVE FINISHED FLOOR BEING o SERVER PER (FBC-R312.2). z 21. ALL INT. DOORS TO BE 6'-8" TALL U.N.O. OR PER Q BUILDER / CLIENT o vi CL DOOR NOTE KEY: w cn DOOR SIZE CALLOUT: 20 = 2'-0" 40 B.F. = 4'-0" BIFOLD z 24 = 2'-4" 50 B.F. = 5'-0" BIFOLD 26 = 2'-6" 60 B.F. = 6-0" BIFOLD 28 = 2'-8" 30 = T-0" o WINDOW NOTE KEY: z 0 WINDOW SIZE CALLOUT: o 2040 = 2'-0" x 4'-0" 2050 = 2'-0" x 5'-0" 2060 = 2'-0" x 6'-0" w • ALL WINDOW CALLOUTS ARE MEASURED IN FEET & INCHES AS PER THE EXAMPLE TABLE ABOVE. w w w Area Tabulations m Lij Floor Plan "ABC" 1,349 sf 7 Total Living: SCALE: 1/8" = 1'-0" (11x17) 1/4" = 1'-0" (22x34) Living: 4 1 st floor: 1,349 sf 7 Total Living: L. 1,349 sf entry: cc v 72 sf a covered lanai: n 103 sf garage: 391 sf Total Area: 1,915 sf 8" DEC. CORBEL (TYP.) 1x10 SMOOTH FINISH BAND — - --� (TYP.) a 7/8" TEXTURED CEMENTITIOUS -� FINISH ON METAL LATH OVER q 7/16" OSB. SHEATHING (TYP.) 11'-4" BRG. HT. @ ENTRY W x 9'-4" BRG. HT. z 8'-0" HDR. HT. m 12"x18" SMOOTH FINISH PANEL-- ------ (TYP.) 0 1x6 SMOOTH FINISH BAND (TYP.) 0'-0" FIN. FLR. 9'-4" BRG. HT. 8'-0" HDR, HT, 3/8" TEXTURED CEMENTITIOUS FINISH OVER C.M.U. (TYP.) 0'-0" FIN. FCR. J. --- - --- ------- - - .i El E] 0 SCALE: 1/8" = T-0" (1107) 1/4" = TV (2204) X11'-4" BRG. HT, y @ ENTRY 9'4" BRG HT __--.... ...— 8'-0" MDR HT. 1x6 SMOOTH FINISH BAND (TYP.) DEC. LIGHTING (TYP.) 3/8" TEXTURED CEMENTITIOUS FINISH OVER C.M.U. (TYP.) K 0'-0" FIN. FLR. ATTIC VENT CALLS: (2017) FLORIDA BUILDING CODE (6TH EDITION) R806. MIN. 40% - MAX 50% OF REQUIRED VENTILATION TO BE IN UPPER PORTION OF ATTIC SPACE AND THE BALANCE TO BE IN LOWER PORTION (EAVES). MINIMUM NET VENTILATION AREA SHALL BE 1 -Ml OF VENTED SPACE. TOTAL VENTED SPACE: 2,047 = 6.82 SF. NET FREE 300 REQUIRED UPPER PORTION VENTILATION TOTAL: 2.73SF. TO BE PROVIDED w/ OFF RIDGE VENTS: 4 VENTS .683 /PER VENT TILE: O'HAGIN MODEL "S", SHINGLE: LOMANCO 770-D). LOWER PORTION VENTILATION TOTAL: 5.82F. TO BE PROVIDED w/ SOFFITS @ EAVE: 80.00 LF. @ 0.073 SF. VENTING/LF. UPPER ROOF PERCENTAGE: 40% LOWER ROOF PERCENTAGE: 60% Roof Layout SCALE: 1/16" = T-0" (11x17) 1/8" = T-0" (2204) 0 w 0 O o:: O Q O U Lu O r 0 z w Q w 0 a cn w 0 Ln z J CL w cn w z U 7) a 0 ¢ w 0 vi z ¢ J d w cn w z S C� O U ¢ J _" s �.IJ GLo o CS 00 Z U `0%%J►L1i111►►►'t.1.1 ~ r ` VA vj to u- 0 O !2 r =z Z r w O t O O M O � U N _I to u_ C � CO N N Cin O N Q �� O E `NANO O ^ I`•- co 0 O : 0 E T- = _c m ao Q a. u - c a rnW z z � a E a, z o � (n w Li U 0 O Li o' cn O L w o d p cn co J I\ w M fo 12 z fo E LL go a O `n N 00 00 (� x 4 M w J 0 z z Q m O ----------- O O O N C 1�O ate_+ O a =v- = O o � � � M Ile _ OC 00 N U N Ln z- ¢ U ID C W N LL 1 '� O p (A Q > -0 �> O C C Q c O o LJJ Ln O a w 2 h - w 0 z w o L g ISSUE DATE 02/22/2018 REVISIONS _--------- PROJECT: 18-0168 z SCALE: AS NOTED ¢ DRAWN BY:_.__.._JML & JFT_._.__ DESIGNED BY: MJS ELEVATIONS "A" I 11'4' BRG. HT. @ ENTRY 9'-4n BRG. HT. 8'-0" HDR. HT. 0'-0" FIN. FLR. 8" DEC. CORBEL (TYP.) 1x10 SMOOTH FINISH BAND (TYP.) 7/8" TEXTURED CEMENTITIOUS FINISH ON METAL LATH OVER 7/16" OSB, SHEATHING (TYP.) 11'-4" BRG. HT. @ENTRY 9'-4" . BRGHT. -- .BRG. --- --- — - Z 81-0" HDR. HT 5 ca 1x6 SMOOTH FINISH BAND (n P.)� O 3/8" TEXTURED CEMENTITIOUS FINISH OVER C.M.U. (TYP.) 0'-0" FIN. FLR. Left Elevation "A" SCALE: 1/8" = T -O" (11x17) 1/4" = TV (2204) Ri ht Elevation "A" SCALE: 1/8" = TV (11x17) 1/4" = TV (2204) 8" DEC. CORBEL (TYP.) 1x10 SMOOTH FINISH BAND (TYP.) 7/8" TEXTURED CEMENTITIOUS FINISH ON METAL LATH OVER 7/16" OSB. SHEATHING (TYP.) 1.1,'.7i7_BRG. HT. 'F @ ENTRY j, 9'-4" BRG. HT. 8'0" HDR HT. H. 1x6 SMOOTH FINISH BAND (TYP.) 3/8" TEXTURED CEMENTITIOUS FINISH OVER C.M.U. (TYP.) 9' -4" BRG. HT. OIL 8'-0" HDR. HT. y 0'-0" FIN. FLR. Cz 0 0 Cf) cn Lj m bi w Ld m co W :D 0 cn CL L4 Lo 0 - � 00 (0 C= 00 r- 6 CD z ceti - q) LL Qs 1w 0: *c co C:) ,q-0 C:) I'- E C14 co 0 cn LCL. c O 0) CD aj c 4LO > < 0- 0-) C'4 E cc CO N (jo 0 (10 5 b E 0 E LO cu N co < a- LL c 0 cr) .F z Z a) E 0 �, E z 0 0 7Fn Lu r V) 0- 0 z 0 cn CL I 0 E rn n (an m W = fu -LLJ "a 0 Now" �' in 0 -2 fo a. r14 00 Uf) x LLJ L.j 4-J 0 m 0 I-- cn Of o C) N c) C) ro I:e 00 L) " V) C "a fy) 0 fu LL 0 c LLJ 0 U z :L > > c r4 c) 0 < " fu = Ld < uj Ln 0 Q - m Ld CD z LLj 0 cf) .... .... . ....... . ISSUE DATE 02/22/2018 REVISIONS . . . . ...... .. ... .. ....... ------------ :< PROJECT: 18-0168 >- SCALE: AS NOTED z < DRAWN BY: JIVIL & JFT z DESIGNED BY: MJS ELEVATIONS "A" 04.A o� o�E �- `N p V J N co tU C� ~ a ~ Zi �.QmN E toU)Nco O C,��r'-, 00 0 E L X 00 CL LLL. c � Lu z w z -a g E o E W 00 c W w U 0 Ofw 4 C3 (n Y Q d O O o �! O rl w E u ■ �*■ 4-J • (n O In CD cn N 00 ( X co � J c� z z Q m 0 � O o p � N � p � p' O O '- DC 00 rq aV 'p N Ln H C M O Ri p a C N u- d o O •L C O U z cn p. > 'd N cnn p C C a C r14 L- = LJ Q W Ln 0 0. m w w i Q z Ld w Q i ISSUE DATE, 02/22/2018 w REVISIONS o --------.__.._...._..._........__.... ....___ PROJECT: 18-0168 z SCALE: AS NOTED a DRAWN BY: JML & JFT DESIGNED BY: MJS ELECTRICAL LAYOUT 05 D < D C u cl D cl D c Dv rj ilD na n -1 2 il ati n F - ,J Cc v ct Lu, il CL IJ > DLL D z LL D 2 Li > LL r - Li 0 Lj 0 c Lj LL 01 D < cz L D L D uj CONCRETE BLOCK C= -a ;2,0 zc; o HEADER OR STEEL LL zco UJ fr: :100 LINTEL C:) P­ 'r- 04 0 co 0 i C6 u- c (o CO a) a) E PC EXP. STRIP C o o E, 0 'tt Z. Baa u - U) uj z z E 0 cn oE0 `�) �. (n CL 2 ?--1 PC ANCHOR c E : fo V) fa u - C: 4b CD V) 40- m N k.0 00 (n ro 4--J 9 -- --------- -------- . ....... ........ . .... . ..... C) C) STRIP m co =3 cr ul) m DC 00 Ln 4- 0 Ln c > > C:) C) fo Cc: C C14 m CL uj 0 L- .1= ISSUE DATE 2/2018 -- — --- ----- ..- REVISIONS GLS. BLK. PER PLAN PROJECT: 18-0168 SCALE: AS NOTED' ------------- - ------- -- - ---- DRAWN BY: JML & JFT DESIGNED BY: MJS DETAILS D1 PC PANEL REINFOR. SEALANT PC ANCHOR STRIP EXP. BOLT (2) PER ANCHOR MORTAR ASPHALT EMULSION CONC. BLOCK WALL C`�� �/�) EXTERIOR FINISH .,P.A,N,.E-.L ANCHOR CONSTRUCTION PC PANEL REINFORCING (TOP): USED IN PANELS OVER 25"S.F. IN AREA,IS EMBEDDED HORIZONTALLY IN THE MORTAR JOINTS BETWEEN EVERY OTHER COURSE. PANEL REINFORCING IS FORMED OF TWO PARALLEL WIRES, EITHER 1" O.C. (FOR USE WITH "THINLINE" SERIES GLS. BLK.) OR 2" O.C. (FOR USE W/ "PREMIERE" SERIES GLS. BILK.), W/ BUTT WELDED CROSSWIRES AT REGULAR INTERVALS. 4. AND 10' LENGTHS AVAILABLE. PC PANEL ANCHORS (MIDDLE): ARE USED TO TIE PITTSBURGH CORNING GLASS BLOCK PANELS INTO THE SURROUNDING FRAMEWORK WHEN CHANNELS ARE NOT USED. FORMED FROM 20 GAUGE PERFORATED - THEN GALVANIZED STEEL STRIPS, PANEL ANCHORS ARE AVAIL. IN 1[" WIDTHS X 24" LENGTHS. EXPANSION STRIPS (BOTTOM): MADE OF WHITE POLYETHYLENE, ARE INSERTED AT THE HEAD AND THE STRIPS REPLACE MORTAR AT THESE POINTS TO CUSHION THE GLASS BLOCK AND ALLOW THE PANEL TO EXPAND & CONTRACT FREELY. FOR METAL CHANNEL OR MASONRY CHASE CONSTRUCTION, PC " EXPANSION STRIPS ARE AVAILABLE THICK X 4" WIDE X 24" LONG. FOR PANEL ANCHOR CONSTRUCTION, -4 STD. 4" WIDE STRIPS ARE EASILY CUT TO 3" WIDTH, FOR 3]" "PREMIERE" SERIES BLK., AND TO 21" WIDTH, FOR 32 "THINLINE" SERIES BLOCK. INSTALLATION NOTES: 1 . THROUGHOUT INSTALLATION, KEEP THE WINDOW JAMBS PLUMB AND SQUARE. KEEP HEAD AND SILL LEVEL AND SQUARE. MAKE SURE HEAD AND SILL ARE NOT CROWNED UP OR DOWN, 2. CONSTANTLY CHECK WIDTH AT MEETING RAILS (i.e. DOUBLE HUNGS) TO AVOID "BOWED OUT" INSTALLATION. 3. APPLY GENEROUS BEAD OF CAULK ALONG INTERIOR SURFACE OF NAILING FIN ON ALL SIDES PRIOR TO SETTING WINDOW INTO OPENING. 4. PLACE 1/4" SHIMS AT SILL CORNERS AND SET WINDOW INTO SHIMS. CENTER THE WINDOW IN THE 6 GLASS BLOCr\ DETAILS SCALE: N.T.S. OPENING ALLOWING A 1/4" GAP BETWEEN WINDOW AND FRAMING MATERIAL ON EACH SIDE. WHEN INSTALLATION IS COMPLETE, THESE SHIMS MAY BE REMOVED. CHIMNEY HEIGHT 24" ROOF UNDERLAYMENT PER FBC 5. INSTALL FASTENERS (STRAIGHT, NOT ANGLED) IN EVERY OTHER FASTENER SLOT STARTING AT THE ABOVE ROOF WITHIN 10' R905.2.7 CDX PLYWOOD OR O.B.S. MIDDLE OF THE WINDOW. FASTENER MUST BE EMBEDDED INTO SOLID WOOD A MINIMUM OF 111. KEEP WINDOW LOCKED UNTIL ALL SIDES ARE SECURED. PRE -FAB CAP LATH AND STUCCO 6. CAULK OVER FASTENERS AND ANY FASTENER SLOTS NOT USED. OVER CHIMNEY 7. CAULK OUTSIDE PERIMETER OF INSTALLED WINDOW. "J" METAL FLASHING 8. INSULATE AROUND PERIMETER WITH BATT TYPE INSULATION. DO NOT USE EXPANDABLE FOAM. THE USE HCDPL/R TYP. 4x5 BASE FLASHING OF EXPANDABLE FOAM WILL VOID WARRANTY. 9. FOR ANY INSTALLATION FINISHED WITH BRICK OR STONE, ALLOW 1/4" GAP AT SILL BETWEEN7/8" STUCCO OVER PAPER ROOF COVERING PER PLAN STRUCTURE AND WINDOW. THEN, CAULK THIS GAP. BACK WIRE MESH U.N.O. 15/32" C.D.X. OR 7/16" O.S.B. (MIN. 10. CAULK GAP BETWEEN INSTALLED WINDOW EXTERIOR PERIMETER AND J -CHANNEL (OR BRICK OR OTHER 1/2" PLYWOOD EXT'R. SHEATHING 2.512 PITCH) EXTERIOR FINISHING MATERIAL WHICH SURROUNDS WINDOW). ALL AROUND NAILED 8d @ 6 & 12 10 GALV. L -FLASHING ROOF UNDERLAYMENT PER FBC 2x's @ 24" O.C. W/ HUGHNR' ATTACHED TO SHEATHING FLASHING SEQUENCING: WHEN GREATER THAN 24" x 24". • APPLY BOTTOM PIECE OF SELF-ADHESIVE TYPE FLASHING OVER ALL OF ROUGH OPENING. 2x4 BLOCKING 2x4 BLOCKING • SET WINDOW UNIT. • APPLY 2ND BOTTOM PIECE OF SELF-ADHESIVE TYPE FLASHING OVER NAILING FIN AND BLDG PAPER. TRUSS @ 24" O.C. • APPLY SIDE STRIPS OF SELF-ADHESIVE TYPE FLASHING. APPLY TOP PIECE OF SELF-ADHESIVE TYPE FLASHING. • rRUSS @ 24" O.C. NOTE: ROOF COVERING PER SELF-ADHESIVE TYPE FLASHING IS A GENERIC TERM. SEE SPECIFICATIONS FOR MATERIAL TO BE USED. 01 PLAN ROOF UNDERLAYMENT IMPORTANT: 15# FELT DRAINAGE PLANE— FIRE BLOCKING METAL FIRE BLOCKING 2x4 BLOCKING PER FBC R905.2.7 ROOF SHEATHING IT IS THE RESPONSIBILITY OF THE OWNER OR BUILDER TO SELECT PRODUCTS IN COMPLIANCE WITH WOOD BASED EXTERIOR SHEATHING -OSB AROUND FLUE LINER 6 " MIN. LAP ON METAL APPLICABLE LAWS AND BUILDING CODES. DO NOT USE MURIATIC ACID ON HOMES AFTER INSTALLING THIS 2x4 #2 SPF OR #3 WINDOW. THE ACID MAY DESTROY THE COIL SPRING BALANCE SYSTEM. WINDOWS WILL NOT BE UNDER 7/8" NOMINAL STUCCO THICKNESS SYP STUDS @16" O.C. WARRANTY IF EXPOSED TO MURIATIC ACID. DO NOT LAY WINDOWS FLAT OR STORE IN SUN BEFORE INSTALLING. ALL WARRANTIES NULL AND VOID IF ANY VERTICAL HOLES ARE PUT INTO WINDOW SILL AREA OF ANY WINDOW. PAPERBACK LATH PEEL AND STICK TAPE METAL OR PLASTIC EXPANSION JOINT MANTLE A-11 All DRAINAGE PLANE OVERLAP CONTROL BEAD FLASHING AND MEMBRANE STRIP OVER WOOD FRAME / MASONRY CONNECTION. MEMBRANE STRIP COVERING WOOD FRAME_ PRE FIRE BOX xi INTERSECTION UNDER EXPANSION JOIN EQUAL -FAB DAMPER \K/ TO PROTECTO WRAP BT-20XL-9" WIDE. TO 2" BELOW THE CMU EXTEND 1/2" NOMINAL CEMENTITIOUS FINISH 18" NON-COMBUSTABLE MATERIAL FOR HEARTH A� FOUNDATION . .... . .. - -------------------- . ......... VALLEY RAFTER SCALE: 3" V-0" 2 WINDOW FLASHING DETAILS 2un STUU'/-'CO BOND BREAK FLA H N ETAIL PRE—FAB FIREBOX FLA 71 N DETAIL SCALE: N.T.S.SCALE: N.T.S. SCALE: N.T.S. D < D C u cl D cl D c Dv rj ilD na n -1 2 il ati n F - ,J Cc v ct Lu, il CL IJ > DLL D z LL D 2 Li > LL r - Li 0 Lj 0 c Lj LL 01 D < cz L D L D uj 00 a: . C= -a ;2,0 zc; o % LL zco UJ fr: :100 C:) ,q- 0 C:) P­ 'r- 04 0 co 0 i C6 u- c (o CO a) a) E cu (n 04 (o 0 co C o o E, 0 'tt Z. Baa u - U) uj z z E 0 cn oE0 W U a (n CL 2 ?--1 N. CL J N c E : fo V) fa u - C: 4b CD V) 40- m N k.0 00 (n ro 4--J 9 -- --------- -------- . ....... ........ . .... . ..... C) C) N m co =3 cr ul) m DC 00 Ln 4- 0 Ln c > > C:) C) fo Cc: C C14 m CL uj 0 L- .1= ISSUE DATE 2/2018 -- — --- ----- ..- REVISIONS PROJECT: 18-0168 SCALE: AS NOTED' ------------- - ------- -- - ---- DRAWN BY: JML & JFT DESIGNED BY: MJS DETAILS D1 GENERAL NOTES FOUNDATIONS SOIL UNDER SLABS AND UNDER FOOTINGS TO BE COMPACTED TO AT LEAST 95% OF MAX. DRY DENSITY AS DETERMINED BY ASTM D1557 (MODIFIED PROCTOR) MINIMUM BEARING CAPACITY 2000 PSF TERMITE TREATMENT REFER TO SECTION R318 PROTECTION AGAINST TERMITES, OF THE FLORIDA BUILDING CODE - RESIDENTIAL CURRENT EDITION, FOR FULL LIST OF REQUIREMENTS CAST IN PLACE CONCRETE 1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 2500 PSI, A SLUMP OF 4" PLUS OR MINUS 1", AND HAVE 2 TO 4% AIR ENTRAINMENT, AND A MAXIMUM WATER/CEMENT RATIO OF 0.58. 2. ALL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A-615 GRADE 60 MIN. 3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 FOR 6x6xW1.4xW1.4 WWF SHALL BE LAPPED AT LEAST 6" & CONTAIN AT LEAST ONE CROSS WIRE WITHIN THE 6".FIBERMIX OF EQUAL SPECIFICATIONS MAY BE USED IN LIEU OF WWF. 4. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH "THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318 LATEST EDITION, AND "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS," ACI 301. 5. HORIZONTAL FOOTING BARS SHALL BE BENT MIN. 12 BAR DIAMETERS (EXCLUDING BEND) AROUND CORNERS OR CORNER BARS WITH MIN, 30" LAP EXCLUDING BEND AT EACH END SHALL BE PROVIDED. 6. MINIMUM LAP SPLICES ON ALL REINFORCING BARS SHALL BE 48 BAR DIAMETERS. 7. SLAB ON GRADE, REINFORCEMENT SHALL BE SUPPORTED IN PLACE FROM THE CENTER TO UPPER 1/3 OF THE SLAB. BOLTS AND THREADED RODS 1. ALL BOLTS & THREADED RODS TO BE ASTM A307 OR BETTER (U.N.O.) 2. STEEL BOLTS LESS THAN ONE -HALF-INCH (12.7 mm) IN DIAMETER USED AS FASTENERS FOR PRESSURE PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153. 3. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS SHALL BE PERMITTED TO BE OF MECHANICALLY DEPOSITED ZINC -COATED STEEL WITH COATING WEIGHTS IN ACCORDANCE WITH ASTM B 695, CLASS 55, MINIMUM. MASONRY WALL CONSTRUCTION 1. HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, TYPE 2, CONFORMING TO ASTM C90, W/ A MINIMUM NET COMPRESSIVE STRENGTH OF 2000 PSI (f m = 1900 PSI) 2. MORTAR SHALL BE TYPE M OR S, CONFORMING TO ASTM C270 3. HEAD MORTAR JOINTS AT PRECAST WINDOW SILLS TO BE NO MORE THAN 1". 4. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE SIZE OF 3/8" AND A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. 5. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH CELLS FILLED WITH COARSE GROUT AND GRADE 60°STEEL. REINFORCEMENT SHALL BE PLACED IN CENTER OF MASONRY CELL W/ MIN 1/2" CLEARANCE TO INSIDE FACE. 6. VERTICAL REINFORCEMENT SHALL BE HELD IN CENTER OF THE MASONRY/ BLOCK WALL AT THE TOP & BOTTOM & MAXIMUM 8'-0" U.N.O. VERTICALLY. TIES TO THE FOOTING & LINTEL STEEL IS ADEQUATE @ TOP & BOTTOM OF WALL; REBAR POSITIONERS IN MIDDLE OF WALL 7. REINFORCING STEEL SHALL BE LAPPED MIN. 30" U.N.O. 8, HOOKS AT THE TOP & BOTTOM OF VERTICAL REINFORCING BARS TO BOND COURSE AND FOOTING TO BE NO LESS THAN 12 BAR DIAMETERS EXCLUDING BEND 9. EXPANSION TYPE ANCHORS ARE NOT TO BE USED IN BOND COURSE. EMBEDDED ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED. 10. MASONRY ROUGH OPENING TOLERANCES- 1/4" TO + 1/2" 11. GROUT STOPS SHALL BE PROVIDED BELOW BOND BEAM. PLASTIC SCREEN, METAL LATH STRIP OR CAVITY CAPS MAY BE USED TO PREVENT THE FLOW OF GROUT INTO CELLS BELOW. THE USE OF FELT PAPER AS A STOP IS PROHIBITED, 12. TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY DURING CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR 13. DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR (3) DAYS AND NO CONCENTRATED LOADS FOR (7) DAYS. PER CODE ACI 318, LATEST EDITION. 14. DURING CONCRETE POURS, GC TO ADEQUATELY VIBRATE THE FILLED CELL W/ EITHER RODDING OR PENCIL VIBRATOR TO ENSURE PROPER CONCRETE CONSOLIDATION, WOOD CONSTRUCTION 1. WOOD CONSTRUCTION SHALL CONFORM TO THE ANSI/AWC "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION", LATEST EDITION.(NDS) 2. LUMBER DENOTED AS SPF#2 OR SPF#1/#2 SHALL BE SPRUCE -PINE -FIR VISUALLY GRADED "No.1/No.2" BY NLGA, OR BETTER. 3. LUMBER DENOTED AS SYP#2 SHALL BE SOUTHERN YELLOW PINE OR "MIXED" SOUTHERN YELLOW PINE VISUALLY GRADED "No 2" BY SFIB, OR BETTER. 4. OTHER LUMBER SHALL BE VISUALLY GRADED "No. 2" OR BETTER, REGARDLESS OF SPECIES, U.N.O. ON FRAMING PLANS OR DETAILS. 5. ALL STRUCTURAL WOOD MEMBERS INCLUDING EXTERIOR FRAME WALLS, BEARING WALLS, SHEAR WALLS, AND MISC. MEMEBERS (I.E. BLOCKING OR GABLE END BRACING) SHALL BE SPF#2 OR BETTER U.N.O.. 6. END -JOINTED LUMBER IS NOT PERMITTED TO BE USED IN ANY LOAD BEARING (GRAVITY OR WIND) CONDITIONS. E.O.R. TO REVIEW IF INSTALLED. 7. FIELD -CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE -TREATED WOOD SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. 8. 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. 9. 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. 10. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE CENTER OF THE STUD UP TO 1 DIA. SHALL HAVE STUD PROTECTION SHIELDS. ALL HOLES OVER 1" IN DIA FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH SIMPSON HSS2 STUD SHOES, TYP U.N.O. 11 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. 12. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH, CONCRETE OR MASONRY IS TO BE PRESSURE TREATED IN ACCORDANCE WITH THE LATEST EDITION OF THE AWPA U 1 STANDARD. 13. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR MASONRY. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. 14. SEE PLAN FOR BUILT UP STUD COLUMN AND BEAM NAILING PATTERNS ENGINEERED LUMBER 1. ENGINEERED LUMBER PRODUCTS SHALL CONFORM TO THE CURRENT EDITION OF THE ANSI/AWC NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS). 2. ENGINEERED LUMBER SHALL BE EITHER STRUCTURAL COMPOSITE LUMBER AS DEFINED NDS SECTION 8.1 (INCLUDING LVL, PSL, AND LSL LUMBER) 3. ALL ENGINEERED LUMBER IS TO HAVE THE MINIMUM DESIGN VALUES AS FOLLOWS: COLUMNS BEAMS STUD E = 1,700,000 Wine U.N.O. E = 2,000,000 Ib/int U.N.O. E = 1,500,000 Ib/int U.N.O. Fb =2650 Fb =3000 Fb =2200 Ft = 1650 Ft = 1700 Ft = 1500 Fc ii= 3000 Fc ii= 3000 Fc ii= 2100 Fc1=450 Fc1=900 Fc =450 Fv =285 Fv =285 Fv = 150 WOOD BEARING SURFACES ARE TO BE SYP#2 OR BETTER END GRAIN CONDITION U.N.O. CEILING CONSTRUCTION 1. USE 1/2" CEILING OR SAG RESISTANT BOARD FOR 24" O.C. FRAMING U.N.O. 2. 5/8" TYPE "X" GYPSUM BOARD SHALL BE USED ON CEILING IN GARAGE WHEN LIVING SPACE IS ABOVE THE GARAGE. MEANS AND METHODS CONSTRUCTION MEANS & METHODS ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. THE STRUCTURE IS UNSTABLE UNTIL ALL LOAD BEARING WALLS ARE ERECTED & TRUSS / FRAME MEMBERS ARE CONNECTED PROPERLY PER APPROVED FRAMING PLANS / DETAILS ALONG W/ CONNECTOR & COMPONENT MANUFACTURERS' SPECIFICATIONS. UNTIL SUCH TIME, TEMPORARY BRACING & SHORING OF WALLS AND FRAME MEMBERS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. UNDER STAIR PROTECTION 1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2 -INCH (12.7MM) GYPSUM BOARD. METAL COATINGS FOR USE WITH PRESSURE TREATED WOOD IT THE BUILDER'S RESPONSIBILITY TO ENSURE THAT ALL METAL CONNECTORS, METAL FASTENERS, ANCHORS, AND NAILS ARE THE APPROPRIATE MATERIAL AND/OR HAVE THE APPROPRIATE COATING FOR USE WITH THE DIFFERENT TYPES OF PRESSURE TREATED WOODS, AS PER THE FOLLOWING GUIDELINES. 1. WOOD TREATED WITH DOT SODIUM BORATE(SBX) CONNECTORS SHALL BE A MINIMUM G50 ZINC COATING 2. WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE) OR OTHER BORATE (NON -DOT) TREATMENTS: CONNECTORS SHALL BE A MINIMUM G185 ZINC COATING. 3. FOR ALL OTHER COMBINATIONS FOLLOW THE RECOMMENDATIONS OF THE PRESERVATIVE WOOD TREATER, 4. STAINLESS STEEL CONNECTORS AND FASTENERS MAYBE USED WITH ALL TYPES OF PRESSURE TREATED WOOD SUCH THAT THEY MEET THE REQUIREMENTS OF ASTM F1667 PREFABRICATED WOOD TRUSSES 1. ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY FASTENED TO THEIR SUPPORTING WALLS OR BEAMS WITH HURRICANE CLIPS OR ANCHORS.UPLIFT CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS ANCHORS AND ANCHOR BOLTS ARE ONLY REQUIRED ON MEMBERS IN WALLS THAT ARE EXPOSED TO UPLIFT OR LATERAL FORCES. INTERIOR LOAD BEARING WALLS ARE NOT ALWAYS EXPOSED TO UPLIFT FORCES. THE MEMBERS OF THESE WALLS WOULD NOT NEED TO HAVE CONNECTORS APPLIED. PLEASE COORDINATE WITH THE TRUSS ENGINEER FOR THE LOCATION OF THESE WALLS AND STRUCTURAL PLANS FOR MORE INFO. 2. TRUSSES SHALL BE DESIGNED BY MWFRS METHODOLOGY FOR LONG SPAN TRUSSES TO DETERMINE UPLIFT AND REACTION VALUES. MEMBER AND PLATE DESIGN TO BE CALCULATED BY COMPONENTS AND CLADDING METHOD UNLESS SPECIFIED OTHERWISE BY TRUSS ENGINEER OF RECORD 3. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE LATEST EDITION OF ANSI TPI 1. 4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED BY TRUSS MANUFACTURER UNLESS NOTED ON PLANS 5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION OF TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE DESIGNED BY TRUSS MANUFACTURER IN ACCORDANCE WITH THE DESIGN LOADS. TRUSS DESIGN LOADS: TOP CHORD: Lr = 16 PSF DL - 7 PSF (SHINGLE TYPE ROOF COVER) DL = 15 PSF (LIGHT WEIGHT CLAY TILE ROOF COVER) DL = 14 PSF (TRUSS OVERBUILD) BOTTOM CHORD: DL = 5 PSF MINIMUM FLOOR DESIGN LIVE LOADS: A) FLOORS = 40 PSF B) BALCONIES= 60 PSF / 100 PSF (IF BALCONY > 100 SQ FT) C) DECKS = 40 PSF D) STAIRS = 40 PSF E) BONUS ROOM/GAME ROOMS = 60 PSF U.N.O. MINIMUM FLOOR DESIGN DEAD LOADS: A) FLOORS = 15 PSF B)BALCONIES = 15 PSF GENERAL LOADING: ATTIC WITHOUT STORAGE = 10 PSF ATTIC WITH LIMITED STORAGE = 20 PSF GUARDRAILS / HANDRAILS = 200 LB POINT LOAD / 50 PSF GUARDRAILS IN -FILL COMPONENTS = 50 PSF GENERAL TRUSS BRACING & BLOCKING REQUIREMENTS ADDIT'L BRACING & BLOCKING PER BCSI-1 & TRUSS MANUFACTURER'S DWGS -G.C. TO PROVIDE MIN 2x SYP #2 BLOCKING BETWEEN TRUSSES TO COMPLY W/ APA RECOMMENDATIONS FOR MIN. 7/16" OSB SHEATHING -MIN 2x SYP #2 BLOCKING REQ'D ALONGSIDE TRUSS TOP CHORD @ROOF HIP/RIDGE TO PREVENT SHEATHING SPAN FROM EXCEEDING 2FT (NOT REQ'D IF SHEATHING SPAN IS LESS THAN 2FT). BLOCKING TO TRUSS TOP CHORD w/ (2) 12d NAILS @ 12" O.C. MAX & 4" FROM EA. END. NOTE: PLYWOOD EDGES @ HIP CORNERS REQUIRE MIN 2x4 SYP #2 BLOCKING w/ (3) 12d TOENAILS EACH END. -TRUSS "X" BRACING: MIN 2x4 SYP #2 AT ANGLE APPROX. 45° FROM VERT. TO EA. TRUSS MEMBER w/ (3) 12d NAILS. SPACE "X" BRACING ALONG TRUSS SPAN @ 10'-0" MAX AND EQUALLY SPACED FROM END OF TRUSS. "X" BRACING TO START 20'-0" MAX FROM #1 HIP GIRDER AND / OR (4) BAYS AFTER GABLE END BRACING. SEE BCSI-133 SECTIONS 1, 2 AND 3 FOR ADDITIONAL ROOF PLANE PERMANENT BRACING REQUIREMENTS. PERMANENT 2x4 SPF #2 (MIN.) CONT. LATERAL TRUSS BOTTOM CHORD BRACING PERPENDICULAR TO TRUSS SPAN AT 15'-0" O.C. MAX W/IN TRUSS SPAN OR PER TRUSS DESIGN DRAWINGS. ATTACH W/ (2) 16d NAILS AT EACH TRUSS. OVERLAP BRACING AT LEAST ONE TRUSS SPACE (24") PLUS 6" MIN PAST BOTTOM CHORD. -INSTALL PERMANENT 2x CONTINUOUS LATERAL BRACE (CLB) ACROSS TRUSS WEBS AS INDICATED ON TRUSS SHOP DRAWINGS & BCSI-133. ("T" BRACING MAY BE USED I.L.O. PEMANENT CLB IF IT EXTENDS MIN. 90% OF THE TRUSS WEB (SEE WEB REINFORCEMENT TABLE WITHIN BCSI-63). -AT RAISED HEEL TRUSSES, 2x4 SYP #2 (MIN.) AT TOP AND BOTTOM OF HEEL W/ (2) 12d TOENAILS REQ'D. EXT. SHEATHING MUST BE ATTACHED TO RAISED HEEL TRUSS AND INDICATED BLOCKING. ALTERNATE IF HEEL HEIGHT IS LESS THAN 12" TALL: 2x4 SYP #2 BEHIND THE TRUSS VERT. RUNNING FROM TOP TO BOTTOM ACROSS MAX 4 TRUSSES, THEN BOTTOM TO TOP W/ (2) 12d NAILS AT EACH TRUSS MEMBER (DIAGONAL BRACING) DIAGONAL BRACING REQUIRED AT CLB PER BCSI-133. 6. THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS, WORKING POINTS, BEARING POINTS, AND SIMILAR CONDITIONS. TRUSS SHOP DRAWINGS SHALL SHOW ALL TRUSSES, ALL BRACING MEMBERS, AND ALL TRUSS TO TRUSS HANGERS. 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 WITHOUT VERIFICATION, PROVIDED ALL MANUFACTURER'S INSTALLATION INSTRUCTIONS ARE FOLLOWED. 3. STAIR CONSTRUCTION 2X12'S MAY BE USED ILO TIMBERSTRANDS FOR STAIR STRINGERS. RIM BOARDS MAY BE USED FOR RISERS & TREADS ILO 2x12'S (SEE GEN. STAIR DETAIL SHEET FOR MORE INFO.) 4. METAL STUD SUBSTITUTION WOOD STUDS MAY BE SUBBED w/ METAL STUDS IN NON -LOAD BEARING WALLS 5. OMITTED J -BOLT -1/2" ALL THREAD ROD w/ 2" x 2" SQ. WASHER DRILL & EPDXY w/ SIMPSON SET EPDXY WITH MIN. 7" EMBEDMENT. -1/2"4" SIMPSON TITEN HD THREADED ANCHORS W/ LBP1/2 WASHER MAY BE USED ILO 1/2" J -BOLT. TAPCON FASTENERS MAY BE USED ILO SIMPSON TITENS 6. MORTAR JOINTS -FOR BED JOINTS 1/2"-1", GROUT FILL CELLS IN BLOCK AFFECTED (NO VERT. REINF. REQ'D) -FOR HEAD JOINTS GREATER THAN 3/4", GROUT FILL CELL IN BLOCKAFFECTED ON EA.SIDE OF JOINT. PROVIDE (1) #5 VERT. REINF. IN EA. CELL CONT PER PLAN. "EXCEPTION: IF TIE BEAM COURSE AND ADJ. TWO COURSES BELOW, AS WELL AS 1st (2) COURSES FROM FND. HAVE HEAD JOINTS WHICH FALL W/IN THE SPECIFIED TOLERANCES, THE ADDED VERTICAL REINFORCEMENT IS NOT REQ'D TORE 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 +1/7-1-1/8", GROUT FILL FIRST (3) COURSES IN WALL ALONG AREA AFFECTED & TIE BEAM AND VERTICAL CELLS PER PLAN -FOR CMU OVERHANGING FOUNDATION OVER 1-1/8", CONTACT EOR FOR REPAIRS. DESIGN PRESSURES WIND DESIGN LOAD INFORMATION WINDSPEED (ULTIMATE) 140 mph WIND SPEED (ALLOWABLE) 108 mph WIND EXPOSURE B RISK CATEGORY 11 BUILDING TYPE V B ENCLOSURE CLASSIFICATION ENCLOSED INTERNAL PRESSURE COEFFICIENT +/-0.18 WIND PRESSURE & SUCTION EFFECTIVE (PSF) WIND S2.1A DOWEL PLACEMENT PLAN (+) VALUE DENOTES PRESSURE AREA (SQ FT) FOUNDATION DETAILS - VALUE DENOTES SUCTION AREA O Q (+) 21.2 (+) 21.2 10 - 22.9 (-) 28.3 NOTES &CONNECTOR LEGEND (+) 20.2 (+) 20.2 20 (-) 22.0 (- 26.4 SD2 (+) 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" + + (-) 20.9 (-) 19.7 WIND PRESSURE/ SUCTION DIAGRAM5 5 4 4 ,, l 55 STANDARD DESIGN PRESSURE NOTES 1. ASCE 7-10 WALL DESIGN ALLOWABLE COMPONENTS AND CLADDING WIND PRESSURES AND SUCTIONS PER FLORIDA BUILDING CODE 6th EDITION (2017). 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 REGION. GLAZED OPENING PROTECTION IS REQUIRED AND SHALL BE PROVIDED PER SECTION R301.2.1.2 OF THE FLORIDA BUILDING CODE - RESIDENTIAL, CURRENT EDITION. COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LCC is strictly prohibited Q H z w 0 W ti 0 N z 0 0 W LU 0 O U 0 z v 5 M 0 O U_ W x F- U_ 0 U z 0 O a X w F- O J J x F- w J a 2 O 0 0 z ¢ C6 W LU CL c,7 U_ O z 0 0 CL ui W D F- 0 0 W W 0 U_ O z 0 Q U O J LU F- F- LU U z 0 0 Q z 0 w U) O a 0 z 0 O 0 z S' w ti 0 z F- O F- 0 LU z 0 Fb LU 0 w Cr 0 0 U) J d F - z w 0 W w F- INDEX OF DRAWINGS SHEET SHEET TITLE S1 STRUCTURAL NOTES S2A FOUNDATION PLAN S2.1A DOWEL PLACEMENT PLAN S3 FOUNDATION DETAILS S4A LINTEL PLAN S5A ROOF FRAMING PLAN S5.1 NOTES &CONNECTOR LEGEND SD1 GENERAL DETAILS SD2 GENERAL DETAILS SD3 GENERAL DETAILS SD4 GENERAL DETAILS MASTER UPDATES NUMBER DATE DESCRIPTION INTIALS 1 2/16/2017 CREATED ELEV A, B, & C (MID -FLORIDA LUMBER) DP 2 2/24/2017 UPDATED SHEET NAME FOR ROOF FRAMING PLAN DP 3 3/10/2017 UPDATED SLAB NOTE TO READ 4" & LEGEND ON DOWEL SHEET TO READ GRADE 60 STEEL DP 4 8/28/2017 UPDATED WINDOWS AT BEDRM #3 & 4 PER ARCH UPDATE HG 5 9/25/2017 CREATED OPTIONAL TRAY @MASTER SUITE FOR ELEVATION A PER WP -156 DP 6 10/18/2017 UPDATED WOOD BEAMS AT ENTRY TO LINTELS DP 7 12/14/2017 SHIFTED LAUNDRY/PANTRY WALL 2" PER ARCH UPDATE DP 8 1/26/2018 PLANS HAVE BEEN UPDATED TO MEET FBC 6th EDITION (2017) RESIDENTIAL HG COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LCC is strictly prohibited Q H z w 0 W ti 0 N z 0 0 W LU 0 O U 0 z v 5 M 0 O U_ W x F- U_ 0 U z 0 O a X w F- O J J x F- w J a 2 O 0 0 z ¢ C6 W LU CL c,7 U_ O z 0 0 CL ui W D F- 0 0 W W 0 U_ O z 0 Q U O J LU F- F- LU U z 0 0 Q z 0 w U) O a 0 z 0 O 0 z S' w ti 0 z F- O F- 0 LU z 0 Fb LU 0 w Cr 0 0 U) J d F - z w 0 W w F- SYMBOLS LEGEND N INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60#5 CONT. FTG. TO TIE BEAM (8'-0" O.C. MAX U.N.O.) 9 INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5 CONT, FTG. TO TIE BEAM. 0 INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT. INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT. GRADE 60 #5 CONT. FT.G TO TIE BEAM. 301 -Olt 1/411=11-011 FOUNDATION NOTES: UJI 1. PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BE LAPPED MIN. 6" AND SEALED. REFER TO FBC-R CURRENT EDITION SECTION R506.2.3 FOR REQUIRED LOCATIONS 2. PROVIDE 4" 250OPSI CONC. SLAB W1 6x6xW1.4xWI.4 WELDED WIRE MESH PLACED AT MIDDLE OR UPPER 1/3 OF SLAB DEPTH OVER 6 MIL. VAPOR BARRIER ON COMPACTED FILL (FIBER MESH MAYBE USED ILO WWM, WHEN FIBER MESH. MEETS OR EXCEEDS SPECIFICATIONS SET FORTH IN CURRENT CODE EDITION). W 3. VERT. #5 BAR TO BE HOOKED AT TOP & BOTTOM (FTG. & TIE BEAM Uj ENDS) W1MIN. 12 BAR DIAMETER LEGS EXCLUDING BEND @ EA. END. C LAP SPLICES SHALL BE NO LESS THAN 30". C0Uj 4. CONSULT W/MAN. SPECIFICATIONS PRIOR TO POURING OR WI z RECESSING DOOR SILLS. 0 5. EXTERIOR SLABS SHALL SLOPE 1/8" PER FOOT AWAY FROM HOUSE. z EL 6, CONTROL JOINTS (IF SHOWN) ARE NOT REQUIRED BY CODE BUT ARE 0 SUGGESTED (ESPECIALLY WHEN USING FIBER REINF. CONC.) P CONTROL JOINTS TO BE SAW CUT A DEPTH OF 1/4" OF THE 0 0 THICKNESS OF THE SLAB. FILL CUT W/APPROVED JOINT MATERIAL OR W U) a: Uj USE ALTERNATE APPROVED METHOD. (0 Uj 7. MECHANICAL EQUIP, LOCATIONS WILL BE DETERMINED BY 0 COMMUNITY & COUNTY CODES. 0 8. FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL 0 SYSTEMS SHALL BE RAISED AT LEAST 3" ABOVE THE FINISHED GRADE z AND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATION ❑ INSTRUCTIONS. M 9. NO WOOD STAKES PERMITTED IN FOUNDATION. ❑ 10. PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPED DOWN. SEE SHEET S3 FOR ADDITIONAL INFORMATION. GC TO DETERMINE STEP LOCATIONS IF REQUIRED U_ W 11. SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDS AND LAP SPLICE. SEE DTL MF09 AND MF10 ON S3 FOR STANDARD U_ FOOTING STEP DOWN AND CORNER INFORMATION. 0 U) z 12. ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCE 0 SHALL BE ELEVATED A MIN OF 18". CONTRACTOR TO PROVIDE SUCH in PLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION > 0 13. ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER CL COMPACTION: 2000 PSF (SEE SOILS REPORT AND SPECIFICATIONS W FOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THE Uj PROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERAL CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO FOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN. _j SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS, < COMPACTED IN 12" LIFTS TO AT LEAST 95% OF MAX. DRY DENSITY AS DETERMINED BY ASTM - D1557 (MODIFIED PROCTOR). THE FOUNDATION SIZES INDICATED ON THE FOUNDATION PLAN HAS PSF. a *D6606, %9 BEE # U) IN DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000 . 14. PENDING SITE CONDITIONS, IF STEMWALL IS REQUIRED, G.C. TO 0 cci '0 DETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. SEE U z 0 ::z C0 U. 0% *.Z STEMWALL CHART ON S3 FOR REQUIRED REINFORCEMENT AND ❑ . z :W FOOTING SIZES PENDING DEPTH OF STEMWALL. < C6 0: 15. IF STEM WALL IS REQUIRED TO BE CONSTRUCTED TALLER THAN THE 0: coo e< HEIGHTS PROVIDED ON THE STEM WALL SCHEDULE -STOP--- W % CONTACT E.O.R. PRIOR TO CONSTRUCTION CL< z ❑0 16. ALL FOUNDATION PADS WHERE SHOWN ON THE BELOW FOOTING _r *1/1 11 < 11PR� >u 0 SCHEDULE SHALL BE INSTALLED WHERE THE DEPTH OF THE W LL_j U_ FOOTING WILL BE MEASURED FROM THE LOWEST SLAB ELEVATION 0 MAINTAINING A MINIMUM DEPTH AS SPECIFIED. THE FOUNDATION W PAD MAY BE INSTALLED DEEPER THAN THE INDICATED PENDING SITE z 0 CONDITIONS AND/OR LOCATIONS. CONTRACTOR TO FIELD VERIFY 05 ALL MINIMUM FOUNDATION DIMENSIONS AND REINFORCEMENT > REQUIREMENTS ARE MET. 0 CL Ld FOOTING SCHEDULE z 12"x12"xl 2" dp w/ #5's EQ ED EA. EQUALLY SPACED MIN (2) # 5 E.W.U. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN D < �>W j z BARS & 3" MIN. COVER TO EDGE OF CONC. F- 0 MI # 5 PARALLEL TO U) 12"x24"x12" dp w/ #5's EQUALLY SPACED EA. & MIN 0 Q. IA WAY MIN. 2" HORIZ. CLEARANCE BETWEEN 2411 SIDE @3" O.C. � z (3) #5 PARALLEL TO 12" CD BARS & 3" MIN. COVER TO EDGE OF CONC LL 0 LIJ Z SIDE @6" O.C. X 24"x24"xi 2" dp wl #5's EQUALLY SPACED EA. z 0LU 0 WWAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (3) # 5 E.W. 0 C 0 1,- E BARS & 3" MIN. COVER TO EDGE OF CONC. _j 0) =) to r - C'6 _j - U) V V- 00 0 �_ 0) - 28"x28"x12" dp w/ #5's EQUALLY SPACED EA. (6 -_ - C-4 0 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. 0 (Dw—oce) C < Z F- Z > co, = _j C.0 M 3) BARS & 3" MIN. COVER TO EDGE OF CONC. LLj < 0 _j LL Cn 1: F- CO 30"x30"x12" dp w/ #6's EQUALLY SPACED EA. F- 0 J 0 8 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. 3: =)(0 owtz 5) BARS & 3" MIN. COVER TO EDGE OF CONC. F_ W Z (75 65 EE 5 < 6j C 3: _j z < 0 3: 2 0 32"x32"x12" dp w/ #5's EQUALLY SPACED EA. LU 1-- n 0 a 3: z w z E 6) WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W. 0 1.— 0 z LU 0 Q' C) < Uj BARS & 3" MIN. COVER TO EDGE OF CONC. <Cr < LL (D 36"x36"x12" dp w/ #5's EQUALLY SPACED EA. 0 cc W LL P 0 L" WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W. 0 W z M BARS & 3" MIN. COVER TO EDGE OF CONC. 0 0 LL CD 0 42"x42"x12" dp w/ #5's EQUALLY SPACED EA. 1).5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. z BARS & 3" MIN. COVER TO EDGE OF CONC. 0 W 42"x42"x16" dp w/ #5's EQUALLY SPACED EA. 0U) r. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. CL BARS & 3" MIN. COVER TO EDGE OF CONC. 2 F. 48"x48"x12" dp w/ #5's EQUALLY SPACED EA. 00 4 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 6 E.W. z Z j BARS & 3" MIN. COVER TO EDGE OF CONC. 0< co 0 W48"x48"x16" dp w/ #5's EQUALLY SPACED EA. 0 ft� j > WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. W BARS & 3" MIN. COVER TO EDGE OF CONC. 48"x48"x24" dp w/ #5's EQUALLY SPACED EA. 0 > LU (j) WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (8) # 5 E.W. LU W J W BARS & 3" MIN. COVER TO EDGE OF CONC. WLLJ 52"x52"x12" dp w/ #5's EQUALLY SPACED EA. Z IX -0. ).3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. Q z BARS & 3" MIN. COVER TO EDGE OF CONC. cn M 54"44"x1 6" dp w/#5's EQUALLY SPACED EA. CY ).5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (8) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. 0 Uj 54"x54"x24" dp w/#5's EQUALLY SPACED EA.0 ) 0 Wmz WAY MIN, 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W. Uj mit BARS & 3" MIN. COVER TO EDGE OF CONIC. z W < A 0 CL T- 60"x60"x16" dp w/#5's EQUALLY SPACED EA. C/) WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W. a LU BLDG DESIGN: --- BARS & 3" MIN. COVER TO EDGE OF CONC. u) STRUCTURAL ENG: MCD 66"x66"x16" dp w/#5's EQUALLY SPACED EA. Uj DRAFTING: WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (10) # 6 E.W. W -DESIGN: --- BARS & 3" MIN. COVER TO EDGE OF CONC. -STRUCT: MB ❑ QC CHECK: cc U) JOB No. PSQ-0204607 SCALE: AS INDICATED z Lu❑ DATE: 02/27/17 U) tY R9A —COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent ofIVIONTA CONSULTING & DESIGN, OF WMR &ASSOCIATES, LCC is strictly prohibited. O 00 Ill' -4" 12'-8" 1'-2" 3'-8" C6-4') 3'-8" 1'-2" ■ o Fes. 3'-4" 8'-8" 2'-0" 0 • ■ CV F- 0 0 0 bo ■ ■ ■ h\ C0 o, ■ co ■ L0 iF--------- ■ `u; L-------- ■ ° `v oa ° ■ I� Q ao ■ 0 v _ 0 M r M ■ ■ ■ N . ■ ■ 1'-10" S-8" 1'-2" O "r 2'-10" ■ M ■ ■ ■ 9 M • t0i 0 2'-0" /'-4" 1'-4" 1'-8" 16'-0" 11-811 SYMBOLS LEGEND ■ INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60 #5 CONT. FTG. TO TIE BEAM (8'-0" O.C. MAX U.N.O.) • INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5 W h Q CONT, FTG. TO TIE BEAM. 0 INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT. z w v INDICATES 450 CORNER BLOCK GROUT FILLED WITH (2) VERT. w GRADE 60 #5 CONT. FT.G TO TIE BEAM. z O N F— (1) # 5 @ TOP, tit z & @ 24" O.C. VERTICALLY Bw COLUMN & MAW HOUSE CMU � W- 0 FILLED CELL O U W Z PLAN VIEW o J � m (1) CONT, # 5 FROM R TIE BEAM TO FOOTING O W z E - MASONRY WALL U_ REINFORCING PER PLAN (TYP). (1) # 5 @TOP, BOTTOM ` i I & @ 24" O.C. va VERTICALLY BETWEEN COLUMN & MAIN HOUSE CMU W SECTION VIEW O fiB�lMASONRY COLUMN TIE IN CL g O� eeeeee°eee,,%�G �✓�, W e A r r • �U. �y z n W r. z . 2L 0 CL �� 9ed0N° ��� fill orPv% �- O U_ U O cn z O � U O ° L o CL III Ix z $ W ° O W z °e m C✓Z L. o <Zw -� ©0-� E J (� = t0 I� p U 06Jd05 U c�Z -c�� c O J Z~Z� JW.L- w dOJWW N _joQo>o c <03:2)j J0 w I— Zowz E O OzE-WYo z �" Q V�Q1L'U n. o W ZOue W o ¢ �O z — o ,......_.. LU U n, O N cL g ao Z z Z J wOU o 0 O > W W W W H WW W W n kd- a Z a p W D vO01 w W Q M W BLDG DESIGN: --- U) STRUCTURALENG: MCD W DRAFTING: -DESIGN: --- I=--STRUCT: MB QC CHECK: CC a) JOB No. PSQ-0204607 r_ ...._. -- - ----- - --------------._. `t SCALE: AS INDICATED D H DOWEL PLACEMENT PLANATE: 02/27/17 W 1/411= 1 1-011 U)S201A COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LCC is strictly prohibited. SYMBOLS LEGEND ■ INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60 #5 CONT. FTG. TO TIE BEAM (8'-0" O.C. MAX U.N.O.) • INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5 W h Q CONT, FTG. TO TIE BEAM. 0 INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT. z w v INDICATES 450 CORNER BLOCK GROUT FILLED WITH (2) VERT. w GRADE 60 #5 CONT. FT.G TO TIE BEAM. z O N F— (1) # 5 @ TOP, tit z & @ 24" O.C. VERTICALLY Bw COLUMN & MAW HOUSE CMU � W- 0 FILLED CELL O U W Z PLAN VIEW o J � m (1) CONT, # 5 FROM R TIE BEAM TO FOOTING O W z E - MASONRY WALL U_ REINFORCING PER PLAN (TYP). (1) # 5 @TOP, BOTTOM ` i I & @ 24" O.C. va VERTICALLY BETWEEN COLUMN & MAIN HOUSE CMU W SECTION VIEW O fiB�lMASONRY COLUMN TIE IN CL g O� eeeeee°eee,,%�G �✓�, W e A r r • �U. �y z n W r. z . 2L 0 CL �� 9ed0N° ��� fill orPv% �- O U_ U O cn z O � U O ° L o CL III Ix z $ W ° O W z °e m C✓Z L. o <Zw -� ©0-� E J (� = t0 I� p U 06Jd05 U c�Z -c�� c O J Z~Z� JW.L- w dOJWW N _joQo>o c <03:2)j J0 w I— Zowz E O OzE-WYo z �" Q V�Q1L'U n. o W ZOue W o ¢ �O z — o ,......_.. LU U n, O N cL g ao Z z Z J wOU o 0 O > W W W W H WW W W n kd- a Z a p W D vO01 w W Q M W BLDG DESIGN: --- U) STRUCTURALENG: MCD W DRAFTING: -DESIGN: --- I=--STRUCT: MB QC CHECK: CC a) JOB No. PSQ-0204607 r_ ...._. -- - ----- - --------------._. `t SCALE: AS INDICATED D H DOWEL PLACEMENT PLANATE: 02/27/17 W 1/411= 1 1-011 U)S201A COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LCC is strictly prohibited. Uj Q (1) #5 FROM FTG. TO (1) #5 FROM FTG. TO IF BEARING WALL HOLD BRG WALL BACK J BOND BEAM IN FULLY BOND BEAM IN FULLY MASONRY WALL ABOVE -WALL SO GYP FINISH IS 2x BRG WALL PER Q ° I �' ° I E SEE PLAN FLUSH W/ PLAN AND BEARING Z GROUTED CELL. GROUTED CELL. ANCHOR TO HAVE MIN. WALL SCHEDULE w SPLICE TO BE MIN. 30" (2) #5 BARS @ TOP SPLICE TO BE MIN. 30" (2) #5 BARS @ TOP 7" EMBEDMENT BELOW FOUNDATION BELOW p " WHEN MONO DEPTH _ At WHEN MONO DEPTH - LOWEST STEP OF MIN 5 CONC. SLAB PER w MASONRY WALL cn . r. CONC. SLAB PER F SII. EXCEEDS 26 . IF w CV, I I• EXCEEDS 26 . IF M CURB FOUNDATION PLAN SEE PLAN DEPTH IS LESS THAN DEPTH IS LESS THAN FOUNDATION PLAN (n w M :, Z CONCRETE SLAB PER 26", THESE BARS ARE CONCRETE SLAB PER > 26", THESE BARS ARE �¢ (1) #5 CONT. W/ 1-1/2 w M O COVER TYP. z�-- NOT REQUIRED NOT REQUIRED ¢ > I 2x P.T. BASE PLATE FOUNDATION PLAN FOUNDATION PLAN - cn I w CONCRETE SLAB PER w > z 0- #3 STIRRUPS I VARIES } FOUNDATION PLAN o. g ° LC @' ° A. —I— —( I I . ILI'Ia= aa— •I •I_ =III °I.=II —_=_I I =,� _ „I --� g.- _ —III SEE PLAN 48" O.C. WHEN 4 d ° 4.4-:, — -'a °an -I"; ' d II • 4a. . a I�• °I )r VCW° °a a 1 MONO DEPTH ° bo _ w DEPTH IS LESS _ °DEXCEEDS 26", IF oGRADE #3 STIRRUPS @ GRADE Z d =--1o) 48rO.C. WHEN oo MONO DEPTH 'ZD o,, EXCEEDS — Ii(_$n— WTHAN 26r , THESEBARS d ° .d Cozo0 ? DEPTHISLESS q ARE NOT REQ'D II THAN 26 1 I ——II - I = d -I64•,r __I W/ 3" COVER TYP. (1) #5 BAR CONT. (2) #5 BARS CONT. ARE NOT REQ'D CLEAN COMPACTED10 W/ 3 COVER TYP. CLEAN COMPACTED THESEBARS FILL 95/STANDARD CLEAN COMPACTED /(2) #5 BARS CONT. @ .W 10" 8" FILL @ 95% STANDARD W/ 3" COVER TYP. 8" 1'-4" DENSITY FILL @ 95% STANDARD 3" COVER TYP. Err Ik 88LQ Ilk — - -- 14 DENSITY DENSITY O (2) #5 BARS CONT. W/ U_ 3" COVER TYP. CLEAN COMPACTED CLEAN COMPACTED ALL REINFORCEMENT SHALL ALL REINFORCEMENT SHALL w MAINTAIN 3" CLEAR TO MAINTAIN 3" CLEAR TO WHERE 2ND STORY OCCURS, FTG FILL @ 95% STANDARD FILL @ 95% STANDARD _ WHERE 2ND STORY OCCURS, FTG DENSITY DENSITY U_ GRADE AND 1-1/2" CLEAR TO SHALL BE 1'-4" WIDE W/(3) #5. BARS GRADE AND 1-1/2" CLEAR TO SHALL BE 1'4" WIDE W/(3) #5 BARS WHERE 2ND STORY OCCURS, FTG WHERE 2ND STORY OCCURS, FTG O ANY FACE EXPOSED TO ANY FACE EXPOSED TO SHALL BE 1'-8" WIDE W/(3) #5 BARS SHALL BE 1'-8" WIDE W/(3) #5 BARS z WEATHER WEATHER O 61=01TYPICAL EXTERIOR FOOTING f0 TYPICAL GARAGE CURB FOOTING A_F_6 NON-BEARING SLAB STEP DOWN A_FO_� DOUBLE STEP FOOTING A -F- 0 BEARING SLAB STEP DOWN o 3/4"=1'-0" 3/4"=1'-0" 3/4"=1'-0" 3/4"=1'-0" 3/4"=1'-0" CL W O J Q I-- w �`��®®�r►enrrrrl����' �'`'/ i�LO Q �1�`��� e•°®see®®°�.�/y iI W r - 2x BRG WALL PER (1) #5 FROM FTG. TO I Y PLAN AND BEARING TIE BEAM SPLICE TO WALL SCHEDULE BE MIN. 30" GROUT CELL SOLID 2x P.T. BASE PLATE SEE PLAN FOR CLEAN COMPACTED I I SHOWER SIZE FILL @ 95% STANDARD � �°j. � e°° e / � Co NOTE TO CONTRACTOR: 0 �� .� kr °•°• �2. ti ALL REINFORCEMENT SPECIFIED IN PLAN VERIFY W/ DETAILS FOR REQ'D VERIFY W/ DETAILS FOR REQ'D p .'Z O O NA "� o cm FOUNDATION DETAILS SHALL TIE IN TO STEEL AT 2 STORY LOCATIONS STEEL AT 2 STORY LOCATIONS z _ 1w �; Q z ADJACENT MONO AND/OR STEM WALL 2U FOUNDATIONS AS SPECIFIED THIS DETAIL. MIN. 24" BEFORE a �' Iw— s�'j-y� °e•eedeee''• �, `� w g z ANOTHER STEP a�'.I. • , .. „Ie.. Q i'��' ,� pQ�C�`�� Q DENSITY CONC. SLAB PER I Ci CONC. SLAB PER 8"x12" THICKENED �- O I ° ° . U *��oer11jj110N�O FOUNDATION PLAN I z FOUNDATION PLAN o °~[ I I' d IL OPTIONAL CURB BY SLAB W/ (1) #5 CONT. ILL p BUILDER W/ 3" COVER TYP. p a p I id #5 CONT. 0 rr �' LL 4 .'d' d an. •d a4r;=Pr v: °,'a. I •�d REINFORCEMENT SEE a ., ,. ,. , . • ,. Z <'`> CONC. SLAB PER :' ..p.: .>,.. .:, z •�, ... r.: . r.... r.�.w �'4I' • .' .e . GRADE 4M"'... 'e, � �w r FOR QUANTITY W 4, w p 4 FOUNDATION PLAN e , FOUNDATION PLAN , • '. > ,� a L _ +...III_ -III I LI .' : � a.. 4.: •.'..a: • � I—III—� I I—I I 4; - _ d U _Id �COI—T 4da I°�/CID 'a •'_. ° a d° .,.�rr.e ...+.a �...� ' d JA .,.. ———- '. 0 90 -DEGREE #5 HOOK o- _ I=III= GRADE a _III=III — — —_ — a d..° . III III- d d o .. a I BARS AT CORNER, OR W — — _- I—ISI-8rr 4„ ISI —I-1�I—ISI �iI—III III ISI_ I_II d ,a d e. I :• $ o I� _I LEI � F� I I --I I I I I I=I oo � — a -- - ' I I— — I- 8" 8" — � � d _ ° • _ � VERIFY PLAN DETAILS a a• ° 4 �a� BEND CONTINUOUS #5 � C� � z I— I I I a d. — I _- III—I I I I I 111- W � e ww . 4.' - d . ' d ° —III III III p d 4 FOR REQUIRED #5 d BARS AROUND (2) #5 BARS CONT. W/ i_I—I I..� j' I I I-- I I "III— =—�— I I- u� I (- CONT. BARS. MAINTAIN a a d4I ° CORNER. LAP REBAR U - (2) #5 BARS @ TOP -1 I I -I I —I (I—III-1 p =I 3" COVER TYP ° �' "" °� '"' 6 e PER DETAIL MD08 ON • o�� 3" COVER TYP. 8rr 8rr 8rr - WHEN MONO DEPTH — — -- — — � r. p O I L01I—III—I I ° °' M a LINTEL PLAN Q Z-- _ III-- — Jil— I I I I I� _ I a 4 DEPTH S LEEXCEEDS SS THAN TI I I" -- -16" MIN.= 161' MIN. < Z m 26", THESE BARS ARE VERIFY PLAN DETAILS III—III—III—III BEND EACH CONT. #5 u #3 STIRRUPS @ 48" NOT REQUIRED FOR REQUIRED #5 BAR AT STEP DOWN, O Z U) w O.C. WHEN MONO CONT. BARS. MAINTAIN z W U w DEPTH EXCEEDS 26", (2) #5 BARS CONT. CLEAN COMPACTED rr H 0 C _, a, p CO � o 3 COVER TYP. OR INSTALL #5 HOOK O U r-- I_ W/ 3" COVER TYP. FILL @ 95% STANDARD BARS FOR EACH CONT. Q � C. � v WHERE 2ND STORY OCCURS, FTG IF DEPTH IS LESS DENSITY BAR. LAP REBAR PER U F. viz - N T' 6 THAN 26" THESE BARS LINTEL PLAN O z Q Z m w co v, SHALL BE 1'-8" WIDE W/(3) #5 BARS DETAIL MD08 ON J '� Z �' Z > J co ARE NOT REQ'D I=- J p N O >- iz 0 CFO FOOTING AT INTERIOR BEARING #FO�FOOTING @ SHOWER AT MASONRY AFOkTHICKENED EDGE AFO TYPICAL STEP FOOTING DETAIL A`F�lTYPICAL CORNER BAR DETAIL (TOP VIEW) w _ (b - o If V Q..� 3/4"=1'-0" 3/4"=1'-0" 3/4"=1'-0" 3/4"=1'-011 3/4"=1'-0" S J Z< O� w w E OzQ�WRO rz 8rr C.M.U. FINISH PER 811 CMU - p ~ O Q w cc ELEV. FINISH PER ELEV. p W LL z� O o FINISH FLOOR CONC. SLAB PER U = O U_ t- FOUNDATION PLAN Q _r FINISH FLOOR z PENETRATING PIPE .�. • MAX. 4 PENETRATING CD :... #5 LOOP TIE (TYP.) n • d ! : a ° . a 44 GRADE PIPE. MAX 4 WOOD POST PER PLAN LL N U) FILLED CELL PER PLAN M REFER TO = — FOR SIZE AND BASE w ® .: N°.., + 4 FOUNDATION PLAN CONNECTION z Z J NOTE: AT FRENCH FOR CONT. TOP COURSE TO BE p DOOR LOCATIONS. 4" its Z FOUNDATION PVC SLEEVE MAX _ O W W o CONTRACTOR TO M — — — '"- -"` -" CHAIR BLOCKS. N INFORMATION 6" DIAMETER - z =I 4 = I- ENTIRE BASE TO BE Z 2 Q W VERIFY WITH DOOR SLOPE GARAGE - FOOTING PER PLAN M g 1= �'' . 4a FOOTING PER PLAN FILLED SOLID SEE ELEVATION O >" W MANUF: FOR .d ' REQUIRED RECESS -- -- --� _ z I I I ICLEAN COMPACTED CMU BASE W/ (1) #5 w = W e. THRESHOLD PER MFR'S. rr —III- FILL @ 95% STANDARD I- W W PVC SLEEVE _ —III— o VERTICAL @ EA. J W SPECIFICATIONS TOP VIEW f�x7. CORNER (FRONT VIEW) MAX 6 DIA. SIDE VIEW DENSITY CORNER. SEE PLAN p ( ) FOR BASE SIZE; BARS ° ,. Q Z a THRESHOLD PER rr °• �4 a .�4 a cl-n _ Q L CONC. SLAB PER TO TIE INTO EXT. FTG. EXTEND SLAB OUT 1 1/2 AT BY TIE IN OR EPDXY z = Cy MANUFACTURER'S FOUNDATION PLAN GARAGE WALL I �° .4' I. O h- I �' FRONT ENTRY DOOR GARAGE CONTACT EOR FOR ADDITIONAL REVIEW CONNECTION SPECIFICATIONS BEYOND (2) #5 x 4'-0" BARS m V _ ENTRY SWING DOOR FOR ANY PIPE INSTALLED PARALLEL TO FOUNDATIONS ¢ W � Q CENTERED AT PIPE PVC OR SCH40 SLEEVE THICKENED EDGE a > O PENETRATION FOOTING PER MF08 ON d' �• '4 I w o ,�, Z CONC. SLAB PER w DRIVEWAY BY a cn 4 a s a• 4,q 4 THIS SHEET'BEYOND a° 4• w Q M FOUNDATION PLAN w - BUILDER -CONCRETE — ` 'a .a ° " ° 4 aa, cn 0 0- G. e- a.. 4 CONC SLAB OR 4 a OR PAVERS _ _ h 1 4 a �, M _ j — q _ _ PAVERS PER PLAN PITCH I 4 I Q --- M .. n d 4 BLDG DESIGN: ` m e4,e TI -....T. �./.. I- I I— I— I (—) —I i I—_) d n 4 GRADcn STRUCTURAL ENG: MCD SLOPE _ _ _ _ co —I a q a • _—III I I— I _ �I h b — I' a .4. w DRAFTING: --- - .. w a q I— Ir = I -DESIGN: PER DOOR MANUFACTURER •we SLOPE EXT. SURFACE - I —� — —I = I CLEAN COMPACTED -I =I 4 .. 4.a a _=I ► r - - z — ° q — d ° -- - -STRUCT: MB _ _ _ _ _ - — 4 ( —III- SEE FOUNDATION FOR 4.. , a ... d —I U OR GRADE 1/8" PER —I I -- I I (—I I— _ —1 I I- FILL @ 95% STANDARD III—III= I I—III -- 4' 4. I = ° I ( - p QC CHECK: CC FOOT AWAY FROM '—I I II _I I =1 I I III DENSITY — ° REFER TO PAD SIZE - i— — _FOUNDATION PLAN $ a a a ' �. - - '..° ' L AN COMPACTED d _I I ---I I I------ C E C C I BUILDING 4„ 8r, 8 x 8 THICKENED SEE FUN. — FILL @ 95 /o STANDARD ........y.r....,......r cn JOB No. PSQ-0204607 PIPE PARALLEL TO FND -I (I— � -FOR CONT. o j I —I ( I _ I- FOUNDATION a 4 Q SCALE: AS INDICATED 1/2" FIBER EXPANSION EDGE W/ (1) #5 CONT. — PLAN FOR W/ 3 COVER, TYP. I I I INFORMATION DENSITY - ° .° .� e _ AS REQUIRED SIZE & REINF. — w DATE: 02/27/17 F1 'EXTERIOR DOOR POURED SILL 4171' THICKENED EDGE @ GARAGE DOOR A171TYPICAL FOUNDATION PENETRATIONS PIPE PERPENDICULAR TO FND AF1'kFOOTING @ ENTRY MASONRY COLUMN W 3/4"=1'-0" 3/4"=1'-0" 3/4"=1'-0" 3/4"=1'-0" I- -COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR &ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LCC is strictly prohibited, WITH TOP OF BLOCK FOR PROPER TRUSS/ FLOOR SYSTEM BEARING (MIN 3") AT CORNERS PRECAST "U" PROVIDE LINTEL W/ 3000 STANDARD #5 psi CONC. PER HOOK BAR. LAP LINTEL PLAN. IF OTHER BARS INTO REBAR IS CORNER AS REQ'D INDICATED IN r A' LINTEL, #5 TO BE AL SHEAR WA HOOKED INTO 'A' SIDE VERTICALS ' loci' dd d , .a #3 I.A. 4 �• 46— 01111111111, a p• d ° y ° d `°IIS•d•'Fl,:a °• BOTTOM STEEL IN LINTEL IF INDICATE SHOULD HOOK INTO VERTICAL CELLS PER MD08 ' ROUGH OPENING PER PLAN 01 JAId d METAL LATH OR WIRE SCREEN OVER COURSES NOT REQ'D TO BE FILLED. (SHEET METAL & PAPER FELT PROHIBITED) HOOK PER MD08 a d d --d 4 /^L F. . d •"� I. I. o- OLL d...�• Sww z p 0 W C0 W v d� 4 A4 TYPICAL TRUSS ANCHOR PER PLAN PROVIDE SCREEN WHEN BLOCK BELOW ISNOT REQUIRED TO BE FILLED STANDARD 90 DEGREE HOOK TYP. BOND BEAM 8" x 8" x 16" K.O. LINTEL BLOCK FILL W/ 3000 psi CONC. W/ (1) #5 DIA. REBAR • ° '-- STD. 90 DEGREE ANGLE 3000 psi . I; CONC. W/ (1) #5 DIA. REBAR 8" x 8" x 16" CMU U.N.O. INDICATES FILLED CELL FROM FTG. TO TIE :°I I BEAM W/ (1) #5 BAR W/ 3000 psi CONC. SEE MD08 FOR LAP INFO. A .a.. _ 4 °• . "' GRADE 40 GRADE 60 d. ' BEND0 LENGTH LAP SPLICE (2) 2X8 SYP #2 P.T. WOOD HEADER LENGTH NON -SHEAR WALLAT OPENING r A' TYPI AL SHEAR WA L SEGMENT 'A' ' loci' 4 #3 I.A. 4 �• 7 ° A e 41/4 ° / MORE INFO 1 #4 21/2 WALL W/ SIMPSON HU28-2 OR HUC28-2 91/2 20 d d 55/8 121/2 32 HANGER @ EA. END. USING (14) 1/4" 31/8 8" x 8" x 16" CMU U.N.O. INDICATES FILLED CELL FROM FTG. TO TIE :°I I BEAM W/ (1) #5 BAR W/ 3000 psi CONC. SEE MD08 FOR LAP INFO. A .a.. _ 4 °• . °•.:1. 1 . "' GRADE 40 GRADE 60 d. ' BEND0 LENGTH LAP SPLICE (2) 2X8 SYP #2 P.T. WOOD HEADER LENGTH NON -SHEAR WALLAT OPENING r A' TYPI AL SHEAR WA L SEGMENT 'A' TURNED SIDEWAYS. ATTACH (2) 2x8 loci' q. #3 I.A. 41/4 7 ° $ °•.:1. 1 . TYPICAL MASONRY CONSTRUCTION 3/4"=1'-0" "' GRADE 40 GRADE 60 d. ' BEND0 LENGTH LAP SPLICE (2) 2X8 SYP #2 P.T. WOOD HEADER LENGTH Id r r A' WINDOW BY BUILDER x, f' 'A' TURNED SIDEWAYS. ATTACH (2) 2x8 loci' A - #3 I.A. 41/4 7 SYP #2 P.T. HEADER TO MASONRY $ 41/4 91/4 / MORE INFO 1 #4 21/2 WALL W/ SIMPSON HU28-2 OR HUC28-2 91/2 20 d d 55/8 121/2 32 HANGER @ EA. END. USING (14) 1/4" 31/8 7 ,.. 25 33/4 7 TYPICAL MASONRY CONSTRUCTION 3/4"=1'-0" DOOR OR WINDOW OPENING }+, MAX 4'-0" REFER TO DESIGN PLANS FOR REQUIRED IN -FILL FRAMING DIMENSIONS fi`6�0LINTEL W/ TRANSOM DETAIL c 3/4"=1'-0" REQ'D LAP SPLICE, EMBEDMENT, AND HOOKED REINF. STEEL (INCHES) S-01" I It GRADE 40 GRADE 60 �— rrvvvlc n�rll /111Vv19LJ BEND0 LENGTH LAP SPLICE (2) 2X8 SYP #2 P.T. WOOD HEADER LENGTH LAP SPLICE r r A' WINDOW BY BUILDER x, C ' f' 'A' TURNED SIDEWAYS. ATTACH (2) 2x8 loci' ..:'•. #3 SEE WF01/SD3 FOR 41/4 7 SYP #2 P.T. HEADER TO MASONRY 21/4 41/4 91/4 / MORE INFO 1 #4 21/2 WALL W/ SIMPSON HU28-2 OR HUC28-2 91/2 20 3 55/8 121/2 32 HANGER @ EA. END. USING (14) 1/4" 31/8 7 ,.. 25 33/4 7 15 1/2 40 DIA. x 2 3/4" TAPCONS & (6) 10d NAILS 1 33/4 ti;. ; • 30 41/2 ' '' 181/2 48 INTO HEADER, NAIL EACH PLY AND 43/8 9 13/16 16 1/2 35 51/4 913/16 21 3/4 56 EACH ADDITIONAL HEADER PLY W/ (2) ' ROWS OF 10d NAILS STAGGERED @ 6" r O.C. AND MIN. 2" FROM ENDS. DOOR OR WINDOW OPENING }+, MAX 4'-0" REFER TO DESIGN PLANS FOR REQUIRED IN -FILL FRAMING DIMENSIONS fi`6�0LINTEL W/ TRANSOM DETAIL c 3/4"=1'-0" REQ'D LAP SPLICE, EMBEDMENT, AND HOOKED REINF. STEEL (INCHES) S-01" I It GRADE 40 GRADE 60 BAR SIZE BEND0 LENGTH LAP SPLICE BEND0 LENGTH LAP SPLICE r A' 11 B C ' " D 'A' /"B' loci' #3 17/8 41/4 7 15 21/4 41/4 91/4 24 #4 21/2 55/8 91/2 20 3 55/8 121/2 32 #5 31/8 7 113/4 25 33/4 7 15 1/2 40 #6 1 33/4 81/16 14 30 41/2 81/16 181/2 48 #71 43/8 9 13/16 16 1/2 35 51/4 913/16 21 3/4 56 i LAP SPLICE EMBEDDED STANDARD 909 HOOK STANDARD 1800 HOOK REBAR SPLICE DETAIL 3/4"=1'-0" #3=2%" #4=2%2' #5=2%2' #6=3" #7=3%2' PROVIDE CLEAN OUT OPENING @GROUT FILLED CELL AND REBAR (TYP). MORTAR JOINTS SHOULD NOT BE CUT SEE FOUNDATION FOR FOOTING 12'-8" O S-01" I It O Q GD)8'-0" FD PRECAST LINTEL LOAD TABLE GENERAL CONCRETE LINTEL SCHEDULE APPROVED LINTEL MANUFACTURERS: W LOADS LISTED BELOW HAVE BEEN CALCULATED OR COMPILED FROM DATA FROM THE FOLLOWING CASTE -CRETE, QUALITY, LOTTS, & POWERS STEEL ~ APPROVED MAN. CAST -CRETE, QUALITY PRECAST CO., LOTT'S CONCRETE, POWERS STEEL O STANDARD LINTELS STANDARD LINTEL NOTES CLEAR OPENING 8" UNFILLED 8F8-1 B / 8F8 -OB 8F16-1 B / 8F16 -OB 81=24-113/8F24-013 8F32-IB/8F32-OB 1'-6" 2231 3069/3069 6113/6113 8974/8974 10000 / 10000 1. AREAS OF BLOCK ABV. MASONRY OPENINGS ARE TO BE GROUTED SOLID TO TIE BEAM. Z-2" 1783 3069/3069 6113/5163 8974/8054 10000 / 10000 2• (1) #5 REBAR IN TIE BEAM IS TO BE CONTINUOUS THROUGHOUT INCLUDING ABOVE MASONRY 2'-8" 1343 2693/2561 6113/3820 8974/5961 10000/8107 OPENINGS, U.N.O. 3'-2" 1217 2165/1969 6113/2931 8672/4576 10000/6224 3. ALL STANDARD LINTELS TO HAVE MIN. 4" NOMINAL BEARING EA. END. ALL RECESSED LINTELS TO w 314" 1006 1663/1349 5365/1999 7342/3123 10000/4249 HAVE MIN. 8" BEARING EA. END p 4'4" 860 1651/1349 5365/1999 7342/3123 10000/4249 4. LINTEL MIN: DEPTHS ARE CALLED OUT ON LINTEL PLAN. IF DEEPER LINTEL INSTALLED THAN LU 4'-6" 710 1423/1105 4360/1631 6036/2549 8328/3470 INDICATED ON PLAN, THE STRENGTH OF THE LINTEL INCREASES AND IS APPROVED WITHOUT z 5'-2" 570 1232/1232 3480/2580 8360/3586 8825/4592 ENGINEERING LETTER. IF A SMALLER LINTEL IS INSTALLED CONTACT EOR FOR APPROVAL. O 6-2" 488 991/991 2661/2143 5681/2698 6472/3685 5. (*) ANY LINTEL DEEPER THAN 32" HAS BEEN VERIFIED TO WORK AS A MIN. 32'" FOR THE LOAD 7'-0" 416 752/699 1843/1625 3486/2602 6390/3302 z 13. CONDITIONS. ANY LINTEL GREATER THAN 32" HAS A GREATER CAPACITY AND THEREFORE IS 8'-0" 354 726/699 1843/1625 3486/2255 6205/2885 ADEQUATE FOR THE LOADS. -2 o U 9'" 315 618 / 535 1533 / 1247 2781 / 1946 4754 / 2489 1 O'-0" 292 567/454 1366/1277 2423/1770 4006/2263 6. G.C. TO VERIFY ALL LINTEL DIMS IN FIELD WITH WINDOW R.O. SPECIFICATIONS ON PLAN. DIMS w W 10'-8" 277 492/352 1254/1132 2193 / 1567 3552 / 2003 SHOWN ON LINTEL PLAN ARE CLEAR SPAN AND USED TO VERIFY DESIGN OF LINTEL ONLY. VERIFY _ 11'-2" 255 471/352 1075/1075 1838/1567 2883/2003 WITH WINDOW/DOOR SUPPLIER SPECIFICATIONS AND COORDINATE WITH EOR AS REQ'D. ( 0 W__._..... 12'-O" 239 418/297 1075/1045 1838/1446 2883/1848 ' 7, LINTELS SHOULD BE SHORED UP DURING CONSTRUCTION AS REQUIRED PER THE LINTEL 0 12'-8" 0 3691261 1002/984 1697/1361 2630/1738 SUPPLIER SPECS. MCD IS NOT RESPONSIBLE FOR CONSTRUCTION MEANS AND METHODS OU W 1314" 0 328/0 1234/0 1779/0 2662/0 z tY 14'-0" 0 292/0 1160/0 1660/0 2439/0 MATERIALS 16'-0" 0 284/0 950/0 1379/0 1997/0 5 18"-0" 0 211/0 750/0 1177/0 1676 / 0 1. fc PRECAST LINTELS = 3500 PSI. co 18'-8" 0 142/0 598/0 1114/0 1468/0 2. f PRESTRESSED LINTELS = 6000 psi. p 20'-0" 0 180/0 598/0 1024/0 1441/0 3. GROUTED PER ASTM C476 f = 3000 psi W/ MAXIMUM 3/8" AGGREGATE AND 8" TO 11" SLUMP. 20'-8" 0 1 145/0 550/0 981/0 1376/0 4. CONCRETE MASONRY UNITS (CMU) PER ASTM C90 W/ MINIMUM NET AREA COMPRESSIVE U 22'4' 0 110 / 0 450 / 0 824 / 0 1147 / 0 STRENGTH = 1900 PSI. w T RECESSED LINTELS -FILLED 5. REBAR PER ASTM A615 GRADE 60. PRESTRESSING STRAND PER ASTM A416 GRADE 270 LOW CLEAR OPENING 8R6-1 B/8R6-OB 8R14-1B/8R14-OB 8R22-1 B/8R22-OB RELAXATION. 7/32 WIRE PER ASTM A510. 0 2'-4" 1694/1694 3725/3280 5499/5421 U) 2'-8" 1425/1425 3343/3280 4933/4933 LINTEL DESIGNATION SCHEDULE ° 3'-0" 1230/1230 2769/2769 4085/4085 0) 3'-4" 1081/920 2769/1716 4085/2839 F = FILLED WITH GROUT 8 4'-4" 846/833 2121/1716 3127/2839 VRNTEL U = UNFILLED a EQUIREMENTS 5'-4" 664/572 1761/1761 2595/2595 R = RECESSED & FILLED WITH GROUT W 6'-4" 526/434 1539/1539 1329/2267 _ 7'-4" 480/322 1334/1334 1964/1552 R6 -06/1T �' QUANTITY OF #5 REBAR @O ''�BOTTOM OF LINTEL CAVITY8'-4 415/235 1152/1152 1694/1552 F8-OB/1T 8F16-1B/1TQ 1) FOR HEADER DEPTHS DEEPER THAN 32", USE VALUES FOR 32" DEEP HEADER R14-1B/1T �'`—QUANTITY OF #5 REBAR AT TOP 2) FOR HEADER DEPTHS NOT LISTED ON CHART, USE THE VALUES FOR THE NEXT DEPTH DOWN,NOMINAL HEIGHT (n O 3) POWERS STEEL LINTELS MUST ALWAYS BE FILLED. ° 8F16-1B/1T TYPE DESIGNATION NOMINAL WIDTH o O�rr�r��r,�er�,� E $R14-OB/1T �►`��� ��j�i�<o li 000 WALL LEGEND O 8F16-OB/1T 1-1/2" CLEAR Q ���Q..••..•..•••�/��Py' a o� _ zQ ; 4'� U. Z® 0 8F20-1B/1T ,j 0 dC < �Sz O 0% ..i =W U� 9-4 T.O.M.¢ w two "' cr• Q mU D - = INTERIOR/EXTERIOR --'— z #5 REBAR AT TOP MIN. (1) REQ'D w z J36 = 10'-0" T.O.M. BEARING WALL (OR LINTEL O 8F20-OB/1T ¢ Q C.M,U. a 126-5'• o kjr 6 Z 0 IF REFERENCED ON SHEET 11'-4" T.O.M. S4). VERIFY HEIGHT W/ O 8R22-1B/1T co m ° GROUT U 'soib °•••••••,����� 0 ARCHITECTURAL PLANS 3'-q" = HATCH INDICATES U.N.O. K 8F24-1B/1T L6 z d #5 REBAR AT BOTTOM OF LINTEL ''�//�i���li1P�� �```` B- KNEEWALL, TOP @ 11-4 O CAVITY O 8R22-OB/1T I`— ----�I` BOTTOM REINFORCING PROVIDED z 7-5/8" ACTUAL IN LINTEL (VARIES) 05 O8F24-OB/1T 8" NOMINAL WIDTH 0 U o ON 8R30-1B/1T FILLED a A d ,a�� a Uj W z O 8F32-1B/1T 1-1/2" CLEAR Q 8R30-OB/1T 0 U OF- _ #5 REBAR AT TOP MIN. (1) REQ'D Z s 8F32 -OB/1T ¢ < C.M.U. ¢ m Z o O 8F38-1B/1T � U_ Cl) -N 0 O w r Z z W U W 0 8F12 -1B/OT O 7 U I_- E 8F40 -1 B/1T �I`----�` BOTTOM REINFORCING PROVIDED V L 06 -' 0 U) (.0 8 7-5/8 ACTUAL IN LINTEL (VARIES) 0 '� (� W z p M� c 8" NOMINAL WIDTH Z_ z > .� CO O 8F28-1B/1T w �..� < 0 _j U_ y UNFILLED 0 O 8F40-OB/1TH W �WyOQvc 0 � _jJ zao3:2lu o W 1— o=zwz E M _ NJ V F.0zl-who H (U<t�w<C_ L6 z 1-1/2"' CLEAR o 1- W U. -� CL F- p #5 REBAR AT TOP MIN. (1) REQ'D O W Z U_ o U o Z W w TOP KNOCK OUT/ LINTEL BLOCK ¢ U) O � w COURSE Z o_ 00 X Q #5 REBAR AT BOTTOM MIN. (1) r. r. REQ D a. N � z �--------* 16 GA. POWERS STEEL BOXED g � O J 7-5/8 ACTUAL LINTEL Z Q 0 8" NOMINAL WIDTH o Z POWERS STEEL ° W> z 2 < W O > W SAFE LOAD TABLE NOTES W _ U w 1, ALL VALUES BASED ON MINIMUM 4" NOMINAL BEARING. EXCEPTION: SAFE LOADS FOR UNFILLED o W W LINTELS MUST BE REDUCED BY 20% IF BEARING LENGTH IS LESS THAN 6-1/2". SAFE LOADS FOR ALL zz Q Z 0. RECESSED LINTELS BASED ON 4" NOMINAL BEARING. _ 2. 0 = NOT RATED. �_ 0 _ 1 3. SAFE LOADS ARE TOTAL SUPERIMPOSED ALLOWABLE LOAD ON THE SECTION SPECIFIED. 4. SAFE LOADS BASED ON GRADE 40, GRADE 60 MAY BE USED WITHOUT WRITTEN APPROVAL FROM EOR 5. ADDITIONAL LATERAL LOAD CAPACITY CAN BE OBTAINED BY THE DESIGNER BY PROVIDING p 0W Q Z -- ADDIONAL REINFORCED MASONRY ABOVE THE PRECAST LINTEL. 0 1 CL 0. 6. ONE #7 REBAR MAY BE SUBSTITUTED FOR TWO #5 REBARS IN 8" LINTELS ONLY. V5 7. THE DESIGNER MAY EVALUATE CONCENTRATED LOADS FROM THE SAFE LOAD TABLES BY p BLDG DESIGN: --- CALCULATING THE MAXIMUM RESISTING MOMENT AND SHEAR AT D -AWAY FROM THE FACE OF C/) STRUCTURAL ENG. MCD SUPPORT. w DRAFTING: -DESIGN: --- 8. FOR COMPOSITE LINTEL HEIGHTS NOT SHOWN, USE SAFE LOAD FROM NEXT LOWER HGT. H STRUCT: MB 9. ALL SAFE LOADS IN UNITS OF POUNDS PER LINEAR FOOT. U QC CHECK: CC W JOB No. PSQ-0204607 `t SCALE: AS INDICATED LINTEL PLAN o DATE: 02/27/17 W Q � 1 /$11= 1 1-011 to N COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LCC is strictly prohibited. WALL LEGEND -T.O.M. IF ON SHEET M h LO Q HATCH INDICATES U NCOHITECTURAL PLANS 4 U U -� -� -� U U V L�-�` KNEEWALL, TOP @ 11-4 w Cil Cil WATERPROOFING BY BUILDER z o O FO z CL k 04 CJ3 p SEE. CJ3 PLAN ROOF SHEATHING, O NAIL PER PLAN o U w � 1 CJ5 ll 1 CJ5 2x SYP#2 BLOCKING FCO W/ (3) 10d TOENAILS w - -- -- A5 EA. END. O 0 01 10 0 1 PRE-ENGINEERED z � Fp EXTERIOR SHEATHING ROOF TRUSS WITH Ei A4 NAIL PER PLAN RAISED HEEL- SEE _� D I FRAMING PLAN FOR m A3 CRICKET PER ARCH PLANS SPACING o BY BUILDER 0 u - A2 2x SYP#2 BLOCKING W/ (3) _ 10d TOENAILS EA. END. ■ ■ 0 O Al X I Al 2x BRG WALL, SEE PRE -ENG. ROOF FIET -- PLAN FOR STUD SIZE & TRUSS PER PLAN w Al SPACING, SEE PLAN FOR CONNECTION O J J Al z I— ■ 414 SECTION @ DOUBLE BEARING Al W/ RAISED HEELS 3/4° =1'-0co " w CL ``o►rlt�urrrrs�i w LO Q Al Al cjj w NLU � o Q s ■ Al _ I �6 oesoeee•• �i LL rreonrl Al z ■ 0 OU0 Al o ko� °- I-----.. ■ PP i� Al U o 0 A6 U R a p I---------- z AA ii 0 'Moll z i i o A 0 7 (</)z Z ■ i i Ou- (D ti ii O fnw A8 U 0 � v o?S�OcnNa, U A9 0 t�wZoM�.0 0 2x4 SYP #2 BLOCKING @ 16" w ¢ O -i W O.C. ATTACH EACH END TO _ I— U P 00 TRUSSES W/ (3) 12d TOE -NAILS. A10 _ [U. 0 O > cUc ATTACH BLOCKING TO WALL J Z¢ 0 Iii o 1 BELOW W/ SIMPSON DTC CLIP 1 w F— O p z z w z E 0 �______ ------ A11 z F- 0<=WY CJ3 14 18 B o �.... � QX�W�a -� W I—y0M r0 U <C BW2 B 1 O W Z w O - CJ j BW1 DO Q O FTI il WF09 B1 SD1 © .� S11 D2 w CJA j 9 -� -LD Ln � c� oxa J 4 ■ n0. N U FO (� 04 s WF09 B 1 g � 0 Q D ■ CJ3B SSA SD2 z Z CJ3A FO ��S �-��P BW2 61 W Q L 0 C2 1 z DO @ 24" O.C. SD1 62 z0 C1w =WU) 1 1 X W -J W W CJ3A �� CJ3A F1 63 z ., 'fvd, CJ4 CJ5 C = Q CJA O W Q CJ3 ,E„� CJ3 w Q M Z LO L 0. R z U U C; U Cil w J 0 BLDG DESIGN: --- (0 STRUCTURAL ENG: MCD -- — -- - ----------- - - w DRAFTING: 6= -DESIGN: --- (�� U —~i —~i U U -STRUCT: MB tY QC CHECK: CC U) JOB No. PSQ-0204607 Q SCALE: AS INDICATED H ROOF FRAMING PLANO DATE: 02/27/17 NOTE: SEE PAGE S5.1 FOR NOTES AND CONNECTOR LEGEND to w S5A ---COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LCC is strictly prohibited. COLUMN SCHEDULE CONNECTOR SCHEDULE O (2)2X4 SPF #2 BUILT UP STUD COLUMN TAG SIMPSON CONNECTOR TYPE VALUES VALUES SPF(Ib) SYP(Ib) O (3)2X4 SPF #2 BUILT UP STUD COLUMN HETA16 w/(9) 10dx12" NAILS OR a HETA20 w/(9) 10d x 12" NAILS FRAME TO CMU 1810 1$10 TAG I BEAM SIZE BEAM SCHEDULE CONNECTIONS TO POST: SIMP, HTS20 OR MSTA18 TO BEAM: SIMP. HUC48 w/(14)16d & (6)-10d NAILS W Q C O HEADER SCHEDULE BEARING WOOD WALL SCHEDULE (2)HETA16 OR (2)HETA20 (1)ply TRUSS (10)10d x 1' NAILS (2)ply TRUSS (12) 16d x 12" NAILS TAG HEADER FASTENERS TAG STUD LUMBER CONNECTION & FASTENERS UPLIFT BLOCKING 3. GENERAL FLOORING FINISHES ARE ACCEPTABLE. IF LIGHTWEIGHT CONCRETE OR SELF LEVELING CONCRETE IS REQ. F-51 (2)HTS20 w/(24)10d x 12" NAILS (AT EXT LOCATIONS INCLUDE (3)12d TOENAILS) FRAME TO FRAME 2490 SPACING SPECIESCAP. TOP BOTTOM (pif) a H10A w/ 18 10d x 11" NAILS OR ( ) 2 (2)ply TRUSS H10A-2 w/(18) 10d x 12" NAILS H2x6 (2)2x6 #2 SYP w/'" z FLITCH PLATE ATTACH KING STUD TO HEADER w/(6) u 2 2x10 #2 SYP ' ( ) TO POST: SIMP. HTS20 OR LSTA18 TO BEAM: SIMP.HUC410 w/(18)16d & (10) 10d NAILS' (2)12d (2)12d OH MID FRAME TO FRAME 1245 1450 16d NAILS BW1 18" SPF TOENAILS TOENAILS UPLIFT -SPAN 1000 J O H2x8 (2)2x8 #2 SYP w/2" FLITCH PLATE ATTACH KING STUD TO HEADER w/(8) 16d NAILS Bw2 Z c SP4 W1(6) SP4 W/(6) 570 plf MID -SPAN FRAME TO CMU 3330 3965 O(2)2X8 SYP #2 BUILT UP STUD COLUMN 16"' SPF 10d x 12 NAILS 10d x 12° NAILS U5 X ti LU V - OF O El H2x10 2)2x10 #2 SYP w/'" FLITCH PLATE � ATTACH KING STUD TO HEADER w/(10) 16d NAILS 4235 TO BEAM: SIMP. HUC410 w/(18)16d & o SP4 W/(6) SP4 W/(6) °6- CiW"t 8 v c�wz0M�.G LU W `i� BW3 16" SPF 10d x 12" NAILS 10d x 12" NAILS 570 pif 1- 3rd, PT. HGT-2 w/(16)1 Od NAILS w/ (2) 4" EPDXY ANCHOR w/SIMP. SET EPDXY MIN. 12" EMBEDMENT FRAME TO CMU 10980 8910 H2x12 2)2x12 #2 SYP w/' FLITCH PLATE ATTACH KING STUD TO HEADER w/(10) I- B2x12 WITH 1/2" FLITCH TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d W z I- O Ooxzwz ZI-wR0 U¢=)w Ja 11 HTSM16 w/(8)10d NAILS & (4)"x 2" TAPCONS FRAME TO CMU 1010 1175 16d NAILS BW4 12" .SPF (3) 12d TOENAILS (3) 12d TOENAILS NO UPLIFT MID -SPAN 12 LSTA18 w/(14)10d NAILS HEADER TO STUDS 1110 H3.5x5.5 (2)1.75"x5.5" LVL ATTACH KING STUD TO HEADER w/(6) v 13 (2)LSTA18 w/(14)10d NAILS HEADER TO STUDS 2220 2470 OQ 3-1/2"x5-1/4" LVL COLUMN. TO BEAM: SIMP. HUC410 w/(18)16d & 16d NAILS BW5 12" SPF SP4 W/(6) SP4 W/(6) 760 plf MID -SPAN 928plf OR 3-1/2"x7" LVL COLUMN. 25 NAILS & (18)4"x24" TAPCONS 10d x 1�' NAILS 10d x 12' NAILS 15 LSTA24 w/(18)10d NAILS CENTERED EACH STUD H3.5x7.25 (2)1.75"x7.25" LVL ATTACH KING STUD TO HEADER w/(8) O3-1/2"x9-1/2" LVL COLUMN. z 16 16d NAILS BW6 12" 3455 SP4 W/(6) SP4 W/(6) 760 pif 3rd. PT. H3.5x9.25 (2)1.75"x9.25" LVL ATTACH KING STUD TO HEADER w/(10) 17 SPF 10d x 1' NAILS 10d x 12" NAILS 4745 O5-1/4"x7" LVL COLUMN. a 16d NAILS NAILS & (18)4"x2a' TAPCONS W 18 LTT20B w/(10) 10d NAILS & 4" EPDXY ANCHOR w/SIMP. SET EPDXY MIN. 7" EMBEDMENT COLUMN TO FTG.OR CMU 1290 1300 BW7 16" SYP (3) 12d TOENAILS (3) 12d TOENAILS NO UPLIFT MID -SPAN 19 w/(18) 16d x 22' NAILS w/8' EPDXY ANCHOR w/SIMP. SET EPDXY MIN. 7" EMBEDMENT - AT LVL / PSL COLUMNS USE 18 #10x1-1/2" SD SCREWS INSTEAD OF NAILS COLUMN TO FTG. ATTACH KING STUD TO HEADER w/(12) 4235 H5.5x11.25 (3)1.75"'x11.25" LVL 16d NAILS (3)HTS20 w/(24)10d x 12" NAILS (AT EXT LOCATIONS INCLUDE (3)12d TOENAILS) FRAME TO FRAME 3735 4350 Z O 5 1/4" X 9 1/2" LVL COLUMN BW8 16" SYP SP4 W/(6) �„ 10d x 12 NAILS SP4 W/(6) �„ 10d x 12 NAILS 664 If p MID -SPAN 2420 H3x12 3 2x12 #2 SYP w/ 1" FLITCH O 2 ATTACH KING STUD TO HEADER w/(10) PLATE BETWEEN PLIES 16d NAILS 22 SIMPSON HGUS 5.50/10 W/ (63) 16d NAILS GIRDER TO COL./ BM 9100 4095 1. NAIL ALL BUILT-UP STUDS PER DTL. WF08/SD3. HEADER SUPPORT SCHEDULE Bw9 16° SYP SP4 W/(6) 10d x 12" NAILS SP4 W/(6) 10d x 12" NAILS 664 plf 1 3rd. PT 3965 2. ALL POST/ LVL COLUMNS IN EXTERIOR CONDITION SHOULD SEE PLAN FOR WALL WIDTH NVERTED HUD5 TO POST w/ (14) 1/4" x 2 1/2" SDS SCREWS 3. CONTRACTOR TO USE ABU BASE CONNECTORS @ SPF/SYP OPENING SIZE JACKS @ EA. END KINGS @ EA. END BW10 12" SYP 12d (2)T 12d NO MID -SPAN CONNECT ALL CONTINUOUS RIM BOARDS TO TOP OF MASONRY W/SIMP. LTA2, @ 32"o.c. MAX. AND (2) AT EACH CORNER. 5. SEE STRUCTURAL COVER SHEET FOR LVL SPECIFICATIONS. 2. ALL TRUSS/BEAM TO FRAME CONNECTIONS TO BE SIMP. H10A FOR SINGLE PLY, OR H10A-2 FOR 2 -PLY U.N.O. ON PLAN (`� STANDARD NAIL SCHEDULE H E D U LE TOENAILS TOENAILS .UPLIFT IF UPLIFT EXCEEDS 535lbs USE (2) H2.5A CONNECTORS. 1'-0" TO 3'-11" 1 1 8d 131 " x �2. 6. MISSED LINTEL STRAPS: CONTRACTOR TO INSTALL SIMP. HTSM16 @ EACH MISSED HETA16/20 10d .148" x 3" STRAP LOCATION. IF DOUBLE HETA16/20 @ A 2 -PLY OR 1 -PLY TRUSS IS MISSED, USE (2)HTSM16 STRAPS. IF UPLIFT IS HIGHER THEN 2100lbs, CONTACT E.O.R. FOR FURTHER REVIEW. BW11 12" SYP SP4 W/(6) �„ 10d x 12 NAILS SP4 W/(6) 1„ 10d x 12 NAILS 885 pif MID -SPAN 4'-0" TO T-11" 2 2 8'-0" TO V-11" 2 3 BW12 12 SYP SP4 W/(6) SP4 W/(6) 885 If p3 1rd. PT. 10d x 12" NAILS 10d x 12" NAILS 10'-0" TO 12'-0" 3 4 BW13 16" SPF SP4 W/(6) 10d x 12" NAILS SP4 W/(6) 10d x 1' NAILS 280 pif MID -SPAN STANDARD HEADER NOTES @ 32"o.c. @ 32"o.c. 1. VERIFY w/PLAN FOR CORRECT LENGTH OF HEADER REQ'D. SIZE INDICATED ON PLAN SP4 W/(6) SP4 W/(6) IS MINIMUM REQ'D. PER LOCATION. LARGER HEADER MAY BE INSTALLED WOUT BW14 12" SPF 1„ 10d x 12 NAILS I 10d x 1„ 2 NAILS 380 pif MID -SPAN APPROVAL FROM E.O.R. @ 24"o.c. @ 24"o.c. 2. ALL HEADER JACKS/KINGS TO MATCH WALL LUMBER GRADE U.N.O. ON PLAN. ATTACH STUDS TOGETHER FOLLOWING DTL. WF08/SD3. STANDARD BEARING WALL W/STRAPS NOTES 3. NAIL #2 SYP HEADER PLIES TOGETHER USING: (2) ROWS OF 10d NAILS @12" O.C. ONE SIDE, MIN. 2" FROM TOP AND BOTTOM FOR 2X6 AND 2X8 HEADERS. (3) ROWS OF 10d NAILS @12" O.C. ONE SIDE. MIN. 2" FROM TOP AND BOTTOM FOR 2X1D AND 2X12 1. VERIFY w/PLAN FOR WALL SIZE. ASSUME 2x4 STUDS U.N.O. HEADERS. NAILING ABOVE IS FOR TOP -LOADED HEADERS ONLY. CONTACT E.O.R. IF 2. ALL LUMBER TO BE EITHER SPF #2 OR SYP #2 U.N.O. ALWAYS NAIL STUDS TO MEMBERS BUCKET INTO HEADER TOP AND BOTTOM PLATE W/ (3) 12d TOENAILS. 4. NAIL KING STUDS TO HEADER w/(3) 10d TOENAILS PER SIDE IN ADDITION TO NAILING 3. CONNECTORS ARE TO BE INSTALLED @ EA. STUD U.N.O. @ 2x6 STUDS. USE PER HEADER SCHEDULE. SP6 AND @ 2x8 WALLS USE SP8 INSTEAD OF INDICATED SP4. 5. IF MORE THEN (1)KING IS REQ'D. AS PER HEADER SUPPORT TABLE, GC TO INSTALL 4. IF BEARING WALL IS NOT CALLED OUT CONTACT E.O.R. REQ'D. NAILS FROM 1st KING INTO HEADER THEN ATTACH ADDIT'L KING PER DTL. 5. IF "BW" CALLED OUT ON 2nd FLR. SEE PLAN FOR STUD TO STUD CONNECTIONS. WF08/SD3. OTHERWISE, CONTACT E.O.R. FOR REQ'D. WOOD SCREWS. 6. MID OR 3 PT. BLOCKING TO BE 2x W/(2) 12d TOENAILS EACH END. 6. IF HEADER IS NOT SPECIFIED CONTACT E.O.R. 7. BASE PLATE TO BE ATTACHED TO FOOTING USING 2" J -BOLTS OR EPDXY 7. SEE STRUCTURAL COVER SHEET FOR LVL SPECIFICATIONS. ANCHOR W/ WASHER@ 6"' FROM EA. END OF BASE PLATE &WALL OPENINGS & 8. SEE DTL. WF09/SD2 FOR 1ST FLOOR HEADER CONSTRUCTION AND CONNECTIONS AT AT 32" o.c. W/ 7" MIN. EMBEDMENT. USE SIMPSON SET -XP EPDXY W/ EPDXY 2 STORY CONDITIONS. SEE 2ND FLOOR NOTES FOR MORE INFO. ANCHORS. ROOF NOTES. 8. NO ADDITIONAL BASE CONNECTIONS TO THE FOUNDATION ARE REQ'D. IF BRG. WALL IS INDICATED W/BW1, BW4, BW7 OR BW10. THESE WALLS ARE ONLY SUPPORTING THE FLOOR LOAD AND DO NOT HAVE UPLIFT. THE STUDS ARE TO 1. THE ROOF PLAN DEPICTED IS NOT INTENDED TO SERVE AS A TRUSS DESIGN. BE TONAILED/ENDNAILED TO THE PLATES & THE 2x P.T. BASE PLATE CAN BE 2. TOP PLATE HEIGHTS VARY. SEE BUILDING SECTIONS, WALL SECTIONS AND ATTACHED W/HARD CASED GUN NAILS AND WILL NOT REQ. THE ANCHOR BOLT ELEVATIONS FOR BEARING HEIGHTS. ATTACHMENT INDICATED IN THE BEARING WALL NOTES. 3. TRUSS SPACING SHALL BE 24" O.C. MAX, UNLESS OTHERWISE NOTED. 9. FOR BEARING WALL TO MASONRY CONNECTION SEE DETAIL MD03/SD1 U.N.O. CONVENTIONAL FRAMING SHALL BE 16" O.C. MAX. OR AS OTHERWISE NOTED. ON PLAN. 4. FRAME WALLS UP TO UNDERSIDE OF ROOF TRUSSES AT ALL NON-BEARING WALLS 10. AT HEADER LOCATIONS WITHIN BEARING WALLS SEE DETAIL WF09/SD2 U.N.O. AND AT VOLUME AREA UNLESS NOTED OTHERWISE. STUDS CAN BE 24" O.C. W/ ON PLAN. 11. COLUMNS WITHIN BEARING WALLS w/UPLIFT THAT DO NOT SHOW A BASE SINGLE TOP AND P.T. BASE PLATE LEAVE 1-1/2" GAP FROM TOP PLATE TO TRUSS CONNECTION: CONTRACTOR TO INSTALL SP4/ SP6/ SP8 AT EACH STUD BOTTOM CHORD, CONNECT TRUSS TO NON-BEARING WALL w/ SIMPSON DTC OR (2) TOP/BOTTOM AND HAVE A J -BOLT OR EPDXY ANCHOR WITHIN 6" FROM THE 12d TOENAILS. COLUMN. 5. ALIGN TRUSSES AND HAND FRAMING SO ALL GYPSUM WALL BOARD WILL BE 12, IF PLUMBING IS TO BE RUN THROUGH BEARING WALL, CONTACT E.O.R. FOR CONTINUOUS FROM FLOOR TO CEILING. FURTHER REVIEW. 6. TRUSS MANUFACTURER TO INSURE DESIGN CONSIDERATION TO THE FOLLOWING 13. AT NON-BEARING WALL LOCATIONS 2x4 SPF#2 STUDS @ 24"o.c. MAX. ARE ADDITIONAL LOADS: ADEQUATE. AT NON-BEARING HEADERS USE (2)2x4 FLAT w/(3)12d TOENAILS EA. A) ALL CEILING HUNG SOFFITS AND SOFFITS SIDE AND CRIPPLE STUDS AT 24"o.c. AT 2 -STORY OPEN AREAS INSTALL WITH CABINETS AS SHOWN ON PLANS. NON-BEARING WALL STUDS @16"o.c. A SINGLE BASE PLATE (P.T. IF AGAINST B) ATTIC LOCATED MVAC UNITS AS SHOWN ON PLANS. CONCRETE) AND SINGLE TOP PLATE ARE ADEQUATE. LEAVE A 1 1/2" GAP FROM 7. REFER TO MANUFACTURER SPECIFICATIONS FOR INSTALLATION REQUIREMENTS TRUSS TO TOP PLATE AND ATTACH USING SIMPSON DTC CLIP (SEE DETAILS OF ALL HARDWARE BEFORE INSTALLATION. WF20 & WF21/SD2). ATTACH BASE PLATE w/ EITHER GUN NAILS @32"o.c. OR 8. GC REQ'D TO PROVIDE PERMANENT BRACING/ BLOCKING PER BCSI 1 (CURRENT (2)12d NAILS TO EACH FLOOR TRUSS. EDITION). SEE COVER SHEET NOTES FOR MORE INFO &STANDARD DETAILS IN THIS DRAWING SET FOR ADDITIONAL BRACING/ BLOCKING INFO. ROOF & E XT. WALL NAILING SHEATHING NOTE 9. ALL TRUSS -TO -TRUSS CONNECTORS ARE TO BE PROVIDED BY TRUSS SUPPLIER. THIS INCLUDES BUT IS NOT LIMITED TO PIGGY BACK TRUSSES AND VALLEY ROOFS: TRUSSES 10. USE 5/8" TYPE X GYPSUM BOARD ON CEILING IN GARAGE WHEN LIVING SPACE IS ROOF SHEATHING TO BE 7/16" OSB (WITH SHINGLE), 5/8" OR 19/32" OSB (WITH TILE) ABOVE THE GARAGE. FASTENING WITHIN 4'-0" OF EAVES TO BE 4" O.C. AT ALL SUPPORTED EDGES AND 6" O.C. IN FIELD. FOR ALL OTHER AREAS NAIL @ 6" O.C. AT ALL SUPPORTED EDGES AND 11. IF ROOF TRUSS LAYOUT DEPICTS TRUSS LABELS OR ID'S, THIS LAYOUT HAS BEEN 6" O.C. IN FIELD. SHEATHING TO BE PLACED WITH LONG DIMENSION PERPENDICULAR PROVIDED BY A TRUSS COMPANY TO USE FOR THE DESIGN OF THIS PROJECT. TO SUPPORTS (TRUSSES). PROVIDE PLY CLIPS AT ALL UNSUPPORTED ROOF OTHERWISE AN ENGINEERED LAYOUT HAS BEEN DETERMINED BUT PRIOR TO SHEATHING JOINTS EXCEPT AT PITCH CHANGE LOCATIONS. PLY CLIPS TO BE CONSTRUCTION OR TRUSS FABRICATION, FINAL TRUSS LAYOUT AND TRUSS SHOP SPACED NO MORE THAN 24" O.C. DRAWS ARE TO BE SUBMITTED TO ENGINEER OF RECORD (E.O.R.) FOR REVIEW AND APPROVAL. AT THIS TIME THE E.O.R. RESERVES THE RIGHT TO REVISE THE GABLE ENDS: PLAN AS REQUIRED PER THE REVIEW OF THE FINAL TRUSS LAYOUT AND TRUSS ALL SHEATHING TO BE MIN. 15/32" O.S.B. AND SHALL BE NAILED (1) ROW @ 3" O.C. SHOP DRAWS, ADDITIONAL FEE'S MAY APPLY. STARTING CONSTRUCTION OR AT TOP PLATE AND (1) ROW AT BOTTOM PLATE OF WALL, 6" O.C. ALL OTHER TRUSS FABRICATION PRIOR TO THIS REVIEW IS NOT ADVISED, AND THE E.O.R. IS EDGES AND 6" IN FIELD. BLOCKING SHALL BE PLACED AT ALL SHEATHING JOINTS. NOT RESPONSIBLE FOR ADDITIONAL COSTS DUE TO REVISIONS OF THE PLAN. IF CONVENTIONAL FRAMING IS SHOWN, NO TRUSS APPROVAL IS REQUIRED, UNLESS EXTERIOR WALLS: LAYOUT IS REVISED W/OUT WRITTEN APPROVAL FROM MCD. SEE WF10/SD4 FOR MORE INFO. 12. IF DESIGN DOCUMENTS INDICATE THAT AN A/C UNIT IS TO BE RECESSED INTO THE ROOF SYSTEM, THE TRUSS SUPPLIER IS TO COORDINATE WITH THE DESIGNER AND NAILS: BUILDER TO DETERMINE THE REQUIRED SIZE. (2) 75Ib MIN POINT LOAD SHOULD BE NAILS USED IN ROOF SHEATHING APPLICATIONS SHALL BE 8d RING SHANK NAILS. ADDED TO EITHER THE TOP OF BOTTOM CHORD OF THE TRUSS IN THE AFFECTED ALL OTHER SHEATHING APPLICATIONS SHALL BE 8d, 8d RING OR SPIRAL SHANK, AREAS. THIS LOAD SHOULD BE INDICATED ON THE TRUSS SHOP DRAWINGS. HAND OR GUN DRIVEN NAILS. GUN DRIVEN NAILS SHALL HAVE HEAD SIZE CONNECTIONS OF THE A/C UNIT TO THE TRUSSES SHOULD BE SUPPLIED BY EITHER EQUIVALENT TO HAND DRIVEN NAILS. FASTENERS FOR PRESERV-ATIVELY THE CONTRACTOR OR A/C SUPPLIER. TREATED WOOD SHALL BE HOT -DIPPED ZINC -COATED GALVANIZED STEEL, BUILDER NOTE: STAINLESS STEEL, SILICON BRONZE OR COPPER. THE COATING WEIGHTS SHALL BE IN ACCORDANCE WITH ASTM A 153. IF THE TRUSS LAYOUT SHOWN DOES NOT MATCH THE TRUSS MANUFACTURERS APA SHEATHING NOTE: LAYOUT 24/16 SPAN RATED SHEATHING REQUIRES BLOCKING AT ALL UNSUPPORTED ---STOP---- PANEL EDGES AT HIP LOCATIONS. BLOCKING TO BE 2X4 ATTACHED AT EACH END WITH (3) 10d TOENAILS. AND CALL THE ENGINEER OF RECORD PRIOR TO PLACEMENT OF ANY TRUSSES COLUMN SCHEDULE CONNECTOR SCHEDULE O (2)2X4 SPF #2 BUILT UP STUD COLUMN TAG SIMPSON CONNECTOR TYPE VALUES VALUES SPF(Ib) SYP(Ib) O (3)2X4 SPF #2 BUILT UP STUD COLUMN HETA16 w/(9) 10dx12" NAILS OR a HETA20 w/(9) 10d x 12" NAILS FRAME TO CMU 1810 1$10 TAG I BEAM SIZE BEAM SCHEDULE CONNECTIONS TO POST: SIMP, HTS20 OR MSTA18 TO BEAM: SIMP. HUC48 w/(14)16d & (6)-10d NAILS W Q C O (4)2X4 SPF #2 BUILT UP STUD COLUMN FLOOR FRAMING NOTES (2)HETA16 OR (2)HETA20 (1)ply TRUSS (10)10d x 1' NAILS (2)ply TRUSS (12) 16d x 12" NAILS FRAME TO CMU (1)ply 2035 (2)ply 2500 (1)ply 2035 (2)ply 2500 B2x8 (2)2x8 #2 SYP WITH 1/2" FLITCH PLATE TO MASONRY: SIMP. HU48 OR HUC48 w/(6)10d NAILS & (14)"x24" TAPCONS ON MASONRY: (1) SIMP. MSTAM24 -' g z 0 w W �` �- Z O F 3. GENERAL FLOORING FINISHES ARE ACCEPTABLE. IF LIGHTWEIGHT CONCRETE OR SELF LEVELING CONCRETE IS REQ. F-51 (2)HTS20 w/(24)10d x 12" NAILS (AT EXT LOCATIONS INCLUDE (3)12d TOENAILS) FRAME TO FRAME 2490 2900 G (3)2X8. SPF #2 BUILT UP STUD COLUMN O (2)2X6 SPF #2 BUILT UP STUD COLUMN a H10A w/ 18 10d x 11" NAILS OR ( ) 2 (2)ply TRUSS H10A-2 w/(18) 10d x 12" NAILS FRAME TO FRAME H10A1015 H10A-2 1070 H10A1340 H10A-2 1245 u 2 2x10 #2 SYP ' ( ) TO POST: SIMP. HTS20 OR LSTA18 TO BEAM: SIMP.HUC410 w/(18)16d & (10) 10d NAILS' O (3)2X6 SPF #2 BUILT UP STUD COLUMN OH HTS20 w/(24)10d x 11" NAILS 2 FRAME TO FRAME 1245 1450 O(2)2X8 SPF #2 BUILT UP STUD COLUMN FLOOR FRAMING NOTES (AT EXT LOCATIONS INCLUDE (3)12d TOENAILS) .162"x31' GENERAL NOTES 1. FLOOR JOIST/TRUSS HANGERS SUPPLIED & ENGINEERED BY FLOOR JOIST/TRUSS CO. __._.---.. .___...___---__... _.. 02/27/17 z Sd RING SHANK 113'" x 28" 2. REFER TO TRUSS MANU. DRAWINGS FOR TRUSS DESIGNATIONS. F 3. GENERAL FLOORING FINISHES ARE ACCEPTABLE. IF LIGHTWEIGHT CONCRETE OR SELF LEVELING CONCRETE IS REQ. F-51 (2)HTS20 w/(24)10d x 12" NAILS (AT EXT LOCATIONS INCLUDE (3)12d TOENAILS) FRAME TO FRAME 2490 2900 G (3)2X8. SPF #2 BUILT UP STUD COLUMN U ° 5, ALL JOIST TO JOIST OR TRUSS TO TRUSS CONNECTIONS SHALL BE SPECIFIED BY THE MANUFACTURER. 1, CONTRACTOR MAY USE A DIFFERENT NAIL THEN 6. G.C./BUILDER SEE ARCHITECTURAL DRAWINGS FOR ROUGH OPENING LOCATIONS AND ADDITIONAL INFORMATION INDICATED AS LONG AS IT MEETS OR EXCEEDS THE REQ. FOR DOOR AND WINDOW INSTALLATION ALONG WITH DIMENSIONS NOT SHOWN HERE. u H2.5A w/(10)8d FRAME TO FRAME 535 600 OH (3)2X4 SYP #2 BUILT UP STUD COLUMN FLOOR SHEATHING TO BE 3/4" PLYWOOD OR OSB (U.N.0), WITH LONG DIMENSION NAIL IS USED IT IS ADEQUATE AS LONG AS IT DOES NOT PERPENDICULAR TO SUPPORT (FLOOR TRUSSES). EXTEND THRU THE MEMBER IT'S BEING ATTACHED TO. FLOOR NAILING NOTES NAILS: NAILS USED IN ALL FLOORING APPLICATIONS SHALL BE 8d, 8d RING OR SPIRAL "71 F MTS 12 w/(14)10d x 12" NAILS (AT EXT LOCATIONS INCLUDE (3)12d TOENAILS) FRAME TO FRAME 860 1000 J O (2)2X6 SYP #2 BUILT UP STUD COLUMN Z c 12" MGT w/(22)10d " EPDXY ANCHOR w/SIMP. SET -XP EPDXY G MIN. 12" EMBEDMENT FRAME TO CMU 3330 3965 O(2)2X8 SYP #2 BUILT UP STUD COLUMN uU z a U5 X ti LU V - OF O El HTT4 w/(18)16d x 22" NAILS & 8" EPDXY ANCHOR w/SIMP. SET EPDXY MIN. 7" EMBEDMENT FRAME TO CMU 3640 4235 TO BEAM: SIMP. HUC410 w/(18)16d & o O 4x4 SYP #2 POST °6- CiW"t 8 v c�wz0M�.G LU W `i� ZQO__jL_Lj(0 L.L I=- (2)2x12 #2 SYP (1.0) 10d NAILS 0 10 F HGT-2 w/(16)1 Od NAILS w/ (2) 4" EPDXY ANCHOR w/SIMP. SET EPDXY MIN. 12" EMBEDMENT FRAME TO CMU 10980 8910 MO 6x6 SYP #2 POST I- B2x12 WITH 1/2" FLITCH TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d W z I- O Ooxzwz ZI-wR0 U¢=)w Ja 11 HTSM16 w/(8)10d NAILS & (4)"x 2" TAPCONS FRAME TO CMU 1010 1175 NO 8x8 SYP #2 POST M 5Z o f O T z 12 LSTA18 w/(14)10d NAILS HEADER TO STUDS 1110 1235 c P , 3-1/2"x3-1/2" LVL COLUMN. v 13 (2)LSTA18 w/(14)10d NAILS HEADER TO STUDS 2220 2470 OQ 3-1/2"x5-1/4" LVL COLUMN. TO BEAM: SIMP. HUC410 w/(18)16d & p 14 LSTA18 w/(14)10d NAILS CENTERED EACH STUD STUDS TO BEAM/GT 833plf 928plf OR 3-1/2"x7" LVL COLUMN. 25 NAILS & (18)4"x24" TAPCONS ~ 15 LSTA24 w/(18)10d NAILS CENTERED EACH STUD STUDS TO BEAM/GT 1235 1235 O3-1/2"x9-1/2" LVL COLUMN. z 16 MSTC28 w/(36)16d SINKERS CENTERED STUDS TO BEAM/GT 2980 3455 T� 5-1/4"x5-1/4" LVL COLUMN. TO BEAM: SIMP. HUC410 w/(18)16d & > 17 MSTC40 w/ (52) 16d SINKERS CENTERED STUDS TO BEAM/GT 4305 4745 O5-1/4"x7" LVL COLUMN. a 875 NAILS & (18)4"x2a' TAPCONS W 18 LTT20B w/(10) 10d NAILS & 4" EPDXY ANCHOR w/SIMP. SET EPDXY MIN. 7" EMBEDMENT COLUMN TO FTG.OR CMU 1290 1300 X OHTT4 7 "x7" LVL COLUMN. 19 w/(18) 16d x 22' NAILS w/8' EPDXY ANCHOR w/SIMP. SET EPDXY MIN. 7" EMBEDMENT - AT LVL / PSL COLUMNS USE 18 #10x1-1/2" SD SCREWS INSTEAD OF NAILS COLUMN TO FTG. 3640 4235 YO 3 1/2" X 11 7/8" LVL COLUMN 20 (3)HTS20 w/(24)10d x 12" NAILS (AT EXT LOCATIONS INCLUDE (3)12d TOENAILS) FRAME TO FRAME 3735 4350 Z O 5 1/4" X 9 1/2" LVL COLUMN 21 MSTCM40 W/ (14) 16d SINKERS AND (10) 1/4"x2-1/4" TITENS FRAME TO CMU 2420 2800 STANDARD COLUMN NOTES 22 SIMPSON HGUS 5.50/10 W/ (63) 16d NAILS GIRDER TO COL./ BM 9100 4095 1. NAIL ALL BUILT-UP STUDS PER DTL. WF08/SD3. 23 GT w/ (22) 10d NAILS TO GIRDER & (1) 5/8" A.T.R. THRU BL. TOP PLT. TO INVERTED HDU5 ATTACHED TO POST. FRAME TO FRAME 3300 3965 2. ALL POST/ LVL COLUMNS IN EXTERIOR CONDITION SHOULD BE P.T. OR WOLMANIZED. NVERTED HUD5 TO POST w/ (14) 1/4" x 2 1/2" SDS SCREWS 3. CONTRACTOR TO USE ABU BASE CONNECTORS @ SPF/SYP SOLID POSTS. AT EXTERIOR CONDITIONS STANDARD CONNECTOR NOTES 4x4: ABU44 w/(12)16d NAILS & 8" EPDXY ANCHOR WMIN. 1. ALL TRUSS/BEAM TO MASONRY CONNECTIONS TO BE SIMP. HETA16/20, U.N.O. ON PLAN. 7" EMBEDMENT 6x6: ABU66 w/(12)16d NAILS &e' EPDXY ANCHOR WMIN. 7" EMBEDMENT 8x8: ABU88 w/(18)16d NAILS & (2) a' EPDXY ANCHORS w/ MIN. 7" EMBEDMENT AT FLOOR TRUSSES PARALLEL TO MASONRY WALLS CONNECT w/SIMP. HETA16/20 @ 24"o.c. OR 32" o.c. VERIFY w/ TRUSS SHOP DRAWINGS FOR VERTICAL SPACING WITHIN FLOOR TRUSS. (IF SITTING ON FRAME WALL USE SIMP. LSTA18(14) @ 24"o.c. OR 32"o.c.) 4. POST/LVL INSTALLED WITHIN BRG. WALL TO BE WITHIN TOP AND BASE PLATE U.N.O. ON PLANS. CONNECT ALL CONTINUOUS RIM BOARDS TO TOP OF MASONRY W/SIMP. LTA2, @ 32"o.c. MAX. AND (2) AT EACH CORNER. 5. SEE STRUCTURAL COVER SHEET FOR LVL SPECIFICATIONS. 2. ALL TRUSS/BEAM TO FRAME CONNECTIONS TO BE SIMP. H10A FOR SINGLE PLY, OR H10A-2 FOR 2 -PLY U.N.O. ON PLAN (`� STANDARD NAIL SCHEDULE H E D U LE 3. CONNECT ALL TYPICAL HIP JACKS (CORNER JACKS) TO FRAME USING SIMP. H2.5A CONNECTOR. IF UPLIFT EXCEEDS 535lbs USE (2) H2.5A CONNECTORS. y STANDARD NAIL GENERAL DIAMETER/ LENGTH 4. CONNECT ALL INTERIOR FLOOR TRUSSES/JOISTS TO INTERIOR BRG. WALLS USING (3)12d TOENAILS. 5. ALL TRUSS TO TRUSS CONNECTIONS TO BE SPECIFIED BY TRUSS MANUFACTURER, U.N.O. ON PLAN. 8d 131 " x �2. 6. MISSED LINTEL STRAPS: CONTRACTOR TO INSTALL SIMP. HTSM16 @ EACH MISSED HETA16/20 10d .148" x 3" STRAP LOCATION. IF DOUBLE HETA16/20 @ A 2 -PLY OR 1 -PLY TRUSS IS MISSED, USE (2)HTSM16 STRAPS. IF UPLIFT IS HIGHER THEN 2100lbs, CONTACT E.O.R. FOR FURTHER REVIEW. 12d 148"x3' FLOOR FRAMING NOTES 16d .162"x31' GENERAL NOTES 1. FLOOR JOIST/TRUSS HANGERS SUPPLIED & ENGINEERED BY FLOOR JOIST/TRUSS CO. __._.---.. .___...___---__... _.. 02/27/17 z Sd RING SHANK 113'" x 28" 2. REFER TO TRUSS MANU. DRAWINGS FOR TRUSS DESIGNATIONS. F 3. GENERAL FLOORING FINISHES ARE ACCEPTABLE. IF LIGHTWEIGHT CONCRETE OR SELF LEVELING CONCRETE IS REQ. NAILING NOTE.? CONTACT E.O.R. ALONG WITH TRUSS CO. TO VERIFY FLOOR TRUSS DESIGN. 4. FLOOR JOIST/ TRUSS MANUFACTURER SHALL COORDINATE LOCATIONS OF ALL MECHANICAL CHASES AND PLUMBING � TO AVOID CONFLICT. U ° 5, ALL JOIST TO JOIST OR TRUSS TO TRUSS CONNECTIONS SHALL BE SPECIFIED BY THE MANUFACTURER. 1, CONTRACTOR MAY USE A DIFFERENT NAIL THEN 6. G.C./BUILDER SEE ARCHITECTURAL DRAWINGS FOR ROUGH OPENING LOCATIONS AND ADDITIONAL INFORMATION INDICATED AS LONG AS IT MEETS OR EXCEEDS THE REQ. FOR DOOR AND WINDOW INSTALLATION ALONG WITH DIMENSIONS NOT SHOWN HERE. DIAMETER AND LENGTH INDICATED. ON MASONRY: (1) SIMP. MSTAM24 FLOOR SHEATHING NOTES 2.CONNECTORS MAY USE DIFFERENT NAIL LENGTHS. MINIMUM NAIL LENGTH PER CONNECTOR IS REQ. IF LONGER M FLOOR SHEATHING TO BE 3/4" PLYWOOD OR OSB (U.N.0), WITH LONG DIMENSION NAIL IS USED IT IS ADEQUATE AS LONG AS IT DOES NOT PERPENDICULAR TO SUPPORT (FLOOR TRUSSES). EXTEND THRU THE MEMBER IT'S BEING ATTACHED TO. FLOOR NAILING NOTES NAILS: NAILS USED IN ALL FLOORING APPLICATIONS SHALL BE 8d, 8d RING OR SPIRAL SHANK, HAND OR GUN DRIVEN NAILS. GUN DRIVEN NAILS SHALL HAVE HEAD SIZE EQUIVALENT TO HAND DRIVEN NAILS, SPACING SHALL BE 6" ON EDGES AND 12" IN FIELD. B2x10 WITH 1/2" FLITCH TO MASONRY: SIMP, HU410 OR HUC410 w/(10)10d z 2 __ -- DATE: __._.---.. .___...___---__... _.. 02/27/17 z F O PLATE NAILS & (18)1"x24" TAPCONS R � U ° O (4) W H ON MASONRY: (1) SIMP. MSTAM24 w Uj Z c 12" o Cj Uj z uU z a U5 X ti LU V - OF O U TO POST: SIMP. HTS20 OR LSTA18 U j 0 LU 0 J � E r. TO BEAM: SIMP. HUC410 w/(18)16d & o ,,�x W °6- CiW"t 8 v c�wz0M�.G LU W `i� ZQO__jL_Lj(0 L.L I=- (2)2x12 #2 SYP (1.0) 10d NAILS 0 Uj Uj z�cnNO��,m I- B2x12 WITH 1/2" FLITCH TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d W z I- O Ooxzwz ZI-wR0 U¢=)w Ja W Z 4� P- 0 PLATE NAILS & (18)4'x24" TAPCONS `z M 5Z o f O T z �... ON MASONRY: (2) SIMP. MSTAM24 TO POST: SIMP. HTS20 OR LSTA18 TO BEAM: SIMP. HUC410 w/(18)16d & p 10d NAILS LL. 63.5x11.(10) (2)1.75"x11.25" LVL TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d z 25 NAILS & (18)4"x24" TAPCONS ~ ON MASONRY: (2) SIMP. MSTAM24 p z TO POST: SIMP. HTS20 OR LSTA18 05 TO BEAM: SIMP. HUC410 w/(18)16d & > (10) 1 qd NAILS 63.5x11. (2)1.75"x11.875" LVL TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d a 875 NAILS & (18)4"x2a' TAPCONS W ON MASONRY: (2) SIMP. MSTAM24 I= - O Q TO POST: SIMP. HTS20 OR LSTA18 TO BEAM: SIMP. HUC410 w/(18)16d & (10) 10d NAILS B3.5x16 (2) 1.75"x16" LVL TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10dLU NAILS & (18)4"'x24" TAPCONS d ON MASONRY: (2) SIMP. MSTAM24 ,��lL�,l�e�®� a wee �eom�wae���A% Imo' J ~ N 00 TO POST: (2) SIMP. HTS20 OR LSTA18 M t C?; CO O Ds ON MASONRY: (2) SIMP. MSTAM24 �w ¢% -I S5 n 5.25x16 (3)1.75"LVL w v ¢ Q= 2 =� Q * U.N.O:FASTEN LVL PLIES TOGETHER USING (3) CL%'�.. v � ,� Z� ROWS OF 1/4" X 3 1/2" SDS SCREWS @ 24" O.C. S. d, •,�� ���..� �5 `�� >-w O. EACH SIDE ���ir pRO� ���` 1 TO POST: (2) SIMP. HTS20 OR LSTA18 ON MASONRY: (2) SIMP. MSTAM24 B3.540 (2) 1.75"40" LVL *U.N.O.FASTEN LVL PLIES TOGETHER USIN ROWS OF 1/4" X 3 1/2" SDS SCREWS @ 24" O EACH SIDE STANDARD BEAM NOTES 1. NAIL ALL (2) 2x SYP BEAMS TOGETHER USING (3) ROWS OF 12d NAILS O.C. (TYP. ONE SIDE) MIN. 2" FROM TOP AND BOTTOM OF BEAM 2. NAIL ALL 2 -PLY LVL BEAMS (MAX. 12" DEEP) TOGETHER USING (3) RO 12d NAILS @ 6" O.C. (TYP. ONE SIDE) MIN 2" FROM TOP AND BOTTOM OF 3. VERIFY w/PLAN CORRECT LENGTH OF BEAM REQ'D. (MIN. 4" BRG. EA. 4. SEE PLAN FOR TOP OR BOTTOM OF BEAM INDICATIONS. 5. BEAMS ARE NOT TO BE DRILLED OR NOTCHED IN ANY WAY WITHOUT WRITTEN APPROVAL FROM THE E.O.R. 6. SEE STRUCTURAL COVER SHEET FOR LVL SPECIFICATIONS G @ WS BEAM END) 0 AS INDICATED '���11/1111111��,�`, __ -- DATE: __._.---.. .___...___---__... _.. 02/27/17 z F O W � U ° O (4) W H C. Uj Z c 12" o Z Z z uU z a U5 X ti LU V - OF O U V U j 0 LU 0 J � E r. ,,�x W °6- CiW"t 8 v c�wz0M�.G LU W `i� ZQO__jL_Lj(0 L.L I=- / m JUGH~Qp} 0 0 z�cnNO��,m I- E W z I- O Ooxzwz ZI-wR0 U¢=)w Ja W Z 4� P- 0 O Q W M 5Z o f O T z �... 0 W (1) Iti O N CL z Q O J O O WW o O�W W =J co) ~ W W <ZCY 4:ca ~ U Ch _ o W Y -' Z z a -- M IZ 0.- U LU BLDG DESIGN: --- 0 STRUCTURAL ENGMCD LU DRAFTING: W -DESIGN: --- U-STRUCT_-_ MB QC CHECK: CC NOTES & Q JOB No. PSQ-0204607 SCALE• CONNECTOR LEGE F, AS INDICATED __ -- DATE: __._.---.. .___...___---__... _.. 02/27/17 NDQ F W U) S501 H COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LCC is strictly prohibited. • 4. 4 . •r a z 11� •'J'� ENTIRE COLUMN TO a BE GROUT FILLED w U.N.O. n ` 4 y PROVIDE STANDARD HOOK (1) #5 IN TIE BEAM (1) #5 BAR IN PRECAST LINTEL (2) #5's VERTICAL IN GROUT FILLED CELL (1) #5 VERTICAL IN GROUT FILLED CELL (IF REQ'D PER PLAN) NOTE: SEE MD08 ON LINTEL PLAN VERTICAL REINFORCEMENT DETAIL 1/2"=11-011 NOTE: THIS DETAIL APPLIES TO THE FOLLOWING CONDITIONS: (1) EXTERIOR FRAME WALL TO CMU (2) INTERIOR FRAME SHEAR WALL TO CMU (3) INTERIOR LOAD BEARING FRAME WALL TO CMU WALL SEE FRAMING PLAN FOR BEARING WALL LOCATION SEE BEARING WALL SCHEDULE FOR REQUIREI CONNECTIONS, STUD SPACING, AND BLOCKING REQUIREMENTS ALTERNATE CONNECTIONS I.L.O. J -BOLT: 1. MIN. (6) 1/2"x5" TITEN HD W/ 3-1/2" MIN. EMBED. 2. MIN. (6) 1/2" ASTM F1554, Gr. 36 (OR BETTER) THREADED ROD W/ 4-1/2" MIN. EMBED. W/ SIMPSON SET -XP EPDXY OR EQUIV. USE 2"x2" SQUARE WASHER BEARING/ SHEARWALL CONNECTION TO CMU 2x BUCK DETAIL 3/4"= 1'-0'" PRE -CAST LINTEL PER PLAN OPENING WATERPROOFING BY BUILDER/ OTHERS WINDOW/DOOR (2) 2x TOP PLATE W/ (3) 12d END NAILS TO LAST STUD TYPICAL TIE BEAM W/ 3000 psi CONC. W/(1) #5 REBAR CONT. STD HOOK 2x PT STUD OR ALTERNATE 1x PT FURRING TO CMU W/ 2x FRAMING PER PLAN TYPICAL FILLED CELL W/ 3000 psi CONC. W/(1) #5 REBAR VERT. VERIFY W/ PLAN FOR REQ'D LOCATIONS CMU WALL AS REQ'D PER PLAN 4) EQ. SPACED 2" TITEN HD ANCHORS W/ AIN. 1 !"EMBEDMENT FOR HOLLOW 3LOCK OR 3 1/2" EMBEDMENT FOR SOLID 3LOCK. MAX. 6" FROM TOP AND BOTTOM DR 1/4" TAPCON W/ MIN. 2" EMBEDMENT 6" -ROM TOP AND BOTTOM AND 12" O.C. 3ETWEEN PT BASE PLATE P.T. BUCK FASTENER SCHEDULE NOTES: SIZE TAPCONS SPACING # ROWS 1x4 3/16" x 2 1/4" 12" O.C. 1 1 x6 3/16" x 2 1/4" 191, F 1 SECTION @DOUBLE 6 1x8 3/16" x 2 1/4" 12" O.C. 2 SCHEDULE EXISTING 2x BUCKED OPENING, USE (3) ROWS OF 10d x 3" NAILS STAGGERED @ 12" O.C. AND 6" FROM ENDS @ EACH SUCCESSIVE BUCK. CONNECTION PER 2x4 3/16" x 3 1/4" 12" O.C. 1 STD. CONNECTOR 3/1 " x 3 1/4" " 2x8 3/16" x 3 1/4" 12" O.C. 2 OPENING SIZE AND NOTES: LOCATION PER PLAN PLAN FOR STUD SIZE & (TYP). 1. 2x SYP #2 P.T. BUCKS/NAILERS MAY EXTEND BEYOND INT. FACE OF SPACING. MIN (2) 2x WINDOW/DOOR. FASTEN BUCK TO MASONRY PER FASTENER SCHEDULE \ 4" FROM ENDS AND 16" O.C. MAX. TAPCONS TO BE 1 1/2" MIN, FROM EDGE MASONRY WALL PER OF BUCK. PLAN (TYP). 2. BUCKS LESS THAN 2x SYP #2 TO BE FASTENED W/CUT NAILS OR F 1 SECTION @DOUBLE 6 EQUIVALENT, STRUCTURAL CONNECTION OF WINDOW/DOOR TO STRUCTURE BY OTHERS IN THIS CASE, P.T. BUCKS PER 3. ADDITIONAL 2x SYP #2 P.T. WOOD BUCK MATERIAL MAY BE ADDED TO SCHEDULE EXISTING 2x BUCKED OPENING, USE (3) ROWS OF 10d x 3" NAILS STAGGERED @ 12" O.C. AND 6" FROM ENDS @ EACH SUCCESSIVE BUCK. CONNECTION PER MAX. 2 PLIES OVER INITIAL P.T. BUCK, 4. MIXING OF 1x AND 2x BUCKS SHALL BE PERMITTED FOR THE SAME OPENING IF WINDOW/DOOR MANUFACTURER AND PLAN REQUIREMENTS STD. CONNECTOR (FASTENING) ARE MET. 5. MAINTAIN MAXIMUM 2" FASTENER EMBEDMENT INTO HOLLOW OR SOLID GROUTED CMU. NOTES 6. WINDOW OR DOOR INSTALLATION BY OTHERS SHEATHING PER PLAN TYP. TRUSS TO FRAME CONNECTION PER STD.CONNECTOR NOTES FRAME OUT TO BLOCK EDGE AS REQ'D LAST STUD OF KNEE WALL JOINING UP TO MAIN HOUSE y WALLS SHALL BE ATTACHED (2) 2x TOP PLATE TO MIN. (2) 2x FULL HEIGHT WALL STUDS W/ (2)-16d NAILS @ 12" O.C. MIN. 2x4 SPF #2 KNEE WALL I (2) 2x #2 SYP SEE PLAN WITH STUDS @ 16" O.C. W/ FOR BEAM SIZE STRUCTURAL SHEATHING ON BOTH SIDES FROM TOP BUILDER FRAME OF WALL TO BOTTOM OF RADIUS AS REQ'D BEAM. ATTACHED PER NAILING SCHEDULE OTHERWISE SP2 CLIPS EACH STUD TO DOUBLE TOP PLATE AND SPI CLIPS EACH STUD TO BOTTOM PLATE AFO) KNEEWALL AT DOWNSET BEAM 3/4"=1'-0" SEE ROOF SHEATHING, PLAN NAIL PER PLAN DOUBLE TOP PLATE SIMPSON SP4 OR SP2 @ EACH STUD PRE-ENGINEERED ROOF TRUSS - SEE FRAMING PLAN FOR SPACING EXTERIOR SHEATHING SEE PLAN FOR NAIL PER PLAN CONNECTION 2x BRG WALL, SEE PLAN FOR STUD SIZE & SPACING. MIN (2) 2x UNDER GIRDER TRUSS U.N.O. 2x BLOCKING SIMPSON LSTA24 EACH STUD 2x BRG WALL, SEE \-- PRE -ENG. ROOF PLAN FOR STUD SIZE & TRUSS PER PLAN SPACING. MIN (2) 2x SINGLE TOP AND BASE \ UNDER GIRDER TRUSS I SEE PLAN FOR U.N.O. CONNECTION F 1 SECTION @DOUBLE 6 BEARING PRE-ENGINEERED — TRUSSES PER PLAN @ 24" O. C. MAX. TYP. TRUSS TO FRAME CONNECTION PER STD CONNECTION NOTES EXT. SHEATHING ATTACHED - PER NAILING SCHEDULE FROM TOP OF KNEEWALL TO BOTTOM OR SP2 CLIPS AT TOP AND SPI CLIPS AT BASE ARE REQ'D. 2x BLOCKING MIN 2x4 STUDS@ 16" O/C 2x P.T. PLATE 1/2 x $ A.B. OR TITEN HD @ 32 O.C. & 6" FROM EA. END, CENTER ON BASE PLATE TOP KNOCK OUT COURSE W/ (1) #5 CONT. OF1 KNEEWALL ABOVE MASONRY WALL 3/4"=1'-0" e ww. ww 1 �N� SHEATHING PER PLAN TYP. TRUSS TO FRAME CONNECTION PER STD. CONNECTOR NOTES FRAME OUT TO BLOCK EDGE AS REQ'D KNEE WALL JOINING UP TO MAIN HOUSE WALLS SHALL BE ATTACHED TO MIN. I (2) 2x #2 SYP SEE PLAN (2) 2x FULL HEIGHT FOR BEAM SIZE WALL STUDS W/ (2)-16d NAILS @ 12" O.C. MIN. 2x4 SPF #2 KNEE WALL WITH STUDS @ 16" O.C. W/ STRUCTURAL SHEATHING ON BOTH SIDES FROM TOP OF BUILDER FRAME WALL TO BOTTOM OF i RADIUS AS REQ'D BEAM. ATTACHED PER NAILING SCHEDULE NFO KNEEWALL AT UPSET BEAM (2) 2x BUILT-UP COL. 2x BLOCKING W/ — (2) 12d NAILS @ EACH END SIMPSON LSTA30 W/ (22) 10d NAILS (ALL CORNER CONDITIONS STRAP AROUND TALLER STUD) (2) 2x TOP PLATE ATTACH 2x TO BUILT-UP W/ (2) ROWS OF 10d NAILS STAGGERED @ 8" O.C. 3/4"=1'-0" .00M.N.Monom" (2) 2x TOP PLATE SEE FLOOR PLAN FOR MORE BRG. WALL INFO STEP @ BEARING FRAME WALL 3/4"=1'-0" — DOUBLE 2x TOP PLATE IF REQ'D, PROVIDE CLOSURE WALL w/ SHEATHING SINGLE TOP AND BASE \ PLATE w/ (2) 16d NAILS I TO TRUSS. STUDS @ I 24" O.C. & EXT. SHEATHING INSTALLED PER NAILING PATTERN CRICKET AS REQUIRED MAIN SPAN ROOF TRUSS UPLIFT CONNECTOR (SEE SCHEDULE) MASONRY WALL PER PLAN STRUCTURAL SHEATHING W TYP. TRUSS TO FRAME CONNECTION PER Q STD. CONNECTOR NOTES FRAME OUT TO BLOCK EDGE a LAST STUD OF I -- KNEE WALL JOINING I (2) 2x TOP PLATE UP TO MAIN HOUSE (2) 2x #2 SYP SEE PLAN w WALLS SHALL BE I FOR BEAM SIZE (ONLY a ATTACHED TO MIN. IF OPENING PROVIDED Z (2) 2x FULL HEIGHT 14,I PER PLAN) O_ WALL STUDS W/ I 2x4 SPF #2 KNEE WALL N (2)-16d NAILS @ 12" W/ STUDS @ 16" O.C. z CL O.C. W/ STRUCTURAL 1/2" x 8" ANCHOR BOLT I SHEATHING FROM D V OR TITEN HD @ 32" I TOP OF WALL TO w W O.C. & 6" FROM EACH BOTTOM OF WALL. � END ti. ATTACHED PER w _ ...._.. _. _ __ _ -_ __._-- -- ..... ........:....-- 2x PT BOTTOM NAILING SCHEDULE 0 PLATE OTHERWISE SP2 CLIPS 0 Lu W EACH STUD TO BEAM PRECAST LINTEL OR '' .p z KNOCK OUT COURSE ABOVE AND SP1 CLIPS 0 EACH STUD TO MASONRY WALL BOTTOM PLATE m a 0 *`­F�0KNEEWALL AT MASONRY WALL 0 J 3/4"=1'-0" w CONTRACTOR MAY ELECT TO BUCKET SHORT SPAN O BEAM INTO LONG SPAN AS INDICATED ON BEAM U) � SCHEDULE.. IF BUCKET IS INSTALLED THE SHORT SPAN O ;1 STRAP IS NOT REQUIRED. PT. POST (AS NOTED) CL EXT. AS NOTED w r LAP BEAM PLYS AND p NAIL AS SHOWN (5) J 0.131 x 3 1/4 NAILS a PER PLY HTS20 CLIP FROM y POST TO BEAM EXTERIOR BEAM AS W NOTED PLAN VIEW @ TOP OF POST o ���`����r�r'�°�i PT POST (AS NOTED) oo %j s . cz ABU POST BASE Z �gt� °�� u 0 (AS NOTED) a !� d $'�y 0 5/8" THREADED ROD w/ c6 'W o. NUT SET IN ADHESIVE w 1 O: ZJ • 0 a d,;; Z i -y� .• •° e� E v I 4 U 'oie ••••.o.a•' ��oo O ° . I i • Q as i` SEE FOUNDATION O '''��j1111p1 `o` U_ \ \d a i I j / PLAN FOR ADDITIONAL INFO f, O SIDE VIEW @SASE OF POST o v ° CDO CORNER COLUMN FRAMING a N a� 3/4"=1'-0" W No 0 ♦ ^ U PRE-ENG.TRUSS PER PLAN, 24 O.C. MAX ROOFING MATERIAL Q PER ARCHS Z M SEE FRAMING PLAN z W UJ U FOR CONNECTION O Q 0 U� H INFOQ 06_j - oj 8 SEE ELEVATION U ,J cn z TOP OF MASONRY Z Q Oz 0 _, M LL „� N SEE ARCH PLANS FOR z ? O > C OVERHANG INFO w H W Z Q 0 3: 2 Uj o �' L_ 0=ZWz E z r O a Q W J RE, ELEV. 0 W w FOR O.H. aW I-- O ,n TYP. SINGLE TIE -BEAM O W V Z Q W/ (1) #5 CONT. U = O p GROUT SOLID a Co Z ..... 0 U) O h" a !V WINDOW PER >~ FLOOR PLAN z a ap J O W � Us ; c -� PRECAST CONC, OR POWERS STEEL SILL Q , W TYP. @ ALL WINDOWS = = W W Uj W �I '• EXT FINISH PER PLAN z " 0. W Z MAIN FLOOR O W ELEV 0'-0" w Q M Z CONC. SLAB - ` • + ". VERT REINF. BEYOND LL r - SEE FOUNDATION PLAN FOR MORE INFOI I—III: I— o BLDG DESIGN: --- =1STRUCTURAL ENG: MCD MASONRY WALL PER w DRAF -DE II- PLAN -DESIGN: --- SEE FOUNDATION-sTRucT: MB DETAILS FOR FTG INFO QC CHECK CC cA JOB No. PSQ-0204607 Q SCALE: AS INDICATED w DATE: 02/27/17 WS -0, 1 TYPICAL ONE STORY CMU WALL SECTION 0 Uj it cA Z COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LCC is strictly prohibited. �_ I SD1 I SIMPSON , 1 iv„ DIAGONAL TO BEAM SIMPSON HGA10 @ 48" O.C. SHEATHING NOT REQ'D TO BE CONT. @ THE TRANSITION FROM BEAM TO GABLE TRUSS BEAM PER PLAN SIMPSON DIAGONA PLATE SIMPSON HGA10 @ 48" O.C. NOTE: ALL GABLE BRACING IS TO BE SHEATHING NOT REQ'D SYP#2 OR BETTER TO BE CONT. @ THE TRANSITION FROM WALL TO GABLE TRUSS DOUBLE 2x TOP PLATE FASTEN SIDE WALL SHEATHING PER PLAN. EXT. SHEATHING; ATTACH PER PLAN BEAM CONNECTION FRAME WALL CONNECTION SHEATHING COVERING CMU WALL CONNECTION CLEAR SPAN CONNECTION ***NOTE: REFER TO DETAIL GE02 THIS PAGE FOR GABLE BRACING*** GABLE END @ FLAT CEILING CONNECTIONS 3/4"=1'-0" 2x4 BLOCKS, (2)16d NAILS @ EA. END. BLOCK ADJ. BAYS @ EA. DIAG. AS SHOWN. FASTEN ROOF SHEATHING TO BLOCKS W/ 8d NAILS @ 6" O.C. (4) BAYS MIN (1) BAY AFTER BRACE IS REQ'D) (5) 16d NAILS --v BRACE TO BLOCKING PROVIDE 2x4 BRACE TO EA. ADJ. DIAG. FASTEN TO DIAG. w/(2) 16d NAILS. W GABLE BRACING @ 48" O.C. NOT REG'D 6' FROM EAVES GABLE BRACING CHART H CONTRACTOR TO FIELD VERIFY WHICH UP TO 4'-8"" NO BRACE REQUIRED 4'-8" < H T T-0" (1) 2x4 BRACE CONDITION IS REQUIRED, CONTACT EOR (2) 2x4 BRACE (SEE SECTION A -A) 9'-4" < H 4'-0'" STRONGBACK W/ (1) 2x4 BRACE 14'-0" < H618'-8" FOR ADDITIONAL INFO AS REQ'D CONT. 2x4 SIMPSON DTC @ 48" 2x4 DIAGONAL BRACE SIMPSON A23 @ EACH A35 DIAGONAL TO — @ 48" O.C. To 3RD BAY MAINTAIN 3 1/4" \'' @ WALLS CARRYING _ BRACE TO PLATE TRUSS BOT. CHORD NAILS (MAX. 4" CHART LOADS SUCH AS GABLE BRACING (+) CLEARANCE BETWEEN SEE CHART CABINETS OR HEAVY -�" 1/2" J -BOLTS w/ BETWEEN 12" LONG STRONGBACK IF SHELVING r._.. - �� •-- REQ'D PER INSIDE FACE OF CMU CHART SIMPSON DTC @ EACH�' = "' WASHERS (MIN. 6" WALL PER A GABLE END LOADS SUCH AS .TRUSS SHEATHING PLAN. STUDS. @ 24" FASTEN PER CABINETS OR HEAVY REDUCE DTC SPACING -- EMBED) MIN. 6" FROM 2x4 SYP #2 BRACING (6) 8d NAILS (MAX." SHELVING. TO 24" O.C. FOR - SPACING TO BE AND CENTERLINE OF WALLS CARRYING REDUCED DOWN TO EACH END AND 32" 24" O.C. FOR FALSE BM HOLD TOP OF LOADS SUCH AS w BLOCK & TRUSS J -BOLT CABINETS OR HEAVY LOCATIONS CARRYING BOTTOM CHORD/ O.C. MAX. ATTACHMENT w/ (3) 10d Z LOADS SUCH AS LU BELOW BOTTOM OF U) UJ CABINETS OR HEAVY 2x BLOCKING x 12" TRUSS BOTTOM z TOENAILS EA, END SHELVING. LONG @ HORIZONTAL _ CHORD. LONG @ TRUSS 2x8 P.T. PLATE, CANT. BLOCKING LOCATION ¢ 2x TOP PLATE TO w h U _ FOR CLG. NAILING .a = Y GABLE END W/ 16d I� O.C. ATTACH TO WALL SINGLE TOP PLATE W / HOLD TOP OF TO WALL SINGLE TOP SURFACE MIN. (4) 8d NAILS. NAILS @ 6" O.C. PLATE W/MIN. (4) 8d EU WALL DOWN 1- 2' NAILS. r o �L SINGLE 2x TOP PLATE O*O PROVIDE 16d NAILS O FRAMING FOR FALSE SINGLE 2x TOP PLATE CHORD. fiF2 NON-BEARING WALL (PARALLEL TRUSS) GABLE END TRUSS TO a. `. BEAM, IF REQ'D w/ (3) COPYRIGHT MCD 2015: The information contained in this document, is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use PLATE @12" O.C. MAX. HGA10 @ 32" O.C. 10d NAILS @ EA. TRUSS BRACE TIE BEAM COURSE w/ 2x4 STUDS @ 24" O.C. CMU WALL OR LINTEL (1) #5 CONT. w/ SINGLE BASE & TOP FALSE BM PER PLAN BELOW PLATE w/ PLYWOOD IF REQ'D SHEATHING COVERING CMU WALL CONNECTION CLEAR SPAN CONNECTION ***NOTE: REFER TO DETAIL GE02 THIS PAGE FOR GABLE BRACING*** GABLE END @ FLAT CEILING CONNECTIONS 3/4"=1'-0" 2x4 BLOCKS, (2)16d NAILS @ EA. END. BLOCK ADJ. BAYS @ EA. DIAG. AS SHOWN. FASTEN ROOF SHEATHING TO BLOCKS W/ 8d NAILS @ 6" O.C. (4) BAYS MIN (1) BAY AFTER BRACE IS REQ'D) (5) 16d NAILS --v BRACE TO BLOCKING PROVIDE 2x4 BRACE TO EA. ADJ. DIAG. FASTEN TO DIAG. w/(2) 16d NAILS. W GABLE BRACING @ 48" O.C. NOT REG'D 6' FROM EAVES GABLE BRACING CHART H GABLE BRACING - UP TO 4'-8"" NO BRACE REQUIRED 4'-8" < H T T-0" (1) 2x4 BRACE 7'-0" < H � 9'-4" (2) 2x4 BRACE (SEE SECTION A -A) 9'-4" < H 4'-0'" STRONGBACK W/ (1) 2x4 BRACE 14'-0" < H618'-8" STRONGBACK W/ (2) 2x4 BRACE WHERE O.H. IS > 1'4", DROP GABLES 2X STUDS TYP. w/ OUTLOOKERS @ 24" O.C. TO RUN 1'-0" MAX PLYOOD CANT. O.H. BACK TO 1 ST COMMON TRUSS WITH SEE ELEV. FOR (3) 12d TOENAILS. CONNECT TO O.H. SIZE DROP GABLE WITH H2.5 CLIP. MAX TYP. NON -LOAD 2'-0" O.H. USING 1/2" J -BOLTS OR END. REDUCE PLAN ATTACH PER CONT. 2x4 SIMPSON DTC @ 48" 2x4 DIAGONAL BRACE SPACING TO 24" O.C. ,�: NAILING SCHEDULE �= @ 48" O.C. To 3RD BAY \ REQ'D w/ @ WALLS CARRYING _ STRONGBACK, SEE NAILS (MAX. 4" CHART LOADS SUCH AS GABLE BRACING (+) VERTICAL GAP SEE CHART CABINETS OR HEAVY -�" s BETWEEN 12" LONG STRONGBACK IF SHELVING r._.. - �� •-- REQ'D PER BLOCK &TRUSS CHART SIMPSON DTC @ EACH�' = "' N WALL PER A GABLE END LOADS SUCH AS .TRUSS SHEATHING PLAN. STUDS. @ 24" FASTEN PER SEE GABLE CONNECTION DETAIL FOR REQ'D CONNECTIONS 2x4 ATTACHED TO EA. GABLE 2x4 BRACE WITH (2) 10d NAILS 2x4 BRACE IF REQ'D (1) A23 FROM------� SEE CHART. STRONGBACK TO DIAGONAL 10d COMMON NAILS @ 6" O.C. GABLE VERTICAL 2ND 2x4 BRACE IF REQ'D, SEE CHART A -A GABLE VERTICAL BRACING GABLE END BRACING 3/4"=1'-0" 2x4 SYP #2 BLOCKING 2X STUDS TYP. n ATTACH JAMB STUDS @ 48" O,C. MAX. W/ (3) PER WF08/SD3 TRUSSES AT 24" O.C. BASE PLATE TO BE 12d TOE -NAILS @ EA. ROOF SHEATHING PER TYP. NON -LOAD USING 1/2" J -BOLTS OR END. REDUCE PLAN ATTACH PER BEARING WALL PER SIMPSON DTC @ 48" FROM EA. END OF BASE SPACING TO 24" O.C. ,�: NAILING SCHEDULE �= PLAN. STUDS @ 24" O.C. ATTACH W/ (6) 8d OPENINGS & 32" O.C. W/ @ WALLS CARRYING _ O.C. MAX. STUD NAILS (MAX. 4" WALL SCHEDULE. AT LOADS SUCH AS SPACING TO BE VERTICAL GAP EMBED. MUST BE 7" CABINETS OR HEAVY -�" REDUCED DOWN TO BETWEEN 12" LONG P.T BASE PLATE SHELVING r._.. - �� •-- 16" O.C. MAX. @ BLOCK &TRUSS TYP. NON -LOAD SIMPSON DTC @ EACH�' = "' LOCATIONS CARRYINGBEARING BOTTOM CHORD/ WALL PER HORIZONTAL BLOCK LOADS SUCH AS .TRUSS BLOCKING.) PLAN. STUDS. @ 24" LOCATION. ATTACH W/ CABINETS OR HEAVY REDUCE DTC SPACING -- O.C. MAX, STUD (6) 8d NAILS (MAX." SHELVING. TO 24" O.C. FOR - SPACING TO BE VERTICAL GAP WALLS CARRYING REDUCED DOWN TO BETWEEN 12" LONG HOLD TOP OF LOADS SUCH AS .- 16" O.C. MAX. @ BLOCK & TRUSS NON -LOAD BEARING CABINETS OR HEAVY LOCATIONS CARRYING BOTTOM CHORD/ WALL DOWN 1 11'SHELVING Z LOADS SUCH AS TRUSS BLOCKING.) BELOW BOTTOM OF U) UJ CABINETS OR HEAVY 2x BLOCKING x 12" TRUSS BOTTOM 2x BLOCKING x 12" SHELVING. LONG @ HORIZONTAL _ CHORD. LONG @ TRUSS BLOCKING LOCATION LOCATION FOR CLIP w h FOR CLIP _ ATTACHMENT, @ 48° MI" ATTACHMENT. ATTACH O.C. ATTACH TO WALL SINGLE TOP PLATE W / HOLD TOP OF TO WALL SINGLE TOP MIN. (4) 8d NAILS. NON -LOAD BEARING PLATE W/MIN. (4) 8d EU WALL DOWN 1- 2' NAILS. o�Wg0 Q`a � BELOW BOTTOM OF SINGLE 2x TOP PLATE O*O TRUSS BOTTOM SINGLE 2x TOP PLATE CHORD. fiF2 NON-BEARING WALL (PARALLEL TRUSS) �O z 1/2"=1,_0#1 COPYRIGHT MCD 2015: The information contained in this document, is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use 2x6 10d COMMON NAILS @ — 8" O.C. STRUCTURAL SHEATHING ATTACHED PER NAILING SCHEDULE 2x4 #2 SYP CONT. W/ (2) 16d COMMON NAILS EA. STUD OR TRUSS MEMBER, TYP. (MAX. 24" O.C.). IF MASONRY, USE (2) 1/4" TAPCONS W/ MIN. 2" EMBED. @ 24" O.C. TRUSS OR ROOF SYSTEM WOOD/MASONRY WALL OR TRUSS, SEE PLAN DO2 LEDGER @ LOW ROOF 3/4"=1'-0" duplication, or transfer of these documents without the expressed, w %J!r" V W��" W1 4--. STUD U.N.O. SEE BEARING WOOD WALL SCHEDULE ON NOTES & CONNECTOR LEGEND SHEET FOR MORE INFORMATION ---- ------------ NOTE: REQUIRED NUMBER OF KING STUDS PER THE HEADER SUPPORT SCHEDULE ON NOTES & CONNECTOR LEGEND SHEET. QUANTITY OF KING STUDS SHOWN ON FRAMING PLANS SHALL SUPERSEDE THE QUANTITY AS SHOWN ON STANDARD DETAILS (2) ROWS 12d NAILS STAGGERED @ 12" O.C. EA. FACE OR (3) ROWS 12d NAILS STAGGERED @ 12" O.C. FOR 2X10 OR GREATER HEADER LSTA30 HEADER TO STUDS U.N.O. DOWNFRAME TO DOOR SIM TO WF01/SD3 2X STUDS TYP. ATTACH JAMB STUDS PER WF08/SD3 BASE PLATE TO BE ATTACHED TO FTG USING 1/2" 0 J -BOLTS OR EPDXY ANCHOR@ 6" FROM EA. END OF BASE PLATE & WALL OPENINGS & 32" O.C. W/ 7" MIN EMBED. & 2" WASHER. AT SLAB STEP DOWNS, EMBED. MUST BE 7" BELOW STEP P.T BASE PLATE NOTE: JACK STUDS SHALL BE INDICATED ON FRAMING PLANS BY THE DIAMOND DESIGNATION AND SHALL BE THE BEARING SUPPORT MEMBERS FOR HEADERS. IF NO JACK STUD DESIGNATIONS ARE SHOWN, REFER TO THE HEADER SUPPORT SCHEDULE ON NOTES & CONNECTOR LEGEND SHEET. 2X CRIPPLES @ 16" O.C. W/ SIMPSON SP2 TYP. TOP AND BOTTOM IF HEADER IS NOT FLUSH AGAINST TOP PLATE *WHEN STUD LENGTH IS < 12" USE LSTA30 STRAPS AT EA. STUD WRAPPED OVER TOP PLATE & NAILED TO HEADER EA. SIDE W/ (11) 10d NAILS SP4 TOP OF CRIPPLE AT STRAP LOCATION (2) ROWS 12d NAILS STAGGERED @ 12" O.C. EA. FACE OR (3) ROWS 12d NAILS STAGGERED @ 12" O.C. FOR 2X10 OR GREATER HEADER SEE HEADER SCHEDULE FOR HEADER CONNECTION INFORMATION LSTA30 HEADER TO STUDS U.N.O. FILLING AND BLKING AS REQ'D W/ (2) ROWS OF 12d @ 16" O.C. TO HEADER UNO �—� 2X STUDS TYP. n ATTACH JAMB STUDS PER WF08/SD3 C0 LU CL BASE PLATE TO BE zCO ATTACHED TO FTG USING 1/2" J -BOLTS OR DOOR EPDXY ANCHOR @ 6" OPENING FROM EA. END OF BASE t PLATE & WALL 2 �tU OPENINGS & 32" O.C. W/ 7" MIN EMBED PER BRG Gj z (� WALL SCHEDULE. AT osioeeo•'e• SLAB STEP DOWNS, EMBED. MUST BE 7" U MIN. BELOW STEP P.T BASE PLATE NOTE: CONTRACTOR TO NAIL 1st KING STUD INTO HEADER PER HEADER SCHED. THEN SP4 @ BASE OF EA. ATTACH ADDIT'L KINGS AS STUD U.N.O. SEE BEARING WALL REQ'D. SCHEDULE ON NOTES & ci) > CONNECTOR LEGEND SHEET FOR MORE INFO. FO TYPICAL HEADER DETAIL 1�:� 1/2"=11-011 ritten consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LCC is strictly prohibited. iW Q J Q z LU 0 U) LU Z ti p N z a_ O F- 0 U LU (n = W F- D w 0 O U W z 0 0 O` U_ w N LL z O� 0 CL w O Q r:A ' n H S C0 LU CL %r zCO i rl� 00 z_ (�3 t �i o f Ca o os z Q t 2 �tU ¢ �a Z 19 �s�0 ��•®• Gj z (� osioeeo•'e• a`w 0 r rrrrsni�►�� U o W z O ci) > U° © Z o� m I.... Z U_ O W U) UJ o D U Uj 0qa,� r. E U 06 0� 0)cg < U) - N r- a ZQO-ju w h CD V�Q�Q c MI" W = 0 U) (j) mgwJZpzwz Z EU d Uj o�Wg0 Q`a � W�r O*O Z(y) 0 LL o Q �O z 0 w cn r,. O N IL z 4 0 z Z J o cn0—LLjUjF- o z 2 < W 0>W " w = WW I- W W aza O W G 0C p� Z z Q M 0 LL Uj BLDG DESIGN: --- U STRUCTURAL ENG: MGD w DRAFTING: I -DESIGN: --- USTRUCT: MB QC CHECK: CC U) JOB No. PSQ-0204607 J_ -_1__,__-__-___-_ SCALE: AS INDICATED QDATE: - -"02/27/17 7 W SD2I- 2x4 BLOCKS, (2) 4 NAILS @ EA. END. BLOCK ADJ. BAYS EA.DIAG. AS SHOW FASTEN ROOF SHEATHING TO BLOCKS w/8d NAIL @6"O.C. 4THING PER PLAN RE O.H. IS > 1'-0", P END GABLE w/ -OOKERS @ 24" TO RUN BACK TO 'aOMMON TRUSS I (3) 12d TOENAILS NECT TO DROP _E WITH H2.5 CLIP. 2'-0" O.H. �--- CONT. 2x4 (5) 16d NAILS BRACE 2x4'S @ 24" n C TO BLOCKING GABLE END PROVIDE 2x4 BRACE SHEATHING FASTEN TO EA. ADJ. DIAG. PER PLAN FASTEN TO DIAG.w/(2) SPLICE AS REQ'D 16d NAILS. SIMPSON H10A DIAG. TO BLOCKING — PROVIDE 2x BLOCKING GABLE BRACING @ 48 O.C. MAX. 45° FROM FOR NAILING HORIZONTAL (+/- 10°) BRACE NOT REQUIRED 6' FROM EAVES. TRUSS PER PLAN SEE PLAN FOR SUPPORT AND TIE DOWN OF JACK PROVIDE BLOCKING TRUSSES BETWEEN TRUSS BAYS @ 48" O.C. FOR FIRST 3 BAYS WALL GABLE WALL PER PLAN CONNECTION DETAIL (FRAME WALL SHOWN; FOR REQ'D MAY ALSO BE CONNECTIONS MASONRY) 'NOTE: GABLES SPANNING LESS THAN 8' DO NOT REQUIRE BRACING*** 6 E0 GABLE END @ FLAT CEILING W/ BOSTON HIP 3/4"=1'-0" 2x6 COLLAR TIE HALF WAY --- UP HEIGHT OF VALLEY. FASTEN w/ (5) 10d COMMON NAILS @ EACH END (TYP.) 2x6 RAFTER TO 2x8 RIDGE BOARD W/ A35 ON ONE SIDE OF RAFTER. ATTACH A35 ON ADJ RAFTER TO OPP SIDE (AS SHOWN) FASTEN SYP OR SPF 2X6 (MIN. WIDTH) PLATE THRU O.S.B �q SHEATHING (THICKNESS PER <<F PLAN) TO PRE -ENG TRUSS BELOW W/ 1/4"x4-1/2" SIMPSON SDS SCREWS 2x6 PLATE TO TOP CHORD OF EACH TRUSS BELOW 2x6's @ 24" O.C. MAX. ;F01 FIELD FRAMED VALLEY DETAIL o�"RCo,�e ')-0 2x SCAB w/ 10d NAILS @ 4" O.C. PER ENG TRUSSES - w I v I I JQ' -- 2X8 RIDGE BOARD =4FASTEN CONY. 2x VALLEY RAFTER T FRAMING (OR PRE -ENG VALLEY TRUSSES) TO 2x PLATE WITH SIMPSON MTS12 OR LSTA12 CONNECTORS ((5) 8d NAILS) @ EA. RAFTER TO PLATE CONN. 1/2"=11-011 BUILDER NOTE: SOFFIT FRAMING NOT REQUIRED WITH ALUMINUM OR VINYL SOFFITS ROOF SHEATHING, FASTEN PER PLAN 2x4 FRAMING @ 24" O.C. MAX. PROVIDE (4)10d x3" NAILS AT JOINT ^7F SHEATHING, TEN PER PLAN FRAMING @ 24 MAX. )VI DE (4) 10d x 3" -S AT JOINT PER PLAN 2x SCAB w/ 10d NAILS — -- \ @ 4" O.C. TRUSS CONNECTION PER -ENG TRUSSES PER PLAN 2x FASCIA PER PLAN 2x FASCIA ° (2) 8d TOE NAILS TO CMU WALL PER PLAN TRUSS CONNECTION (2) 8d TOE NAILS LEDGER TO LEDGER 2x4 PT LEDGER W/ PER PLAN 1/4 x4 TAPCONS @ 12 2x4 LEDGER W/ (2) 16d 2x FRAME WALL PER NAILS @ 16" O.C. O.C. PLAN SEE ELEV. FOR SEE ELEV. FOR O.H. SIZE O.H. SIZE CONDITION @ CMU WALL CONDITION @ FRAME WALL TYPICAL SCAB OVERHANG 2x BUCK PER DETAIL MD04/SD1 ARCH WINDOW FRAMING DETAILS 3/4"=1'-0" ,. LINTEL (SEE PLAN) a. . 7/16" O.S.B. EA. SIDE — 2x BLK'G. TO O.S.B. ARCH PER ELEV (2) - 8d EACH END 1�r H END VIEW w/ CMU -- HEADER (SEE PLAN 7/16" O.S.B. EA. SIDE j9kARCM PER ELEV 2x BLK'G. TO O.S.B. (2) - 8d EACH END END VIEW w/ WOOD NOTES: 1) ADJACENT NAILS ARE DRIVEN FROM OPPOSITE SIDES OF THE COLUMN 2) ALL NAILS PENETRATE AT LEAST 3/4" OF THE THICKNESS OF THE LAST LAMINATION 3) FOR 5 -PLY, PROVIDE 1/4"DIA. x 5 1/2" LAG SCREWS OR EQUAL (SPACE AS SHOWN FOR 3 -PLY) 4) TOLERANCES: ALL DIMENSION TO BE HELD WITHIN +/- 1/4" 1" EDGE 1 1/2" EDGE �4 10d x 3 COMMON p 2 1/2" z z LU w1 1/2" w w (V10 01 r_- N N r N 10d x 3" COMMON OPP. SIDE z °z_ II ¢ d o0 00 (2) 2x4's (2) 2x6's "FOTYPICAL BUILT-UP STUD COLUMN DETAIL 1-1/2"=1'-0" F01 DORMER FRAMING DETAIL T_ N 10d x 3" COMM( 10d x 3" COMM( OPP. SIDE (2) 2x8's (2) 2x COLUMN 2 1/2" EDGE SEE TYPICAL HEADER 'RAMING DETAILS FOR kDDITONAL VFORMATION HEADER CAN BE :IT ER UPSET OR )OWNSET) !x W/ (2) 16d TOE NAILS :ACH END 3) 16d COMMON JAILS (TYP.) O z Q 00 7 c 0 EDGE DISTANCE PER DETAIL INSIDE PLY NAILS NAILED AT 8" O/C STAGGERED. OUTSIDE NAILS NAILED AT 8" O/C. OUTSIDE 2x's (3+) 2x COLUMN NOTE: CUT BACK 2x8 1 1 - I.. I a PRECAST LINTEL PER P.T. @ TOP TO ALLOW PLAN CONT. 2x4 BLOCKING OCONT. AROUND CURVE. MIN. 2 TAPCON ANCHORS OTO MASONRY WALL PER 2x8 LL SEE PLAN 2x8 W/ (2) 16d TOE OPRE-ENGINEERED NAILS EA. END FO2x 2x SPF CONT. BLOCKING ATTACH TO ODOUBLE 7/16" OSB W/ (2) 8d OSIMPSON NAILS 7/16" OSB EA. SIDE, W/ 6d NAILS @ 16" O.C. TO ISIDE & TOP NAILER 2x BUCK PER DETAIL MD04/SD1 ARCH WINDOW FRAMING DETAILS 3/4"=1'-0" ,. LINTEL (SEE PLAN) a. . 7/16" O.S.B. EA. SIDE — 2x BLK'G. TO O.S.B. ARCH PER ELEV (2) - 8d EACH END 1�r H END VIEW w/ CMU -- HEADER (SEE PLAN 7/16" O.S.B. EA. SIDE j9kARCM PER ELEV 2x BLK'G. TO O.S.B. (2) - 8d EACH END END VIEW w/ WOOD NOTES: 1) ADJACENT NAILS ARE DRIVEN FROM OPPOSITE SIDES OF THE COLUMN 2) ALL NAILS PENETRATE AT LEAST 3/4" OF THE THICKNESS OF THE LAST LAMINATION 3) FOR 5 -PLY, PROVIDE 1/4"DIA. x 5 1/2" LAG SCREWS OR EQUAL (SPACE AS SHOWN FOR 3 -PLY) 4) TOLERANCES: ALL DIMENSION TO BE HELD WITHIN +/- 1/4" 1" EDGE 1 1/2" EDGE �4 10d x 3 COMMON p 2 1/2" z z LU w1 1/2" w w (V10 01 r_- N N r N 10d x 3" COMMON OPP. SIDE z °z_ II ¢ d o0 00 (2) 2x4's (2) 2x6's "FOTYPICAL BUILT-UP STUD COLUMN DETAIL 1-1/2"=1'-0" F01 DORMER FRAMING DETAIL T_ N 10d x 3" COMM( 10d x 3" COMM( OPP. SIDE (2) 2x8's (2) 2x COLUMN 2 1/2" EDGE SEE TYPICAL HEADER 'RAMING DETAILS FOR kDDITONAL VFORMATION HEADER CAN BE :IT ER UPSET OR )OWNSET) !x W/ (2) 16d TOE NAILS :ACH END 3) 16d COMMON JAILS (TYP.) O z Q 00 7 c 0 EDGE DISTANCE PER DETAIL INSIDE PLY NAILS NAILED AT 8" O/C STAGGERED. OUTSIDE NAILS NAILED AT 8" O/C. OUTSIDE 2x's (3+) 2x COLUMN !x4 SPF CONT. 3LOCKING ATTACH TO '/16" OSB W/ (2) 8d JAILS '/16" OSB EACH SIDE, W 6d NAILS @ 16" O.C. FO SIDE & TOP NAILER ?x BUCKS, 10dx3" 10d x 3" OPP. SIDE kNCE PER COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, dupllication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LCC is strictly prohibited. "'+ L _j 2x STUDS @ 16" O.C. FOR KNEE WALL 1 1 - I.. I a LSTA18 @ 32" O.C. STUD TO PRE -ENG TRUSS, SLIT ROOF SHEATHING FOR STRAP OCONT. ROOF SHEATHING NAIL PER PLAN PROVIDE 2x4 BLOCKING w/(2)16d NAILS EACH END OTO TOP CHORDS OF TRUSSES BELOW WHEN LL BOTTOM PLATE DOES NOT LINE UP ABOVE TRUSS BELOW AND CONNECT w/ HTS20 @ 32" O.C. OPRE-ENGINEERED ROOF TRUSS PER PLAN BELOW FO2x PLATES OVER ROOF DECK PER VALLEY FRAMING DETAIL ODOUBLE TOP PLATE OSIMPSON H3, H4, OR H5 @ EA. END OF TRUSS OR RAFTER COMMON TRUSS PER PLAN OR CONY. FRAMING w/ J� STRUCTURAL SHEATHING PER PLAN AND ROOF FINISH PER ARCHITECTURAL PLANS CURVED ROOF TRUSSES PER PLAN OR CURVED CL RAFTERS w/ (2) LAYERS 3/4" CDX SHEATHING NAILED @ 6" O.C. STAGGERED NOTE: SEE ARCH ELEVATION FOR FRONT WINDOW OPENING IF REQ'D NOTE: ROOF SHEATHING MUST BE APPLIED AND FASTENED TO BASE 1/2"=1'-0" TRUSS PER PLANS BEFORE DORMER FRAMING IS INSTALLED. !x4 SPF CONT. 3LOCKING ATTACH TO '/16" OSB W/ (2) 8d JAILS '/16" OSB EACH SIDE, W 6d NAILS @ 16" O.C. FO SIDE & TOP NAILER ?x BUCKS, 10dx3" 10d x 3" OPP. SIDE kNCE PER COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, dupllication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LCC is strictly prohibited. "'+ L _j I 1 I 1 1 1 - I.. I a co p OfO LL w z LL O co O cid O CL cx LU O J z H- w ", % rlllllr�� /JI/'iss LU LO U ski Qe°' /� i 00 U (�= Vs 0 J ''o P F . ¢ U l�ll 11 IIaO ```` � O D_ O z O O U ° CL r Z H p Q 4e Z 0 Cr) LL O W U) LU V_ O Q U r E CO I- 8 U O 06tvv rn U)" N r C (UWz0Mr LU co ZdO_j,J0 v M J of 0�-O C W � (=o�oQv". c w �— Z Z¢O'S2w o O=zwz E OOQQW�o U W t CL W O 0 O W z Z o LL O r Q z — W ( P.- 0 N a 0 a0 z Z J o W O W z 2 < W z O > W _ =JU) W W W z W ^a Z U) I a a O W D C" Z LU cr- a M 0aaco� — w BLDG DESIGN: --- p U) STRUCTURALENG: MCD_ — __— w DRAFTING: W -DESIGN: --- F- STRUCT: MB p QC CHECK: CC cU) JOB No PSQ-0204607 Q SCALE AS INDICATED W DATE: 02/27/17 p w SD3F=— 2x4 #2 SYP P.T. MORE INFO & TRUSS PER PLAN BLOCKING @ 24" O.C. 2x DBL TOP PLATE 2x12 BOX HDR w/ 2x8's 1 SHEATHING INSTALLED VERTICALLY W/ (2) 12d END NAILS BEYOND 2x12 w/ 10d X 3" NAILS OR HORIZONTALLY @ 6" O.C. 2x12 AT TRUSS PER PLAN @ EACH END. WALL TO PRECAST DTC CLIP, (2) 8d NAILS 0 1/4" x 4" TAPCONS @ —7 INTO BLOCKING, (2) TRUSS PER PLAN i STAGGERED NAIL AT DOUBLE TOP PLATE USING (2) ROWS OF 8d 3/16" x 2 3/4" TAPCONS TF n TF I LINTELS LINTEL PER PLAN IN CMU. OR SIMPSON I I 5 2x6 #2 SYP P.T. CONT. VERIFY IF REQUIRED META16 @ 24" O.C. b DTC CLIP, (2) 8d NAILS TAPCONS @ 12" O.C. LAY 2x4 BLOCKING @ • INTO BLOCKING, (2) ' ° 24" O.C. OVER THE MASONRY WALL OR 3/16" x 2 3/4" TAPCONS LINTEL PER PLANTOP b+ OF THE BOTTOM LINTEL SEE PLAN '.*"' IN CMU. OR SIMPSON ATTACHMENT BY CHORD. ATTACH W/ (2) META16 WALL SHEATHING 10d NAILS EACH POCKET SLIDER W/ TRANSOM III TRUSS @ 244" O.C. STD CONDITION @ CMU BEARING CONDITION @ CMU WALL SIMPSON DTC, (2) 8d 2x4 BLOCKING (2) 12d III I I I L-,�j NAILS INTO BLOCKING, NAILS, TOENAILED @ HEADER W/ 8d NAILS @ 3 O.C. (2) ROWS @ TOP & TRUSS PER PLAN (4) 8d NAILS TO TOP EACH END.AT 24" O.C. ROOF SHEATHING BOTTOM PLATE II rill PER PLAN TRUSS PER PLAN TRUSS PER PLAN DTC CLIP, (2) 8d NAILS II -STRUCT: MB - -- ---- CIC CHECK CC TO MASONRY w/ 2x6 INTO BLOCKING, (4) 8d III I I I I I I n 0 "' EXTERIOR SHEATHING AROUND NAILS INTO TOP PLATE 2x STUDS BEYOND, _ F- (2) 16d TOE NAILS TO LEDGER III OPENING III I I I I I I SEE PLAN FOR MORE U_ PROVIDE PIECE OF 2x4 SYP #2 BLOCKING, BRACE INFO I`� O z z SHEATHING BETWEEN _ _ 7I+ I I I I I I @ 24" O.C. W/ (2) 12d 2x4 LEDGER W/ (2) 10d EXTERIOR WALL III III I. II II IIII DOUBLE TOP PLATE V z 0 � ¢� END NAILS @ EACH NAILS @ EACH WEB 1= — LL — Lj J W 0 � 0) W m SHEATHING TO HAVE END. w SAME THICKNESS & — — L` LL 0 U_ 00 STRENGTH ORIENTATION WHEN CLOSURE WALL FLOOR SYSTEM �- W AS EXTERIOR WALL ----- ---------- EXTERIOR SHEATHING. U_ SHEATHING WALL SHEATHING PER IS 3FT OR TALLER - 2x 2x BOTTOM PLATE z JOINT, MAX. 1/8" GAP OPENING SIZE 1 ATTACH PER PLAN PLAN SYP#2 BOTTOM a (2) ROWS OF 8d NAILS 0 0 W FROM TOP OF WALL FLATWISE W/ (2) 16d @ 3" O.C. TOP & BOT. F1 EXTERIOR SHEATHING SCHEDULE BLOCKING REQ'D @ OF SHEATHING SPLICE W SCALE: 3/4"=1'0" GYPSUM WALLBOARD TO BOTTOM 2x WALL, SEE PLAN 24 O.C. MIN (2) TRUSS BAYS W/ (3) 12d 2x8 #2 SPF STUDS AT TOENAILS EACH END. m 16" O.C. STD CONDITION @ FRAME WALL ATTACH 2x4 LEDGER ° J LL W W/ (3) 12d NAILS @ 2x8 #2 SYP PT. BASE EACH STUD O PLATE W/ 1/2" x 8" (4)10d NAILS @ EA. •: f a ANCHOR BOLT OR BLOCKING TO MASONRY WALL OR X O TITEN HD @ 32" O.C. & PLATE LINTEL SEE PLAN 6" FROM EACH END TRUSS PER PLAN VAULTED CONDITION @ CMU @ TRUSS PER PLAN (2)10d NAILS TO BOTTOM CHORD ' - 0 . N r = aS W : U 0 V" o Q i 2 iii vi O +�L I- @EACH END OF _ O LL BLOCKING O 2x4 SYP #2 FLAT U) (2)10d NAILS TO BLOCKING, @ 24" O.C. BOTTOM CHORD W/ (2) 12d END NAILS @EACH END OF @ EACH END. BLOCKING WALL SHEATHING PER PLAN 2x WALL, SEE PLAN ALTERNATE BLOCKING @ FRAME CONDITION NON-BEARING WALL CLIP DETAIL 3/4"=1'-0" SEE TRUSS PLAN FOR SEE TRUSS PU MORE INFO & CONNECTION 2x4 #2 SYP P.T TRUSS w/ (4) 1: INTO TRUSS & TOENAILS INT( TRUSS LINTEL PER PL 2x4 #2 SPF BLOCKING @ 24" O.C. w/ (2) 16d END NAILS EACH END 2x8 #2 SPF VERTICAL @ 24" O.C. w/ EXT. SHEATHING PER NAILING SCHEDULE & (4) 12d NAILS EACH TRUSS MEMBER 2x8 w/ (2) 10d NAILS @ EACH VERTICAL TRANSOM BETWEEN LINTELS SLOPE AS REQ'D 2x6 #2 SYP P.T. CONT. w/ (2) 1/4" x 3 1/2" TAPCONS @ 12" O.C. SPACED EVENLY VERTICALLY 2x6 2x8 w/ (2) 10d NAILS @ POCKET SGD EACH VERTICAL ATTACHMENT BY BUILDER 'SO2 HEADER @ POCKET SLIDER W/ TRANSOM NOTE: PIPE OR DUCT W/ (2) 10d NAILS @ 3" O.C. DOUBLE 2x4 TOP NAIL FIELD INSTALLED PLATE LENGTHS MUST PENETRATION OF WITHIN 48" OF SPLICE PLATE TOP WAP PORTER O FRAME BE AT LEAST 8'-0" MORE THAN 50% OF THEN (2) ROWS 10d NAILS PROVIDE 2x4 ON TOP ASSEMBLED WALL LONG. TYP. TOP PLATE WIDTH @ 8" O.C. OTHERWISE OF 2x8 TO PAD OUT PANEL W/ (2) 10d NAILS INSTALL SIMPSON TOP PLATE. ATTACH @ 8" O.C. (FOLLOW PSPN516Z W/ (12) 16d W/ (2) 10d NAILS 3" O.C. NAILING F • •� NAILS TYP TOP & BOT (SOLID BLOCK W/ 2x6) REQUIREMENTS THIS ATTACH 2x4 STUDS TO DETAIL FOR ALL TOP -- (2) 10d NAILS @3" O.C. TOP PLATE W/ (3) 12d PLATE SPLICE WITHIN 48" OF SPLICE TOE -NAILS TYPICAL AT LOCATIONS) + THEN (2) ROWS 10d ALL LOCATION NAILS @ 8" O.C. OTHERWISE 2x4 WALL BEYOND AGAINST 2x8 STUDS �N ATTACHED PER (WF08/SD3) TOP SPLICE @ DOUBLE 2X4 TOP PLATE ATTACH 2x8 STUDS TO • • TOP PLATE W/ (4) 12d ATTACH 2x4 STUDS TO TOE -NAILS TYPICAL ' TOP PLATE W/ (3) 12d AT ALL LOCATION TOE -NAILS TYPICAL AT ALL LOCATION BOTTOM SPLICE OVER STUD 00 TYPICAL TOP PLATE SPLICE @ BRG. WALL 3/4"=1'-0" TOP SPLICE DOUBLE 2x8 TOP PLATE TOP PLATE TRANSITION (2X4 TO 2X8 WALLS) MORE INFO & MIN. 15/32" EXP 1 OR 7/16 STRUCTURAL �1 CONNECTION 2x DBL TOP PLATE 2x12 BOX HDR w/ 2x8's 1 SHEATHING INSTALLED VERTICALLY TOP & BOT., 2x8 TO BEYOND 2x12 w/ 10d X 3" NAILS OR HORIZONTALLY @ 6" O.C. 2x12 AT TRUSS) TOP & BOTTOM USING (1) ROW OF 8d NAILS @ WALL TO PRECAST LINTEL w/ (2)ROWS OF 0 1/4" x 4" TAPCONS @ —7 16" O.G. MAX. N i STAGGERED NAIL AT DOUBLE TOP PLATE USING (2) ROWS OF 8d i i TRANSOM BETWEEN TF n TF I LINTELS LINTEL PER PLAN SLOPE AS REQ'D I I 5 2x6 #2 SYP P.T. CONT. VERIFY IF REQUIRED w/ (2) 1/4" x 3 1/2" NAIL OPENING PERIMETER w/ (2) ROWS OF 8d NAILS TAPCONS @ 12" O.C. 11 I I SPACED EVENLY w w O VERTICALLY LII ___11— _ J1 — 2x8 w/ (2) 10d NAILS @ POCKET SGD 3" O.C. TO EA. 2x6 ATTACHMENT BY VERTICAL BUILDER WALL SHEATHING 5S01 HEADER @ POCKET SLIDER W/ TRANSOM SEE TRUSS PU MORE INFO & CONNECTION 2x4 #2 SYP P.T TRUSS w/ (4) 1: INTO TRUSS & TOENAILS INT( TRUSS LINTEL PER PL 2x4 #2 SPF BLOCKING @ 24" O.C. w/ (2) 16d END NAILS EACH END 2x8 #2 SPF VERTICAL @ 24" O.C. w/ EXT. SHEATHING PER NAILING SCHEDULE & (4) 12d NAILS EACH TRUSS MEMBER 2x8 w/ (2) 10d NAILS @ EACH VERTICAL TRANSOM BETWEEN LINTELS SLOPE AS REQ'D 2x6 #2 SYP P.T. CONT. w/ (2) 1/4" x 3 1/2" TAPCONS @ 12" O.C. SPACED EVENLY VERTICALLY 2x6 2x8 w/ (2) 10d NAILS @ POCKET SGD EACH VERTICAL ATTACHMENT BY BUILDER 'SO2 HEADER @ POCKET SLIDER W/ TRANSOM NOTE: PIPE OR DUCT W/ (2) 10d NAILS @ 3" O.C. DOUBLE 2x4 TOP NAIL FIELD INSTALLED PLATE LENGTHS MUST PENETRATION OF WITHIN 48" OF SPLICE PLATE TOP WAP PORTER O FRAME BE AT LEAST 8'-0" MORE THAN 50% OF THEN (2) ROWS 10d NAILS PROVIDE 2x4 ON TOP ASSEMBLED WALL LONG. TYP. TOP PLATE WIDTH @ 8" O.C. OTHERWISE OF 2x8 TO PAD OUT PANEL W/ (2) 10d NAILS INSTALL SIMPSON TOP PLATE. ATTACH @ 8" O.C. (FOLLOW PSPN516Z W/ (12) 16d W/ (2) 10d NAILS 3" O.C. NAILING F • •� NAILS TYP TOP & BOT (SOLID BLOCK W/ 2x6) REQUIREMENTS THIS ATTACH 2x4 STUDS TO DETAIL FOR ALL TOP -- (2) 10d NAILS @3" O.C. TOP PLATE W/ (3) 12d PLATE SPLICE WITHIN 48" OF SPLICE TOE -NAILS TYPICAL AT LOCATIONS) + THEN (2) ROWS 10d ALL LOCATION NAILS @ 8" O.C. OTHERWISE 2x4 WALL BEYOND AGAINST 2x8 STUDS �N ATTACHED PER (WF08/SD3) TOP SPLICE @ DOUBLE 2X4 TOP PLATE ATTACH 2x8 STUDS TO • • TOP PLATE W/ (4) 12d ATTACH 2x4 STUDS TO TOE -NAILS TYPICAL ' TOP PLATE W/ (3) 12d AT ALL LOCATION TOE -NAILS TYPICAL AT ALL LOCATION BOTTOM SPLICE OVER STUD 00 TYPICAL TOP PLATE SPLICE @ BRG. WALL 3/4"=1'-0" TOP SPLICE DOUBLE 2x8 TOP PLATE TOP PLATE TRANSITION (2X4 TO 2X8 WALLS) 2x4 #2 SPF BLOCKING @ 24" O.C. w/ (2) 16d END NAILS EACH END SEE WALL CLIP DETAIL FOR MORE INFO LINTEL PER PL POCKET SGD ATTACHMENT BY BUILDER 'S03 HEADER @ POCKET SLIDER 2x8 #2 SPF VERTICAL @ 24" O.C. w/ EXT. SHEATHING PER NAILIING SCHEDULE & (4) 12d NAILS EACH TRUSS MEMBER 2x8 w/ (2) 10d NAILS @ EACH VERTICAL SEE TRUSS PLAN FOR MORE INFO & CONNECTION I— LINTEL PER PL POCKET SGD ATTACHMENT BY BUILDER SO4 HEADER @ POCKET SLIDER OVERLAP TOP PLATE AT CORNER NAIL BOTTOM PLATE TO EACH PLY OF BUILT UP COLUMN BELOW W/ (2) 10d NAILS TOP PLATE CORNER TRANSITION U , ° , , O ° ;_0 D= NAIL SPACING -° ° 0 _0�I ° PER NOTE #2 c) N _ r I_I " D I I SHEATHING PER PLAN M WALL DOUBLE TOP ( D/2 I I PLATE PER PLAN DOUBLE NAIL EDGE SPACING SHEATHING PER PLAN 3/8" S= NAIL SPACING S S PER NOTE #1 SINGLE NAIL EDGE SPACING 2x8 TO UNDER SIDE OF ROOF SHEATHING 2x8 #2 SPF VERTICAL @ 24" O.C. w/ EXT. SHEATHING PER NAILING SCHEDULE & (4) 12d NAILS EACH TRUSS MEMBER (TOP AND BOTTOM CHORDS ALONG W/WEBBING) 2x8 w/ (2) 10d NAILS @ EACH VERTICAL NOTE: MIN. 15/32" OR 7/16" STRUCTURAL 1 SHEATHING. SHEATHING TO BE EXPOSURE 1 RATED AND CAN BE INSTALLED EITHER VERTICALLY OR HORIZONTALLY 1/8" MAX GAP REQUIRED BETWEEN EXTERIOR SHEATHING AND MASONRY/CONCRETE UNLESS FELT PAPER IS PRESENT. 1/8" GAP BETWEEN SHEETS OF PLYWOOD TO BE MAINTAINED NOTE: CONTRACTOR TO TAKE CARE NOT TO OVER DRIVE NAILS. IF NAILS ARE OVERDRIVEN, THE ENTIRE SHEET OF SHEATHING IS TO BE REMOVED & REPLACED. IF MORE THAN 50% OF THE SHEATHING IS OVERDRIVEN, CONTACT EOR FOR REVIEW OF EXTERIOR STUDS EXTERIOR WALL/TRUSS J Q TAPCONS AT 12" O.C. MIN. 15/32" EXP 1 OR 7/16 STRUCTURAL �1 NAIL SHEATHING AT FRAME WALL BOTTOM PLATE & 2x DBL TOP PLATE SIMPSON H3 CLIP 1 SHEATHING INSTALLED VERTICALLY AT FLOOR SYSTEM (I -JOIST OR SYSTEM42 / FLAT BEYOND 2 OR HORIZONTALLY I - z TRUSS) TOP & BOTTOM USING (1) ROW OF 8d NAILS @ 2x4 SYP #2 LEDGER. 0 3" O.C. SEE WS10 AND WS11 FOR ADDITIONAL INFO. —7 — = — = N z O U NAIL AT DOUBLE TOP PLATE USING (2) ROWS OF 8d � TF n TF I WALL SPLICE, FIELD J w ? J ¢ NAILS @ 3" O.C. I I 5 I I I I I I VERIFY IF REQUIRED a. w � 0 NAIL OPENING PERIMETER w/ (2) ROWS OF 8d NAILS F5 w 11 I I O.C. MAX.; w w O @ 3 O.C. IN HORIZONTAL CONDITIONS LII ___11— _ J1 — HL _ _ _ — -- TO GABLE END STUDS a r °- o, z ® FR NAIL INT. W/ 8d NAILS @ 12" O.C. & NAIL EDGES 6" O.C. III I I ( I I I I WALL SHEATHING O W U.N.O.ON PLANS. STAGGER ALL VERT. PANEL JOINTS III III I ( I I I SPLICE, SEE SPLICE 0 PLYWOOD SPLICES @HEADER -NAIL SHEATHING TO III OPENINGSPACE III I I I L-,�j DETAIL. MAX 1/8" BETWEEN W W HEADER W/ 8d NAILS @ 3 O.C. (2) ROWS @ TOP & W III I PANELS W ; BOTTOM III II rill o z J Q 3 II -STRUCT: MB - -- ---- CIC CHECK CC TO MASONRY w/ 2x6 TYP. III III I I I I I I n 0 "' EXTERIOR SHEATHING AROUND 11 2x STUDS BEYOND, _ F- _ W III OPENING III I I I I I I SEE PLAN FOR MORE U_ PROVIDE PIECE OF III III I I I I I INFO I`� O z z SHEATHING BETWEEN _ _ 7I+ I I I I I I U 2 w EXTERIOR WALL III III I. II II IIII III LI II II V z 0 � ¢� SHEATHING & BLOCKING. 1= — LL — J W 0 � 0) W m SHEATHING TO HAVE — _ _ =1L_ w SAME THICKNESS & — — L` LL 0 U_ 00 STRENGTH ORIENTATION FLOOR SYSTEM �- W AS EXTERIOR WALL ----- ---------- U_ SHEATHING CUT TO FIT 2x BOTTOM PLATE STUD PER PLAN JOINT, MAX. 1/8" GAP OPENING SIZE 1 BEYOND SEE PLAN loe SHEATHING DIAGRAM 2x6 BLOCKING PLACED (2) ROWS OF 8d NAILS 0 0 W FLATWISE W/ (2) 16d @ 3" O.C. TOP & BOT. F1 EXTERIOR SHEATHING SCHEDULE NAILS EACH END OF SHEATHING SPLICE SCALE: 3/4"=1'0" GYPSUM WALLBOARD SHEATHING SPLICE DETAIL 2x4 #2 SPF BLOCKING @ 24" O.C. w/ (2) 16d END NAILS EACH END SEE WALL CLIP DETAIL FOR MORE INFO LINTEL PER PL POCKET SGD ATTACHMENT BY BUILDER 'S03 HEADER @ POCKET SLIDER 2x8 #2 SPF VERTICAL @ 24" O.C. w/ EXT. SHEATHING PER NAILIING SCHEDULE & (4) 12d NAILS EACH TRUSS MEMBER 2x8 w/ (2) 10d NAILS @ EACH VERTICAL SEE TRUSS PLAN FOR MORE INFO & CONNECTION I— LINTEL PER PL POCKET SGD ATTACHMENT BY BUILDER SO4 HEADER @ POCKET SLIDER OVERLAP TOP PLATE AT CORNER NAIL BOTTOM PLATE TO EACH PLY OF BUILT UP COLUMN BELOW W/ (2) 10d NAILS TOP PLATE CORNER TRANSITION U , ° , , O ° ;_0 D= NAIL SPACING -° ° 0 _0�I ° PER NOTE #2 c) N _ r I_I " D I I SHEATHING PER PLAN M WALL DOUBLE TOP ( D/2 I I PLATE PER PLAN DOUBLE NAIL EDGE SPACING SHEATHING PER PLAN 3/8" S= NAIL SPACING S S PER NOTE #1 SINGLE NAIL EDGE SPACING 2x8 TO UNDER SIDE OF ROOF SHEATHING 2x8 #2 SPF VERTICAL @ 24" O.C. w/ EXT. SHEATHING PER NAILING SCHEDULE & (4) 12d NAILS EACH TRUSS MEMBER (TOP AND BOTTOM CHORDS ALONG W/WEBBING) 2x8 w/ (2) 10d NAILS @ EACH VERTICAL NOTE: MIN. 15/32" OR 7/16" STRUCTURAL 1 SHEATHING. SHEATHING TO BE EXPOSURE 1 RATED AND CAN BE INSTALLED EITHER VERTICALLY OR HORIZONTALLY 1/8" MAX GAP REQUIRED BETWEEN EXTERIOR SHEATHING AND MASONRY/CONCRETE UNLESS FELT PAPER IS PRESENT. 1/8" GAP BETWEEN SHEETS OF PLYWOOD TO BE MAINTAINED NOTE: CONTRACTOR TO TAKE CARE NOT TO OVER DRIVE NAILS. IF NAILS ARE OVERDRIVEN, THE ENTIRE SHEET OF SHEATHING IS TO BE REMOVED & REPLACED. IF MORE THAN 50% OF THE SHEATHING IS OVERDRIVEN, CONTACT EOR FOR REVIEW OF EXTERIOR STUDS EXTERIOR WALL/TRUSS J Q TAPCONS AT 12" O.C. 0 W W SIMPSON H3 CLIP z ¢ TO STUDS w/ (2) 1/4" X I - z �.. 2x4 SYP #2 LEDGER. 4'/" SIMPS. SDS a f"' C a N CONV. FRAMED w a � SCREWS @ 16" O.C. 2 MEMBERS ONLY O 0 SDS SCREWS @ 16" MAX.; F5 w O.C. MAX.; Q TO GABLE END STUDS o Z z M J Z U) w/ (2) 1/4" X 3'/" SIMPS. O (i) 0 W O.C. MAX.; COMMUNITY SPECSSTRUCTURAL p O -i W —-----.-- DRAFTING SYP #2 LEDGER w/ 1/4" PRE-ENGINEERED O.C. MAX.; o z 2 Q ROOF TRUSSES @ 24" v -STRUCT: MB - -- ---- CIC CHECK CC TO MASONRY w/ 2x6 SIMPSON H3 CLIP DESIGNED FOR JOB No. PSQ-0204607 z 0. 11 PT SYP #2 LEDGER w/ 12 (2) 1/4 x 2 3/4 _ F- _ W _U C/) W SCALE: AS INDICATED _______----------------�____-_-----_.. 0 DATE: 02/27/17 E o V w _ r (D W 0 0 0 W z m 0 O J LL W U_ O z O O a w X O J J ¢ H W �� aarmdrrrrrret w LO CD 00 ¢ ' - 0 . N r = aS W : U 0 V" o Q i 2 iii vi O +�L I- 0 Q. sCL • ver® I� • •eLL _ O LL W z O U ° U) w N , W F- g ° tr Uro' o < z m Z LLM 0 W W z 0 0 W U rr W �Jrn�cc,r. E U = 06 U) o C7wzM�.= ZQ_0JLJLCMo W CO F- F- W W JVQQ�-p o N (DOa02w ~ o zd=zWz E U Z F-O¢¢Uj<a F— QWLL(,' rr�� V 0� © W -t-^ ZO LL o O Q z — �rrrrr 2x6 SYP #2 LEDGER. TAPCONS AT 12" O.C. 0 W W SIMPSON H3 CLIP z ¢ TO STUDS w/ (2) 1/4" X SHEATHING PER PLAN �.. 2x4 SYP #2 LEDGER. 4'/" SIMPS. SDS a f"' C a N CONV. FRAMED � � SCREWS @ 16" O.C. 2 MEMBERS ONLY O 0 SDS SCREWS @ 16" MAX.; Z O.C. MAX.; Q TO GABLE END STUDS o Z z M J w/ (2) 1/4 X 3/ SIMPS. 3'-0" MAX U) w/ (2) 1/4" X 3'/" SIMPS. O (i) 0 W O.C. MAX.; COMMUNITY SPECSSTRUCTURAL p SDS SCREWS @ 16" -i W —-----.-- DRAFTING SYP #2 LEDGER w/ 1/4" PRE-ENGINEERED O.C. MAX.; o z 2 Q ROOF TRUSSES @ 24" v -STRUCT: MB - -- ---- CIC CHECK CC TO MASONRY w/ 2x6 SIMPSON H3 CLIP DESIGNED FOR JOB No. PSQ-0204607 SHINGLE ONLY 11 PT SYP #2 LEDGER w/ 12 (2) 1/4 x 2 3/4 _ F- _ W _U C/) W SCALE: AS INDICATED _______----------------�____-_-----_.. 4 (MIN,) TAPCONS AT 12" O.C. 0 W W SIMPSON H3 CLIP z ¢ Z Q SHEATHING PER PLAN W 2x4 SYP #2 LEDGER. (4) 10d NAILS FOR I- f"' C a TO STUDS OR BEAM w/ CONV. FRAMED � � (2) 1/4" X 4%' SIMPS,7 MEMBERS ONLY O W Q SDS SCREWS @ 16" 1- Z O.C. MAX.; Q TO GABLE END STUDS z M w/ (2) 1/4 X 3/ SIMPS. 3'-0" MAX U) BLDG DESIGN: --- SDS SCREWS @ 16" FASCIA PER L O.C. MAX.; COMMUNITY SPECSSTRUCTURAL ENG MCD TO MASONRY w/ 2x4 PT 2x4 SYP #2 OR _ W —-----.-- DRAFTING SYP #2 LEDGER w/ 1/4" PRE-ENGINEERED W -DESIGN: --- x 2 3/4" TAPCONS @12" ROOF TRUSSES @ 24" v -STRUCT: MB - -- ---- CIC CHECK CC O.C. O.C. MAX. SIMPSON H3 CLIP DESIGNED FOR JOB No. PSQ-0204607 SHINGLE ONLY 601 TYPICAL SHED ROOF DETAIL SCALE: AS INDICATED _______----------------�____-_-----_.. W DATE: 02/27/17 1 /2"=1'-0" 1 /2 "' 1/2"= 1 "=1'-0 W a IS D4 - COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LCC is strictly prohibited.