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HomeMy WebLinkAbout3734 Saltmarsh Lp 17-2934 (a)wll ® 00 ao � Ld c/D LL LL a co O j N co O U N J M u- cn N C r` '� N Q •Qm 04 N 04 e �coNco O Co .� N oOp.- 0 Ed..'�' Lo co Q ,rn z � d � o c-a w o0 U 0 O J V N M M fu m ,—� -- -� u- O- 40- M" co CNV) m M 4-+. O J d O N Z) ( 000 rN' fo Lr M O r o 'a -°o o ro Q w Ln 0 a _..�ISSUE DATE 09/212017 REVISIONS PROJECT: 17-02 6 SCALE: AS NOTED.,,,. DRAWN BY: JML & JFT DESIGNED BY: MJS COVER PAGE 00 cw) 4" PVC CHASE FOR ELEC. 71-711 LAV 04 o 0-1 z W iFn R 00 00 RANGE w/ HOOD ABV. 91.41% TUB/ SHOWER li II (OPT) 411 REF. (OPT) DRYER 111401 L 90-211 21.210 1 II p 00 1,7r - C14 0 DR. 411 2%211 30-011 11.611 (01q) 6--8lm U UJLLJ a- 0-;.- oz 0 U) 00 do —3 1 16v-711 tp Q7 (2204) z CV GENERAL NOTES KEY: Ll (f) wLu ;> 0 0 E Z I CONTRACTOR TO VERIFY ALL DIMENSIONS ON JOB m SITE. CL 9p o 2. DO NOT SCALE PRINTS. CONSTRUCTION TO BE FROM V) 2 P-% Z5 z 0 CALCULATED DIMENSIONS ONLY. ANY W.H. NQX DISCREPANCIES OR ERRORS TO BE REPORTED PROJECT: 17 -0256 ----21-8v' --- - ---- E z PROMPTLY TO SUPERVISOR FOR CLARIFICATION. 161.011 191-411 11.811 H.B. Slab Plan "A-,B SCALE: 1/8" = TV (11x17) 1/4" = T -O" Q7 (2204) z • GENERAL NOTES KEY: Ll (f) wLu ;> 0 0 E Z I CONTRACTOR TO VERIFY ALL DIMENSIONS ON JOB m SITE. CL 0 0 0 o 2. DO NOT SCALE PRINTS. CONSTRUCTION TO BE FROM V) 2 P-% Z5 z 0 CALCULATED DIMENSIONS ONLY. ANY 00 NQX DISCREPANCIES OR ERRORS TO BE REPORTED PROJECT: 17 -0256 E z PROMPTLY TO SUPERVISOR FOR CLARIFICATION. cn DRAWN BY: JML & JFT Ifu 3. WATER HEATER T & P RELIEF VALVE SHALL BE FULL —j zM DESIGNED BY: MJS SIZE TO EXTERIOR WATER HEATED AT OR ABOVE E u - co wt FLOOR LEVEL SHALL BE IN A PAN WITH DRAIN TO 4- "2 EXTERIOR. WATER HEATER SHALL HAVE AN o APPROVED THERMAL EXPANSION DEVICE. (on Mfa 4. PAVERS MAY BE USED ILO CONCRETE SLAB AT PATIO, cn 0- < x Ln PORCH, DRIVE AND WALKWAY. V) Ld 5. IN LEIU OF TREATING THE SOIL AN ALTERNATIVE TO uj C) C*) Li TERMITE TREATED SOIL CAN BE TERMICIDE. C= -td 6. BORA-CARE TO BE APPLIED ON INTERIOR WALLS IAW MANUFACTURERS INSTRUCTIONS AND z 0 0 z SPECIFICATIONS. PURSUANT TO CH.482 OF THE aq Q - FLORIDA BUILDING CODE. w uj 07 co DOOR NOTE KEY. No% 'rop ��®®®®•�°° ����® ®��` DOOR SIZE CALLOUT: .��i® 20 = 2'-0" 40 B.F. = 41-0" BIFOLD 4:s co 0 24 = 2'-4" 50 B.F. = 6-0" BIFOLD z 26 = 2'-6" 60 B.F. = V-0" BIFOLD luicc aC 28 = 2'-8" 30 = S -O" fo 2 ALL INT. DOORS TO BE 6'-8" TALL U.N.O. OR PER :3 .5 cr ul) C)C) BUILDER/CLIENT ul) .ri _ ro I a- "o L O 0,008111�1�®®� r*4 M LLJr-4 = CL r 'a m E < P-4 C: cy) 0 0 F— Mo 0 LCL Ld z u) a > (o c=am > C/) U) a !2 0) a_ < 0 LLJ N Lu Ln "r- 0 C.0 0) (D C) M C%4 E CN 0 cr* -- o b 0 E E M co < u - c UJ Z a) EI 0 -c w E z 0 0 w u o co M < 00 < 0 a- Slab Plan "A-,B SCALE: 1/8" = TV (11x17) 1/4" = T -O" Q7 (2204) z m U -i — 0 z m Ll (f) wLu ;> 0 0 E Z m (1) CL 0 0 0 o ISSUE DATE V) 2 P-% Z5 z 0 REVISIONS 00 NQX :2 PROJECT: 17 -0256 E z m cn DRAWN BY: JML & JFT Ifu fo —j zM DESIGNED BY: MJS c E u - co wt 4- "2 CD o < cn (on Mfa cn 0- < x Ln N V) Ld Li az: z co uj 07 V) 0 0 0 z r4 V) uj F— fo 2 LD 0� < C/) :3 .5 cr ul) C)C) z ul) .ri ro I a- "o L r*4 M LLJr-4 = CL r 'a m < P-4 C: c) 0 F— Mo 0 Ld z u) a > c=am > U) a !2 o a_ < 0 LLJ N Lu Ln "r- 0 0- C) M w 0 z Ll (f) wLu 0 m o ISSUE DATE 09/21/2017 REVISIONS 00 - - -- ------- -- ----- ---- --- -- ----------------- - 0:2 PROJECT: 17 -0256 , SCALE:' AS NOTED z < DRAWN BY: JML & JFT m z DESIGNED BY: MJS FOUNDATION PLAN n 0 u ni 30'-0" 161-0" 1.-401 12'-8" 11-611 101-0" 41„611 Om'cp . 3050 S.H.—__....:.....- - (EGRESS) 3050 S.H. Covered Lanai 9'-4" CLG. F.F.F. k 3' 8" 7�p 8,-010 2,4.1 811 14.$., 811 40 4" W o --..... z ` Master Suite 8'-0" x 8'-0" S.G.D. _-- __-- 9'-4" CLG. M H.B. 4". 13'-4" 3'-4" 5'-4" 3,-0„ 3,-4" vi o�'-------- - 4 26' T %4 VALVE is B.1 i� OWE k ti CL u. C T VANITY wl o w ._MIRROR ABVI-_. ri A17TIC {J F.Gatheu- IACCES LAV _ 1�qV W.C. TEMP GLASS Room _ .__. _ --- : ENCLOSURE OVER .,.._._- 9'-4" CLC. y' k 42" HIGH KNEEWALL 6 T z W.Q.C. V_ Co 9'-4" CLC M Bedroom 2 to 9'-4" CLG. Cl - -- - R&S 3'-6" 1'-10" 5'-0" � ua aP °? 40 B.F. /\� - M w 'd `r A.H.U. `L`O � DRAIN PAN iV A3 REQ_ R&S 9'-4" CLC. in TT4BSF _- - - ... _ T _._._.. - - _ _... _ _.._ z � zm > old - Mw ib wM B.2 � Z o o a� _ �� ►-4"CLG. Bedroom 3 Lu FT%i 1 .j . Oz 9'-4" CLG. YJ- - w (-)6" W�7 -- z Kit6en 9 M 4 k 4'-6" 2'-2" 3'-8" 2'4" 10" _ M 5'-0" 101-4" N (OPT) k TUBI 1/2" GYPSUM BOARD REF `? SHOWER APPLIED TO THE 5 SH - • iN 1 q( W.H. 1 -- - - - ., GARAGE SIDE M " FULL HT.'S..._ ,/ WALL 6'-6" 4' 0" N64 _ .. -e C v _DRYER __ 2:? -X48" /�ATTIC.,-ACCESS 9'-4" CLG. M.T. n k _ 3080 WD, � o - -- CO 9'-4" CLC. - Lu z - ----- 0- c e? -411 " 3'-0" 8" (0) k 6 Car Garage '-2 k -----__.. ._.._._ WASHER q L .. =._ ._J1 �- 9'-4" CLG. F.F.F. �. 11'•4" CLG F.F.F. - / 2030 F.G.Lu b 11-611 21„6'# Cn.. r 8" N A V-0" 41-0„ 8„ 18'-0" 8., _. _._......_ H.B. STONE VENEER "ELEV.C" 16"-0" x T-0" GAR. DR. STONE VENEER "ELEV.C" 2'-0"7'-411 1 1'-4" 1-8" 16'-0" 10'-611 19'-4" 30'-0" M Floor Plan ".A,B,C" I Total Area: 1,915 sf SCALE: 1/8" = TV (11x17) 1/4" = TV (2204) GENERAL NOTES KEY: ABBREVIATIONS: 2- INDICATES NUMBER OF DOORS. 2- INDICATES NUMBER 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 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 ICEMAKER 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 SEPC'S. 11. REFER TO DETAIL SHEETS FOR FLASHING REQUIREMENTS AT ALL WOOD TO MASONRY INTERFACES. 12. ALL INTERIOR FRAME WALL DIMENSIONS TO BE 3' U.N.O. 13. ALL EXTERIOR BLOCK WALL DIMENSIONS TO BE 7' U.N.O. 14. ALL INT. FIRST FLOOR CEILINGS AT 9'-4" U.N.O. •. ALL INT. SECOND FLOOR CEILINGS AT 9'-0" U.N.O. 15. C.M.U. WALL SYSTEM SEGMENTS WHICH HAVE AN UNINTERRUPTED LENGTH OF 12'-0" OR MORE SHALL BE CONSIDERED SHEAR WALL SWS = SHEAR WALL SEGMENTS. n� Wo 16. FRAME WALL SEGMENTS WHICH HAVE AN o UNINTERRUPTED LENGTH OF 12'-0" OR MORE SHALL a BE CONSIDERED SHEAR WALL SWS = SHEAR WALL o ZD SEGMENTS. o Y 17. OPENING BETWEEN GARAGE AND RESIDENCE SHALL o BE EQUIPPED w/ A 20 MIN. FIRE RATED SELF CLOSING o 0 SOLID WOOD OR HONEYCOMB CORE STEEL DOOR NOT o LESS THAN 13/8" THICKNESS AS PER FBC-R302.5.1. � o 18. INSTALL 5/8" TYPE X DRYWALL ON GARAGE CEILING BENEATH HABITABLE ROOMS (TYP.) a Ld 19. GARAGE DOOR TO BE CERTIFIED BY MFR. FOR 140 co z 2 w M.P.H. o� 20. ALL TUB & SHOWER UNITS WILL HAVE ANTI -SCALDING Q w DEVICES INSTALLED. w W d W DOOR NOTE KEY: z w¢ Wm DOOR SIZE CALLOUT: 20 = 2'-0" 40 B.F. = 4'-0" BIFOLD O 24 = 2'4" 50 B.F. = 5'-0" BIFOLD ��, Cn 26 = 2'-6" 60 B.F. = V-0" BIFOLD W u- 28 = 2'-8" 30 = 3 =0" a o * ALL INT. DOORS TO BE 6'-8" TALL U.N.O. OR PER BUILDER/CLIENT o WINDOW NOTE KEY: QCL WINDOW SIZE CALLOUT: wz 2040 = 2'-0" x 4'-0" o 2050 = 2'-0" x 5'-0" 2060 = 2'-0" x 6,-0" * ALL WINDOW CALLOUTS ARE MEASURED IN FEET & a INCHES AS PER THE EXAMPLE TABLE ABOVE. a * ALL OPERABLE WINDOWS LOCATED MORE THAN 72" ABV. SURFACE BELOW SHALL HAVE THE LOWEST PORTION OF z WINDOW CLEAR OPENING A MIN. OF 24" ABOVE FINISHED FLOOR BEING SERVER PER (FBC-R312.2). o a CnCh C W n� Area Tabulations mi Living: w2 =a wLL 1 st floor: 1,349 Sf O C Total Living: 1,349 sf W entry: 72 sf Qa covered lanai: 103 sf < L garage: 391 sf o N Floor Plan ".A,B,C" I Total Area: 1,915 sf SCALE: 1/8" = TV (11x17) 1/4" = TV (2204) 8" SMOOTH CROWN TRIM (TYP.)------,, 7/8" TEXTURED CEMENTITIOUS f . FINISH ON METAL LATH OVER 9 7/16" OSB. SHEATHING (TYP.) uj Lu 11'4" BRG. @ ENTRY Lu 9'-4" BRG. HT. IV Z o 8'-0" HDR, HT. M... ....... 1x8 SMOOTH FINISH BAND (TYP.) 1x2 OVER 1x6 SMOOTH FINISH-----// BAND (TYP.) iso RANDOM SIZE CULTURED STONE ON OUTER FACE ONLY (TYP.) 01-011 FIN. FLR. j. 9'4" BRG. HT.__� 8'-0" HDR. HT. 3/8" TEXTURED CEMENTITIOUS FINISH OVER C.M.U. (TYP.) 0'-0" FIN. FLR- FIBERGLASS SHINGLE ROOF INSTALLED AS PER MANUFACTURER'S SPECIFICATIONS. . . ......... 6 12 16 ....... . . . ... [E LE + E E �vf --j bo �7C1C____�� _�CC__�_ -0:11 h7- LIE_. ��_=1 _E A- E - j F-1 I E71 DET. 4 Front Elevation "C" SCALE: 1/8" = TV (11x17) 1/4" — TV (22x34) 12 61 FIBERGLASS SHINGLE ROOF INSTALLED AS PER MANUFACTURER'S SPECIFICATIONS. --- --- - ---- Rear Elevation "C" SCALE: 1/8" = T-0" (11x17) 1/4" = T -O" (2204) 12 16 11'4" BRG. HT. @ ENTRY 9'-4" BRG. HT. 8'-0" HDR. HT. 1x8 SMOOTH FINISH BAND (TYP-) DEC. LIGHTING (TYP.) 3/8" TEXTURED CEMENTITIOUS FINISH OVER C.M.U. (TYP.) 0'0" FIN. FLR. DET. 6 C? Lu LU BRG. HT. @ ENTRY 9'4" BRG HT ,jL, 8'-0" HDR. HT. 0'-01' FIN. FLR. SIN 91cm V) C) --sv CL ATTIC VENT CALUS: PER FBC2014 5TH EDITION R806. MIN. 40% - MAX 50% OF 0 0 Ln Jz 0_ REQUIRED VENTILATION TO BE IN UPPER PORTION OF SCALE: 3/4" 1'-0" (11x17)1 1/2" 1'-0" (2436) 3 8 VENO DETAIL < 0- V) ATTIC SPACE AND THE BALANCE TO BE IN LOWER 3 Z Z P L7 = -0 / cn Lij o : m J : ca r. ......... . CD 2 3 2' 11"1 M KEYSTONE FINISH co ry a- < x CD FOAM SILL w/ BRACKET 4 RAC K ET & SILL 6N o fu 1x2 OVER 1x6 SMOOTH 300 REQUIRED 00 C%4 cN Ln FINISH BAND (TYP.) to UPPER PORTION VENTILATION TOTAL: 2,73SF. uj TO BE PROVIDED W/ OFF RIDGE VENTS: RANDOM SIZE CULTURED cy) a: cn -§T-ONE ON OUTER FACE ONLY V T - (TYP.) C0 Lu > cm acscm= . TILE: O'HAGIN MODEL "S", SHINGLE: LOMANCO 770-D). ._ ��-____ m 0 a z . ......... . CL 0 -0" FIN. FLR. Lu LOWER PORTION VENTILATION TOTAL: 5.82F. a_ Lu ul �'d TO BE PROVIDED w/ SOFFITS @ EAVE: t VARIES SCALE: 3/4" =1'-0" (11x17)1 80.00 LF. @ 0.073 SF. VENTING 112" 1'-0" (2436) 6 STONE VENEER T IL 8" SMOOTH CROWN TRIM (TYP.)------,, 7/8" TEXTURED CEMENTITIOUS f . FINISH ON METAL LATH OVER 9 7/16" OSB. SHEATHING (TYP.) uj Lu 11'4" BRG. @ ENTRY Lu 9'-4" BRG. HT. IV Z o 8'-0" HDR, HT. M... ....... 1x8 SMOOTH FINISH BAND (TYP.) 1x2 OVER 1x6 SMOOTH FINISH-----// BAND (TYP.) iso RANDOM SIZE CULTURED STONE ON OUTER FACE ONLY (TYP.) 01-011 FIN. FLR. j. 9'4" BRG. HT.__� 8'-0" HDR. HT. 3/8" TEXTURED CEMENTITIOUS FINISH OVER C.M.U. (TYP.) 0'-0" FIN. FLR- FIBERGLASS SHINGLE ROOF INSTALLED AS PER MANUFACTURER'S SPECIFICATIONS. . . ......... 6 12 16 ....... . . . ... [E LE + E E �vf --j bo �7C1C____�� _�CC__�_ -0:11 h7- LIE_. ��_=1 _E A- E - j F-1 I E71 DET. 4 Front Elevation "C" SCALE: 1/8" = TV (11x17) 1/4" — TV (22x34) 12 61 FIBERGLASS SHINGLE ROOF INSTALLED AS PER MANUFACTURER'S SPECIFICATIONS. --- --- - ---- Rear Elevation "C" SCALE: 1/8" = T-0" (11x17) 1/4" = T -O" (2204) 12 16 11'4" BRG. HT. @ ENTRY 9'-4" BRG. HT. 8'-0" HDR. HT. 1x8 SMOOTH FINISH BAND (TYP-) DEC. LIGHTING (TYP.) 3/8" TEXTURED CEMENTITIOUS FINISH OVER C.M.U. (TYP.) 0'0" FIN. FLR. DET. 6 C? Lu LU BRG. HT. @ ENTRY 9'4" BRG HT ,jL, 8'-0" HDR. HT. 0'-01' FIN. FLR. Roof Lavout SCALE: 1/16" = TV (11x17) 1/8" = T -O" (2204) MCI Lu m C) CL ATTIC VENT CALUS: PER FBC2014 5TH EDITION R806. MIN. 40% - MAX 50% OF 0 0 Ln Jz 0_ REQUIRED VENTILATION TO BE IN UPPER PORTION OF Ofw m cr� Ld E < 0- V) ATTIC SPACE AND THE BALANCE TO BE IN LOWER fu ra fQ2 Z Z P fo = -0 PORTION (EAVES). cn Lij o < 5 MINIMUM NET VENTILATION AREA SHALL BE fs'6 OF VENTED CD z V) < U -i cn M SPACE. co ry a- < x CD Ln L'i w TOTAL VENTED SPACE: 2,047 = 6.82 SF. NET FREE -44 6N o fu 4-P 300 REQUIRED 00 C%4 cN Ln z UPPER PORTION VENTILATION TOTAL: 2,73SF. uj TO BE PROVIDED W/ OFF RIDGE VENTS: cy) a: cn 4 VENTS @.683 /PER VENT.9 V T - > cm acscm= . TILE: O'HAGIN MODEL "S", SHINGLE: LOMANCO 770-D). t�- m 0 a z 0 CL 0,4 Lu LOWER PORTION VENTILATION TOTAL: 5.82F. a_ Lu ul �'d TO BE PROVIDED w/ SOFFITS @ EAVE: 80.00 LF. @ 0.073 SF. VENTING UPPER ROOF PERCENTAGE: 40% LOWER ROOF PERCENTAGE: 60% LL :w 0 < 00 Z C:) E CM 0 u- C6 C.0 cm CA to 1 0) cO..m 04 E Cc U) N to 0 (D 4.0 o P%- cn0 ,� 0 E Ss LO V- Cc .. :!:� c m co 13. u - c mw I, (n Z Z E -c0 W E z 0 0 ro Uj w Roof Lavout SCALE: 1/16" = TV (11x17) 1/8" = T -O" (2204) MCI Lu m C) CL CD 0 0 Ln Jz 0_ rN Ofw m cr� Ld E < 0- V) fu ra fQ2 Z Z P fo = -0 2-3 cn Lij o < 5 C) CD z V) < U -i cn M = ru co ry a- < x CD Ln L'i w -6 -44 6N o fu 4-P 0� 00 C%4 cN Ln z ca C) " o CD z rN < o fo 2-3 < CD 0- Lnm CD z nm < 0-1 -J !f -6 -44 6N m F- fu u 0� 00 C%4 cN Ln z fo > c� < 0 CL 0 Lu Ln U m ra ISSUE DATE 09/21/2017 REVISIONS 00 < PROJECT: 17-0256 U) >- SCALE: AS NOTED z < DRAWN BY: JIVIL & J a___. DESIGNED BY: MJS r c') ELEVATIONS "C" 0 0 3- C ___ _ l,Cl M ® r GO � 0 Z C ! Ll V w c -°J ESP LLA. S Q ®: z t9 • C) �- O O M O U u' C.0 p) CD N aj Q fl.m 0 E - co co O N .c N 00 U - c �w z �g � 4 E 0 . E w 0 0 in Uj U th N O a J N d' C ESM E U- - 40 - Ofu Ln V M O J O O N � N fu O co Se M� � U Ln g c ... in 'CL 5 .o o w Q a ISSUE DAT�/2017 REVISIONS PROJECT: 17-0256 SCALE: AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS ELEVATIONS °C I I I, i OPTIONAL OVERHEAD SERVER GENERAL I V OTES KEY. SAME AS UNDERGROUND 150 AMP 1. OWNER TO VERIFY EXACT LOCATION OF SERVICE 4/0 SCR AL. FLOOR OUTLETS IN FIELD. AMP NEMA 3 METER SEE FLOOR PLAN FOR FUSE SIZE 2. LOCATION OF FIXTURES AND / OR OUTLETS MAIN A/C DISC, ARE SUGGESTED LOCATIONS AND MEET DISC. MOST LOCAL CODE REQUIREMENTS. #14 COPPER TO LIGHTS AND OUTLETS ADDITIONS OR ADJUSTMENTS MAY BE MADE - DBL. FLOOD #10 COPPER TO WATER HEATER BETWEEN THE OWNER AND BUILDER IN THE TYR #8 COPPER TO RANGE FIELD. LIGHT PRE -WIRE ELECTRICAL #8 TO A/C _.. _ .__ .._ UNDERGROUND PANEL 3. ALL OUTLETS IN THE KITCHEN OR WP _ SERVICE BY 20 CIRCUITS) BATHROOMS TO BE GFI PROTECTED. -- _ -[ POWER CO. 4, ALL OUTLETS OVER COUNTERTOPS TO BE AF 42" A.F.F. (U.N.O.). PRE -WIRE #2 -GROUND TO (2) 518" RODS (V APART) ALSO 5. ALL SMOKE DETECTORS ARE TO BE HARD � CLG. FAN/LITE L--- - SERVICE TO BE BONDED TO FOOTING STEEL WIRED AND INTERCONNECTED, ' NOTE: 6.8'H. VANITY LIGHTS IN MASTER BATHROOM. I / ALL ELECTRICAL WORK AND MATERIAL PROVIDED SHALL COMPLY WITH THE FLORIDA AF BUILDING CODE. (2014) THE ABOVE ELECTRICAL LAYOUT IS FOR BID PURPOSE ONLY. 7.7'H. VANITY LIGHTS IN ALL OTHER I \ I BATHROOMS, \� P 'I PRE -WIRE AF 8, ALL OUTLETS NOTED IN BEDROOMS MUST BE --- -- - GLG.FAN/LITERISER. AFI. PROTECTED. 150 AMP ELECTRICAL �A_ - F F L_,_ - NOTES: __---4 RECESS LIGHTS � - - THIS DIAGRAMATIC PLAN IS INTENDED TO AF SHOW LIGHTING AND CONVENIENCE OUTLETS "'AF S.D. AF ONLY. LA 4 RECESS LIGHTS - _ IT IS THE ELECTRICAL CONTRACTORS / \ RESPONSIBILITY TO VERIFY THE REQUIREMENT I I / AND LOCATIONS OF ALL ELECTRICAL \/ EQUIPMENT, (INCLUDING KITCHEN EQUIPMENT) y' PRE -WIRE ---,., _-=\ " AND PROVIDE AND INSTALL COMPLETE CLG. FAN/LITE I Lti ELECTRICAL SERVICE AS REQUIRED. / _=.._. I AF I -__GF1 -- - - -- ELECTRICAL KEY. II I �AFco I \ / \ II \ AF \ \ � / CEILING MOUNTED LIGHT \ \ AF PULL CHAIN LIGHT ' PC Lo M AF RECESSED LIGHT S.D. LED RECESSED LIGHT WALL MOUNTED LIGHT AF \ � \._._.AF_ _._ -- ---�-- __ _ � -- WALL WASH RECESSED _ _., AF AF _ - - ... DUPLEX RECEPTACLE -___ C.M.S.D. o - 220 V RECEPTACLE u- \ o �LO ---_._.. _ � 1/2 HOT, 1/2 SWITCHED � _.. —._.._.......F -� f o \. -- I(� \\ qF WATER PROOF RECEPTACLE 0- WP o CL 4 " / FLOOR RECEPTACLE m GI - - PRE -WIRE FOR CLG. FAN I AF � GROUND FAULT INTERRUPT m GFI cn AF R LL 8 WALL SWITCH CD E z 11 -GF .__ _._I —__._.-_..__ \ _ Q G I - - \ 83 3 WAY SWITCH / � z Q _..._cn V_P— AF So DIMMER SWITCH Ld — _ -.-- --- ... _� _.. T 1: zTELEPHONE JACK _j CD _ 9GFI 42" E� CABLE JACK w - -� PRE -WIRE GARAGE DOOR OPENER Ni N AFuj F - - FLUORESCENT LIGHT o PC _J ELECTRICAL PANEL < o ® CHIME z DOOR BELUGARAGE DOOR SWITCH w L= DISCONNECT SWITCH z GFI \ ELECTRICAL METER WP02 co S.D. SMOKE DETECTOR o I CA.S.D. CARBON MONOXIDE DETECTOR/ 4 SMOKE DETECTOR COMBO o CEILING FAN o - _ WALL SCONCE V) CHANDELIER SPOT LIGHT ` FLUSH MOUNT FLUORESCENT LIGHT OCp FAN/LIGHT COMBINATIONco g GARBAGE DISPOSAL MOTOR JUNCTION BOX " L.V. LOW VOLTAGE Electrical P A B C V.P. VAPOR PROOF 1 1 A,F. ARC FAULT PROTECTION SCALE: 1/8" = TV (11x17) 1/4" = TV (22x34) O � � M p �j V .� LL O O � �r, O N Q Q� O � t6�N0 0 ooQriLL c � w �g w o� � U � 0 w Q N Q o � � M m O � M fp w � M (n w �' Z z 0 N � N p0 � � Cn D Q M N N u1 �- a H � M n Z2 C � O Q 'in �. � TMJ ¢ w Ln O 0- M w cn o � Y a � 0 N 0 r w z O Q � ISSUE DATE 09/21/2017 o REVISIONS a —___.._ -` � PROJECT: 17-0256 z .SCALE. AS NOTED a DRAWN BY JML & JFT DESIGNED BY: MJS ELECTRICAL LAYOUT 05 ai im o® o ®p, € LJ -.J EL e (h LL, VF ® CD P = ® .<y d ®e �s w % ! Q.0 (� 0�e �®so C) 0 O r. O M U a J N . �(.0 U) vi �'` Z I�- di CU Oi 'Lo .0 M N cu (n cq O Q = 0 O E d' \dam to X = -C ca 00 'CC u- c � w n Z as Z -ag as a E 0 cA E w 0 WM � U Q i N CL d J N cn fo ,-� E u- CD u o M ' M Ln M �. O J � O O N � N ;N O p- (n C �.. U 00 LN 4- H C M ^ h O Ln cu uO - O C I,`-� O C 'p .w O O {[ wNn O a i ISSUE DATE 09/21/201 REVISIONS i PROJECT: 17-0256 SCALE: AS NOTE- DRAWN BY: TJML & JF T DESIGNED BY: MJS DETAILS - ---- _----------...----- D1 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 2X12'5 MAY BE USED ILO TIMBERSTRANDS FOR STAIR STRINGERS. RIM BOARDS MAY BE USED FOR RISERS &TREADS ILO 2x12'S (SEE GEN. STAIR DETS FOR ADDIT'L INFO.) 4. METAL STUD SUBSTITUTION WOOD STUDS MAY BE SUBBED w/ METAL STUDS IN NON -LOAD BEARING WALLS 5. OMITTED J -BOLT -1/2" ALL THREAD ROD w/ 2" x 2" SQ. WASHER DRILL & EPDXY w/ SIMPSON SET EPDXY WITH MIN. 7" EMBEDMENT. 1/2"x6" SIMPSON TITEN HD THREADED ANCHORS W/ LBP1/2 WASHER MAY BE USED ILO 1/2" J -BOLT. TAPCON FASTENERS MAY BE USED ILO SIMPSON TITENS 6. MORTAR JOINTS -FOR BED JOINTS 1/2"-1", GROUT FILL CELLS IN BLOCK AFFECTED (NO VERT. REINF. REQ'D) -FOR HEAD JOINTS GREATER THAN 3/4", GROUT FILL CELL IN BLOCK AFFECTED ON EA.SIDE OF JOINT. PROVIDE (1) #5 VERT. REINF. IN EA. CELL CONT. PER PLAN. "*EXCEPTION: IF TIE BEAM COURSE AND ADJ. TWO COURSES BELOW, AS WELL AS 1st (2) COURSES FROM FND. HAVE HEAD JOINTS WHICH FALL W/IN THE SPECIFIED TOLERANCES, THE ADDED VERTICAL REINFORCEMENT IS NOT REQ'D TO BE EPDXIED INTO TIE BEAM/FTG -FOR BLOCKS NOT STAGGERED, GROUT FILL CELL EA. SIDE OF JOINT AND PROVIDE (1) #5 VERT. REINF. IN EA. CELL, CONT. PER PLAN. 7. OVERHANGING CMU WALL -FOR CMU OVERHANGING FOUNDATION <1/211, NO FIX IS REQ'D POUR TIEBEAM & VERT. CELLS PER PLAN. -FOR CMU OVERHANGING FOUNDATION FROM +1/2"-1-1/8", GROUT FILL FIRST (3) COURSES IN WALL ALONG AREA AFFECTED & TIE BEAM AND VERTICAL CELLS PER PLAN -FOR CMU OVERHANGING FOUNDATION OVER 1-1/8", CONTACT EOR FOR REPAIRS. STRUCTURAL STEEL 1. MATERIAL SPECS: WIDE FLANGE SECTIONS: ASTM A992, GRADE 36, Fy=36 KSI. TUBE STEEL (HSS): ASTM A500, GRADE B, Fy = 46 KSI. PIPE STEEL: ASTM A53, TYPE E OR S, Fy = 35 KSI. ALL OTHER STRUCTURAL & MISC. STEEL: A36 Fy=36 KSI 2. STRUCT. CONNECTIONS: ALL STRUCT. BOLTS TO BE A325N U.N.O. ALL A325N BOLTS SHALL BE "SNUG -TIGHT" CONDITION AS DEFINED IN THE SPEC. SLIP CRITICAL (SC) BOLTS MUST BE FULLY TENSIONED PER SPEC STRUCT. BOLTS SMALLER THAN 5/8" DIA. TO BE A307 THREADED ROD & CONFORM TO A36 OR A307 ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 ALL BOLTS CAST IN CONCRETE: ASTM A36 OR ASTM A-307 SHOP AND FIELD WELDS: E70XX ELECTRODES STEEL REINF.T SHOP DWGS TO BE PROVIDED TO EOR BEFORE FABRICATION FOR REVIEW AND APPROVAL. WELDED CONNECTIONS: ELECTRODES - E70XX UNO (LOW HYDROGEN). FILLET WELDS SHALL BE 3/6° UNO. 3. SUBMIT SHOP DWGS INDICATING ALL SHOP AND ERECTION DETAILS INC. PROFILES, SIZES, SPACING, & LOCATIONS OF STRUCTURAL MEMBERS, CONNECTION ATTACHMENTS, FASTENERS, LOAD, AND TOLERANCES. 4. STRUCTURAL STEEL SHALL RECEIVE SHOP COAT OF PRIMER (COLOR AS DIRECTED BY ARCHITECT) EXCEPT FOR AREAS WHICH WILL RECEIVE SPRAY -ON FIRE PROTECTION. 5. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY STANDARD INSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND SPECS (IF PROVIDED). SUBMIT REPORTS TO ARCHITECT AND ENGINEER. DESIGN PRESSURES ENGINEERED LUMBER GENER/� AL NOTES 1. WOOD CONSTRUCTION SHALL CONFORM TO THE NFPA "NATIONAL DESIGN GENERAL LOADING: SPECIFICATION FOR WOOD CONSTRUCTION", LATEST EDITION.(NDS) ATTIC WITHOUT STORAGE = 10 PSF 2. ALL EXTERIOR WOOD STUD WALLS, BEARING WALLS. SHEAR WALLS AND MISC. ATTIC WITH LIMITED STORAGE = 20 PSF STRUCTURAL WOOD FRAMING MEMBERS. (I.E. BLOCKING OR GABLE END BRACING), GUARDRAILS / HANDRAILS = 200 LB POINT LOAD / 50 PSF SHALL BE SPRUCE- PINE -FIR OR EQUIVALENT. NO. 2 GRADE SHALL BE USED ALL ENGINEERED LUMBER IS TO HAVE THE MINIMUM DESIGN FOUNDATIONS VALUES AS FOLLOWS: LUMBER IS NOT PERMITTED TO BE USED IN ANY LOAD BEARING (GRAVITY OR WIND) COLUMNS BEAMS STUD SOIL UNDER SLABS AND UNDER FOOTINGS TO BE COMPACTED TO AT LEAST 95% OF E = 1,700,000 Win' U.N.O. E = 2,000,000 Win' U.N.O. E = 1,500,000 Wine U.N.O. MAX. DRY DENSITY AS DETERMINED BY ASTM- 1557 (MODIFIED PROCTOR) MINIMUM RECOMMENDATIONS FOR MIN. 7/16" OSB SHEATHING BEARING CAPACITY 2000 PSF Fb = 2650 Fb = 3000 Fb = 2200 TERMITE TREATMENT Ft =1650 Ft =1700 Ft =1500 SUPPORTS OF A BUILDING OR OTHER STRUCTURE AND ARE EXPOSED TO WEATHER Fc 11= 3000 Fc ii= 3000 Fc 11= 2100 THE SOIL UNDER THIS STRUCTURE SHALL BE TREATED FOR THE Fc 1= 450 Fc 1= 900 Fc 1= 450 PREVENTION OF SUBTERRANEAN TERMITES, OR A PERIMITER TREATMENT Fv = 285 Fv = 285 Fv = 150 (BORACARE) MAY BE USED, IN ACCORDANCE WITH RULES AND LAWS -TRUSS "X" BRACING: MIN 2x4 SYP #2 AT ANGLE APPROX. 45° FROM VERT. TO EA. TRUSS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND WOOD BEARING SURFACES ARE TORE SYP#2 OR BETTER END GRAIN CONSUMER SERVICES. CONDITION U.N.O. THE RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE DESIGNED AND DETAILED CEILING CONSTRUCTION CAST IN PLACE CONCRETE 1, USE 1/2" CEILING OR SAG RESISTANT BOARD FOR 24" O.C. FRAMING U.N.O. 1, ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 2. 5/8" TYPE "X" GYPSUM BOARD SHALL BE USED ON CEILING IN GARAGE WHEN 2500 PSI, A SLUMP OF 4" PLUS OR MINUS 1", AND HAVE 2 TO 4% AIR ENTRAINMENT, LIVING SPACE IS ABOVE THE GARAGE. MEANS AND METHODS AND A MAXIMUM WATER/CEMENT RATIO OF 0.58. DESIGN DRAWINGS. ATTACH W/ (2) 16d NAILS AT EACH TRUSS, OVERLAP BRACING AT LEAST 2. ALL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO CONSTRUCTION MEANS & METHODS ARE THE SOLE RESPONSIBILITY OF THE ASTM A-615 GRADE 60 CONTRACTOR. THE STRUCTURE IS UNSTABLE UNTIL ALL LOAD BEARING WALLS ARE 3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 FOR 6x6xW1.4xW1.4 ERECTED &TRUSS / FRAME MEMBERS ARE CONNECTED PROPERLY PER APPROVED WWF SHALL BE LAPPED AT LEAST 6" & CONTAIN AT LEAST ONE CROSS WIRE WITHIN FRAMING PLANS / DETAILS ALONG W/ CONNECTOR & COMPONENT MANUFACTURERS' THE 6".FIBERMIX OF EQUAL SPECIFICATIONS MAY BE USED IN LIEU OF WWF, SPECIFICATIONS. UNTIL SUCH TIME, TEMPORARY BRACING & SHORING OF WALLS AND 4. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH "THE BUILDING CODE FRAME MEMBERS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318 LATEST EDITION, AND UNDER STAIR PROTECTION "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS," ACI 301. 1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR 5. HORIZONTAL FOOTING BARS SHALL BE BENT MIN. 12 BAR DIAMETERS (EXCLUDING SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2 -INCH BEND) AROUND CORNERS OR CORNER BARS WITH MIN. 30" LAP EXCLUDING BEND (12.7MM) GYPSUM BOARD. AT EACH END SHALL BE PROVIDED. 6. MINIMUM LAP SPLICES ON ALL REINFORCING BARS SHALL BE 48 BAR DIAMETERS. METAL COATINGS FOR USE WITH PRESSURE TREATED WOOD 7. SLAB ON GRADE, REINFORCEMENT SHALL BE SUPPORTED IN PLACE FROM THE IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE THAT ALL METAL CONNECTORS, CENTER TO UPPER 1/3 OF THE SLAB. METAL FASTENERS, ANCHORS, AND NAILS ARE THE APPROPRIATE MATERIAL BOLTS AND THREADED RODS AND/OR HAVE THE APPROPRIATE COATING FOR USE WITH THE DIFFERENT TYPES 1. ALL BOLTS & THREADED RODS TO BE ASTM A307 OR BETTER (U.N.O.) OF PRESSURE TREATED WOODS, AS PER THE FOLLOWING GUIDELINES. 1. WOOD TREATED WITH DOT SODIUM BORATE(SBX): CONNECTORS SHALL BE A 2. STEEL BOLTS LESS THAN ONE -HALF-INCH (12.7 mm) IN DIAMETER USED AS MINIMUM G50 ZINC COATING FASTENERS FOR PRESSURE PRESERVATIVE -TREATED WOOD SHALL BE OF 2. WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE) OR OTHER BORATE HOT -DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE (NON -DOT) TREATMENTS: CONNECTORS SHALL BE A MINIMUM G185 ZINC COATING. OR COPPER. FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153. 3. FOR ALL OTHER COMBINATIONS FOLLOW THE RECOMMENDATIONS OF THE 3. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS SHALL BE PERMITTED TO BE PRESERVATIVE WOOD TREATER. OF MECHANICALLY DEPOSITED ZINC -COATED STEEL WITH COATING WEIGHTS IN 4. STAINLESS STEEL CONNECTORS AND FASTENERS MAYBE USED WITH ALL TYPES ACCORDANCE WITH ASTM B 695, CLASS 55, MINIMUM. PRESSURE TREATED WOOD. MASONRY WALL CONSTRUCTIONOF PREFABRICATED WOOD TRUSSES 1. HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, TYPE 2, 1. ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY FASTENED TO THEIR CONFORMING TO ASTM C90, W/ A MINIMUM NET COMPRESSIVE STRENGTH OF 2000 SUPPORTING WALLS OR BEAMS. WITH HURRICANE CLIPS OR ANCHORS.UPLIFT PSI. (Fm = 1900 PSI) 2. MORTAR SHALL BE TYPE M OR S, CONFORMING TO ASTM C270 CONNECTORS SUCH A5 HURRICANE CLIPS, TRUSS ANCHORS AND ANCHOR BOLTS ARE 3. HEAD MORTAR JOINTS AT PRECAST WINDOW SILLS TO BE NO MORE THAN 1". ONLY. REQUIRED ON MEMBERS IN WALLS THAT ARE EXPOSED TO UPLIFT OR LATERAL 4. COARSE .GROUT SMALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE FORCES. INTERIOR LOAD BEARING WALLS ARE NOT ALWAYS EXPOSED TO UPLIFT FORCES. SIZE OF 3/8"' AND A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSL THE MEMBERS OF THESE WALLS WOULD NOT NEED TO HAVE CONNECTORS APPLIED. 5. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH CELLS PLEASE COORDINATE WITH THE TRUSS ENGINEER FOR THE LOCATION OF THESE WALLS FILLED WITH COARSE GROUT AND GRADE 60 STEEL. REINFORCEMENT SHALL BE AND STRUCTURAL PLANS FOR MORE INFO. PLACED IN CENTER OF MASONRY CELL W/ MIN 1/2" CLEARANCE TO INSIDE FACE.. 2. TRUSSES SHALL BE DESIGNED BY MWFRS METHODOLOGY FOR LONG SPAN TRUSSES TO 6. VERTICAL REINFORCEMENT SHALL BE HELD IN CENTER OF THE MASONRY/ BLOCK DETERMINE UPLIFT AND REACTION VALUES. MEMBER AND PLATE DESIGN TO BE WALL AT THE TOP & BOTTOM & MAXIMUM 8'-0" U.N.O. VERITCALLY. TIES TO THE CALCULATED BY COMPONENTS AND CLADDINGMETHOD UNLESS SPECIFIED OTHERWISE BY FOOTING & LINTEL STEEL IS ADEQUATE @ TOP & BOTTOM OF WALL; REBAR TRUSS ENGINEER OF RECORD POSITIONERS IN MIDDLE OF WALL 3. PREFABRICATEDD WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE 7. REINFORCING STEEL SHALL BE LAPPED MIN. 30" U.N.O. LATEST EDITION OF ANSI TPI 1. 8. HOOKS AT THE TOP &BOTTOM OF VERTICAL REINFORCING BARS TO BOND 4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED BY TRUSS COURSE AND FOOTING TO BE NO LESS THAN 12 BAR DIAMETERS EXCLUDING BEND MANUFACTURER UNLESS NOTED ON PLANS 9. EXPANSION TYPE ANCHORS ARE NOT TO BE USED IN BOND COURSE. EMBEDDED 5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION OF ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED. TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE DESIGNED BY 10. MASONRY ROUGH OPENING TOLERANCES - 1/4" TO + 1/2° TRUSS MANUFACTURER IN ACCORDANCE WITH THE DESIGN LOADS. 11. GROUT STOPS SHALL BE PROVIDED BELOW BOND BEAM. PLASTIC SCREEN, METAL TRUSS DESIGN LOADS: LATH STRIP OR CAVITY CAPS MAY BE USED TO PREVENT THE FLOW OF GROUT INTO TOP CHORD: Lr = PSF CELLS BELOW. THE USE OF FELT PAPER AS A STOP IS PROHIBITED. DL = 7 PSF (SHINGLE TYPE ROOF COVER) 12. TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY DURING DL = 15 PSF (LIGHT WEIGHT CLAY TILE ROOF COVER) CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR DL = 14 PSF (TRUSS OVERBUILD) 13. DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR (3) DAYS AND NO BOTTOM CHORD: = 5 PSF CONCENTRATED LOADS FOR (7) DAYS. PER CODE ACI 318, LATEST EDITION. MINIMUM FLOOR DESS IGN LIVE LOADS: 14. DURING CONCRETE POURS, GC TO ADEQUATELY VIBRATE THE FILLED CELL W/ A) FLOORS = 40 PSF B) BALCONIES = 60 PSF / 100 PSF (IF BALCONY > 100 SQ FT) EITHER RODDING OR PENCIL VIBRATOR TO ENSURE PROPER CONCRETE DECKS = 40 PSF D) STAIRS = 40 PSF CONSOLIDATION E) E) BONUS ROOM/GAME ROOMS = 60 PSF U.N.O. 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 2X12'5 MAY BE USED ILO TIMBERSTRANDS FOR STAIR STRINGERS. RIM BOARDS MAY BE USED FOR RISERS &TREADS ILO 2x12'S (SEE GEN. STAIR DETS FOR ADDIT'L INFO.) 4. METAL STUD SUBSTITUTION WOOD STUDS MAY BE SUBBED w/ METAL STUDS IN NON -LOAD BEARING WALLS 5. OMITTED J -BOLT -1/2" ALL THREAD ROD w/ 2" x 2" SQ. WASHER DRILL & EPDXY w/ SIMPSON SET EPDXY WITH MIN. 7" EMBEDMENT. 1/2"x6" SIMPSON TITEN HD THREADED ANCHORS W/ LBP1/2 WASHER MAY BE USED ILO 1/2" J -BOLT. TAPCON FASTENERS MAY BE USED ILO SIMPSON TITENS 6. MORTAR JOINTS -FOR BED JOINTS 1/2"-1", GROUT FILL CELLS IN BLOCK AFFECTED (NO VERT. REINF. REQ'D) -FOR HEAD JOINTS GREATER THAN 3/4", GROUT FILL CELL IN BLOCK AFFECTED ON EA.SIDE OF JOINT. PROVIDE (1) #5 VERT. REINF. IN EA. CELL CONT. PER PLAN. "*EXCEPTION: IF TIE BEAM COURSE AND ADJ. TWO COURSES BELOW, AS WELL AS 1st (2) COURSES FROM FND. HAVE HEAD JOINTS WHICH FALL W/IN THE SPECIFIED TOLERANCES, THE ADDED VERTICAL REINFORCEMENT IS NOT REQ'D TO BE EPDXIED INTO TIE BEAM/FTG -FOR BLOCKS NOT STAGGERED, GROUT FILL CELL EA. SIDE OF JOINT AND PROVIDE (1) #5 VERT. REINF. IN EA. CELL, CONT. PER PLAN. 7. OVERHANGING CMU WALL -FOR CMU OVERHANGING FOUNDATION <1/211, NO FIX IS REQ'D POUR TIEBEAM & VERT. CELLS PER PLAN. -FOR CMU OVERHANGING FOUNDATION FROM +1/2"-1-1/8", GROUT FILL FIRST (3) COURSES IN WALL ALONG AREA AFFECTED & TIE BEAM AND VERTICAL CELLS PER PLAN -FOR CMU OVERHANGING FOUNDATION OVER 1-1/8", CONTACT EOR FOR REPAIRS. STRUCTURAL STEEL 1. MATERIAL SPECS: WIDE FLANGE SECTIONS: ASTM A992, GRADE 36, Fy=36 KSI. TUBE STEEL (HSS): ASTM A500, GRADE B, Fy = 46 KSI. PIPE STEEL: ASTM A53, TYPE E OR S, Fy = 35 KSI. ALL OTHER STRUCTURAL & MISC. STEEL: A36 Fy=36 KSI 2. STRUCT. CONNECTIONS: ALL STRUCT. BOLTS TO BE A325N U.N.O. ALL A325N BOLTS SHALL BE "SNUG -TIGHT" CONDITION AS DEFINED IN THE SPEC. SLIP CRITICAL (SC) BOLTS MUST BE FULLY TENSIONED PER SPEC STRUCT. BOLTS SMALLER THAN 5/8" DIA. TO BE A307 THREADED ROD & CONFORM TO A36 OR A307 ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 ALL BOLTS CAST IN CONCRETE: ASTM A36 OR ASTM A-307 SHOP AND FIELD WELDS: E70XX ELECTRODES STEEL REINF.T SHOP DWGS TO BE PROVIDED TO EOR BEFORE FABRICATION FOR REVIEW AND APPROVAL. WELDED CONNECTIONS: ELECTRODES - E70XX UNO (LOW HYDROGEN). FILLET WELDS SHALL BE 3/6° UNO. 3. SUBMIT SHOP DWGS INDICATING ALL SHOP AND ERECTION DETAILS INC. PROFILES, SIZES, SPACING, & LOCATIONS OF STRUCTURAL MEMBERS, CONNECTION ATTACHMENTS, FASTENERS, LOAD, AND TOLERANCES. 4. STRUCTURAL STEEL SHALL RECEIVE SHOP COAT OF PRIMER (COLOR AS DIRECTED BY ARCHITECT) EXCEPT FOR AREAS WHICH WILL RECEIVE SPRAY -ON FIRE PROTECTION. 5. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY STANDARD INSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND SPECS (IF PROVIDED). SUBMIT REPORTS TO ARCHITECT AND ENGINEER. DESIGN PRESSURES MINIMUM FLOOR DESIGN DEAD LOADS: WOOD CONSTRUCTION A) FLOORS = 15 PSF B)BALCONIES = 15 PSF 1. WOOD CONSTRUCTION SHALL CONFORM TO THE NFPA "NATIONAL DESIGN GENERAL LOADING: SPECIFICATION FOR WOOD CONSTRUCTION", LATEST EDITION.(NDS) ATTIC WITHOUT STORAGE = 10 PSF 2. ALL EXTERIOR WOOD STUD WALLS, BEARING WALLS. SHEAR WALLS AND MISC. ATTIC WITH LIMITED STORAGE = 20 PSF STRUCTURAL WOOD FRAMING MEMBERS. (I.E. BLOCKING OR GABLE END BRACING), GUARDRAILS / HANDRAILS = 200 LB POINT LOAD / 50 PSF SHALL BE SPRUCE- PINE -FIR OR EQUIVALENT. NO. 2 GRADE SHALL BE USED GUARDRAILS IN -FILL COMPONENTS = 50 PSF REGARDLESS OF SPECIES U.N.O. ON FRAMING PLANS OR DETAILS. END -JOINTED GENERAL TRUSS BRACING & BLOCKING REQUIREMENTS LUMBER IS NOT PERMITTED TO BE USED IN ANY LOAD BEARING (GRAVITY OR WIND) -ADDIT'L BRACING & BLOCKING PER BCSI-1 & TRUSS MANUFACTURER'S DWGS CONDITIONS. E.O.R. TO REVIEW IF INSTALLED. -G.C. TO PROVIDE MIN 2x SYP #2 BLOCKING BETWEEN TRUSSES TO COMPLY W/APA 3. FIELD -CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE -TREATED WOOD RECOMMENDATIONS FOR MIN. 7/16" OSB SHEATHING SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. -MIN 2x SYP #2 BLOCKING REQ'D ALONGSIDE TRUSS TOP CHORD @ ROOF HIP/RIDGE 4. THE PORTIONS OF GLUED -LAMINATED TIMBERS THAT FORM THE STRUCTURAL TO PREVENT SHEATHING SPAN FROM EXCEEDING 2FT (NOT REQ'D IF SHEATHING SPAN IS SUPPORTS OF A BUILDING OR OTHER STRUCTURE AND ARE EXPOSED TO WEATHER LESS THAN 2FT). BLOCKING TO TRUSS TOP CHORD w/ (2) 12d NAILS @ 12" O.C. MAX & 4" FROM AND NOT PROPERLY PROTECTED BY A ROOF, EAVE OR SIMILAR COVERING SHALL BE EA. END. NOTE: PLYWOOD EDGES @ HIP CORNERS REQUIRE MIN 2x4 SYP #2 BLOCKING w/ (3) PRESSURE TREATED WITH PRESERVATIVE, OR BE MANUFACTURED FROM NATURALLY 12d TOENAILS EACH END, DURABLE OR PRESERVATIVE -TREATED WOOD. -TRUSS "X" BRACING: MIN 2x4 SYP #2 AT ANGLE APPROX. 45° FROM VERT. TO EA. TRUSS 5. ALL LUMBER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY (MOISTURE MEMBER w/ (3) 12d NAILS. SPACE "X" BRACING ALONG TRUSS SPAN @ 10'-0" MAX AND CONTENT 19% OR LESS), U.N.O. ALL WATERPROOFING AND FIRE SAFETY SYSTEMS ARE EQUALLY SPACED FROM END OF TRUSS. "X" BRACING TO START 20'-0" MAX FROM #1 HIP THE RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE DESIGNED AND DETAILED GIRDER AND / OR (4) BAYS AFTER GABLE END BRACING. SEE BCSI-B3 SECTIONS 1, 2 AND 3 BY OTHERS. FOR ADDITIONAL ROOF PLANE PERMANENT BRACING REQUIREMENTS. 6. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE -PERMANENT 2x4 SPF #2 (MIN.) CONT. LATERAL TRUSS BOTTOM CHORD BRACING CENTER OF THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION SHEILDS. ALL PERPENDICULAR TO TRUSS SPAN AT 15'-0" O.C. MAX W/IN TRUSS SPAN OR PER TRUSS HOLES OVER 1" IN DIA FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH SIMPSON DESIGN DRAWINGS. ATTACH W/ (2) 16d NAILS AT EACH TRUSS, OVERLAP BRACING AT LEAST HSS2 STUD SHOES, TYP U.N.O. ONE TRUSS SPACE (24") PLUS 6" MIN PAST BOTTOM CHORD. 7. MANY OF THE PRESSURE TREATED WOODS USE CHEMICALS THAT ARE CORROSIVE -INSTALL PERMANENT 2x CONTINUOUS LATERAL BRACE (CLB) ACROSS TRUSS WEBS TO STEEL. IT IS THE BUILDER'S RESPONSIBILITY TO VERIFY THE TYPE OF WOOD AS INDICATED ON TRUSS SHOP DRAWINGS & BCSI-133. ("T" BRACING MAY USED I.L.O. TREATMENT AND TO SELECT APPROPRIATE CONNECTORS THAT RESIST CORROSION. PEMANENT CLB IF IT EXTENDS MIN. 90% OF THE TRUSS WEB (SEE WEB REINFORCEMENT FOR EXAMPLE. ACQ-C, ACQ-D, CBA -A OR CA -B REQUIRE HOT -DIPPED GALVANIZED OR TABLE WITHIN BCSI-133). STAINLESS STEEL FASTENERS. DOR SODIUM BORATE (SBX) DOES NOT. -AT RAISED HEEL TRUSSES, 2x4 SYP #2 (MIN.) AT TOP AND BOTTOM OF HEEL W/ (2) 12d 8. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH, CONCRETE OR MASONRY TOENAILS REQ'D. EXT. SHEATHING MUST BE ATTACHED TO RAISED HEEL TRUSS AND IS TO BE PRESSURE TREATED. INDICATED BLOCKING. ALTERNATE IF HEEL HEIGHT IS LESS THAN 12" TALL: 2x4 SYP #2 9. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR BEHIND THE TRUSS VERT. RUNNING FROM TOP TO BOTTOM ACROSS MAX 4 TRUSSES, THEN MASONRY, SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT BOTTOM TO TOP W/ (2) 12d NAILS AT EACH TRUSS MEMBER (DIAGONAL BRACING) WOODEN TOP PLATES. DIAGONAL BRACING REQUIRED AT CLB PER BCSI-133. 10. SEE PLAN FOR BUILT UP STUD COLUMN AND BEAM NAILING PATTERNS 6. THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS, WORKING POINTS, BEARING 6. DESIGNATED AREAS WHERE THE ULTIMATE WIND SPEED IS POINTS, AND SIMILAR CONDITIONS. TRUSS SHOP DRAWINGS SHALL SHOW ALL TRUSSES, ALL WIND -BOURNE DEBRIS AREA. OPENING PROTECTION BRACING MEMBERS, AND ALL TRUSS TO TRUSS HANGERS. 1. OMITTED REBAR DRILL A 3/4" 0 HOLE MIN. 6" DEEP AT LOCATION OF OMITTED REBAR, AND INSTALL #5 BAR INTO EPDXY FILLED HOLE. EPDXY TO BE SIMPSON STRONG TIE EPDXY OR EQ. FOLLOW MANU'S INSTRUCTIONS. ASSURE ALL DUST AND DEBRIS FROM DRILLING ARE REMOVED FROM HOLE w/ COMPRESSED AIR PRIOR TO APPLYING EPDXY. ALLOW EPDXY TO CURE TO MANU'S SPECIFICATIONS, THEN FILL CELL IN NORMAL WAY DURING BONDBEAM POUR. USE 30" MIN. LAP SPLICE. HOOKS AT TOP OF BAR TO BE MIN. 12 BAR DIAMETERS(EXCLUDING BEND). 2. STRAPS/CONNECTOR SUBSTITUTION MAY SUB STRAPS/CONNECTORS w/ STRAPS/CONNECTORS OF EQUAL OR GREATER UPLIFT & LATERAL RESISTANCE VALUES IN FIELD WITHOUT VERIFICATION, PROVIDED ALL MANUFACTURER'S INSTALLATION INSTRUCTIONS ARE FOLLOWED. 3. STAIR CONSTRUCTION 2X12'5 MAY BE USED ILO TIMBERSTRANDS FOR STAIR STRINGERS. RIM BOARDS MAY BE USED FOR RISERS &TREADS ILO 2x12'S (SEE GEN. STAIR DETS FOR ADDIT'L INFO.) 4. METAL STUD SUBSTITUTION WOOD STUDS MAY BE SUBBED w/ METAL STUDS IN NON -LOAD BEARING WALLS 5. OMITTED J -BOLT -1/2" ALL THREAD ROD w/ 2" x 2" SQ. WASHER DRILL & EPDXY w/ SIMPSON SET EPDXY WITH MIN. 7" EMBEDMENT. 1/2"x6" SIMPSON TITEN HD THREADED ANCHORS W/ LBP1/2 WASHER MAY BE USED ILO 1/2" J -BOLT. TAPCON FASTENERS MAY BE USED ILO SIMPSON TITENS 6. MORTAR JOINTS -FOR BED JOINTS 1/2"-1", GROUT FILL CELLS IN BLOCK AFFECTED (NO VERT. REINF. REQ'D) -FOR HEAD JOINTS GREATER THAN 3/4", GROUT FILL CELL IN BLOCK AFFECTED ON EA.SIDE OF JOINT. PROVIDE (1) #5 VERT. REINF. IN EA. CELL CONT. PER PLAN. "*EXCEPTION: IF TIE BEAM COURSE AND ADJ. TWO COURSES BELOW, AS WELL AS 1st (2) COURSES FROM FND. HAVE HEAD JOINTS WHICH FALL W/IN THE SPECIFIED TOLERANCES, THE ADDED VERTICAL REINFORCEMENT IS NOT REQ'D TO BE EPDXIED INTO TIE BEAM/FTG -FOR BLOCKS NOT STAGGERED, GROUT FILL CELL EA. SIDE OF JOINT AND PROVIDE (1) #5 VERT. REINF. IN EA. CELL, CONT. PER PLAN. 7. OVERHANGING CMU WALL -FOR CMU OVERHANGING FOUNDATION <1/211, NO FIX IS REQ'D POUR TIEBEAM & VERT. CELLS PER PLAN. -FOR CMU OVERHANGING FOUNDATION FROM +1/2"-1-1/8", GROUT FILL FIRST (3) COURSES IN WALL ALONG AREA AFFECTED & TIE BEAM AND VERTICAL CELLS PER PLAN -FOR CMU OVERHANGING FOUNDATION OVER 1-1/8", CONTACT EOR FOR REPAIRS. STRUCTURAL STEEL 1. MATERIAL SPECS: WIDE FLANGE SECTIONS: ASTM A992, GRADE 36, Fy=36 KSI. TUBE STEEL (HSS): ASTM A500, GRADE B, Fy = 46 KSI. PIPE STEEL: ASTM A53, TYPE E OR S, Fy = 35 KSI. ALL OTHER STRUCTURAL & MISC. STEEL: A36 Fy=36 KSI 2. STRUCT. CONNECTIONS: ALL STRUCT. BOLTS TO BE A325N U.N.O. ALL A325N BOLTS SHALL BE "SNUG -TIGHT" CONDITION AS DEFINED IN THE SPEC. SLIP CRITICAL (SC) BOLTS MUST BE FULLY TENSIONED PER SPEC STRUCT. BOLTS SMALLER THAN 5/8" DIA. TO BE A307 THREADED ROD & CONFORM TO A36 OR A307 ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 ALL BOLTS CAST IN CONCRETE: ASTM A36 OR ASTM A-307 SHOP AND FIELD WELDS: E70XX ELECTRODES STEEL REINF.T SHOP DWGS TO BE PROVIDED TO EOR BEFORE FABRICATION FOR REVIEW AND APPROVAL. WELDED CONNECTIONS: ELECTRODES - E70XX UNO (LOW HYDROGEN). FILLET WELDS SHALL BE 3/6° UNO. 3. SUBMIT SHOP DWGS INDICATING ALL SHOP AND ERECTION DETAILS INC. PROFILES, SIZES, SPACING, & LOCATIONS OF STRUCTURAL MEMBERS, CONNECTION ATTACHMENTS, FASTENERS, LOAD, AND TOLERANCES. 4. STRUCTURAL STEEL SHALL RECEIVE SHOP COAT OF PRIMER (COLOR AS DIRECTED BY ARCHITECT) EXCEPT FOR AREAS WHICH WILL RECEIVE SPRAY -ON FIRE PROTECTION. 5. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY STANDARD INSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND SPECS (IF PROVIDED). SUBMIT REPORTS TO ARCHITECT AND ENGINEER. DESIGN PRESSURES WIND DESIGN LOAD INFORMATION WIND SPEED (ULTIMATE) 140 mph WIND SPEED (ALLOWABLE) 108 mph WIND EXPOSURE B RISK CATEGORY II BUILDING TYPE V B ENCLOSURE CLASSIFICATION ENCLOSED INTERNAL PRESSURE COEFFICIENT +/-0.18 FOUNDATION DETAILS WIND PRESSURE & SUCTION EFFECTIVE (PSF) WIND N VALUE DENOTES PRESSURE AREA (SQ FT) (-),VALUE DENOTES SUCTION AREA G) GENERAL DETAILS SD3 (+) 21.2 (+) 21.2 10 (- 22.9 - 28.3 (+) 20.2 (+) 20.2 20 (-) 22.0 - 26.4 1 (+) 19.0 (+) 19.0 50 (-) 20.8 (-) 23.9 100 (+) 18.0 (+) 18.0 0 19.8 - 22.0 GARAGE DOORS 9'-0" x 7'-0" 16-0" x 7'-0" (n W (+)18.4 (+)17.7 (-) 20.9 (-) 19.7 WIND PRESSURE/ SUCTION DIAGRAM 5 5 4 4 5 5 Y' a STANDARD DESIGN PRESSURE NOTES 1. ASCE 7-10 WALL DESIGN ALLOWABLE COMPONENTS AND CLADDING WIND PRESSURES AND SUCTIONS PER FLORIDA BUILDING CODE 5th EDITION (2014). WIND SPEED IS BASED ON LINEAR INTERPOLATION FOR THIS SITE. 2. MEAN ROOF HEIGHT FOR A TYPICAL SINGLE STORY HOME IS 15FT, 2 STORY HOME IS 30FT 3. MULTIPLY THE ABOVE PRESSURES BY 1.67 TO GET ULTIMATE WIND PRESSURES. 4. "a" = END ZONE IS ONLY W/IN 5'-0" OF ALL EXTERIOR BUILDING CORNERS. 5. INDICATED PRESSURES CAN BE INTERPOLATED FOR OTHER DOOR SIZES, OTHERWISE USE LOAD ASSOCIATED WITH THE LOWER EFFECTIVE AREAS.. 6. DESIGNATED AREAS WHERE THE ULTIMATE WIND SPEED IS 140 MPH OR GREATER IS CONSIDERED TO BE IN THE WIND -BOURNE DEBRIS AREA. OPENING PROTECTION REQUIRED. REFER TO SECTION 8301.2.1.2 OF THE RESIDENTIAL CODE FOR SPECIFICATION REQUIREMENTS OF THE USE OF WOOD STRUCTURAL PANELS. REFER TO TABLE 8301:2.1.2 FOR ATTACHMENT SPECIFICATIONS INDEX OF DRAWINGS SHEET SHEET TITLE S1 STRUCTURAL NOTES S2 FOUNDATION PLAN S2.1 DOWEL PLACEMENT PLAN S3 FOUNDATION DETAILS S4 LINTEL PLAN S5 ROOF FRAMING PLAN S5.1 NOTES &CONNECTOR LEGEND SD1 GENERAL DETAILS SD2 GENERAL DETAILS SD3 GENERAL DETAILS SD4 GENERAL DETAILS Z w N ¢ W U COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. VJ J Z O W U5 () o: W_jrn rh cc z MASTER UPDATES o �, _LLrn (DQ0CL(6c Z0<~�©0co Qw 1U) ¢ F- CL _I Z 0 3: o NUMBER DATE DESCRIPTION INTIALS o 0 0 2a ~ L N J Z w N ¢ W U 2 " I� O� 1 2/16/2017 CREATED ELEV A, B, & C (MID -FLORIDA LUMBER) U) U U o CL (n W UJ 2 2/24/2017 UPDATED SHEET NAME FOR ROOF FRAMING PLAN DP = O 0 0 - W ---- LO UPDATED SLAB NOTE TO READ 4" & LEGEND ON DOWEL SHEET TO o 3 3/10/2017 z READ GRADE 60 STEEL 0 W�W Q C,i ®®oaarll�dapa®d®r® Uj 0 z 4 8/28/2017 W HG a '� �►� so, w , c� nm =WtW ® d' LLN O OZJ� Y o Z WW W W Z U F fl < 0: .i CL a ®•® ®•••G5LU C � � w F - a a O a �er►'ososps®®® m LL � D ui tY O Z d' COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. VJ z W U5 () o: W_jrn rh cc z MASTER UPDATES o �, _LLrn (DQ0CL(6c Z0<~�©0co Qw 1U) F- Z� c -�QfYZ�dd, _I Z 0 3: o NUMBER DATE DESCRIPTION INTIALS o 0 0 2a ~ L N J Z w N ¢ W U 2 " I� O� 1 2/16/2017 CREATED ELEV A, B, & C (MID -FLORIDA LUMBER) DP 0 U o 0 UJ 2 2/24/2017 UPDATED SHEET NAME FOR ROOF FRAMING PLAN DP = LO UPDATED SLAB NOTE TO READ 4" & LEGEND ON DOWEL SHEET TO o 3 3/10/2017 DP READ GRADE 60 STEEL 0 W�W Q Uj 0 z 4 8/28/2017 UPDATED WINDOWS AT BEDRM #3 & 4 PER ARCH UPDATE HG o J nm COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. VJ z W U5 () o: W_jrn rh O O w M 06 LUviZ I - (n J Z O _LLrn (DQ0CL(6c Z0<~�©0co F- Z� c -�QfYZ�dd, _I Z 0 3: o O Q�'Zo V D 0 2a ~ L N J Z w N ¢ W U 2 " I� I-- Z) 17- F - ILLI - F- W .�.. W Z 0 I� rj U o 0 Z ,J W�W Q W =WtW WW W CL F - a a W � D O Z d' n CL BLDG DESIGN: -- STRUCTURAL ENG: MCD DRAFTING: -DESIGN: --- -STRUCT: DJ GIC CHECK: MRB JOB No. PSQ-2171644 SCALE: AS INDICATED DATE: 09/25/17 SYMBOLS LEGEND ■ INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60 #5 CONT. FTG. TO TIE BEAM (8'4" O.C. MAX U.N.O.) • 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. 00 L m 0 ED Cp M F01. S3 I 00 M F02 S3 M 01010 FOUNDATION NOTES: 52"x52"x12" dp w/ #5's EQUALLY SPACED EA. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN 141-011 z 161-011 O AND LAP SPLICE, SEE DTL MF09 AND MF10 ON S3 FOR STANDARD 8" �J% ®� 131-4" A/C BARS & 3" MIN. COVER TO EDGE OF CONIC. _ WC] 1. PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BE �- LAPPED MIN. 6" AND SEALED, PAD MIN (8) # 5 E.W. 12, ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCE 0 � ® 0;:C - 2. PROVIDE 4" 250OPSI CONC. SLAB W/ 6x6xW1.4xW1.4 WELDED WIRE MESH MF01 ® ® ®� PLACED AT MID DEPTH ON 6 MIL. VAPOR BARRIER ON COMPACTED FILL LL PLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION uJ F-' ; S3 (FIBERMESH MAY BE USED ILO WWM, WHEN FIBER MESH. MEETS OR W U J 13. ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER WAY MIN. 2" HORIZ. CLEARANCE BETWEEN EXCEEDS SPECIFICATIONS SET FORTH IN CURRENT CODE EDITION. H O > W Q COMPACTION: 2000 PSF (SEE SOILS REPORT AND SPECIFICATIONS ■ LL PAVERS W FOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THE U) ®i® ®® •®®® ®° '° .°°' •°••®® '� 2 3. VERT. #5 BAR TO BE HOOKED AT TOP & BOTTOM (FTG. & TIE BEAM I o 10 4- ® ®✓® ®®®® , ENDS) W/MIN. 12 BAR DIAMETER LEGS EXCLUDING BEND @ EA. END. O UU_ LAP SPLICES SHALL BE NO LESS THAN 30". 66"46"x16" dp w/#5's EQUALLY SPACED EA. MIN # 5 E.W. _ F01 5.5 4. CONSULT W/MAN. SPECIFICATIONS PRIOR TO POURING OR O f CY Q (-)01_4'' RECESSING DOOR SILLS. S3 I QL 5. EXTERIOR SLABS SHALL SLOPE 1/8" PER FOOT AWAY FROM HOUSE. W 6. CONTROL JOINTS (IF SHOWN) ARE NOT REQUIRED BY CODE BUT ARE W SUGGESTED (ESPECIALLY WHEN USING FIBER REINF. CONC.) O CONTROL JOINTS TO BE SAW CUT A DEPTH OF 1/4"" OF THE Z THICKNESS OF THE SLAB. FILL CUT W/APPROVED JOINT MATERIAL OR J O 2 USE ALTERNATE APPROVED METHOD. Q F01 F1 = I- 7. MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINED BY F_ 53 COMMUNITY & COUNTY CODES. ( IS3 8. FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL W 0 FO SYSTEMS SHALL BE RAISED AT LEAST 3" ABOVE THE FINISHED GRADE AND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATION 53 ■ INSTRUCTIONS, p ❑ Li LiI I I ■ 10. PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPED Q W o DOWN. SEE SHEET S3 FOR ADDITIONAL INFORMATION. GC TO M LO DETERMINE STEP LOCATIONS IF REQUIRED I I -3'1 'I I 3'-8" 1 IL I I. ■ I I 0'-0" FIN. FLR. 4" THICK CONC. SLAB W/ I I FIBERMESH. OVER 6 MIL VAPOR I ■ BARRIER OVER COMPACTED FILL. I ° O 0 °O ■ I I[0_j 00 I FO I ■ o S3 FO S3 (-)01-4" - _ o F0 . �~ CN S3 ■ I I 0 d o�` ■ 15'-0r1 33f:4FO I F1 MF01 S3 ■ S3 S3 I I 18'-811 ■ I I I I MF01 I I _ b I _ cn S3 `� � � N o Hol 11 �U_ I I ■ ■ -do' � -_ PAVERS 00 cL �- (M 6'-8" r 4'-0" S3 r.i■I I ■ MF13 S3 2 DO D DO 2'-411 71.811 811 11.811 16'-0" 10'-8" 191411 FOUNDATION NOTES: 52"x52"x12" dp w/ #5's EQUALLY SPACED EA. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. z L0 V O AND LAP SPLICE, SEE DTL MF09 AND MF10 ON S3 FOR STANDARD �J% ®� 0 BARS & 3" MIN. COVER TO EDGE OF CONIC. _ WC] 1. PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BE �- LAPPED MIN. 6" AND SEALED, W-- MIN (8) # 5 E.W. 12, ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCE 0 � ® 0;:C - 2. PROVIDE 4" 250OPSI CONC. SLAB W/ 6x6xW1.4xW1.4 WELDED WIRE MESH i ® ® ®� PLACED AT MID DEPTH ON 6 MIL. VAPOR BARRIER ON COMPACTED FILL LL PLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION uJ F-' ; (FIBERMESH MAY BE USED ILO WWM, WHEN FIBER MESH. MEETS OR W U J 13. ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER WAY MIN. 2" HORIZ. CLEARANCE BETWEEN EXCEEDS SPECIFICATIONS SET FORTH IN CURRENT CODE EDITION. H O > W Q COMPACTION: 2000 PSF (SEE SOILS REPORT AND SPECIFICATIONS BARS & 3" MIN. COVER TO EDGE OF CONC. LL t(•9 W FOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THE U) ®i® ®® •®®® ®° '° .°°' •°••®® '� Q 3. VERT. #5 BAR TO BE HOOKED AT TOP & BOTTOM (FTG. & TIE BEAM PROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERAL CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO LL 10 4- ® ®✓® ®®®® , ENDS) W/MIN. 12 BAR DIAMETER LEGS EXCLUDING BEND @ EA. END. O Q Z Iii LAP SPLICES SHALL BE NO LESS THAN 30". 66"46"x16" dp w/#5's EQUALLY SPACED EA. MIN # 5 E.W. 1- Z 5.5 4. CONSULT W/MAN. SPECIFICATIONS PRIOR TO POURING OR O f CY Q RECESSING DOOR SILLS. 0 p QL 5. EXTERIOR SLABS SHALL SLOPE 1/8" PER FOOT AWAY FROM HOUSE. W 6. CONTROL JOINTS (IF SHOWN) ARE NOT REQUIRED BY CODE BUT ARE W SUGGESTED (ESPECIALLY WHEN USING FIBER REINF. CONC.) O CONTROL JOINTS TO BE SAW CUT A DEPTH OF 1/4"" OF THE Z THICKNESS OF THE SLAB. FILL CUT W/APPROVED JOINT MATERIAL OR J O USE ALTERNATE APPROVED METHOD. Q = I- 7. MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINED BY F_ IZ COMMUNITY & COUNTY CODES. 8. FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL W 0 SYSTEMS SHALL BE RAISED AT LEAST 3" ABOVE THE FINISHED GRADE AND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATION LIJ INSTRUCTIONS, p ❑ 9. NO WOOD STAKES PERMITTED IN FOUNDATION. 0 10. PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPED Q W DOWN. SEE SHEET S3 FOR ADDITIONAL INFORMATION. GC TO M DETERMINE STEP LOCATIONS IF REQUIRED W 11. SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDS 52"x52"x12" dp w/ #5's EQUALLY SPACED EA. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. z L0 V O AND LAP SPLICE, SEE DTL MF09 AND MF10 ON S3 FOR STANDARD �J% ®� FOOTING STEP DOWN AND CORNER INFORMATION. BARS & 3" MIN. COVER TO EDGE OF CONIC. _ WC] CLUj �- ®°•®� 54"x54"x16" dp w/#5's EQUALLY SPACED EA. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (8) # 5 E.W. 12, ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCE 0 � ® 0;:C Y SHALL BE ELEVATED A MIN OF 18". CONTRACTOR TO PROVIDE SUCH ® ® ®� BARS & 3" MIN. COVER TO EDGE OF CONC. PLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION uJ F-' ; Q am Q © U J 13. ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W. I, 2 OQ • O > W Q COMPACTION: 2000 PSF (SEE SOILS REPORT AND SPECIFICATIONS BARS & 3" MIN. COVER TO EDGE OF CONC. ..o t(•9 W FOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THE 60"x60"x16" dp w/#5's EQUALLY SPACED EA. ®i® ®® •®®® ®° '° .°°' •°••®® '� Q W O PROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERAL CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO LL 10 4- ® ®✓® ®®®® , �= U. FOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN. LU SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS, W COMPACTED IN 12" LIFTS TO AT LEAST 95% OF MAX. DRY DENSITY AS DETERMINED BY ASTM - 1557 ( MODIFIED PROCTOR). U Q THE FOUNDATION SIZES INDICATED ON THE FOUNDATION PLAN HAS Z BEEN DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000 H W PSF. 0 14. PENDING SITE CONDITIONS, IF STEMWALL IS REQUIRED, G.C. TO Q W DETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. SEE 9 CC STEMWALL CHART ON S3 FOR REQUIRED REINFORCEMENT AND LL O FOOTING SIZES PENDING DEPTH OF STEMWALL O N FOOTING SCHEDULE o O —p 12"x12"x12" dp w/ #5's EQUALLY SPACED EA, j W O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (2) # 5 E.W. W BARS& 3" MIN. COVER TO EDGE OF CONC. U') 12"x24"x15 PARALLEL 719 =W 2" dp w/ #5's EQUALLY SPACED EA. " f— O O 1A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN 24 SIDE @3 O.C. &MIN BARS & 3" MIN. COVER TO EDGE OF CONC. (3) #5 PARALLEL TO 12" � SIDE 6" O.C. U Z 24"x24"x12" dp w/ #5's EQUALLY SPACED EA. Z O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (3) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. 28''x28"x12" dp w/ #5's EQUALLY SPACED EA. © m 2.3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. Q z 30"x30"x12" dp w/ #5's EQUALLY SPACED EA. Z 2.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. p BARS & 3" MIN, COVER TO EDGE OF CONC. 32"x32"x12" dp w/ #5's EQUALLY SPACED EA. O 2.6 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W. C BARS & 3" MIN. COVER TO EDGE OF CONC. Z �r 36''x36"x12" dp w/ #5's EQUALLY SPACED EA. L O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. O 42"x42"x12" dp w/ #5's EQUALLY SPACED EA. 3.5 WAY MIN. 2" HORIZ, CLEARANCE BETWEEN MIN (6) # 5 E.W. p BARS & 3" MIN. COVER TO EDGE OF CONC. Z 42"x42"x16" dp w/ #5's EQUALLY SPACED EA. 5 W ❑ WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W, W BARS & 3" MIN. COVER TO EDGE OF CONC. H h Z 48"x48"x12" dp w/ #5's EQUALLY SPACED EA. Z I - 4O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. H W 48"x48"x16" dp w/ #5's EQUALLY SPACED EA. _ W O 4A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. I— _ U. BARS & 3" MIN. COVER TO EDGE OF CONC.5 48"x48"x24" dp w/ #5's EQUALLY SPACED EA. O 4B WAY MIN, 2" HORIZ. CLEARANCE BETWEEN MIN (8) # 5 E.W, BARS & 3" MIN. COVER TO EDGE OF CONIC. W .%I" W _jM o ti _j - I, Z rn r- 0:50 j� c Z U 1-- L] CO oo �0p ujzm c J u) R z W Qu ZzWQO0W �49 �o �nz _O<Za0 oa Z0WN¢ O 4.3 52"x52"x12" dp w/ #5's EQUALLY SPACED EA. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. z L0 V O BARS & 3" MIN. COVER TO EDGE OF CONIC. WC] Z 0 4.5 54"x54"x16" dp w/#5's EQUALLY SPACED EA. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (8) # 5 E.W. 0 BARS & 3" MIN. COVER TO EDGE OF CONC. Uj uJ F-' ; 54"44"x24" dp w/#5's EQUALLY SPACED EA. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W. U O > W BARS & 3" MIN. COVER TO EDGE OF CONC. I- _ W W W W 60"x60"x16" dp w/#5's EQUALLY SPACED EA. O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W. cn LL BARS & 3" MIN. COVER TO EDGE OF CONC.Q Q Z Iii 66"46"x16" dp w/#5's EQUALLY SPACED EA. MIN # 5 E.W. 1- Z 5.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN (10) f CY Q BARS & 3" MIN. COVER TO EDGE OF CONC. p 301-0" FOUNDATION PLAN 1/411=11-011 COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. U 0) 2! = W � Z I— IZ IL t - BLDG DESIGN: --- STRUCTURALENG: MCD DRAFTING: --�--- T -DESIGN: STRUCT: DJ QC CHECK: MRB JOB No. PSQ-2171644 SCALE: AS INDICATED DATE: 09/25/17 0 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 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. FILLED CELL— (1) #5 HORIZONTAL TIE AT TOP, BOTTOM AND AT 24"o.c. VERTICALLY BETWEEN COLUMN a AND MAIN HOUSE CMU (1) CONT. #5 FROM TIE BEAM 7-1 TO FOOTING (1) #5 HORIZONTAL TIE AT TOP, BOTTOM AND AT 24"o.c. VERTICALLY ° BETWEEN COLUMN AND MAIN HOUSE CMU PLAN VIEW LAP SPLICE, MIN. OF 30" 1 c I "'— ;9 Q ¢ Co SECTION VIEW -z ¢ 0 MD10 TYPICAL MASONRY COLUMN TIE IN Ui 3/4" = 1'-01' o ■ _ H zo Z p _G uy ¢ W ■ LL -� io 0 Z 0 crL, 0 N. Q O zo�^ ■ C) J W W .0 h=- U') W 0 J Q Z � J --------- ■ O m O II U W J P 1--------- Z z - 8 W�Qo� , O �O zo�ozc JWRz0 ■ ii o :)<00w m 71 0V O z ¢< z ■ ¢ pia 0 .I Q��� O V-[�NJ bo z a' zoW W w -�-� 0 W Z ■ ■ W O—..-..�,- w Q a M 0 ao 0 ■ z � W V O ■■ ■ OJ 1'-10" 3'-8" 1'-2" o Uj W F_ � W 11 v O W Uj �■ _ M W W Uj w It ■ - �1'-2" 2 1q11 ■ H Z 0. D1 z M " 52.1 11 U CC% Z ■ ■g -d 4 W n W W Q cn Z M Q_ a t- BLDG DESIGN: --- STRUCTURALENG: MCD DRAFTING: -DESIGN: --- 2'-0" 7'-4" 11-411,11-13" 16'-0" 1'-8" -STRUCT: DJ QC CHECK: MRB JOB No. PSQ-2171644 SCALE: AS INDICATED DOWEL PLACEMENT PLAN oAT�:___-____-__-_09/25/17 1/4'1=11-011 1 /4"=1'-0" COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. F_ i � C L i U � 0 C LU i ui co 00 So Uj Ci tn- Z "'— ;9 Q ¢ Co SECTION VIEW -z ¢ 0 MD10 TYPICAL MASONRY COLUMN TIE IN Ui 3/4" = 1'-01' o ■ _ H zo Z p _G uy ¢ W ■ LL -� io 0 Z 0 crL, 0 N. Q O zo�^ ■ C) J W W .0 h=- U') W 0 J Q Z � J --------- ■ O m O II U W J P 1--------- Z z - 8 W�Qo� , O �O zo�ozc JWRz0 ■ ii o :)<00w m 71 0V O z ¢< z ■ ¢ pia 0 .I Q��� O V-[�NJ bo z a' zoW W w -�-� 0 W Z ■ ■ W O—..-..�,- w Q a M 0 ao 0 ■ z � W V O ■■ ■ OJ 1'-10" 3'-8" 1'-2" o Uj W F_ � W 11 v O W Uj �■ _ M W W Uj w It ■ - �1'-2" 2 1q11 ■ H Z 0. D1 z M " 52.1 11 U CC% Z ■ ■g -d 4 W n W W Q cn Z M Q_ a t- BLDG DESIGN: --- STRUCTURALENG: MCD DRAFTING: -DESIGN: --- 2'-0" 7'-4" 11-411,11-13" 16'-0" 1'-8" -STRUCT: DJ QC CHECK: MRB JOB No. PSQ-2171644 SCALE: AS INDICATED DOWEL PLACEMENT PLAN oAT�:___-____-__-_09/25/17 1/4'1=11-011 1 /4"=1'-0" COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. (1) #5 FROM FTG. TO I %J TIE C: I III I �.j EXT. FTG. %.71 BY TIE IN OR EPDXY (1) #5 FROM FTG. TO 4, z FINISH FLOOR MANUFACTURERSFRONT ENTRY DOOR & GARAGE FOUNDATION PLAN GARAGE WALL CONNECTIONA PENETRATING PIPE IF BRG. WALL ABOVE - 0 MAX. 4" TIE BEAM SPLICE TO #5 CONT. TIE BEAM SPLICE TO REINFORCEMENT SEE 411 #5 LOOP TIE (TYP.) : Z� THICKENED EDGE REFER TO 1/2" J -BOLT W/ MIN. 7" > FOUNDATION PLAN BE MIN. 30" GROUT FOOTING PER MF08 ON BE MIN, 30" GROUT A _j I (1) — CONC. SLAB PER W DRIVEWAY BY THIS SHEET BEYOND INFORMATION PAST DEEPEST STEP I W W FOOTING PER PLAN CELL SOLID (2) #5 BARS @ TOP CELL SOLID CONC. SLAB OR W U) (2) #5 BARS @ TOP OR PAVERS PAVERS PER PLAN PITCH REQ'D ch 4A I SLOPE WHEN MONO DEPTH WHEN MONO DEPTH A 4 A P, 4A A' 00, -4' A' MIN 4" MASONRY WALL EXCEEDS 26". IF MASONRY WALL A SEE FOUNDATION FOR EXCEEDS 26". IF A. A 1 AIJ CONC. SLAB PER (1) #5 CONT. W/ 1-1/2' - SEE PLAN DEPTH IS LESS THAN SEE PLAN DEPTH IS LESS THAN co FOUNDATION PLAN COVER TYP.II 00 CONCRETE SLAB PER 26", THESE BARS ARE NOT REQUIRED CONCRETE SLAB PER U) Uj 00 26", THESE BARS ARE CONCRETE SLAB PER LLU U Co FOUNDATION PLAN FOUNDATION PLAN - 7 NOT REQUIRED CD FOUNDATION PLAN z E2 W W > VARIES k as #3 STIRRUPS @ 48" O.C. WHEN A. SEE PLAN "'4 MONO DEPTH EXCEEDS 26", IF - .44 :d Do• GRADE i #3 STIRRUPS @ 44 r4 4 00 GRADE z 4 4 Tj 4 DEPTHISLESS 1 1=1 117 48" O.C. WHEN ;o I — I §4 IIP - 9II A. 13 THAN 26" 4 z = q MONO DEPTH -I-T —11 EXCEEDS 26, IF I I [— Z = 00 _T 1-1 f1T THESEBARS co 4 4 DEPTH IS LES S 00 1�4 4 cv, 9 8 ARE NOT REQ'D 1) -Mr- DA00 r'nKl"r THAN 26" % % THESEBARS F (1) #5 BAR CONT.. W/ 3" COVER TYP. 8" 1 6 411 k I III— — —111ARE NOT KtU U CLEAN COMPACTED ItU W W/ 3" COVER TYP. 111 : CLEAN COMPACTED (2) #5 BARS CONT. FILL @ 95% STANDARD CLEAN COMPACTED 811 FILL @ 95% STANDARD W/ 3" COVER TYP. 11-411 DENSITY FILL @ 915% STANDARD DENSITY DENSITY (2) #5 BARS CONT. W/ CLEAN COMPACTED ALL REINFORCEMENT SHALL ALL REINFORCEMENT SHALL 3" COVER TYP. MAINTAIN 3" CLEAR TO MAINTAIN 3" CLEAR TO WHERE 2ND STORY OCCURS, FTG FILL @ 95% STANDARD GRADE AND 1-1/2" CLEAR TO WHERE 2ND STORY OCCURS, FTG GRADE AND 1-1/2" CLEAR TO SHALL BE l'-4" WIDE W/(3) #5 BARS DENSITY ANY FACE EXPOSED TO SHALL BE 1'-4" WIDE W/(3) #5 BARS ANY FACE EXPOSED TO WHERE 2ND STORY OCCURS, FTG WEATHER WEATHER SHALL BE 1'-4" WIDE W/(3) #5 BARS 4F01 TYPICAL EXTERIOR FOOTING �O TYPICAL GARAGE CURB FOOTING FO NON-BEARING SLAB STEP DOWN AFO DOUBLE STEP FOOTING 3/4"=1'-0" '\� 3/4"=1'-0"3/4"=V-011 \11- 3/4"=1'-0,1 2x BRG WALL PER (1) #5 FROM FTG. TO ALL REINFORCEMENT SHALL NOTE TO CONTRACTOR: PLAN AND BEARING TIE BEAM SPLICE TO(7 MAINTAIN 3" CLEAR TO ALL REINFORCEMENT SPECIFIED IN PLAN VERIFY W/ DETAILS FOR REQ'D WALL SCHEDULE BE MIN, 30" GROUT GRADE AND 1-1/2" CLEAR TO FOUNDATION DETAILS SHALL TIE IN TO STEEL AT 2 STORY LOCATIONS CELL SOLID * ANY FACE EXPOSED TO ADJACENT MONO AND/OR STEM WALL 2x P.T. BASE PLATE I SEE PLAN FOR IWEATHER I FOUNDATIONS AS SPECIFIED THIS DETAIL. CLEAN COMPACTED I SHOWER SIZE MIN. 24" BEFORE FILL @ 95% STANDARD z � z ANOTHER STEP DENSITY W SLAB PER CONC. SLAB PER x12" THICKENED LD FOUNDATION PLAN II OPTIONAL CURB BY FOUNDATION PLAN SLAB W/ (1) #5 CONT. < BUILDER W/ 3" COVER TYP. 0 A A 1: 4 .. ' - . . 1 11 U_ W III I. I�II fI-III 0 CONC. SLAB PER A. z 1--: moo via No 18". BU CO FO GRADE W W 0 A 4" w'iww WN!1 on W 71 4'' FOUNDATION PLAN > GRADE A-* 4 -A L7 4 4 4� 4� 1=1 I it !-:111 i 60 00 00 A"' 00 44 A A IL GRADE 11 Fl 1 4 VERIFY PLAN DETAILS :7 A Uj 4 U (2) #5 BARS CONT. W1 811 1AIUCKI FtAnK[(% r'ICDTW COVER TYP. 9 BARS @ TOP 1-11 � - 2 1 FOR REQUIRED #5 FEI I 1=1 co W CONT. BARS. MAINTAIN 3" COVER TYP. 81, 8" 8 d. Jill EXCEEDS 26". IF 11 16" IN. 116" MIN. DEPTHS LESS THAN 26", THESE BARS ARE VERIFY PLAN DETAILS BEND EACH CONT. #5 #3 STIRRUPS @ M48" NOT REQUIRED FOR REQUIRED #5 10 BAR AT STEP DOWN, O.C. WHEN MONO (2) #5 BARS CONT. CLEAN COMPACTED CONT. BARS. MAINTAIN OR INSTALL #5 HOOK DEPTH EXCEEDS 26", W1 3" COVER TYP. 3" COVER TYP, BARS FOR EACH CONT. IF DEPTH IS LESS FILL @ 95% STANDARD WHERE 2ND STORY OCCURS, FTGTHAN 26" THESE BARS DENSITY BAR. LAP REBAR PER SHALL BE 1'-4" WIDE W/(3) #5 BARS ARE NOT REQ'D DETAIL MD08 ON LINTEL PLAN TYPICAL STEP FOOTING DETAIL FOOTING SHOWER AT MASONRY FO THICKENED EDGE 4F 0 FOOTING AT INTERIOR BEARING FO F 3/4"=11'-0" 3/4"=11-011 3/4"=1'-0" 3/4"=11-011 cn WOOD POST PER PLAN W FILLED CELL PER PLAN FOR SIZE AND BASE CONNECTION = It4TOP COURSE TO BE 1 — — — — — — — — — CHAIR BLOCKS. J 10 if GARAGE ENTIRE BASE TO BE FILLED SOLID '�4 . SLOPE SEE ELEVATION CMU BASE W/ (1) #5 10 THRESHOLD PER MFR'S. VERTICAL @ EA. SPECIFICATIONS TOP VIEW @ CORNER CORNER. SEE PLAN FOR BASE SIZE; BARS HOLD BRG WALL BACK SO GYP FINISH IS FLUSH W1 FOUNDATION BELOW Cr)Klr SLAB PER FOUNDATION PLAN Uj (n = 00 2x P.T. BASE PLATE > 4A* 8. 4 /A EM b I 17IN ' 4 _111� _FI IL7 7 V., 2x BRG WALL PER PLAN AND BEARING WALL SCHEDULE (2) #5 BARS CONT. W/ 10. 3" COVER TYP. CLEAN COMPACTED FILL @ 95% STANDARD DENSITY WHERE 2ND STORY OCCURS, FTG SHALL BE 1'-4" WIDE W/(3) #5 BARS 6F& BEARING SLAB STEP DOWN THRESHOLD PER EXTEND SLAB OUT 1 1/2" AT CONC. SLAB PER I %J TIE C: I III I �.j EXT. FTG. %.71 BY TIE IN OR EPDXY V' .1. - . . I A. 4 4, z FINISH FLOOR MANUFACTURERSFRONT ENTRY DOOR & GARAGE FOUNDATION PLAN GARAGE WALL CONNECTIONA PENETRATING PIPE 0 MAX. 4" SPECIFICATIONS BEYOND ENTRY SWING DOOR #5 CONT. A REINFORCEMENT SEE 4 4 #5 LOOP TIE (TYP.) : Z� THICKENED EDGE REFER TO > FOUNDATION PLAN CD FOOTING PER MF08 ON :'A 4 A _j FOUNDATION (1) — CONC. SLAB PER W DRIVEWAY BY THIS SHEET BEYOND INFORMATION 4 W W FOOTING PER PLAN ' 7 41 ' I I . 0 FOUNDATION PLAN W 4" BUILDER- CONCRETE CONC. SLAB OR W U) MAX 6" DIA. OR PAVERS PAVERS PER PLAN PITCH ch 4A I SLOPE GRAD A 4 A P, 4A A' 00, -4' A' .... . ... , L A A- L . . .. " L PER DOOR MANUFACTURER SLOPE EXT, SURFACE -III CLEAN COMPACTED A SEE FOUNDATION FOR A. A 1 AIJ FILL 95 STANDARD -1. A 4 OR GRADE 1/8" PER PAD SIZE " I. .. , 4 DENSITY '4 .•III FOOT AWAY FROM 4 "4 4 =1 19 8" x 8" THICKENED CLEAN COMPACTED .,r � A 1. BUILDING T FILL @ 95% STANDAR .4 4 1/21' FIBER EXPANSION 1001 EDGE W/ (1) #5 CONT. DENSITY AS REQUIRED W/ 3" COVER, TYP. EXTERIOR DOOR POURED SILL AFiTHICKENED EDGE @ GARAGE DOOR fiF'l'k FOOTING @ ENTRY MASONRY COLUMN 3/4"=11-0ti 3/4"=11-011 COPYRIGHT MCD 2015: The information contained in this document is cop) 3/4"=11-011 ,righted and is the exclusive property of MONTA CONSULTING & DESIG N, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of tr 8" C.M.U. FINISH PER 3/4"=11-0ti VERIFY W1 DETAILS FOR REQ'D ELEV. 4' .. --" . .. . .1d 4 FINISH FLOOR PENETRATING PIPE r MAX. 4" #5 CONT. A REINFORCEMENT SEE 4 4 #5 LOOP TIE (TYP.) : Z� FOR QUANTITY REFER TO d.A A FOUNDATION PLAN ABARS AT CORNER, OR FOR CONT. BEND CONTINUOUS #5 2� FOUNDATION 4 4 141. -0 - CORNER, LAP REBAR INFORMATION PER DETAIL MD08 ON A 447OM A 4 I FOOTING PER PLAN (FRONT VIEW) PVC SLEEVE MAX 6" DIA. CONTACT EOR FOR ADDITIONAL REVIEW 3/4"=11-0ti VERIFY W1 DETAILS FOR REQ'D STEEL AT 2 STORY LOCATIONS 4' .. --" . .. . .1d 4 A, A 4 r #5 CONT. A REINFORCEMENT SEE 4* .I -A FOUNDATION PLAN -t FOR QUANTITY A j14 4.". d.A A 90 -DEGREE #5 HOOK ABARS AT CORNER, OR .4 A 4. . A. 4 4.. BEND CONTINUOUS #5 BARS AROUND 4 4 141. -0 - CORNER, LAP REBAR A PER DETAIL MD08 ON A 447OM A 4 I LINTEL PLAN TYPICAL CORNER BAR DETAIL (TOP VIEW) CONC. SLAB PER FOUNDATION PLAN PVC SLEEVE MAX — 6" DIAMETER MSIce) in Z 3/4"=11-011 81, CMU - FINISH PER ELEV, FINISH FLOOR PENETRATING PIPE. MAX 4" tr4A FOOTING PER PLAN CLEAN COMPACTED FILL @ 95% STANDARD (SIDE VIEW) DENSITY FOR ANY PIPE INSTALLED PARALLEL TO FOUNDATIONS (2) #5 x 4'-0" BARS CENTERED AT PIPE PVC OR SCH40 SLEEVE PENETRATION 4`4 .4< 4 4 �—� I O I I I � I I I I_� III—I d '_.�:..� —.III I_ I 'A 4 *4' I I IF 4 TO TION PLAN PIPE PARALLEL TO FND SEEFDN FOR NT. TI IIIFOUNDATION IjLAN FOR T SIZE & REINF. INFORMATION F1 TYPICAL TYPICAL FOUNDATION PENETRATIONS PIPE PERPENDICULAR TO FND 3/4"=1'4' iese documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. W O. _j U_ F - LL 0 (1) z 0 0 LY LU 0 z < 0 W LU CIL ILLI 2 0 C3 W W — 1._ \'0) CL w00 r.Cl� GOOD # 0) ke UJ LL Z C'j V 6 ClG z aq X: dUj 0 Uj z 0 LU F- IX z LU 0 < Uj U_ ;;F U z 04 0 z 0 0 0 j LU Lu L0 LLI 0 0 LLJU) (D 0 Z Z z om <C) ::I LU -J 7 [c-,-4 0 -0 Uj E Wzl�- z W 06 1 U) _j �-z _U_'d 0 :50C (6 A UJ 0 Z 0 0 1-- LU0 0 z to W — � 0 1--0) 0 z F -- — r 0 <ER z Is 8 0 0 t'49 W 0 3: 2 U) .. r zzl�-Pww 0 z �Ww�OO < M LL F- C.4 W C'4 0 z 0 W C.4 z 0 0 0 W W Z z F_ �<-U) W LL F W F_ X 3: W 0 zLU to 0 L) 0) LU 0 0 ZJ W 0 - W U) LLJ > W 0>W J W uj Jai no bin Z IL z W CY `� a 0 b Ch W W --) man ".0 Z 0 d. CL BLDG DESIGN: --- STRUCTURALENG: MCD DRAFTING: -DESIGN: --- -STRUCT: DJ QC CHECK: MR13 -- — ----------- --------- - JOB No. PSQ-2171644 SCALE: AS INDICATED DATE: 09/25/17 S3 CONTRACTOR TO VERIFYAT CORNERS PRECAST "U" METAL LATH OR WIRE SCREEN GRADE 60 A THE GROUT IS LEVEL PROVIDE LINTEL W/ 3000 BEND 0 OVER COURSES NOT REQ'D . j WITH TOP OF BLOCK FOR STANDARD #5 psi CONC, PER "D11 TO BE FILLED. (SHEET METAL AL SHEAR WA I _L SEGMENT PROPER TRUSS/ FLOOR HOOK BAR. LAP LINTEL PLAN. IF 41/4 & PAPER FELT PROHIBITED) INFO MIN, (1) IS REQ'D 21/4 SYSTEM BEARING (MIN 3") V OTHER BARS INTO REBAR IS ON EITHER SIDE OF 21/2 55/8 ' 1 20 A CORNER AS REQ'D OPENING U.N.O. INDICATED IN #5 TRANSOM OPENING 7 113/41 25 4 7 1151/2 30 U. LINTEL, #5 TO BE 81/16 14 "_�WF01/SD3 HOOK PER 81/16 TURNED SIDEWAYS. ATTACH (2) 2X8 36 #7 �3/8 4 _ZFRAME INFILL AROUND HOOKED INTO % SYP #2 P.T. HEADER TO MASONRY MD08 42 WINDOW BY BUILD"ER� fi SIDE VERTICALS SEE WF01/SD2 FOR HANGER @ EA. END. USING (14)1/4" 4 _TA MORE INFO oA• 4A4 06. DIA. X 2-3/4" TAPCONS OR EQUAL INTO 4 A .11 4" A- MASONRY & (6) 10d NAILS INTO 1 A Al'. A . q A -0-. -7 -----FLU HEADER. NAIL EACH PLY AND EACH 4 ADDITIONAL HEADER PLY W/ (2) -ROWS A 4' 10d NAILS STAGGERED @ 6 O.C. AND MIN 2" FROM ENDS. % 0 �A 4 A CL <11 Liu 'U LL z REQUIRED IN -FILL FRAMING DOOR OR WINDOW OPENING L - 0 Uj LL DIMENSIONS A-1 A MAX 41-011 CN = 0 U) CL -.4 z in (Dp LIJ BOTTOM STEEL IN LINTEL IF (D LU .1 4 1 1 INDICATE - SHOULD HOOK INTO U) z VERTICAL CELLS PER MD08 A A Aq CL ROUGH OPENING PER PLAN I. -'4 J - LL A TYPICAL TRUSS ANCHOR PER PLAN PROVIDE SCREEN WHEN BLOCK BELOW IS NOT REQUIRED TO BE FILLED STANDARD 90 DEGREE HOOK FTYP. BOND BEAM 8" x 8" x 16" K.O. LINTEL BLOCK FILL w/ 3000 psi CONC. wl (1) #5 DIA. REBAR w STD. 90 DEGREE ANGLE 3000 psi 3: JA CONC. w/ (1) #5 DIA. REBAR LIJ x.z 0 U) iia 8" x 8" x 16" CMU U.N.O. INDICATES FILLED CELL FROM FTG. TO TIE BEAM w/ (1) #5 BAR W/ 3000 psi CONC. SEE MD08 FOR LAP INFO. 4 : - 74I. GRADE 40 GRADE 60 A BEND 0 ' ' ["A' LAP SPLICE BEND 0 r . j SEE DOWEL LAYOUT NON A "D11 TYPI AL SHEAR WA I _L SEGMENT "D " LINTEL PER PLAN':A 17/8 41/4 7 INFO MIN, (1) IS REQ'D 21/4 7A 91/4 1 4 ON EITHER SIDE OF 21/2 55/8 ' 1 20 A 55/8 OPENING U.N.O. 24 #5 TRANSOM OPENING iia 8" x 8" x 16" CMU U.N.O. INDICATES FILLED CELL FROM FTG. TO TIE BEAM w/ (1) #5 BAR W/ 3000 psi CONC. SEE MD08 FOR LAP INFO. 4 A : - 74I. GRADE 40 GRADE 60 A BEND 0 LENGTH LAP SPLICE BEND 0 LENGTH . SEE DOWEL LAYOUT NON -SHEAR WALL AT OPENING "D11 TYPI AL SHEAR WA I _L SEGMENT "D " LINTEL PER PLAN':A 17/8 41/4 7 INFO MIN, (1) IS REQ'D 21/4 7A 91/4 1 4 ON EITHER SIDE OF A TYPICAL MASONRY CONSTRUCTION SCALE: 3/4" = V-0" : - 74I. GRADE 40 GRADE 60 A BEND 0 LENGTH LAP SPLICE BEND 0 LENGTH . SEE DOWEL LAYOUT "Bit licit "D11 "All "Bit PLAN FOR FILLED CELL "D " LINTEL PER PLAN':A 17/8 41/4 7 INFO MIN, (1) IS REQ'D 21/4 7A 91/4 18 ON EITHER SIDE OF 21/2 55/8 ' 1 20 A 55/8 OPENING U.N.O. 24 #5 TRANSOM OPENING 7 113/41 25 4 7 TYPICAL MASONRY CONSTRUCTION SCALE: 3/4" = V-0" LINTEL W/ TRANSOM DETAIL 3/4"=11-011 REQ'D LAP SPLICE, EMBEDMENT, AND HOOKED REINF. STEEL (INCHES) SEE PLAN FOR TOP OF WALL AND LINTEL INFO GRADE 40 GRADE 60 BAR SIZE BEND 0 LENGTH LAP SPLICE BEND 0 LENGTH LAP SPLICE SEE DOWEL LAYOUT "Bit licit "D11 "All "Bit PLAN FOR FILLED CELL "D " LINTEL PER PLAN':A 17/8 41/4 7 INFO MIN, (1) IS REQ'D 21/4 7A 91/4 18 ON EITHER SIDE OF 21/2 55/8 ' 1 20 3 55/8 OPENING U.N.O. 24 #5 TRANSOM OPENING 7 113/41 25 33/4 7 1151/2 30 U. (2)2X8 SYP #2 P.T. WOOD HEADER 81/16 14 "_�WF01/SD3 41/2 81/16 TURNED SIDEWAYS. ATTACH (2) 2X8 36 #7 �3/8 4 _ZFRAME INFILL AROUND 16 1/2 --F-51/4 35 SYP #2 P.T. HEADER TO MASONRY 21 3/4 42 WINDOW BY BUILD"ER� fi WALL W1 SIMPSON HU28-2 OR HUC28-2 SEE WF01/SD2 FOR HANGER @ EA. END. USING (14)1/4" MORE INFO DIA. X 2-3/4" TAPCONS OR EQUAL INTO MASONRY & (6) 10d NAILS INTO HEADER. NAIL EACH PLY AND EACH ADDITIONAL HEADER PLY W/ (2) -ROWS 10d NAILS STAGGERED @ 6 O.C. AND MIN 2" FROM ENDS. REFER TO DESIGN PLANS FOR REQUIRED IN -FILL FRAMING DOOR OR WINDOW OPENING DIMENSIONS MAX 41-011 LINTEL W/ TRANSOM DETAIL 3/4"=11-011 REQ'D LAP SPLICE, EMBEDMENT, AND HOOKED REINF. STEEL (INCHES) GRADE 40 GRADE 60 BAR SIZE BEND 0 LENGTH LAP SPLICE BEND 0 LENGTH LAP SPLICE "All "Bit licit "D11 "All "Bit licit "D " #3 17/8 41/4 7 15 21/4 41/4 91/4 18 #4 21/2 55/8 91/2 1 20 3 55/8 121/2 24 #5 31/8 7 113/41 25 33/4 7 1151/2 30 #6 33/4 81/16 14 30 41/2 81/16 181/2 36 #7 �3/8 4 19 13/16 16 1/2 --F-51/4 35 9 13/16 21 3/4 42 I 4 4 '4 #3 = 2 XF #4=2%2' #5=2%2" #6=3" #7=3%2' PROVIDE 1_,LCMN OUT VrC1'411'4%.7 @ GROUT FILLED CELL AND REBAR (TYP). MORTAR JOINTS SHOULD NOT BE CUT SEE FOUNDATION FOR FOOTING 111 11 12f-811 31-0" PRECAST LINTEL LOAD TABLE GENERAL CONCRETE LINTEL SCHEDULE Lu LOADS LISTED BELOW HAVE BEEN CALCULATED OR COMPILED FROM DATA FROM THE FOLLOWING APPROVED LINTEL MANUFACTURERS: APPROVED MAN. CAST -CRETE, QUALITY PRECAST CO., LOTT'S CONCRETE, POWERS STEEL CASTE -CRETE, QUALITY, LOTTS, & POWERS STEEL OADS L�. APPROVED STANDARD LINTELS STANDARD LINTEL NOTES 0 FCLEAROPENING 8" UNFILLED 8F8-1B/8F8-0B8F16-1B/8F16-0B 8F24-1B/8F24-0B BF32-113/8F32-013 ou 1 11-611 2231 3069/3069 6113/6113 8974/8974 10000/1000 1, AREAS OF BLOCK ABV. MASONRY OPENINGS ARE TO BE GROUTED SOLID TO TIE BEAM. 21-211 1783 3069/3069 6113/5163 8974/8054 10000 / 10000 2. (1) #5 REBAR IN TIE BEAM IS TO BE CONTINUOUS THROUGHOUT INCLUDING ABOVE MASONRY 21-811 1343 2693/2561 6113/3820 8974/5961 10000/8107 OPENINGS. U.N.O. 31-211 1217 2165/1969 6113/2931 8672/4576 10000/6224 1 ALL STANDARD LINTELS TO HAVE MIN. 4" NOMINAL BEARING EA. END. ALL RECESSED LINTELS TO 3'-411 1006 1663/1349 5365/1999 7342/3123 10000/4249 HAVE MIN. 8" BEARING EA. END 4'-0" 860 1651/1349 5365/1999 7342/3123 10000/4249 4. LINTEL MIN. DEPTHS ARE CALLED OUT ON LINTEL PLAN. IF DEEPER LINTEL INSTALLED THAN 41-611 710 1423/1105 4360/1631 6036/2549 8328/3470 INDICATED ON PLAN, THE STRENGTH OF THE LINTEL INCREASES AND IS APPROVED WITHOUT 51-211 570 1232/1232 3480/2580 8360/3586 8825/4592 ENGINEERING LETTER. IF A SMALLER LINTEL IS INSTALLED CONTACT EOR FOR APPROVAL. 61-211 488 991/991 2661/2143 5681/2698 6472/3685 71.0" 416 752/699 1843/1625 3486/2602 6390/3302 5.(*) ANY LINTEL DEEPER THAN 32" HAS BEEN VERIFIED TO WORK AS A MIN, 32" FOR THE LOAD 8t-0lf 354 726/699 1843/1625 3486/2255 6205/2885 CONDITIONS. ANY LINTEL GREATER THAN 32" HAS A GREATER CAPACITY AND THEREFORE IS 91-211 315 618/535 1533/1247 2781/1946 4754/2489 ADEQUATE FOR THE LOADS. 101-010 292 567/454 1366/1277 2423/1770 4006/2263 6. G.C. TO VERIFY ALL LINTEL DIMS IN FIELD WITH WINDOW R.O. SPECIFICATIONS ON PLAN. DIMS z 101-810 277 492/352 1254/1132 2193/1567 3552/2003 SHOWN ON LINTEL PLAN ARE CLEAR SPAN AND USED TO VERIFY DESIGN OF LINTEL ONLY. VERIFY 0 111-21t 255 471/352 1075 /1075 1838/1567 2883/2003 WITH WINDOW/DOOR SUPPLIER SPECIFICATIONS AND COORDINATE WITH EOR AS REQ'D. 1-- 121-011 239 418/297 1075/1045 1838/1446 2883/1848 7. LINTELS SHOULD BE SHORED UP DURING CONSTRUCTION AS REQUIRED PER THE LINTEL CL 12f-811 0 369/261 1002/984 1697/1361 2630/1738 SUPPLIER SPECS. MCD IS NOT RESPONSIBLE FOR CONSTRUCTION MEANS AND METHODS 131-41f 0 328/0 1234/0 1779/0 2662/0 14f-014'-0"0 292/0 1160/0 1660/0 2439/0 MATERIALS 7_j U) ILL! 161-011 0 284/0 950/0 1379/0 1997/0 181-011 0 211/0 750/0 1177/0 1676/0 1. fc PRECAST LINTELS = 3500 PSI. 181-81' 0 142/0 598/0 1114/0 1468 /0 2. f c PRESTRESSED LINTELS = 6000 psi. > 20#-0lf 0 180/0 598/0 1024/0 1441/0 3, GROUTED PER ASTM C476 f g = 3000 psi W/ MAXIMUM 3/8" AGGREGATE AND 8" TO 11" SLUMP. Lij 20-41 0 145/0 550/0 1 981/0 1376/0 4. CONCRETE MASONRY UNITS (CMU) PER ASTM C90 W/ MINIMUM NET AREA COMPRESSIVE 221-811 0 110/0 450/0 1 824/0 1147/0 STRENGTH = 1900 PSI. RECESSED LINTELS-FILLED0) 5. REBAR PER ASTM A615 GRADE 60. PRESTRESSING STRAND PER ASTM A416 GRADE 270 LOW Uj CV) CLEAR OPENING 8R6-1B/8R6-0I3 8R14-1B/8R14-0B BR22-1 B/8R22-OB RELAXATION. 7/32 WIRE PER ASTM A510, led,# 21 -41' 1694/1694 3725/3280 5499/5421 rk LU 0 00 21-8" 1425/1425 3343/3280 4933/4933 LINTEL DESIGNATION SCHEDULE VO 52 z _j 31-011 1230/1230 2769/2769 4085/4085 31-411 10811920 2769/1716 4085/2839 Uj _j LINTEL F = FILLED WITH GROUT ILU 41-411 846/833 2121/1716 3127/2839 MARK U = UNFILLED R =RECESSED REQUIREMENTS .0 5. V w51-411 664/572 176111761 2595/2595 QUANTITY OF #5 REBAR @ ka 61-4t' 526/434 1539/1539 1329/2267 8RF6-0B/1T BOTTOM OF LINTEL CAVITY 0 0 * P 'n 71-411 480/322 1334/1334 1964/1552 8F16-1B/1T i�01C� 81-411 415/235 1152/1152 1694 / 155j::� 8F8-0B/1T QUANTITY OF #5 REBAR AT TOP 1) FOR HEADER DEPTHS DEEPER THAN 32", USE VALUES FOR 32" DEEP HEADER Q 8RF14-1B/1T NOMINAL HEIGHT 2) FOR HEADER DEPTHS NOT LISTED ON CHART, USE THE VALUES FOR THE NEXT DEPTH DOWN. NOMINAL WIDTH 3) POWERS STEEL LINTELS MUST ALWAYS BE FILLED. 8F16-1B/1T z O w TYPE DESIGNATION a 8RF14-0B/1T WALL LEGEND O 8F16-0B/1T 1-1/2" CLEAR G 04 < [-U 9-4- T.O.M. INTERIOR/EXTERIOR #5 REBAR AT TOP MIN, (1) REQ'D z 5 F BEARING WALL (OR LINTEL 0 8F20-0B/1T G.M.U.IV < C.M HATCH INDICATES IF REFERENCED ON SHEET z KNEEWALL, TOP @ S4). VERIFY HEIGHT W/ 8RF22-IB/IT �102 2 GROUT LU 3'41 11 14" ARCHITECTURAL PLANS 60 A U.N.O. 8F24-1B/1T z #5 REBAR AT BOTTOM OF LINTEL (D CAVITY LO a: LU BOTTOM REINFORCING PROVIDED -0 8RF22-0B/1T CTU �07IN LINTEL (VARIES) 8" NOMINAL WIDTH 8F24-OB/IT z z 8RF30-1B/1T FILLED 0r. 8F32-1B/1T 1-1/2" CLEAR 55 01� 00O ::i Uj 7 tc-4 0 -0 LLI E 8RF30-OB/ITZ 06 co _j < M Uj �-z _U_' tM #5 REBAR AT TOP MIN, (1) REQ'D (D < 0 C� (6 Z O~0 (5 oo O 81732 -0B/1T < < z i::,- a _b 8F38 -1 B/1 T BO -ju)U) wzxo 0 <00a -S2 L6 z C 0 Lij C 8F1 2 -1 B/OT z z P Uj 0 < U) I'- z E z 0 w < Uj Z 0 O 8F40 -1 B/1 T + BOTTOM REINFORCING PROVIDED (.) U_ j>' 0 1 7-5/8" ACTUAL IN LINTEL (VARIES) < �0 20- . vj < 8NOMINAL WIDTH U. I- O 8F28 -1 B/1 T " IN _j 04 z w N < 8F40 -0B/1T UNFILLED 0 w LIJ LoU) WC%4 _j (0 Z w A j _A 1^11 L6 �- 111� CLEAR - z #5 REBAR AT TOP MIN. (1) REQ'D Uj w LU Z LLI U) TOP KNOCK OUT/ LINTEL BLOCK W LU 0 U) COURSE I- wo 0 0 1.- #5 REBAR AT BOTTOM MIN. (1) LO < _j REQ'D z w 16 GA. POWERS STEEL BOXED w 0 0 7-5/8" ACTUAL LINTEL LIJ CL _j 8" NOMINAL WIDTH Z 0 LLJ POWERS STEEL W> 0 > UU SAFE LOAD TABLE NOTES X III _j W LLJ UJ 1. ALL VALUES BASED ON MINIMUM 4" NOMINAL BEARING. EXCEPTION: SAFE LOADS FOR UNFILLED LINTELS MUST BE REDUCED BY 20% IF BEARING LENGTH IS LESS THAN 6-1/2". SAFE LOADS FOR ALL RECESSED LINTELS BASED ON 4" NOMINAL BEARING. < Z CL z -1 z 2. 0 = NOT RATED. a - C0 3, SAFE LOADS ARE TOTAL SUPERIMPOSED ALLOWABLE LOAD ON THE SECTION SPECIFIED. - W (1) x �e 0 11 4. SAFE LOADS BASED ON GRADE 40, GRADE 60 MAY BE USED WITHOUT WRITTEN APPROVAL FROM EOR ) W Z 5. ADDITIONAL LATERAL LOAD CAPACITY CAN BE OBTAINED BY THE DESIGNER BY PROVIDING 0 ADDIONAL REINFORCED MASONRY ABOVE THE PRECAST LINTEL. 6. ONE #7 REBAR MAY BE SUBSTITUTED FOR TWO #5 REBARS IN 8" LINTELS ONLY. 7. THE DESIGNER MAY EVALUATE CONCENTRATED LOADS FROM THE SAFE LOAD TABLES BY BLDG DESIGN: --- CALCULATING THE MAXIMUM RESISTING MOMENT AND SHEAR AT D -AWAY FROM THE FACE OF DSTRUCTURAL R . AFTING: ENG: MCD SUPPORT. -DESIGN: 8. FOR COMPOSITE LINTEL HEIGHTS NOT SHOWN, USE SAFE LOAD FROM NEXT LOWER HGT.STRUCT: DJ 9. ALL SAFE LOADS IN UNITS OF POUNDS PER LINEAR FOOT, QC CHECK: IVIRB . ....... .... . LAP SPLICE EMBEDDED STANDARD 90* HOOK STANDARD 180' HOOK JOB No. PSQ-2171644 SCALE: ASINDICATED 4Z�08 REBAR SPLICE DETAIL LINTEL PLAN .__ _..-- --.---_____ ___ .._--.- DATE: 09/25/17 SCALE: 3/4" = V-0" 1111'� 1/811=11-011 S4 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, LLC is strictly prohibited. )MIN. 161-011 CJ3p 18 A B2x8, TOP @ 11'4' ----- HANGER TO KNEEWALL EA. END PER BEAM SCHEDULE FO D SCHEDULE WALL LEGEND W h 0 0 9'-4" T.O.M. Iq LL O BEARING WALL (OR LINTEL U1 Ar IF REFERENCED ON SHEET KNEEWALL, TOP @ S4). VERIFY HEIGHT W/ H 11'-4" ARCHITECTURAL PLANS LL OAR U.N.O. MIN Z O WATERPROOFING BY BUILDER � O Nil SEE CL oil PLAN ROOF SHEATHING, W NAIL PER PLAN O 2x SYP#2 BLOCKING Ji Z W/ (3) 10d TOENAILS EA. END. F" fl PRE-ENGINEERED LL 1p11-�I EXTERIOR SHEATHING ROOF TRUSS WITH W NAIL PER PLAN RAISED HEEL- SEE a FRAMING PLAN FOR 0SPACINGCRICKET PER ARCH PLANS D U 11-1 BY BUILDER 1 HE I/ L> 1w, 114 WA 2x SYP#2 BLOCKING W/ (3) 10d TOENAILS EA. END. U CL •®®•®•®°®®®• ®�® ® 00 ®•®� ®� `r° 40 2x4 SYP #2 BLOCKING @ 16" �� ®� o = z 2x BRG WALL, SEE PRE -ENG. ROOF epi 0oo O.C. ATTACH EACH END TO PLAN FOR STUD SIZE & TRUSS PER PLAN U o � TRUSSES W/ (3) 12d TOE -NAILS.. SEE PLAN FOR `J�% �®® �0•: � • LLI Q • ®•• d Z °°•®•®®®••®°���®®®� CONNECTION * 0 A I TACH BLOCKING TO WALL cL w ®® p�®®®®®� ee#111`11101 m BELOW Wit SIMPSON DTC CLIP S14A SECTION @ DOUBLE BEARING Q W/ RAISED HEELS 3/4" = 1'-0° � W mo oin Q W m� Oo O04 Z UO t= mim 08 moll W W s I - =W 'SOU WO rid z Z Om (C%U�Cal � z Z1 - r 06 10 C � Z O I- J Z o z �i�� miio i�si mHANGER aC < Lij E o =) Z o Quo'6�� J I., LLF-N J TO KNEEWALL 04 O O W N Q Z W EA. END PER BEAM U W 0 SCHEDULE ROOF FRAMING PLAN DATE: 09/25/17 NOTE: SEE PAGE S5.1 FCR NOTES AND CONNECTOR LEGEND 1/4„=1,_o1, S5 COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited, WALL LEGEND W 0 0 9'-4" T.O.M. = INTERIOR/EXTERIOR LL O BEARING WALL (OR LINTEL U1 = HATCH INDICATES IF REFERENCED ON SHEET KNEEWALL, TOP @ S4). VERIFY HEIGHT W/ H 11'-4" ARCHITECTURAL PLANS LL U.N.O. 0 Z O WATERPROOFING BY BUILDER � O SEE CL PLAN ROOF SHEATHING, W NAIL PER PLAN O 2x SYP#2 BLOCKING Ji Z W/ (3) 10d TOENAILS EA. END. F" fl PRE-ENGINEERED LL EXTERIOR SHEATHING ROOF TRUSS WITH W NAIL PER PLAN RAISED HEEL- SEE a FRAMING PLAN FOR 0SPACINGCRICKET PER ARCH PLANS D U _;.:... BY BUILDER Q I/ L> 2x SYP#2 BLOCKING W/ (3) 10d TOENAILS EA. END. U CL •®®•®•®°®®®• ®�® ® 00 ®•®� ®� `r° �� ®� o = z 2x BRG WALL, SEE PRE -ENG. ROOF epi ®®� Go PLAN FOR STUD SIZE & TRUSS PER PLAN U o � SPACING. SEE PLAN FOR `J�% �®® �0•: � • LLI Q • ®•• d Z °°•®•®®®••®°���®®®� CONNECTION * 0 cL w ®® p�®®®®®� ee#111`11101 m S14A SECTION @ DOUBLE BEARING Q W/ RAISED HEELS 3/4" = 1'-0° � W mo oin Q W m� Oo O04 Z UO t= 08 W W s I - =W 'SOU WO z Z Om (C%U�Cal � z Z1 - r 06 C � Z O I- J Z o z aC < Lij E o =) Z o Quo'6�� J I., LLF-N J 04 O O W N Q Z W O U W 0 o% W W d O (Z7 O W Z J W0Uj 11 W H _ J U)�WW Q Qza W 1 0 U) L1.1 0O 0 v� Z_ It F CLa� = BLDG DESIGN: --- STRUCTURALENG: ---------_. MCD ._.-__.. DRAFTING: -DESIGN: --- -STRUCT: DJ QC CHECK: MRB JOB No. PSQ-2171644 SCALE: AS INDICATED ROOF FRAMING PLAN DATE: 09/25/17 NOTE: SEE PAGE S5.1 FCR NOTES AND CONNECTOR LEGEND 1/4„=1,_o1, S5 COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited, COLUMN SCHEDULE CONNECTOR SCHEDULE < 19 (2)2X4 SPF #2 BUILT UP STUD COLUMN TAG HEADER SCHEDULE BEARING WOOD WALL SCHEDULE VALUES SPF(lb) TAG HEADER FASTENERSSTUD TAG HETA16 w/(9) 10dx1I" NAILS OR 2 H ETA20 w/(9) 10d x 112 1' NAILS LUMBER CONNECTION & FASTENERS UPLIFT CAP. BLOCKING (4)2X4 SPF #2 BUILT UP STUD COLUMN F-2] (2)HETA16 OR (2)HETA20 (1)ply TRUSS (10) 1 Od x I I" NAILS 2 (2)ply TRUSS (12) 16d x 111' NAILS 2 FRAME TO CMU (I)ply 2035 (2)ply 2500 SPACING SPECIES TOP BOTTOM (PID FRAME TO FRAME H10A 1015 H10A-2 1070 H2x6 (2)2x6 #2 SYP w/j" FLITCH PLATE ATTACH KING STUD TO HEADER w/(6) O (3)2X6 SPF #2 BUILT UP STUD COLUMN F41 (2)12d (2)12d NO 1450 W 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. 16d NAILS BW1 1611 SPF TOENAILS TOENAILS UPLIFT MID -SPAN <8> H2x8 (2)2x8#2SYP w/j"FLITCH PLATE ATTACH KING STUD TO HEADER w/(8) FRAME TO FRAME 535 600 SP4 W/(6) SP4 W1(6) <8> (3)2X4 SYP #2 BUILT UP STUD COLUMN 71 F MTS12 w/(14)1 Od x 12" NAILS (AT EXT LOCATIONS INCLUDE (3)12d TOENAILS) FRAME TO FRAME 16d NAILS 1000 BW2 1611 SPF 1 Od x 12' NAILS 1 Od x 12" NAILS 2 570 plf MID -SPAN 3330 H2x10 2)2x10#2SYP w/2'1FLITCH PLATE ATTACH KING STUD TO HEADER w/(10) O(2)2X8 SYP #2 BUILT UP STUD COLUMN F91 HTT4 w/(18)16d x 2-1 8" NAILS & �I'EPDXY ANCHOR w/SIMP. 2 SET EPDXY MIN. 7" EMBEDMENT FRAME TO CMU 3640 4235 THE CONTRACTOR OR A/C SUPPLIER. TREATED WOOD SHALL BE HOT -DIPPED ZINC -COATED GALVANIZED STEEL, QL 4x4 SYP #2 POST F0 HGT-2 w/(16)1 Od NAILS w/ (2) 1" EPDXY ANCHOR w/SIMP. 4 SET EPDXY MIN. 12" EMBEDMENT FRAME TO CMU 10980 - 8910 BE IN ACCORDANCE WITH ASTM A 153, 16d NAILS MO 16" SPF SP4 W/(6) SP4 W/(6) 670 pif PT. <8> 8x8 SYP #2 POST 12 LSTA18 w/(14)10d NAILS HEADER TO STUDS 10d x 11" NAILS 2 I Od X 11" NAILS 2 3rd. 3 O3-1/2"x3-1/2" H2x12 (2)2x12 #2 SYP w/j" FLITCH PLATE ATTACH KING STUD TO HEADER w/(10) HEADER TO STUDS 2220 2470 TAPCONS U) O3-1/2"x5-1/4" LVL COLUMN. 14 LSTA18 w/(14)10d NAILS CENTERED EACH STUD STUDS TO BEAM/GT 833plf 928plf v O3-1/2"x7" LVL COLUMN. 15 16d NAILS STUDS TO BEAM/GT 1236 1235 (3) 12d (3)12d NO LVL COLUMN. 16 MSTC28 W/(36)16d SINKERS CENTERED STUDS TO BEAM/GT 2980 3455 1211 SPF TOENAILS TOENAILS UPLIFT MID -SPAN STUDS TO BEAM/GT 4305 4745 TO BEAM: SIMP. HUC410 w/(18)16d & W H3.5x5.5 (2)1.76"x6.5" LVL ATTACH KING STUD TO HEADER w/(6) L20B w/(10) 1 Od NAILS & -4" EPDXY ANCHOR w/SIMP. SET EPDXY MIN. 8 7" EMBEDMENT COLUMN TO FTG.OR CMUXO 1300 of (2)2x10 #2 SYP (10) 10d NAILS 7"x7" LVL COLUMN. 19 HTT4 w/(l 8) 16d x 2-21" NAILS w/08" EPDXY ANCHOR w/SIMP. SET EPDXY MIN. 7" EMBEDMENT - AT LVL / PSL COLUMNS USE (18) #10x1-1/2" SID SCREWS INSTEAD OF NAILS COLUMN TO FTG. 3640 4236 W n 0 B2x1 0 3 1/2" X 11 7/8" LVL COLUMN 16d NAILS (3)HTS20 W/(24)1 Od x 12 NAILS (AT EXT LOCATIONS INCLUDE (3)12d TOENAILS) 1211 SPF SP4 Wt(6) SP4 W/(6) 760 plf MID -SPAN 5 1/4" X 9 1/2" LVL COLUMN H3.6x7.26 (2)1.75"x7.26" LVL ATTACH KING STUD TO HEADER w/(8) 2420 2800 10d x 12" NAILS 2 1 Od x 12" NAILS ENG: MCD DRAFTING. 16d NAILS W6 1211 SPF SP4 W1(6) SP4 W1(6) 760 plf 1 rd. PT. -STRUCT: DJ QC CHECK: MRB H3.5x9.25 (2)1.76"x9.25" LVL ATTACH KING STUD TO HEADER w/(10) 3300 3965 2. ALL POST/ LVL COLUMNS IN EXTERIOR CONDITION SHOULD BE P.T. OR WOLMANIZED. 10d x 12' 2 1'NAILS x 10d 11" NAILS 2 3 1 STANDARD CONNECTOR NOTES 7" EMBEDMENT TO POST: SIMP. HTS20 OR LSTA18 16d NAILS 1. ALL TRUSS/BEAM TO MASONRY CONNECTIONS TO BE SIMP, HETA16/20, U.N.O. ON PLAN. 7" EMBEDMENT 5, 8x8: ABU88 w/(18)16d NAILS & (2) 9' 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 NAIL SCHEDULE 3. CONNECT ALL TYPICAL HIP JACKS (CORNER JACKS) TO FRAME USING SIMP. H2.5A CONNECTOR. IF UPLIFT EXCEEDS 535lbs USE (2) H2.5A CONNECTORS. 1611 SYP (3) 12d TOENAILS (3)12d TOENAILS NO UPLIFT MID -SPAN H5.5x11.25 (3)1.75"x11.25" LVL ATTACH KING STUD TO HEADER w/(12) 16d NAILS B2x1 2 WITH 1/2" FLITCH TO MASONRY: SIMP. HU41 0 OR HUC41 0 w/(10)10d W C) H3x12 (3) 2x12 #2 SYP w/ 1"FLITCH 2 ATTACH KING STUD TO HEADER w/(l 0) (/) W 1611 SYP SP4 W1(6) 1 Od x 11" NAILS 2 SP4 W/(6) 10d x 12" NAILS 2 664 pif MID -SPAN PLATE BETWEEN PLIES I 16d NAILS HEADER SUPPORT # JACKS/KINGS REQ'D. @ OPENING Bw9 1611 SYP SP4 W/(6) SP4 W1(6) 664 plf Ird. PT. 3 10d x 11" NAILS 2 10d x 11" NAILS 2 OPENING SIZE SEE PLAN FOR WALL WIDTH JACKS @ EA. END KINGS @ EA. END (2) 12d (2) 12d NO TO POST: SIMP. HTS20 OR LSTA18 z W 1211 SYP TOENAILS TOENAILS UPLIFT MID -SPAN V-0" TO T-11" 1 1 B3.5x11.(10) 10d NAILS 1211 SYP 1 SP4 W1(6) 10d x 12'NAILS SP4 W1(6) 10d x 11" NAILS 2 885 plf MID -SPAN 4'-0" TO T-11" 2 2 (2)1.7511x11.25" LVL 8'-0" TO 9'-11" 2 3 12" SYP SP4 W1(6) SP4 W/(6) 885 plf Ird. PT. 10d x 1211 NAILS 10d x 11" NAILS 2 3 10'-0" TO 12'-0" 3 4 1611 SPF SP4 W/(6) 10d x 1NAILS SP4 W/(6) 1 Od x 11" NAILS 2 280 plf MID -SPAN STANDARD HEADER NOTES @ 32"o.c. @ 32"o.c. I 1. VERIFY w/PLAN FOR CORRECT LENGTH OF HEADER REQ'D. SIZE INDICATED ON PLAN SP4 W1(6) SP4 Wt(6) IS MINIMUM REQ'D. PER LOCATION, LARGER HEADER MAY BE INSTALLED WOUT BW14 1211 SPF 10d x 1j" NAILS 1 Od x 1 NAILS 380 plf 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 2X10 AND 2X12 t 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 W1 (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. 6. 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 i PT. BLOCKING TO BE 2x W1(2) 12d TOENAILS EACH END. 3 6. IF HEADER IS NOT SPECIFIED CONTACT E.O.R. 7. BASE PLATE TO BE ATTACHED TO FOOTING USING 11'J -BOLTS OR EPDXY 2 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 Wt 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 BW1 0. 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/SDI 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. W1 ON PLAN. SINGLE TOP AND P.T. BASE PLATE LEAVE 1-1/2" GAP FROM TOP PLATE TO TRUSS 11. COLUMNS WITHIN BEARING WALLS w/UPLIFT THAT DO NOT SHOW A BASE BOTTOM CHORD. CONNECT TRUSS TO NON-BEARING WALL w/ SIMPSON DTC OR (2) CONNECTION: CONTRACTOR TO INSTALL SP4/ SP6/ SP8 AT EACH STUD 12d TOENAILS. TOP/BOTTOM AND HAVE A J -BOLT OR EPDXY ANCHOR WITHIN 6" FROM THE 5. ALIGN TRUSSES AND HAND FRAMING SO ALL GYPSUM WALLBOARD WILL BE COLUMN. 12. IF PLUMBING IS TO BE RUN THROUGH BEARING WALL, CONTACT E.O.R. FOR CONTINUOUS FROM FLOOR TO CEILING. FURTHER REVIEW. 6. TRUSS MANUFACTURER TO INSURE DESIGN CONSIDERATION TO THE FOLLOWING 13. AT NON-BEARING WALL LOCATIONS 2x4 SPF#2 STUDS @ 24"o.c. MAX. ARE ADDITIONAL LOADS: ADEQUATE. AT NON-BEARING HEADERS USE (2)2x4 FLAT w/(3)12d TOENAILS EA. A) ALL CEILING HUNG SOFFITS AND SOFFITS SIDE AND CRIPPLE STUDS AT 24"o.c. AT 2 -STORY OPEN AREAS INSTALL WITH CABINETS AS SHOWN ON PLANS. NON-BEARING WALL STUDS @16"o,c. A SINGLE BASE PLATE (P.T. IF AGAINST B) ATTIC LOCATED HVAC UNITS AS SHOWN ON PLANS. CONCRETE) AND SINGLE TOP PLATE ARE ADEQUATE. LEAVE A 1 1/2" GAP FROM 7. REFER TO MANUFACTURER SPECIFICATIONS FOR INSTALLATION REQUIREMENTS TRUSS TO TOP PLATE AND ATTACH USING SIMPSON DTC CLIP (SEE DETAILS OF ALL HARDWARE BEFORE INSTALLATION. WF20 & WF21/SD2). ATTACH BASE PLATE w/ EITHER GUN NAILS @32"o.c. OR 8. GC REQ'D TO PROVIDE PERMANENT BRACING/ BLOCKING PER BCSI 1 (CURRENT (2)12d NAILS TO EACH FLOOR TRUSS, EDITION). SEE COVER SHEET NOTES FOR MORE INFO & STANDARD DETAILS IN THIS DRAWING SET FOR ADDITIONAL BRACING/ BLOCKING INFO. NAILING SCHEDULE: 9. ALL TRUSS -TO -TRUSS CONNECTORS ARE TO BE PROVIDED BY TRUSS SUPPLIER. 1=V THIS INCLUDES BUT IS NOT LIMITED TO Pl('ZrW RAr-k' TPHq.CZ1=.q AND VALLEY COLUMN SCHEDULE CONNECTOR SCHEDULE < 19 (2)2X4 SPF #2 BUILT UP STUD COLUMN TAG SIMPSON CONNECTOR T TYPE VALUES SPF(lb) VALUES SYP(1b) O (3)2X4 SPF #2 BUILT UP STUD COLUMN El HETA16 w/(9) 10dx1I" NAILS OR 2 H ETA20 w/(9) 10d x 112 1' NAILS FRAME TO CMU 1810 1810 O (4)2X4 SPF #2 BUILT UP STUD COLUMN F-2] (2)HETA16 OR (2)HETA20 (1)ply TRUSS (10) 1 Od x I I" NAILS 2 (2)ply TRUSS (12) 16d x 111' NAILS 2 FRAME TO CMU (I)ply 2035 (2)ply 2500 (I)ply 2035 (2)ply 2500 O (2)2X6 SPF #2 BUILT UP STUD COLUMN 31 F H10A w/(l 8)1 Od x 11" NAILS OR 2 (2)ply TRUSS H10A-2 W/(18) 10d X 11" NAILS 2 FRAME TO FRAME H10A 1015 H10A-2 1070 H I OA 1340 H10A-2 1245 16d .162" X 31" 2 O (3)2X6 SPF #2 BUILT UP STUD COLUMN F41 HTS20 w/(24)1 Od x I J' NAILS (AT EXT LOCATIONS INCLUDE (3)12d TOENAILS) FRAME TO FRAME 1245 1450 W 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. (2)2X8 SPF #2 BUILT UP STUD COLUMN a (2)HTS20 w/(24)1 Od x 12" NAILS (AT EXT LOCATIONS INCLUDE (3)12d TOENAILS) FRAME TO FRAME 2490 2900 .113" X 22" TAG <8> (3)2X8 SPF #2 BUILT UP STUD COLUMN EH2.5A w/(10)8d 1 FRAME TO FRAME 535 600 SEE WF10/SD4 FOR MORE INFO. <8> (3)2X4 SYP #2 BUILT UP STUD COLUMN 71 F MTS12 w/(14)1 Od x 12" NAILS (AT EXT LOCATIONS INCLUDE (3)12d TOENAILS) FRAME TO FRAME 860 1000 0 <Luzo LL �: 0 = 0 J O(2)2X6 SYP #2 BUILT UP STUD COLUMN F -81 MGT w/(22)10d 9" EPDXY ANCHOR w/SIMP. SET -XP EPDXY 8 MIN. 12" EMBEDMENT FRAME TO CMU 3330 3965 AREAS. THIS LOAD SHOULD BE INDICATED ON THE TRUSS SHOP DRAWINGS. O(2)2X8 SYP #2 BUILT UP STUD COLUMN F91 HTT4 w/(18)16d x 2-1 8" NAILS & �I'EPDXY ANCHOR w/SIMP. 2 SET EPDXY MIN. 7" EMBEDMENT FRAME TO CMU 3640 4235 THE CONTRACTOR OR A/C SUPPLIER. TREATED WOOD SHALL BE HOT -DIPPED ZINC -COATED GALVANIZED STEEL, QL 4x4 SYP #2 POST F0 HGT-2 w/(16)1 Od NAILS w/ (2) 1" EPDXY ANCHOR w/SIMP. 4 SET EPDXY MIN. 12" EMBEDMENT FRAME TO CMU 10980 - 8910 BE IN ACCORDANCE WITH ASTM A 153, NAIL IS USED IT IS ADEQUATE AS LONG AS IT DOES NOT MO 64 SYP #2 POST Fill HTSMI 6 W/(8)1 Od NAILS & (4) -1"x 2-1" TAPCONS 4 4 FRAME TO CMU 1010 1175 <8> 8x8 SYP #2 POST 12 LSTA18 w/(14)10d NAILS HEADER TO STUDS 1110 1235 O O3-1/2"x3-1/2" LVL COLUMN. H(2)LSTA18 W/(14)10d NAILS HEADER TO STUDS 2220 2470 TAPCONS U) O3-1/2"x5-1/4" LVL COLUMN. 14 LSTA18 w/(14)10d NAILS CENTERED EACH STUD STUDS TO BEAM/GT 833plf 928plf v O3-1/2"x7" LVL COLUMN. 15 LSTA24 W/(18)10d NAILS CENTERED EACH STUD STUDS TO BEAM/GT 1236 1235 cn O3-1/2"x9-1/2" LVL COLUMN. 16 MSTC28 W/(36)16d SINKERS CENTERED STUDS TO BEAM/GT 2980 3455 F- O5-1/4"x5-1/4" LVL COLUMN. 17 MSTC40 W/ (52) 16d SINKERS CENTERED STUDS TO BEAM/GT 4305 4745 TO BEAM: SIMP. HUC410 w/(18)16d & W O 5-1/4"x7" LVL COLUMN. E1290TT L20B w/(10) 1 Od NAILS & -4" EPDXY ANCHOR w/SIMP. SET EPDXY MIN. 8 7" EMBEDMENT COLUMN TO FTG.OR CMUXO 1300 of (2)2x10 #2 SYP (10) 10d NAILS 7"x7" LVL COLUMN. 19 HTT4 w/(l 8) 16d x 2-21" NAILS w/08" EPDXY ANCHOR w/SIMP. SET EPDXY MIN. 7" EMBEDMENT - AT LVL / PSL COLUMNS USE (18) #10x1-1/2" SID SCREWS INSTEAD OF NAILS COLUMN TO FTG. 3640 4236 W n 0 B2x1 0 3 1/2" X 11 7/8" LVL COLUMN 20 F ] (3)HTS20 W/(24)1 Od x 12 NAILS (AT EXT LOCATIONS INCLUDE (3)12d TOENAILS) FRAME TO FRAME 3735 4350 F_ aCL 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 STRUCTURAL STANDARD COLUMN NOTES ENG: MCD DRAFTING. ONMASONRY: (1) SIMP. MSTAM24 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. -STRUCT: DJ QC CHECK: MRB F23 AGT w/ (22) 10d NAILS TO GIRDER & (1) 5/8" A.T.R. THRU PBL. TOP PLT. TO INVERTED HDU5 ATTACHED TO POST. NVERTED HUD5 TO POST w/ (14) 1/4" x 2 1/2" SDS SCREWS FRAME TO FRAME 3300 3965 2. ALL POST/ LVL COLUMNS IN EXTERIOR CONDITION SHOULD BE P.T. OR WOLMANIZED. 3. CONTRACTOR TO USE ABU BASE CONNECTORS @ SPF/SYP SOLID POSTS. AT EXTERIOR CONDITIONS 4x4: ABU44 w/(12)16d NAILS & EPDXY ANCHOR w/MIN. STANDARD CONNECTOR NOTES 7" EMBEDMENT TO POST: SIMP. HTS20 OR LSTA18 6x6: ABU66 w/(12)16d NAILS &8 EPDXY ANCHOR w/MIN. 1. ALL TRUSS/BEAM TO MASONRY CONNECTIONS TO BE SIMP, HETA16/20, U.N.O. ON PLAN. 7" EMBEDMENT 5, 8x8: ABU88 w/(18)16d NAILS & (2) 9' 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 NAIL SCHEDULE 3. CONNECT ALL TYPICAL HIP JACKS (CORNER JACKS) TO FRAME USING SIMP. H2.5A CONNECTOR. IF UPLIFT EXCEEDS 535lbs USE (2) H2.5A CONNECTORS. ;TANDARD NAIL GENERAL DIAMETER/ LENGTH 4. CONNECT ALL INTERIOR FLOOR TRUSSES/JOISTS TO INTERIOR BRG. WALLS USING (3)12d TOENAILS. TRUSSES ROOFS: 8d .131 " x 2-1' 5. ALL TRUSS TO TRUSS CONNECTIONS TO BE SPECIFIED BY TRUSS MANUFACTURER, U.N.O. ON PLAN. 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) 2 ABOVE THE GARAGE. FASTENING WITHIN 4'-0" OF EAVES TO BE 4" O.C. AT ALL SUPPORTED EDGES AND 61' 6. MISSED LINTEL STRAPS: CONTRACTOR TO INSTALL SIMP, HTSM16 @ EACH MISSED HETA16/20 11. IF ROOF TRUSS LAYOUT DEPICTS TRUSS LABELS OR ID'S, THIS LAYOUT HAS BEEN O.C. IN FIELD. FOR ALL OTHER AREAS NAIL @ 6" O.C. AT ALL SUPPORTED EDGES AND10d .148" x 3" STRAP LOCATION. IF DOUBLE HETA16/20 @ A 2 -PLY OR 1 -PLY TRUSS IS MISSED, USE (2)HTSM16 STRAPS. 6" O.C. INFIELD. SHEATHING TO BE PLACED WITH LONG DIMENSION PERPENDICULAR IF UPLIFT IS HIGHER THEN 2100lbs, CONTACT E.O.R. FOR FURTHER REVIEW. FLOOR FRAMING NOTES GENERAL NOTES 1. FLOOR JOIST/TRUSS HANGERS SUPPLIED & ENGINEERED BY FLOOR JOIST/TRUSS CO. 2. REFER TO TRUSS MANU. DRAWINGS FOR TRUSS DESIGNATIONS. 3. GENERAL FLOORING FINISHES ARE ACCEPTABLE. IF LIGHTWEIGHT CONCRETE OR SELF LEVELING CONCRETE IS REQ. CONTACT E.O.R. ALONG WITH TRUSS CO. TO VERIFY FLOOR TRUSS DESIGN. NAILING SCHEDULE FLOOR SHEATHING TO BE 3" PLYWOOD OR OSB (U.N.0), WITH LONG DIMENSION PERPENDICULAR TO SUPPORT 4 (FLOOR TRUSSES). 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. NOTES: 1, FLOOR JOIST/ TRUSS MANUFACTURER SHALL COORDINATE LOCATIONS OF ALL MECHANICAL CHASES AND PLUMBING TO AVOID CONFLICT. 2. ALL JOIST TO JOIST OR TRUSS TO TRUSS CONNECTIONS SHALL BE SPECIFIED BY THE MANUFACTURER. I r_1 t' /BUILDER OCC A0r%U1-r01--rH0A1 r%0AIA11KIfl-0 FOR rr-%UV1L_JC:LJ BY M TRUSS COMPANY TO USE FOR THE Dr-bluN Or THIS PROJECT. TO SUPPORTS (TRUSSES). PROVIDE PLY CLIPS AT ALL UNSUPPORTED ROOF 12d 31' OTHERWISE AN ENGINEERED LAYOUT HAS BEEN DETERMINED BUT PRIOR TO SHEATHING JOINTS EXCEPT AT PITCH CHANGE LOCATIONS. PLY CLIPS TO BE 0 CONSTRUCTION OR TRUSS FABRICATION, FINAL TRUSS LAYOUT AND TRUSS SHOP SPACED NO MORE THAN 24" O.C. .148" X 4 W DRAWS ARE TO BE SUBMITTED TO ENGINEER OF RECORD (E.O.R.) FOR REVIEW 0 Z Z 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. 16d .162" X 31" 2 0 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 1'- CDC)ti0 W _j M W 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. Z z NOT RESPONSIBLE FOR ADDITIONAL COSTS DUE TO REVISIONS OF THE PLAN, IF W_j- P z U_ 01 6 0 :5 0 0� c6 VT S 8d RING SHANK .113" X 22" TAG CONVENTIONAL FRAMING IS SHOWN, NO TRUSS APPROVAL IS REQUIRED, UNLESS EXTERIOR WALLS: a. 2 NAILING NOTES W 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 (.D 0 a = n r z z W 0 O ROOF SYSTEM, THE TRUSS SUPPLIER IS TO COORDINATE WITH THE DESIGNER AND NAILS: LLJ 0 <Luzo LL �: 0 = 0 J BUILDER TO DETERMINE THE REQUIRED SIZE. (2) 751b MIN POINT LOAD SHOULD BE NAILS USED IN ROOF SHEATHING APPLICATIONS SHALL BE 8d RING SHANK NAILS. 1. CONTRACTOR MAY USE A DIFFERENT NAIL THEN 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, INDICATED AS LONG AS IT MEETS OR EXCEEDS THE AREAS. THIS LOAD SHOULD BE INDICATED ON THE TRUSS SHOP DRAWINGS. HAND OR GUN DRIVEN NAILS. GUN DRIVEN NAILS SHALL HAVE HEAD SIZE DIAMETER AND LENGTH INDICATED. Uj CONNECTIONS OF THE A/C UNIT TO THE TRUSSES SHOULD BE SUPPLIED BY EITHER EQUIVALENT TO HAND DRIVEN NAILS. FASTENERS FOR PRESERV- ATIVELY Uj -J THE CONTRACTOR OR A/C SUPPLIER. TREATED WOOD SHALL BE HOT -DIPPED ZINC -COATED GALVANIZED STEEL, 2. CONNECTORS MAY USE DIFFERENT NAIL LENGTHS. TO BEAM: SIMP. HUC48w/(14)16d &(6)-10d NAILS BUILDER NOTE: STAINLESS STEEL, SILICON BRONZE OR COPPER, THE COATING WEIGHTS SHALL MINIMUM NAIL LENGTH PER CONNECTOR IS REQ. IF LONGER IF THE TRUSS LAYOUT SHOWN DOES NOT MATCH THE TRUSS MANUFACTURERS BE IN ACCORDANCE WITH ASTM A 153, NAIL IS USED IT IS ADEQUATE AS LONG AS IT DOES NOT APA SHEATHING NOTE: EXTEND THRU THE MEMBER IT'S BEING ATTACHED TO. 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 FLOOR FRAMING NOTES GENERAL NOTES 1. FLOOR JOIST/TRUSS HANGERS SUPPLIED & ENGINEERED BY FLOOR JOIST/TRUSS CO. 2. REFER TO TRUSS MANU. DRAWINGS FOR TRUSS DESIGNATIONS. 3. GENERAL FLOORING FINISHES ARE ACCEPTABLE. IF LIGHTWEIGHT CONCRETE OR SELF LEVELING CONCRETE IS REQ. CONTACT E.O.R. ALONG WITH TRUSS CO. TO VERIFY FLOOR TRUSS DESIGN. NAILING SCHEDULE FLOOR SHEATHING TO BE 3" PLYWOOD OR OSB (U.N.0), WITH LONG DIMENSION PERPENDICULAR TO SUPPORT 4 (FLOOR TRUSSES). 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. NOTES: 1, FLOOR JOIST/ TRUSS MANUFACTURER SHALL COORDINATE LOCATIONS OF ALL MECHANICAL CHASES AND PLUMBING TO AVOID CONFLICT. 2. ALL JOIST TO JOIST OR TRUSS TO TRUSS CONNECTIONS SHALL BE SPECIFIED BY THE MANUFACTURER. I r_1 t' /BUILDER OCC A0r%U1-r01--rH0A1 r%0AIA11KIfl-0 FOR M NAILS & (18)4"x24" TAPCONS uni co ON MASONRY: (2) SIMP. MSTAM24 A 00 0,000006, '0 * 6, 0 '1 " " a U J U_ 000 k0 X 6 �� TO POST: SIMP. HTS20 OR LSTA18 0 Z TO BEAM: SIMP. HUC410 w/(18)16d & Z 0 �Ift d 63.5x11. (10) 10d NAILS 0 do 876 0 (2)1.75"xl 1,875" LVL TO MASONRY: SIMP. HU41 0 OR HUC41 0 w/(10)10d F0 Uj 5; coo NAILS & (18)1"X2-4" TAPCONS Iro et -S, 4 4 0 10,R ON MASONRY: (2) SIMP, MSTAM24 0 Ld till0% TO POST: SIMP. HTS20 OR LSTA18 I 0 TO BEAM: SIMP. HUC410 w/(18)16d & I 0 ,_ _j < (10) 10d NAILS B3.5x16 (2)1-75"x16"LVL TO MASONRY: SIMP. HU41 0 OR HUC41 0 w/(10)10d I z �- W NAILS & (18)4"x24" TAPCONS coo 4 4 ON MASONRY: (2) SIMP. MSTAM24 a V5 LLJ LL 0 TO POST: (2) SIMP. HTS20 OR LSTA18 z 04 1� ON MASONRY: (2) SIMP. MSTAM24 Q z 35.25x16 (3)1-75"X16"LVL < 0 U.N.O.FASTEN LVL PLIES TOGETHER USING (3) 0 0_ ROWS OF 1/4" X 3 1/2" SDS SCREWS @ 24" O.C. J 0 LU EACH SIDE W C TO POST: (2) SIMP. HTS20 OR LSTA18 ON MASONRY: (2) SIMP. MSTAM24 B3.5x20 (2) 1.7511x20" LVL * U.N.O.FASTEN LVL PLIES TOGETHER USING (4) ROWS OF 1/4" X 3 1/2" SDS SCREWS @ 24" O.C. EACH SIDE STANDARD BEAM NOTES 1. NAIL ALL (2) 2x SYP BEAMS TOGETHER USING (3) ROWS OF 12d NAILS @ 1211 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) ROWS OF 12d NAILS @ 6" O.C. (TYP. ONE SIDE) MIN 2" FROM TOP AND BOTTOM OF BEAM 3. VERIFY w/PLAN CORRECT LENGTH OF BEAM REQ'D. (MIN. 4" BRG. EA. END) 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 F- BEAM SCHEDULE Uj 0 W 0 Z Z Z 0 0 1'- CDC)ti0 W _j M W Ci Uj cmq z I_ 1, E 8 Z z W_j- P z U_ 01 6 0 :5 0 0� c6 VT S LLIz co 0 TAG BEAM SIZE CONNECTIONS a. 2 0 W J (j) z 8' =) < 0 0 19 0 (.D 0 a = n r z z W 0 O 06 LLJ 0 <Luzo LL �: 0 = 0 J - JC' 0 0 _j LL z 0 LIU Z LIJ Uj 0 L) 2 Uj -J TO POST: SIMP. HTS20 OR MSTA18 TO BEAM: SIMP. HUC48w/(14)16d &(6)-10d NAILS 0 z F<- z (2)2x8 #2 SYP TO MASONRY: SIMP. HU48 OR HUC48 B2x8 WITH 1/2" FLITCH w/(6)1 Od NAILS & (14)4'x2411 !2 U_ 0 O Uj PLATE TAPCONS U) z 0 to LLJ v ON MASONRY: (1) SIMP. MSTAM24 z 0 Z J cn 0 U) - Uj U) 8 LLJ 2 < F- 0 > LLJ LLJ TO POST: SIMP. HTS20 OR LSTA18 LU Uj TO BEAM: SIMP. HUC410 w/(18)16d & W _j < ce 2i IL W of (2)2x10 #2 SYP (10) 10d NAILS CL J W LIJ I W n 0 B2x1 0 WITH 1/2" FLITCH TO MASONRY: SIMP. HU41 0 OR HUC41 0 w/(10)10d LU F_ aCL PLATE NAILS & (18) "'x2j" TAPCONS 4 O STRUCTURAL ENG: MCD DRAFTING. ONMASONRY: (1) SIMP. MSTAM24 Z -DESIGN: --- -STRUCT: DJ QC CHECK: MRB 0 TO POST: SIMP. HTS20 OR LSTA18 3: F- TOBEAM: SIMP. HUC410 w/(18)16d & (2)2xl2 #2 SYP (10) 10d NAILS W B2x1 2 WITH 1/2" FLITCH TO MASONRY: SIMP. HU41 0 OR HUC41 0 w/(10)10d W C) PLATE NAILS & (18) i"X23" TAPCONS 4 4 L CL (/) W ON MASONRY: (2) SIMP. MSTAM24 2 0 > TO POST: SIMP. HTS20 OR LSTA18 z W TO BEAM: SIMP. HUC410 w/(18)16d & B3.5x11.(10) 10d NAILS 25 (2)1.7511x11.25" LVL TO MASONRY: SIMP. HU41 0 OR HUC41 0 w/(10)10d LU M NAILS & (18)4"x24" TAPCONS uni co ON MASONRY: (2) SIMP. MSTAM24 A 00 0,000006, '0 * 6, 0 '1 " " a U J U_ 000 k0 X 6 �� TO POST: SIMP. HTS20 OR LSTA18 0 Z TO BEAM: SIMP. HUC410 w/(18)16d & Z 0 �Ift d 63.5x11. (10) 10d NAILS 0 do 876 0 (2)1.75"xl 1,875" LVL TO MASONRY: SIMP. HU41 0 OR HUC41 0 w/(10)10d F0 Uj 5; coo NAILS & (18)1"X2-4" TAPCONS Iro et -S, 4 4 0 10,R ON MASONRY: (2) SIMP, MSTAM24 0 Ld till0% TO POST: SIMP. HTS20 OR LSTA18 I 0 TO BEAM: SIMP. HUC410 w/(18)16d & I 0 ,_ _j < (10) 10d NAILS B3.5x16 (2)1-75"x16"LVL TO MASONRY: SIMP. HU41 0 OR HUC41 0 w/(10)10d I z �- W NAILS & (18)4"x24" TAPCONS coo 4 4 ON MASONRY: (2) SIMP. MSTAM24 a V5 LLJ LL 0 TO POST: (2) SIMP. HTS20 OR LSTA18 z 04 1� ON MASONRY: (2) SIMP. MSTAM24 Q z 35.25x16 (3)1-75"X16"LVL < 0 U.N.O.FASTEN LVL PLIES TOGETHER USING (3) 0 0_ ROWS OF 1/4" X 3 1/2" SDS SCREWS @ 24" O.C. J 0 LU EACH SIDE W C TO POST: (2) SIMP. HTS20 OR LSTA18 ON MASONRY: (2) SIMP. MSTAM24 B3.5x20 (2) 1.7511x20" LVL * U.N.O.FASTEN LVL PLIES TOGETHER USING (4) ROWS OF 1/4" X 3 1/2" SDS SCREWS @ 24" O.C. EACH SIDE STANDARD BEAM NOTES 1. NAIL ALL (2) 2x SYP BEAMS TOGETHER USING (3) ROWS OF 12d NAILS @ 1211 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) ROWS OF 12d NAILS @ 6" O.C. (TYP. ONE SIDE) MIN 2" FROM TOP AND BOTTOM OF BEAM 3. VERIFY w/PLAN CORRECT LENGTH OF BEAM REQ'D. (MIN. 4" BRG. EA. END) 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 F- Uj 0 WCh 0 Z Z Z 0 0 1'- CDC)ti0 W _j M W Ci Uj cmq z I_ 1, E 8 Z z W_j- P z U_ 01 6 0 :5 0 0� c6 VT S LLIz co 0 z 0 oo (0 50) �W_ Z a. 2 0 W J (j) z 8' =) < 0 0 19 0 (.D 0 a = n r z z W 0 O 06 LLJ 0 <Luzo LL �: 0 = 0 J - JC' 0 W z 0 LIU Z LIJ Uj 0 L) 2 Uj -J F- 0 z F<- z U) W W 3: U) O Uj z 0 to LLJ v 0 Z J cn 0 U) - Uj W ry LLJ 2 < F- 0 > LLJ LLJ W LU Uj LU _j < ce 2i IL W of Q J W LIJ I W n 0 Z F_ aCL BLDG DESIGN: --- STRUCTURAL ENG: MCD DRAFTING. -DESIGN: --- -STRUCT: DJ QC CHECK: MRB N OT E S & JOB No, PSQ-2171644 SCALE: AS INDICATED - WITH (3) 10d TOENAILS. 1-%%aU%0n LOCATIONS 1UNO /'%1'4L) ADDITIONAL IVIMML INFOMIVI/A I 1UN JAND CALL THE ENGINEER OF RECORD PRIOR TO PLACEMENT OF ANY TRUSSES REQ. FOR DOOR AND WINDOW INSTALLATION ALONG WITH DIMENSTIONS NOT SHOWN HERE. DATE: 09/25/17 1 CONNECTOR LEGEND COPYRIGHT IVICID 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR &ASSOCIATES, LLC is strictly prohibited. S5.1 P.T. BUCK FASTENER SCHEDULE SIZE TAPCONS (3) 12d END NAILS TO LAST STUD 1x4 3/16" W NOTE: THIS DETAIL APPLIES TO THE 1. j 3/16" x 2 1/4" FOR CONNECTION FOLLOWING CONDITIONS: ° ` — 3/16" PRE -CAST LINTEL PER 12" O.C. INFO TYPICAL TIE BEAM w/ 3000 PLAN SEE ELEVATION (1) EXTERIOR FRAME WALL TO CMU (2) INTERIOR FRAME SHEAR WALL TO CMU x 3 1/4" psi CONC. w/(1) #5 REBAR CONT. 1 ;. • TOP OF MASONRY x 3 1/4" " 2x8 (3) INTERIOR LOAD BEARING FRAME WALL TO x 3 1/4" STD HOOK OPENING SEE ARCH PLANS FOR Q ala4 2x PT STUD OR ALTERNATE 1x PT WATERPROOFING BY OVERHANG INFO a FURRING TO CMU W/ 2x FRAMING PER BUILDER/ OTHERS ...: a JE PLAN O � OF OPENING SHEATHING PER PLAN SHEATHING PER PLAN STRUCTURAL 0 H10A U.N.O. SHEATHING PROVIDE STANDARD `, `� 2x6x12 P.T. CENTER H10A U.N.O. H1OA U.N.O. U_ w .'41 •'y,. . w HOOK I BUCK ^.• — 1/2" J -BOLT w/ 5-1/2" F_' LL > -- - — — EMBED.CENTERED FRAME OUT TO BLOCK O �r •. '.. .. ..... •. a a, r .,,°::. • ` •".,.: ti... -- 2x6 P.T. NAILER FRAME OUT TO BLOCK EDGE AS REQ'D FRAME OUT TO BLOCK E O i- It "' ;' (1) #5 IN TIE BEAM •J ATTACHED w/ (1) 1/4"x EDGE AS REQ'D EDGE tj !:'; • ;�•• ; � �r ;.: (1) #5 BAR IN PRECAST 2-3/4" TAPCONS @ 24'" . - 0 O .. LINTEL O.C. AMX. & 4" FROM � a .. ° ., ENDS 1/2" J -BOLT I (2) 2x TOP PLATE � n �1• , ;.�.: A ; (2) #5's VERTICAL IN GARAGE WALL OR EPDXY ANCHOR @ 32" O.C. & 6" FROM (2) 2x #2 SYP SEE PLAN L w GROUT FILLED CELL BEYOND (2) 2x TOP PLATE (2) 2x PLATE (2) 2x #2 SYP SEE PLAN FOR BEAM SIZE (ONLY _ N FOR BEAM SIZE EACH END W/ 2 x 2 x IF OPENING PROVIDED O .��' z SQUARE WASHER PER PLAN) Z ' g 2x6 P.T. BUCK EACH MIN. 2x4 SPF #2 KNEE MIN. 2x4 SPF #2 KNEE � , W/MIN. 7 EMBED. .� ENTIRE �� ..: •�` "�� :, COLUMN TO 0 - SIDE OF OPENING WALL WITH STUDS @ WALL WITH STUDS @ MIN. 2x4 SPF #2 KNEE ¢ _� BE GROUT FILLED :.. w �. � • • u� I- v (5) 1/2 DIA. J -BOLT W/ 16 O.C. W/ {2) 2x #2 SYP SEE PLAN 16 O.C. W/ � 2x PT BOTTOM WALL w/ STUDS @ 16" O.C. STRUCTURAL _ H U.N.O. 5-1/2" EMBED. AT EA. STRUCTURAL FOR BEAM SIZE STRUCTURAL PLATE � w/ SHEATHING FROM i� : • .. (1) #5 VERTICAL IN GROUT FILLED CELL DOOR BRACKET, EA. SHEATHING ON BOTH � SIDES FROM TOP OF SHEATHING ON BOTH TOP OF WALL TO U (IF SIDE OF DOOR. SIDES FROM TOP OF PRECAST LINTEL OR BOTTOM OF WALL. � °.: ' REQ'D PER PLAN) �- PROVIDE 2x2 WALL TO BOTTOM OF BUILDER FRAME WALL TO BOTTOM OF I KNOCK OUT COURSE ATTACHED PER 2 W m > WASHER W1 EA. BEAM. ATTACHED PER RADIUS AS REQ'D BEAM. ATTACHED PER NAILING SCHEDULE O '+ ;'. ,' NOTE: SEE MD08 ON a ANCHOR. (1st BOLT TO NAILING SCHEDULE NAILING SCHEDULE<°' ' OTHERWISE SP2 CLIPS U • .: r LINTEL PLAN FOR BE 8 MAX. ABV, CURB, OTHERWISE SP2 CLIPS MASONRY WALL • , . AT TOP AND SP1 CLIPS O W f` ADDIT'L REBAR INFO REST EQ. SPACED AT TOP AND SPI CLIPS BUILDER FRAME . "• AT BASE ARE REQ'D fY _ -24" O.C.) AT BASE ARE RADIUS AS REQ'D M ' REQUIRED DO VERTICAL REINFORCEMENT DETAILfi!)O�a GARAGE BUCK DETAIL KNEEWALL AT DOWNSET BEAM KNEEWALL AT UPSET BEAM KNEEWALL OVER MASONRY WALL - �y ��� a .. O ® •®••®•®•�3 ®�`��� � 0 °` c� „e Z 0. _j 1/2"=11-011 - .0'I3/411=1-0113/4 ,_ =1-0 1_ 3/4 =1-0 Z 3:(D J V ¢ * ® °D 'A p ® Qom. o d 0 a PRE-ENG.TRUSS PER cw PLAN, 24" O.C. MAX w [L' ROOFING MATERIAL PER ARCHS (2) 2x TOP PLATE W/ g P.T. BUCK FASTENER SCHEDULE SIZE TAPCONS (3) 12d END NAILS TO LAST STUD 1x4 3/16" SEE FRAMING PLAN NOTE: THIS DETAIL APPLIES TO THE 1. j 3/16" x 2 1/4" FOR CONNECTION FOLLOWING CONDITIONS: ° ` — 3/16" PRE -CAST LINTEL PER 12" O.C. INFO TYPICAL TIE BEAM w/ 3000 PLAN SEE ELEVATION (1) EXTERIOR FRAME WALL TO CMU (2) INTERIOR FRAME SHEAR WALL TO CMU x 3 1/4" psi CONC. w/(1) #5 REBAR CONT. 1 ;. • TOP OF MASONRY x 3 1/4" " 2x8 (3) INTERIOR LOAD BEARING FRAME WALL TO x 3 1/4" STD HOOK OPENING SEE ARCH PLANS FOR CMU WALL ala4 2x PT STUD OR ALTERNATE 1x PT WATERPROOFING BY OVERHANG INFO a FURRING TO CMU W/ 2x FRAMING PER BUILDER/ OTHERS ...: a JE PLAN WINDOW/DOOR P.T. BUCK FASTENER SCHEDULE SIZE TAPCONS SPACING # ROWS 1x4 3/16" x 2 3/16" x 2 1/4" " 1x8 3/16" x2 1/4" 12" O.C. 2 2x4 3/16" x 3 1/4" 12" O.C. 1 2x6 3/16" x 3 1/4" " 2x8 3/16" x 3 1/4" 12" O.C. 2 I- c� a 0 � <( w U- ^ O� ON z QD U I - OPENING SIZE AND NOTES: W RE. ELEV. TYPICAL FILLED CELL w/ 3000 LOCATION PER PLAN FOR O:H. REFER TO PLAN FOR ADDITIONAL psi CONC. w/(1) #5 REBAR VERT. (TYP). 1. 2x SYP #2 P.T. BUCKS/NAILERS MAY EXTEND BEYOND INT. FACE OF � TYP. SINGLE TIE -BEAM WALL FRAMING INFORMATION / VERIFY wPLAN FOR REQ'D WINDOW/DOOR. FASTEN BUCK TO MASONRY PER FASTENER SCHEDULE H a W/ (1) #5 CONT. LOCATIONS 4" FROM ENDS AND 16" O.C. MAX. TAPCONS TO BE 1 1/2" MIN. FROM EDGE O GROUT SOLID MASONRY WALL PER OF BUCK. BLOCKING AS SPECIFIED PLAN (TYP). 2. BUCKS LESS THAN 2x SYP #2 TO BE FASTENED W/CUT NAILS OR U Z IN BEARING WALL SCHEDULE EQUIVALENT, STRUCTURAL CONNECTION OF WINDOW/DOOR TO Z p CMU WALL AS REQ'D PER PLAN STRUCTURE BY OTHERS IN THIS CASE. Z w P.T. BUCKS PER _U r. 3. ADDITIONAL 2x SYP #2 P.T. WOOD BUCK MATERIAL MAY BE ADDED TO o J -BOLTS OR -1" THREADED ROD SCHEDULE O m F5 U o WINDOW PER § 2 2 EXISTING 2x BUCKED OPENING USE (3) ROWS OF 10d x 3" NAILS U UJ d rn 7 6'" FROM EA. END OF WALL, WALL STAGGERED @ 12" O.C. AND 6" FROM ENDS @ EACH SUCCESSIVE BUCK. U 0 J O w M E FLOOR PLAN OPENINGS & AT 32"o.c. MAX. (6" MIN. (4) EQ. SPACED 2" TITEN HD ANCHORS w/ EMBED.) w/ 2"x2" SQ. WASHERS a MIN. 1 4'"" EMBEDMENT FOR HOLLOW MAX. 2 PLIES OVER INITIAL P.T. BUCK. z J °d H z u M $ 4. MIXING OF 1x AND 2x BUCKS SHALL BE PERMITTED FOR THE SAME ¢ O Ch BLOCK OR 3 1/2" EMBEDMENT FOR SOLID 0 — vi NOTE: 22' MASONRY NAILS OPENING IF WINDOW/DOOR MANUFACTURER AND PLAN REQUIREMENTS w Z U h- O C7 0 = BLOCK. MAX. 6" FROM TOP AND BOTTOM Cn O w z W v°i PRECAST CONC. OR (HAND OR POWER DRIVEN) I "� (FASTENING) ARE MET. O �- L @ 16"o.c. MAY BE USED I.L.O. EOR 1/4 TAPCON W/ MIN. 2 EMBEDMENT 6 5. MAINTAIN MAXIMUM 2" FASTENER EMBEDMENT INTO HOLLOW OR SOLID d --I z o POWERS STEEL SILL FROM TOP AND BOTTOM AND 12" O.C. W ¢ O O o- d' cc S TYP. @ ALL WINDOWS J -BOLTS FOR WALLS THAT DO _ ©_ cn �-- c NOT CARRY UPLIFT BETWEEN GROUTED CMU. 6. WINDOW OR DOOR INSTALLATION BY OTHERS 0 Z Z ~ I— w w ° z 0 < ZOI* EXT FINISH PER PLAN DO BEARING/ SHEARWALL CONNECTION TO CMU �_PT BASE PLATE DO 2x BUCK DETAIL o �.I v o ( 2 a 3/4"=1'-0" 1/2"=1'-0" J f¢— U_ F- N � Z � O LLJ MAIN FLOOR LLJ U w J ELEV 0'-0" H Z CONC. SLAB - •"'. " VERT REINF. BEYOND z ~ W SEE FOUNDATION W (D.� PLAN FOR MORE INFO I 11-- U) W SEE FOUNDATION------� (—� DETAILS FOR FTG INFO (= -! MASONRY WALL PER PRE-ENGINEERED 12 'S W �- PLAN TRUSSES PER PLAN @ (TYP) SEE ELEV. SEE ROOF SHEATHING, 00 24" 0. C. MAX. DOUBLE 2x TOP PLATE PLAN NAIL PER PLAN (2) 2x BUILT-UP COL. D H10A U.N.O. DOUBLE TOP PLATE Z S0 TYPICAL ONE STORY CMU WALL SECTION IF REQ'o, PROVIDE (D CLOSURE WALL W/ SIMPSON SP4 OR SP2 2x BLOCKING W/ (2) (2) 2x TOP PLATE (n V H D 3/4"=1'-0" SINGLE TOP AND (BASE @ EACH STUD 12d NAILS @ EACH END a Z PLATE w/ (2) 16d NAILS co Q LLI EXT. SHEATHING I 70 TRUSS. STUDS @ PRE-ENGINEERED SIMPSON LSTA30 W/ - LU C �.- ATTACHED PER y X W > EXT. BEAM PER PLAN PT POST PER PLAN I� 24 O.C. & EXT. ROOF TRUSSQ- SEE (22) 1Od NAILS (ALL z NAILING SCHEDULE SHEATHING INSTALLED FRAMING PLAN FOR CORNER CONDITIONS S� FROM TOP OF a- U O W w =JCA LAP BEAM PLYS AND PER NAILING PATTERN SPACING EXTERIOR SHEATHING STRAP AROUND W NAIL AS SHOWN (5) 1 O KNEEWALL TO BOTTOM OR SP2 CLIPS AT TOP SEE PLAN FOR NAIL PER PLAN TALLER STUD) uI h- W NAILS PER PLY vaUj EXT. BEAM PER PLAN AND SP1 CLIPS AT CONNECTION _j W BASE ARE REQ'D. 2x BRG WALL, SEE ¢ Q Z HTS20 CLIP FROM 2x BLOCKING CRICKET AS REQUIRED PLAN FOR STUD SIZE & Z 3 POST TO BEAM SPACING. MIN (2) 2x SEE FLOOR PLAN FOR w H (3 — Q PLAN VIEW TOP OF POST MIN 2x4 STUDS @ 16" UNDER GIRDER TRUSS MORE BRG. WALL INFO a U U) _ O/C MAIN SPAN ROOF U.N.Q. w W D PT POST PER PLAN TRUSS 1 W '� C) Z 2x P.T. PLATE U)O � ABU POST BASE PER 2x BLOCKING PLAN 1/2" x 8" J -BOLT OR EPDXY (2) 2x TOP PLATECL ANCHOR @ 32" O.C. & 6" SIMPSON LSTA24 EACH ©- ° . 5/8" THREADED ROD w/ FROM EA. END W/ "--- STUD ATTACH 2x TO BLDG DESIGN: --- META16 U.N.O. STRUCTURAL ENG: MCD NUT SET IN ADHESIVE WASHER, CENTER ON �"''----__ 2x BRG WALL, SEE PRE -ENG. ROOF BUILT-UP W/ (2) _..___.. 0 BASE PLATE PLAN FOR STUD SIZE & TRUSS PER PLAN ROWS OF 10d NAILS DRAFTING: \ a II SPACING. MIN (2) 2x STAGGERED 8" O.C. ' '-�--�•• SEE FOUNDATION TOP KNOCK OUT @ -DESIGN: --- a I . v • a .... ,.-STRUCT: DJ COURSE W/ (1) #5 UNDER GIRDER TRUSS SEE PLAN FOR __. �I PLAN FOR ADDITIONAL MASONRY WALL PER U.N.O. \ �U 9 / INFO CONT. PLAN CONNECTION QC CHECK: MRB SIDE VIEW @BASE OF POST F1 KNEEWALL ABOVE MASONRY WALL F1 SECTION @DOUBLE BEARING F1 STEP @BEARING FRAME WALL JOB" PSQ-2171644 _ ,� � �� SCALE: AS INDICATED 3/4"=1'.0 3/4"=1-0 _._...__ - - ---- DATE: 09/25/17 rO CORNER COLUMN FRAMING COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTH CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. SIMPSON A35 CLIPS @ 24" O.C. SIMPSON LSTA18 @ 48" O.C. AND AT ENDS SHEATHING NOT REQ'D TO BE CONT. @ THE (2) 10d NAII (2) 10d NAILS TRANSITION FROM @ EA. BOT' @ EA. BOTTOM BEAM TO GABLE CHORD CHORD TRUSS SIMPSON A23 @ EACH A35 DIAGONAL TO BEAM PER PLAN 2x4 BLOCK 2x4 BLOCKS. TRUSS BOT. CHORD REFER TO REFER TO GE02 4 1/2" J -BOLTS w/ SHEATHING TO BLOCKS W/ 8d WAILS @ 6" O.C. SIMPSON H10A PT 2x8 PLT., CANT. FOR SIMPSON DIAGONAL TO BEAM H2.5 CLIP. MAX 2'-0" O.H. DIAGONAL EMBED) MIN. 6" FROM REFER TO GE02 PLATE BEAM CONNECTION CONTRACTOR TO FIELD VERIFY WHICH CONDITION IS REQUIRED, CONTACT EOR SIMPSON A35 CLIPS @ 24" O.C. SIMPSON LSTA18 @ 48" O.C. AND AT ENDS SHEATHING NOT REQ'D TO BE CONT. @ THE TRANSITION FROM WALL TO GABLE TRUSS DOUBLE 2x TOP PLATE FASTEN SIDE WALL SHEATHING PER PLAN. EXT. SHEATHING; ATTACH PER PLAN FRAME WALL CONNECTION NAIL GABLE END I FOR ADDITIONAL INFO AS REQ'D I WHERE O.H. IS > V-0", DROP BOTTOM CHORD TO NO BRACE REQUIRED 4'-8" < H :!E 7'-0" GABLES w/ OUTLOOKERS @ 24" O.C. PLATE USING 10d NAILS SIMPSON A23 @ EACH A35 DIAGONAL TO TO RUN BACK TO 1ST COMMON AT 12" O.C. BRACE TO PLATE TRUSS BOT. CHORD TRUSS WITH (3) 12d TOENAILS. 3 1/4" HOLD 4 1/2" J -BOLTS w/ SHEATHING TO BLOCKS W/ 8d WAILS @ 6" O.C. CONNECT TO DROP GABLE WITH PT 2x8 PLT., CANT. FOR WASHERS (MIN. 6" 2x4 BLOCKS. H2.5 CLIP. MAX 2'-0" O.H. CLG, NAILING SURFACE EMBED) MIN. 6" FROM REFER TO GE02 BETWEEN 12" LONG HOLD TOP OF EACH END AND 32" O.C. NON -LOAD BEARING w (2) 10d NAILS @ EA.MAX. TRUSS BLOCKING.) (2) 10d NAILS @ EA. _ BOTTOM CHORDz LONG @ HORIZONTAL BOTTOM CHORDNil BLOCKING LOCATION X: J E - u`5 Y 2x4 SYP #2 BRACING @ 24" O.C. PLATE W / MIN. (4) 8d 2x4 BLOCKS. (0 U m FOR FALSE BM ATTACHMENT w/ REFER TO GE0211TIE (3) 10d TOENAILS EA. END02x TOP PLATE TO GABLE END W/ L_PROVIDE 16d NAILS A35 CLIPS @ 16d NAILS @ 6" O.C.24" GABLE END TRUSS TOSIMPSON O.C. MAX. O.C.PLT.@12" FRAMING FOR FALSE BEAM, iF REQ'D BEAM COURSE w/ (1) w/ (3) 10d NAILS @ EA. TRUSS BRACE CMU WALL OR LINTEL #5 CONT. 2x4 STUDS 24" O.C. w/ SINGLE FALSE BM PER PLAN BELOW BAY REQ'D w/ BASE & TOP w/PLYWOOD IF REQ'D SHEATHING COVERING CMU WALL CONNECTION CLEAR SPAN CONNECTION 'NOTE: REFER TO DETAIL GE02 THIS PAGE FOR GABLE BRACING*'k* GABLE END @ FLAT CEILING CONNECTIONS 3/4"=1'-0" 2x8 RIDGE BOARD 2x6 COLLAR TIE HALF WAY UP HEIGHT OF VALLEY. FASTEN w/ (5) 10d COMMON NAILS @ EACH END (TYP.) 2x6 RAFTER TO 2x8 RIDGE BOARD W/ A35 ON (1) SIDE OF RAFTER & A35 ON ADJ RAFTER TO OPP SIDE (AS SHOWN) 2x6's @ 24" O.C. MAX. FASTEN SYP OR SPF 2x6 (MIN.) PLATE THRU SHEATHING PER PLAN W/ 1/4"x4-1/2" SIMPSON SDS SCREWS TO TOP CHORD OF EACH TRUSS BELOW FASTEN CONY. 2x VALLEY RAFTER FRAMING (OR PRE -ENG VALLEY TRUSSES) TO 2x PLATE WITH SIMPSON MTS12 OR LSTA12 & (5) 8d NAILS @ EA. RAFTER TO PLT. GABLE BRACING CHART H WHERE O.H. IS > V-0", DROP UP TO 4'-8" NO BRACE REQUIRED 4'-8" < H :!E 7'-0" GABLES w/ OUTLOOKERS @ 24" O.C. V-0" MAX PLYOOD CANT. O.H. NOTE: ALL GABLE 2x4 BLOCKS, (2)16d NAILS @ EA. END. BLOCK ADJ. TO RUN BACK TO 1ST COMMON SEE ELEV. FOR BRACING IS TO BE BAYS @ EA. DIAL. AS SHOWN. (FASTEN ROOF TRUSS WITH (3) 12d TOENAILS. O.H. SIZE SYP#2 OR BETTER SHEATHING TO BLOCKS W/ 8d WAILS @ 6" O.C. CONNECT TO DROP GABLE WITH 10d COMMON NAILS @ -1" (4) BAYS MIN. AND (1) BAY AFTER BRACE IS REQ'D H2.5 CLIP. MAX 2'-0" O.H. SHELVING. VERTICAL GAP BETWEEN 12" LONG HOLD TOP OF BLOCK & TRUSS NON -LOAD BEARING BOTTOM CHORD/ WALL DOWN 1-2" TRUSS BLOCKING.) BELOW BOTTOM OF 2x BLOCKING x 12" CONT. 2x4 LONG @ HORIZONTAL _CHORD. BLOCKING LOCATION FOR CLIP ATTACHMENT. ATTACH TO WALL SINGLE TOP PLATE W / MIN. (4) 8d NAILS. 2x4 DIAGONAL BRACE @ 48" O.C. TO 3RD .� BAY REQ'D w/ STRONGBACK, SEE (5) 16d NAILS BRACE '� CHART TO BLOCKING GABLE BRACING (+) (4) 16d NAILS BRACE TO SEE CHART BLOCKING PROVIDE 2x4 BRACE _ TO EA. ADJ. DIAG. 2x4 SYP#2 BLOCKING @ FASTEN TO DIAG. w/(2) STRONGBACK IF REQ'D EA. BAY ADJACENT TO 16d NAILS. PER CHART EA. DIAG. AS SHOWN.. (4) BAYS MIN, GABLE BRACING @ 48" N (2) 10d NAILS @ EA. O.C. NOT REG'D 6' A BOTTOM CHORD FROM EAVES LA GABLE END SHEATHING FASTEN LW ttl 47 PER PLAN. GABLE BRACING CHART H GABLE BRACING + UP TO 4'-8" NO BRACE REQUIRED 4'-8" < H :!E 7'-0" (1) 2x4 BRACE 7'-0" < H:!!5 9'-4" (2) 2x4 BRACE (SEE SECTION A -A) 9'-4" < H::614'-0" STRONGBACK W/ (1) 2x4 BRACE 14'-0" < H!618'-8" STRONGBACK W/ (2) 2x4 BRACE SEE GABLE CONNECTION DETAIL FOR REQ'D CONNECTIONS 2x4 ATTACHED TO EA. GABLE 2x4 BRACE WITH (2)10d NAILS 2x4 BRACE IF REQ'D ROOF SHEATHING PER SEE CHART. TYP. NON -LOAD PLAN ATTACH PER r�`-- -- 10d COMMON NAILS (1) A23 FROM @ 6" O.C. STRONGBACK TO LOADS SUCH AS DIAGONAL '-`-- ---- GABLE VERTICAL SPACING TO BE �- 2ND 2x4. BRACE IF x REQ'D, SEE CHART REDUCED DOWN TO SIMPSON DTC @EACH 16" O.C. MAX. @. A -A GABLE VERTICAL BRACING 2x6 LOCATION. ATTACH IN/ 10d COMMON NAILS @ -1" 8" O.C. GABLE END BRACING 3/4"=1'-0" 2x4 SYP #2 BLOCKING @ 48" O.C. MAX. W/ (3) 12d TOE -NAILS @ EA. ROOF SHEATHING PER END. REDUCE TYP. NON -LOAD PLAN ATTACH PER SPACING TO 24" O.C. BEARING WALL PER NAILING SCHEDULE @ WALLS CARRYING STUDS BEAN. _@ 24" LOADS SUCH AS O.C. MAX. STUD CABINETS OR HEAVY SPACING TO BE SHELVING REDUCED DOWN TO SIMPSON DTC @EACH 16" O.C. MAX. @. HORIZONTAL BLOCK _ LOCATIONS CARRYING LOCATION. ATTACH IN/ LOADS SUCH AS -1" CABINETS OR HEAVY (6) 8d NAILS (MAX. SHELVING. VERTICAL GAP BETWEEN 12" LONG HOLD TOP OF BLOCK & TRUSS NON -LOAD BEARING BOTTOM CHORD/ WALL DOWN 1-2" TRUSS BLOCKING.) BELOW BOTTOM OF 2x BLOCKING x 12" TRUSS BOTTOM LONG @ HORIZONTAL _CHORD. BLOCKING LOCATION FOR CLIP ATTACHMENT. ATTACH TO WALL SINGLE TOP PLATE W / MIN. (4) 8d NAILS. SINGLE 2x TOP PLATE —' I PARALLEL TRUSS �F2NON-BEARING WALL 2x #2 SPF CRIPPLES AT 16" O.C. W/ SP4 AT TOP AND SP1 AT BASE LSTA30 HEADER TO STUDS U.N,O. (2) ROWS 12d NAILS STAGGERED @ 12" O.C. EA. FACE OR (3) ROWS 12d NAILS STAGGERED @ 12" O.C. FOR 2X10 OR GREATER HEADER Z 0 a. - I— W W 2X STUDS TYP. Lu U CL �`�--- ATTACH JAMB STUDS 2 PER WF08/SD3U BASE PLATE TO BE Z LLj ATTACHED TO FTG USING 1/2" 0 J -BOLTS ro OR EPDXY ANCHOR @ 6" FROM EA. END OF LLi M BASE PLATE& WALL OPENINGS & 32" O.C. D W/ 7" MIN EMBED. 2':,®°®®�®� '��®.� Y Z Op OO WASHER. AT SLAB O ®® *.� .v -� FNjti 7 STEP DOWNS, EMBED. z G MUST BE 7" BELOW O_� STEP (0 U . `� �► - W Q O P.T BASE PLATE p ®"� ®�� �v, 0 ® O a NOTE: CONTRACTOR TO NAIL I.d t' , 1st KING STUD INTO HEADER PER HEADER SCHED. THEN SP4 @ BASE OF EA. U Q ATTACH ADDIT'L KINGS AS STUD U.N.O. SEE REQ'D. SEE SCHED. FOR BEARING WALL W W NUMBER OF KING AND JACK SCHEDULE FOR cn p STUDS REQ'D. MORE INFO. p w O TYPICAL HEADER DETAIL z N 1/7=11_01f O O U 1=- ROOF SHEATHING, OJ W FASTEN PER PLAN LU_c H to =w H p LU Z Z p 2x4 #2 SYP CONT. w/ (2) 8 (D r 16d COMMON NAILS O m f!3 U o EA. STUD OR TRUSS U W --jj °' r- tiN MEMBER, TYP, (MAX. Q J U) Z H `� ti E 24" O.C.). IF MASONRY, z_ °� H Z (0i; rn ci USE (2) 1/4" TAPCONS p (7 `-Z 0 d (6c w/ MIN. 2" EMBED. @ Uj Z p H 0 (D m 24" O.C. a z�o W =QOO(L� TRUSS PER PLAN 0 z p 5 z~~Ww° Z ow<WOo Ir J j < 3:0(621L < LL. N WOOD/MASONRY Z L( O O U N WALL OR TRUSS, SEE J 0 PLAN (TRUSS SHOWN) w W )2 LEDGER @ LOW ROOF Z 1-1/2"=1'-0" Q �Wi'� V W 's (0 TRUSSES AT 24" V. SIMPSON DTC @ 48' O.C. ATTACH W/ (6)1 NAILS (MAX. 4" VERTICAL GAP BETWEEN 12" LONG BLOCK & TRUSS BOTTOM CHORD/ TRUSS BLOCKING.) REDUCE DTC SPACI TO 24" O.C. FOR WALLS CARRYING LOADS SUCH AS CABINETS OR HEAV SHELVING 2x BLOCKING x 12" LONG @ TRUSS LOCATION FOR CLIF ATTACHMENT, @ 41 O.C. ATTACH TO WA SINGLE TOP PLATE MIN. (4) 8d NAILS, SINGLE 2x TOP PLAT F'tKFtNUIUULAK I KUSa TYP. NON -LOAD BEARING WALL PER PLAN. STUDS @ 24" O.C. MAX. STUD SPACING TO BE REDUCED DOWN TO 16" O.C. MAX. @ LOCATIONS CARRYING LOADS SUCH AS CABINETS OR HEAVY SHELVING. HOLD TOP OF NON -LOAD BEARING WALL DOWN 1-1' BELOW BOTTOM OF TRUSS BOTTOM CHORD. COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING &DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited vo 0 OJ W W 11 = W J CO W WWF, aza W Q 0 w o z _ BLDG DESIGN: --- STRUCTURAL ENG: MCD DRAFTING:_........ ---------__---- -DESIGN: --- STRUCT: DJ - - - - QC CHECK: MRB JOB No. PSQ-2171644 --- SCALE: AS INDICATED DATE: 09/25/17 2x4 BLOCKS, (2) 16d SHEATHING PER PLAN NAILS @ EA. END. 1'-0" MAX PLYWOOD CANT. O.H. BLOCK ADJ. BAYS SEE ELEV. FOR EA.DIAG. AS SHOWN. O.H. SIZE FASTEN ROOF SHEATHING TO WHERE O.H. IS > T -O", BLOCKS w/8d NAILS DROP END GABLE w/ @ 6" O.C. 1 OUTLOOKERS @ 24" 0 RUN BACK TU DMMON TRUSS (3) 12d TOENAILS. ECT TO DROP =_ WITH H2.5 CLIP. . , -0" O.H. CONT. 2x4 ............. ................ 2x4'S @ 24" O.C. (5) 16d NAILS BRACI TO BLOCKING I I I I N 1\ I H -- GABLE END PROVIDE 2x4 BRACE SHEATHING FASTEN TO EA. ADJ. DIAL. PER PLAN FASTEN TO DIAG.w/(2) SPLICE AS REQ'D 16d NAILS. SIMPSON H 1 OA DIAG. TO BLOCKING PROVIDE 2x BLOCKING GABLE BRACING@ 48" FOR NAILING O.C. MAX. 450 FROM HORIZONTAL (+/-100) BRACE NOT REQUIRED 6' FROM EAVES. TRUSS PER PLAN SEE PLAN FOR 1A SUPPORT AND TIE DOWN OF JACK TRUSSES PROVIDE BLOCKING BETWEEN TRUSS BAYS @ 48" O.C. FOR FIRST 3 SEE GABLE WALL PER PLAN BAYS CONNECTION DETAIL (FRAME WALL SHOWN; FOR REQ'D MAY ALSO BE CONNECTIONS MASONRY) 'NOTE: GABLES SPANNING LESS THAN 81 DO NOT REQUIRE BRACING*** GABLE END @ FLAT CEILING w/ BOSTON HIP 3/4"=1'-0" PRECAST LINTEL PER PLAN MASONRY WALL SEE PLAN 2x8 W/ (2) 16d TOE NAILS EA. END 2x SPF CONT. BLOCKING ATTACH TO 7/16" OSB W/ (2) 8d NAILS 7/16" OSB EA. SIDE, W/ 6d NAILS @ 16" O.C. TO SIDE & TOP NAILER 2x BUCK PER MD04 THIS SHEET NOTE: CUT BACK 2x8 P.T. @ TOP TO ALLOW CONT. 2x4 BLOCKING AROUND CURVE. MIN. 2 TAPCON ANCHORS PER 2x8 FO ARCH ARCH WINDOW FRAMING DETAILS 3/4"=11-011 LINTEL (SEE PLAN) 7/16" O.S.B. EA. SIDE 2x BLK'G. TO O.S.B. W/ ARCH PER ELEV (2) - 8d EACH END END VIEW w/ CMU HEADER (SEE PLAN) 7/16" O.S.B. EA. SIDE PER ELEV 2x BLK'G. TO O.S.B. W/ jgkARCH (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) 1 4 JAvt 2 1/2" EDGE 4) TOLERANCES: ALL DIMENSION U Or- Mr -LV WITHIN HIN 1" EDGE 1 1/2" EDGE 10d x 3" COMMON X 2 1/2" z z Uj LU 1 1/2" z W V_ C14 C14 10d x 3" COMM( 10d x 3" COMMON OPP. 0 SIDE z 0 z CL L) 00 U) 10 00 -1 10d x 3" COMMi 10 OPP. SIDE (2) 2x4's (2) 2x6's (2) 2x8's (2) 2x COLUMN fi F0 TYPICAL BUILT-UP STUD COLUMN DETAIL 1-1/2"=T-0" z 00 LSTA30 OUTSIDE (2) 2x4's Z' Ld C 0 0 z cn LISP EDGE DISTANCE P EfIX SP4 DOUBLE TOP PLATE TO EACH CRIPPLE STUD (2) ROWS 12d NAILS STAGGERED @ 12: O.C. EA. FACE OR (3) ROWS 12d NAILS STAGGERED @ 12" O.C, FOR 2X10 OR GREATER HEADER (3) 16d COMMON NAILS (TYP.) 2x4 SPF CONT. BLOCKING ATTACH TO 7/16" OSB W/ (2) 8d NAILS 7/16" OSB EACH SIDE, W/ 6d NAILS @ 16" O.C. TO SIDE & TOP NAILER INSIDE PLY NAILS NAILED AT 8" O/C STAGGERED. OUTSIDE NAILS NAILED AT 8" O/C. OUTSIDE 2x's (3+) 2x COLUMN 2x BUCKS, 10d x 3" 10d x 3" OPP. SIDE \NCE PER O2x STUDS @ 16" O.C. FOR KNEE WALL LSTA18 @ 32" O.C. STUD TO PRE -ENG TRUSS, SLIT F 01", '90 ROOF SHEATHING,F O ROOF SHEATHING FOR STRAP 01�' &L' ��Y' I& �1& �' ROOF SHEATHING, FASTEN PER PLAN OC CONT. ROOF SHEATHING NAIL PER PLAN IFN'IP 0 FASTEN PER PLAN PROVIDE 2x4 BLOCKING w/(2)16d NAILS EACH END D OF & D TO TOP CHORDS OF TRUSSES BELOW WHEN 0/y 2x4 FRAMING @ 24" BOTTOM PLATE DOES NOT LINE UP ABOVE TRUSS '0 O PO yo G?� 2x4 FRAMING @ 24" O.C. MAX. BELOW AND CONNECT w/ HTS20 @ 32" O.C. O.C. MAX. PROVIDE (4) 10d x 3" 2x SCAB w/ 10d NAILS PROVIDE (4)10d x3" NAILS AT JOINT O PRE-ENGINEERED ROOF TRUSS PER PLAN BELOW @ 4" O.C. NAILS AT JOINT H A PER -ENG TRUSSES S A 2x PLATES OVER ROOF DECK PER VALLEY K 2x SCAB w/ 1 Od NAILS H PER PLAN .4j; - t - FRAMING DETAIL @ 4"' O -C, TRUSS CONNECTION PER -ENG TRUSSES 2x6 SUB FASCIA B DOUBLE TOP PLATE B PER PLAN 2x6 SUB FASCIA PER PLAN <8> (2) 8d TOE NAILS TO (2) 8d TOE NAILS CMU WALL PER PLAN LEDGER TRUSS CONNECTION TO LEDGERPER PLAN C HSIMPSON H3, H4, OR H5 @ EA. END OF TRUSS OR C RAFTER 2x4 PT LEDGER W/ 2x4 LEDGER W/ (2) 16d 1/4" x4" TAPCONS @ 12" 2x FRAME WALL PER NAILS @ 16' O.C. Kyl\ COMMON TRUSS PER PLAN OR CONV. FRAMING w/ E O.C. PLAN SEE ELEV. FOR E STRUCTURAL SHEATHING PER PLAN AND ROOF SEE ELEV. FOR O.H. SIZE 0 FINISH PER ARCHSFIN G O.H. SIZE MIN. H2X6 Gi CURVED ROOF TRUSSES PER PLAN OR CURVED MIN. H2X6 CONDITION AD FRAME WALLORAFTERS w/ (2) LAYERS 3/4" CDX SHEATHING HEADER CONDITION 0 CMU WALL HEADER NAILED @ 6" O.C. STAGGERED TYPICAL SCAB OVERHANG F �01 DORMER FRAMING DETAIL NOTE: SEE ARCH ELEVATION FOR FRONT WINDOW OPENING IF REQ'D 3/4"=11-011 NOTE: ROOF SHEATHING MUST BE APPLIED AND FASTENED TO BASE TRUSS PER PLANS BEFORE DORMER FRAMING IS INSTALLED. SOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & AS W0 0 0 _j LL Uj LL 0 0 z 0 O CL W W 0 Z 0 F_ 0 U) Uj 0 > Z Uj ri 0) Uj co R -t 00 LU C'j 0 z QD C)- 0 co Uj Uj 0 CL Lu Mtr- < W z F_ U) W W C/) LL 0 Z C14 OZ O F_ 0 W 3: P U") W OC-) W (9 QZ Z z 8 0 Om U) 08 Uj 0 0-Owm E < U) z �- I ­ 06W W -J-8 z I,_ z �U_ W Z 0 1- 0 —0 U) III z 0 U) _jWRzW0 (LCL 8 W 0 0 Cn :SA U)0=2 aj a z�-Pw 0 0 0 < :) U) F- z E z z 0 W < zo 0 LL 0 1: 0 (6 2 U -O C14 0 z 0 0 U1 04 04 < Z LLJ F_ —0H Lij z F_ Lu (D W U) 0 F- 0 W z Ln 0 U) UJ 0 Z 0 LU W 11 W 0 > LU W F- LLJ Uj W w. U) _j �Za. Z LU CY C/) WW %'0 W ---) U 0 WOOD F_ n (L BLDG DESIGN: --- STRUCTURAL ENG: MCD -DESIGN: --- -STRUCT: DJ I OC CHECK: MRB I JOB No. PSQ-2171644 I SCALE: AS INDICATED I DATE: 09/25/17 I SD3 SIMPSON DTC, (2) 8d 2x4 BLOCKING (2) 12d NAILS INTO BLOCKING, NAILS, TOENAILED @ TRUSS PER PLAN (4) 8d NAILS TO TOP EACH END.AT 24" O.C. ROOF SHEATHING 2x4 #2 SYP P.T. TRUSS PER PLAN PER PLAN BLOCKING @ 24" O.C. TRUSS PER PLAN TRUSS PER PLAN W/ (2) 12d END NAILS NAILS @ 8" O.C. TRUSS PER PLAN @ EACH END DTC CLIP, (2) 8d NAILS III I I I II I INTO BLOCKING, (4) 8d INTO BLOCKING, (2) WALL TO PRECAST TRUSS PER PLAN 3/16" x 2 3/4" TAPCONS 2x4 #2 SYP P.T. @ EA. 1/4" x 4" TAPCONS @ IN CMU. OR SIMPSON 16" O.C. MAX. i META16 @ 24" O.C. (2) 16d TOE NAILS TO LEDGER DTC CLIP, (2) 8d NAILS U. LAY 2x4 BLOCKING @ w INTO BLOCKING, (2)AV 24" O.C. OVER THE MASONRY WALL OR 3/16" x 2 3/4" TAPCONS LINTEL PER PLANTOP OF THE BOTTOM LINTEL SEE PLAN ' '.4 IN CMU. OR SIMPSON CHORD. ATTACH W/ (2) I I II II II META16 10d NAILS @ EACH VERTICALLY NAIL OPENING PERIMETER w/ (2) ROWS OF 8d NAILS TRUSS @ 24" O.C. STD CONDITION @ CMU 3" O.C. TO EA, 2x6 BEARING CONDITION @ CMU WALL SIMPSON DTC, (2) 8d 2x4 BLOCKING (2) 12d NAILS INTO BLOCKING, NAILS, TOENAILED @ TRUSS PER PLAN (4) 8d NAILS TO TOP EACH END.AT 24" O.C. ROOF SHEATHING BLOCKING �--- WALL SHEATHING PER PLAN 2x WALL, SEE PLAN ALTERNATE BLOCKING @ FRAME CONDITION NON-BEARING WALL CLIP DETAIL PLATE SEE TRUSS PLAN FOR PER PLAN MORE INFO & TRUSS PER PLAN TRUSS PER PLAN DTC CLIP, (2) 8d NAILS NAILS @ 8" O.C. TOP & BOT., 2x8 TO • OTHERWISE 2x12 w/ 1 Od X 3" NAILS III I I I II I INTO BLOCKING, (4) 8d N PLANS. WALL TO PRECAST * LINTEL w/ (2)ROWS OF 2x4 #2 SYP P.T. @ EA. 1/4" x 4" TAPCONS @ NAILS INTO TOP PLATE 16" O.C. MAX. i I STAGGERED (2) 16d TOE NAILS TO LEDGER I TRANSOM BETWEEN TRUSS LINTELS LINTEL PER PLAN i i SLOPE AS REQ'D 2x4 SYP #2 BLOCKING, BRACE OPENING SIZE w/ (2) 1/4" x 3 1/2" O.C. TAPCONS @ 12" O.C. I I II II II @ 24" O.C. W/ (2) 12d 2x4 LEDGER W/ (2) 10d VERTICALLY NAIL OPENING PERIMETER w/ (2) ROWS OF 8d NAILS DOUBLE TOP PLATE POCKET SGD 3" O.C. TO EA, 2x6 END NAILS @ EACH NAILS @ EACH WEB BUILDER 2x4 SYP #2 OR S01 HEADER @ POCKET SLIDER w/ TRANSOM WALL SHEATHING 502 HEADER @ POCKET SLIDER w/ TRANSOM END. 1/2"=11-011 ° III III II II I SPLICE, SEE SPLICE 0 z SHINGLE ONLY U.N.O. ON PLANS A 1/2 WHEN CLOSURE WALL DETAIL. MAX 1/8" w l'J � STAGGER ALL VERT. PANEL JOINTS & NAIL W/ 8d OPENING 4 Oil EXTERIOR SHEATHING. w F- WALL SHEATHING PER IS 3FT OR TALLER - 2x LI III I I III III I I I PANELS _ to © PLYWOOD SPLICES @ HEADER - NAIL SHEATHING TO ATTACH PER PLAN 3 Lq (a Z PLAN SYP#2 BOTTOM HEADER W/ 8d NAILS @ 3"' O.C. (2) ROWS @ TOP & a III TYP. III II II II [AROUND 000 O FROM TOP OF WALL BOTTOM STUD III PIIII I I I I II BLOCKING REQ'D @ ti w w (2) 8d NAILS @ 3" O.C. TO EACH TRUSS END OR @ SHEATHING SPLICE, III III I I LI I I TO BOTTOM Z0 F- 0 (D ao ~OUj C'0 2x WALL, SEE PLAN 24" O.C. MIN (2) TRUSS — III II II I INFO F- LU Z O SHEATHING & ,-- C,YPSf1M WALLBOARD BAYS W/ (3) 12d U. J V�O�Qa O _I 2x8 #2 SPF STUDS AT Z TOENAILS EACH END. O 16" O.C. STD CONDITION @ FRAME WALL ATTACH 2x4 LEDGER W F_ W Z ""'-0 W/ (3) 12d NAILS @ 2x8 #2 SYP PT. BASE EACH STUD � PLATE W/ 1/2" x 8" (4)10d NAILS@ EA. �� � � ANCHOR BOLT OR BLOCKING TO MASONRY WALL OR TITEN HD @ 32" O.C. & W) PLATE LINTEL SEE PLAN 6" FROM EACH END TRUSS PER PLAN VAULTED CONDITION @ CMU TRUSS PER PLAN UJ W0W (2)1 Od NAILS TO BOTTOM CHORD vi �WW @EACH END OF Q ,QZO.. Z BLOCKING o I— Cor _ a U(1)2= 2x4 SYP #2 FLAT LU 'a A Z (2)1 Od NAILS TO O �= Z ........� BLOCKING, @ 24" O.C. BOTTOM CHORD W/ (2) 12d END NAILS @EACH END OF BLDG DESIGN: --- @ EACH END. STRUCTURALENG: MCD BLOCKING �--- WALL SHEATHING PER PLAN 2x WALL, SEE PLAN ALTERNATE BLOCKING @ FRAME CONDITION NON-BEARING WALL CLIP DETAIL 1 /2"=1'-0" SEE TRUSS PLAN FOR SEE TRUSS PLAN FOR MORE INFO & MORE INFO & CONNECTION CONNECTION 2x12 BOX HDR w/ 2x8's NAILS @ 8" O.C. TOP & BOT., 2x8 TO • OTHERWISE 2x12 w/ 1 Od X 3" NAILS III I I I II I @ 6" O.C. 2x12 AT N PLANS. WALL TO PRECAST * LINTEL w/ (2)ROWS OF 2x4 #2 SYP P.T. @ EA. 1/4" x 4" TAPCONS @ TRUSS w/ (4) 12d NAILS 16" O.C. MAX. i I STAGGERED TOENAILS INTO OTHER I TRANSOM BETWEEN TRUSS LINTELS LINTEL PER PLAN i i SLOPE AS REQ'D II I I II II II 2x6 #2 SYP P.T. CONT. OPENING SIZE w/ (2) 1/4" x 3 1/2" O.C. TAPCONS @ 12" O.C. I I II II II SPACED EVENLY 0 ~ � � VERTICALLY NAIL OPENING PERIMETER w/ (2) ROWS OF 8d NAILS 2x8 w/ (2) 1 O NAILS @ POCKET SGD 3" O.C. TO EA, 2x6 ATTACHMENT BY VERTICAL BUILDER 2x4 SYP #2 OR S01 HEADER @ POCKET SLIDER w/ TRANSOM 1 /2"=1'-0" NOTE: PIPE OR DUCT W/ (2) 1 O NAILS @ 3" O.C. PLATE LENGTHS MUST BE AT PENETRATION OF WITHIN 48" OF SPLICE LEAST 8'-0" LONG. TYP. MOIRE THAN 50% OF THEN (2) ROWS 10d NAILS TOP PLATE WIDTH @ 8" O.C. OTHERWISE INSTALL SIMPSON PSPN516Z W/ (12) 16d I` • ' \ NAILS TYP. TOP & BOT. 2x4 SPF SEE TRUSS PLAN FOR BLOCKING @ 24" O.C. C MORE INFO & w/ (2) 16d END NAILS CONNECTION EACH END ++ NAILS @ 8" O.C. 2x8 #2 SPF VERTICAL • OTHERWISE @ 24" O.C. w/ EXT. III I I I II I SHEATHING PER N PLANS. 1 11 NAILING SCHEDULE & * *+ + + (4) 12d NAILS EACH 2x4 #2 SYP P.T. @ EA. +'; TRUSS MEMBER TRUSS w/ (4) 12d NAILS 2x8 w/ (2) 1 Od NAILS @ INTO TRUSS & (3) 12d ; ' EACH VERTICAL TOENAILS INTO OTHER TRANSOM BETWEEN TRUSS LINTELS LINTEL PER PLAN SLOPE AS REQ'D II I I II II II 2x6 #2 SYP P.T. CONT. OPENING SIZE w/ (2) 1/4" x 3 1/2" O.C. • TAPCONS @ 12" O.C. I I II II II SPACED EVENLY 0 ~ � � VERTICALLY NAIL OPENING PERIMETER w/ (2) ROWS OF 8d NAILS 2x6 x 2 3/4" TAPCONS @12" 2x8 w/ (2) 1 O NAILS @ POCKET SGD EACH VERTICAL ATTACHMENT BY 2x4 SYP #2 OR BUILDER WALL SHEATHING 502 HEADER @ POCKET SLIDER w/ TRANSOM 1, 1 1/2"=11-011 NOTE: PIPE OR DUCT W/ (2) 1 O NAILS @ 3" O.C. PLATE LENGTHS MUST BE AT PENETRATION OF WITHIN 48" OF SPLICE LEAST 8'-0" LONG. TYP. MOIRE THAN 50% OF THEN (2) ROWS 10d NAILS TOP PLATE WIDTH @ 8" O.C. OTHERWISE INSTALL SIMPSON PSPN516Z W/ (12) 16d I` • ' \ NAILS TYP. TOP & BOT. PLATE W/ (4) 12d TOE -NAILS TOP SPLICE @ TYPICAL AT ALL LOCATION DOUBLE 2X4 TOP PLATE ATTACH 2x4 STUDS TO TOP PLATE W/ (3) 12d TOE -NAILS TYPICAL AT ALL LOCATION BOTTOM SPLICE OVER STUD FO TYPICAL TOP PLATE SPLICE @ BRG. WALL 3/4"=1'-0" — DOUBLE 2x4 TOP NAIL FIELD INSTALLED TOP PLATE PLATE TO FRAME WALL OR PRE — PROVIDE 2x4 ON TOP ASSEMBLED WALL PANEL W/ (2) OF 2x8 TO PAD OUT 10d NAILS @ 8" O.C. (FOLLOW TOP PLATE. ATTACH NAILING REQUIREMENTS THIS W/ (2) 1 Od NAILS 3" O.C. DETAIL FOR ALL TOP PLATE (SOLID BLOCK W/ 24) SPLICE LOCATIONS) TOP SPLICE --'` DOUBLE 2x8 TOP PLATE TOP PLATE TRANSITION (2X4 TO 2X8 WALLS) OVERLAP TOP PLATE AT CORNER NAIL BOTTOM PLATE TO EACH PLY OF BUILT UP COLUMN BELOW W/ (2) 1 O NAILS TOP PLATE CORNER TRANSITION 2x DBL TOP PLATE ATTACH 2x4 STUDS TO • (2) '10d NAILS @ 3" O.C. TOP PLATE W/ (3) 12d WITHIN 48" OF SPLICE TOE -NAILS TYPICAL AT + THEN (2) ROWS 10d ALL LOCATION NAILS @ 8" O.C. 1� • OTHERWISE 2x4 WALL BEYOND AGAINST III I I I II I 2x8 STUDS ATTACHED PER N PLANS. (WF08/SD3) .• MSN • I�-�ll�� 1L ' ATTACH 2x8 STUDS TO TOP PLATE W/ (4) 12d TOE -NAILS TOP SPLICE @ TYPICAL AT ALL LOCATION DOUBLE 2X4 TOP PLATE ATTACH 2x4 STUDS TO TOP PLATE W/ (3) 12d TOE -NAILS TYPICAL AT ALL LOCATION BOTTOM SPLICE OVER STUD FO TYPICAL TOP PLATE SPLICE @ BRG. WALL 3/4"=1'-0" — DOUBLE 2x4 TOP NAIL FIELD INSTALLED TOP PLATE PLATE TO FRAME WALL OR PRE — PROVIDE 2x4 ON TOP ASSEMBLED WALL PANEL W/ (2) OF 2x8 TO PAD OUT 10d NAILS @ 8" O.C. (FOLLOW TOP PLATE. ATTACH NAILING REQUIREMENTS THIS W/ (2) 1 Od NAILS 3" O.C. DETAIL FOR ALL TOP PLATE (SOLID BLOCK W/ 24) SPLICE LOCATIONS) TOP SPLICE --'` DOUBLE 2x8 TOP PLATE TOP PLATE TRANSITION (2X4 TO 2X8 WALLS) OVERLAP TOP PLATE AT CORNER NAIL BOTTOM PLATE TO EACH PLY OF BUILT UP COLUMN BELOW W/ (2) 1 O NAILS TOP PLATE CORNER TRANSITION 2x DBL TOP PLATE 7/16 EXP 1 PLYWOOD / O.S.B. TO BE USED AS 4%2' SIMPS. SDS SCREWS @ 16" O.C. MAX.; III 3/8" SHEATHING PER PLAN BEYOND7 UPLIFT RESISTANCE: NO OTHER FASTENERS 1� NAIL SHEATHING AT FRAME WALL BOTTOMPLATE � III I I I II I REQ'DI. EXCEPT AS NOTED N PLANS. o 0 AND AT FLOOR TRUSS TOP & BOT.PLATES USING (1) I�-�ll�� 1L LL 0 SEE PLAN U z — — — — — — — ROW OF 8d COMMON NAILS @ 3" O.C. 'A' = NAIL SPACING _ — — �I— FLOOR SYSTEM 0 w O NAIL AT TOP PLATE USING (2) ROWS OF 8d NAILS @ 3" ° I II I I II II II F- OPENING SIZE BEYOND SEE PLAN 01 O.C. 4'-0" MAX. I I II II II SHEATHING DIAGRAM 0 ~ � � FASCIA PER NAIL OPENING PERIMETER w/ (2) ROWS OF 8d NAILS 1/2" A 1/2" x 2 3/4" TAPCONS @12" QW az= @3"O.C. 2x4 SYP #2 OR III III II I I I WALL SHEATHING R COU_ 9 O NAIL INT. W/ 8d NAILS @ 12" O.C. & NAIL EDGES 6" O.C. ° III III II II I SPLICE, SEE SPLICE 0 z SHINGLE ONLY U.N.O. ON PLANS A 1/2 III I I ( I I I I I I DETAIL. MAX 1/8" w l'J � STAGGER ALL VERT. PANEL JOINTS & NAIL W/ 8d OPENING 4 Oil SPACE BETWEEN w F- COMMON NAILS @ 3" O.C. DOUBLE NAIL EDGE SPACING LI III I I III III I I I PANELS _ to © PLYWOOD SPLICES @ HEADER - NAIL SHEATHING TO EXTERIOR SHEATHING 3 Lq (a Z = HEADER W/ 8d NAILS @ 3"' O.C. (2) ROWS @ TOP & Z III TYP. III II II II [AROUND 000 O BOTTOM STUD III PIIII I I I I II 2x STUDS BEYOND, ti (2) 8d NAILS @ 3" O.C. TO EACH TRUSS END OR @ SHEATHING SPLICE, III III I I LI I I SEE PLAN FOR MORE Z0 F- 0 (D ao ~OUj C'0 VERTICAL MEMBER IF GABLE END BETWEEN EXTERIOR — III II II I INFO F- LU Z O SHEATHING & ,-- C,YPSf1M WALLBOARD -Ti-- 2x6 SYP #2 LEDGER. TO STUDS w/ (2) 1/4" X 4%2' SIMPS. SDS SCREWS @ 16" O.C. MAX.; III II II II xF^ > -0 I IIT II IIII TO MASONRY w/ 2x6 PT SYP #2 LEDGER w/ (2) �¢ � III I I I II I II I II II II o= o 0 I_I1®— IL� I�-�ll�� 1L LL 0 SEE PLAN — — — — — — — — — — — p C,4 0 (2) 1/4" X 4%" SIMPS. FLOOR SYSTEM 0 SDS SCREWS @ 16" v L CUT TO FIT 1 2x BOTTOM PLATE TO GABLE END STUDS F- OPENING SIZE BEYOND SEE PLAN 01 SDS SCREWS @ 18" 4'-0" MAX. O.C. MAX.; SHEATHING DIAGRAM TO MASONRY w/ 2x4 PT FASCIA PER 6 F1 EXTERIOR SHEATHING SCHEDULE COMMUNITY SPECS x 2 3/4" TAPCONS @12" MERITAGE SCALE: 3/4"=1'0" 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 rSO3_ HEADER @ POCKET SLIDER 2x8 #2 SPF VERTICAL @ 24" O.C. w/ EXT. SHEATHING PER NAILING SCHEDULE & (4) 12d NAILS EACH TRUSS MEMBER 2x8 w/ (2) 1 O NAILS @ EACH VERTICAL NOTE: - 7/16 EXP 1 PLYWOOD / O.S.B. TO BE USED AS UPLIFT RESISTANCE: NO OTHER FASTENERS REQ'D. EXCEPT AS NOTED ON PLANS. SHEATHING SPLICE NOTE: SAME THICKNESS AND STRENGTH AXIS ORIENTATION AS WALL SHEATHING IS REQUIRED BETWEEN STUDS. EXTERIOR SHEATHING TO BE HELD UP 1/8 THUS NOT TO BEAR ON MASONRY OR CONCRETE UNLESS FELT PAPER IS PRESENT. 1/8" GAP BETWEEN SHEETS OF PLYWOOD SHOULD BE MAINTAINED SEE TRUSS PLAN FOR MORE INFO & CONNECTION I LINTEL PER PL" " POCKET SGD ATTACHMENT BY BUILDER 11"s4i HEADER @ POCKET SLIDER BLOCKING JOINT, MAX. 1/8" GAP NAILING PER ---' SCHEDULE 2x4 BLOCKING PLACED FLATWISE (2) 16d NAILS EACH END SHEATHING SPLICE DETAIL NOTE: CONTRACTOR TO TAKE CARE AND NOT OVER DRIVE NAILS, IF NAILS ARE OVERDRIVEN, THE ENTIRE SHEET OF SHEATHING IS TO BE REMOVED AND REPLACED. IF MORE THAN 50% OF THE SHEATHING IS OVERDRIVEN, CONTACT EOR FOR REVIEW OF EXTERIOR STUDS 2x8 TO UNDER SIDE OF ROOF SHEATHING 2x8 #2 SPF VERTICAL @ 24" O.C. w/ EXT. SHEATHING PER NAILING SCHEDULE & (4) 12d NAILS EACH TRUSS MEMBER (TOP AND BOTTOM CHORDS ALONG W/ WEBBING) 2x8 w/ (2) 1 Od NAILS @ EACH VERTICAL 1/2"=11-011 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, LLC is strictly prohibited. 1 /2"=1'-0" flT MFal ------ W - O LL W F= - LL O Z O W CL W w H O z d 0 CL UJ U a W O U ZW L 2x6 SYP #2 LEDGER. TO STUDS w/ (2) 1/4" X 4%2' SIMPS. SDS SCREWS @ 16" O.C. MAX.; TO GABLE END STUDS w/ (2) 1/4" X 3%" SIMPS. SDS SCREWS @ 16" O.C. MAX.; �aa p� ° TO MASONRY w/ 2x6 PT SYP #2 LEDGER w/ (2) EXTERIOR WALL/TRUSS 1/4" x 2 3/4" TAPCONS AT 12" O.C. USE (3) SCREWS/TAPCONS FOR ALL 14 CONDITIONS @ TILE ROOF 12 SEE PLAN 2x4 SYP #2 LEDGER. SIMPSON H3 CLIP TO STUDS OR BEAM w/ SHEATHING PER PLAN (2) 1/4" X 4%" SIMPS. (4) 10d NAILS FOR SDS SCREWS @ 16" CONV. FRAMED O.C. MAX.; MEMBERS ONLY TO GABLE END STUDS F- w/ (2) 1/4" X 3Y2' SIMPS, SDS SCREWS @ 18" 4'-0" MAX. O.C. MAX.; (np TO MASONRY w/ 2x4 PT FASCIA PER SYP #2 LEDGER w/ 1/4" COMMUNITY SPECS x 2 3/4" TAPCONS @12" QW O.C. USE (3) SCREWS/ 2x4 SYP #2 OR TAPCONS FOR ALL PRE-ENGINEERED CONDITIONS @ TILE ROOF TRUSSES @ 24" ROOF O.C. MAX. DESIGNED FOR SIMPSON H3 CLIP SHINGLE ONLY D01 TYPICAL SHED ROOF DETAIL 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, LLC is strictly prohibited. 1 /2"=1'-0" flT MFal ------ W - O LL W F= - LL O Z O W CL W w H O z d 0 CL UJ U a W O U ZW L SD4 l/1 ®® rn M a►® o��®®.mmmm®®�`�J� ®®® U j00 �aa p� ° U_4 O�, � Tf Z a� z 14 ®.. m 0 �® w UQ F- (np 0 yj QW LL O� ON Z UO F- Op w Lu _� F- `n = U.1 F- 0 �° Lq (a Z Z 000 0 �. wV�rnQ�' r^ V ./ ti °�PZ_LL°' z 0 rn ( <0C� c UJ Z0 F- 0 (D ao ~OUj C'0 a ~ZWE ~ �<0ISCL sa 007:20uJw o W<ZZ zO U. J V�O�Qa O _I U. F- F - Z Z©CWj�¢ O s J W F_ W Z ""'-0 W w .rte■ W � 1 \ ....m...�r V LU � = O Z W) w V 0 0 o ZJ UJ W0W vi �WW Q ,QZO.. Z = I o I— Cor _ a U(1)2= w LU 'a A Z � cn O �= Z ........� aa� BLDG DESIGN: --- STRUCTURALENG: MCD DRAFTING: -DESIGN: --- STRUCT: DJ QC CHECK: MRB JOB No. PSQ-2171644 SCALE AS INDICATED DATE: 09/25/17 SD4