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HomeMy WebLinkAbout6606 Gall Blvd (3)411-411 3'-4" l'-4" 6'-0" 3'-1011 01 MTL PANELS ON 3 5/8" 20 10'-2" x 5' x 4" tHK A TE PAD 2 GA MTL STUDS 0 14" O.C. ROOF CONCRETE A5.01 (SEE TYPE 'F' FINISH, SHT LADDER O A8.01 FIN, SCHED) — — — — — — _ � �,� +�o�.m � i I I i a I ' I " 1 i 1 1 1 1 1 1 € 1 1 I ' 1 1 HEADER O 8'-5" _ 4 _ MEN I A4�1 O 2 I 4Y 113 51_4311 I I A6,09 # 4` 1 R WASH COOLER FREEZE R I 6'-4" HT. TILED PARTITION WALLS e 125 116 115 114 'P 24'-8" COOLER SIZE I ib"xib" BLOCKOUT ABOVE CEILING 5' x 5' x 4" tHK \ / I FOR DUCTWORK CONCRETE PAD 1 /yI INSTALL QUARRY I I 31.411 61_/J111 11_411 61_011 61.811 31.411 A1_011 61_011 11-411 61_�11 31_411 _ ---- - ---- TILE 6' H ON WALL NOTE. CONCRETE SLAB IN WALK- N � L FROM DR TO DR AREA TO BE LEVEL ±I/ib" I 3 3 = 3 " - O ... �� O O O O O HEADER 1'-4" HEADER-10'-8" � — I` •I. — — — — — BEAM ABOVE � 1 8 4 _ 9'-4" A.FF. 3 I Zo 6'-811 4'-4" 5'-31' I RR VESTIBULE « I 1 G C. SHALL - A4Id l y / WOMEN\ M 11 111, SEE 1 06 5 TUBE POST, A6 09 I k` a, 6 -2 SIN - o PROVIDE S5. �' n BACK PORCH `r CLOSURE I / 112 — I Yve h.. .e»'4'„ "•.X :'"° `.q"-N{sew `A' 3 I Floe 1 1?'-loll 3211 111_11s` 52" 11'-1211 n3. I I - �. :{ 5' ol II - 6 p0 = I / 21' X 2" STEEL-5�111 191. 111 DISH WASH — —' I TUBE POST,` 24 . N 119 77 6'-4" HT. TILED SEE A6�6-5 1 I 2" X 2" STEEL TUBE PARTITION WALLS \ / r *- 6 -' n POST, SEE A6Db-5 N 3 < 6 �� �� ,�'n _ 4 5 011 tt 4 `3211 I 1 _011 21111O 61_All3I-811 2'-8" 2'-111 31.31 1 m u.110, N FULLHt STORAGE I x= 5111 ------ — -----—_—_—_—------- ------ BRICK 117 5�" 6'-10�11 12'-Y411 HDR 'I -0 — '-•° — — — — — — — — — — VENEER n —"' G G 1 1 11 111 G G e = r o O 6 O 2 0 3� O O II 6 7'-63n I 1 O e ';t -2 r I 24'-2"191_6211 N A801 _ Cr •1 I y q1 1,1� 1 6 2'-0'I 11'-511 10'- I'1 10'-2 A11 I DINIIW3 32' 8'-bii11 3211 1L1_QI11 COOLER SIZE Y 108 L ✓ CNLS I ® N 2" X 2" STEEL TUBE I N I KITCHEN COOLER 02 r I I 5 I POST, SEE Abldb-5 I 5 -1 11s I20 II II 4 4 �; I 1 I 11 § I =No 11 II f I 0 I- %o O L0 �o r C 0 • 00 0a � oo� x � a O ~— S � O c c U0 00 D N t0 O U � (0 (D o D a u = o �L u Lo a 1 SALAD BARS. m _ 10' — — — — — — — — — — — — — — — — — ---------J I =� ------ -------------- _ _ - D Q y DRIVE THRU ��� O I I'-11" 611 V QI_YAll HOLD N ILL HOLD ELEC, PANELS I 3 I 4 4 5 i I G •^ 1.L SEE ELEC. DWGS 1" X 2" STEEL TUBE I r I21 a I(i"Lce)I, WAITRESS POST, SEE A6.06-5 OFFICE COOK LINE STATION A 3' 110 N II III =0 z:{ I " I 11 1 11 1 11 ELEC PANEL _ 6 -5 W X 3 -I H PASS THRU = tr 0 18 -2 2 4 3 -0 I o RA. BAOPG 4211 APP. ELEC. DWS r I SIM 211 23'-0" = tL� L tr 4 -ao 1 i • 1 L — -- `�' CONTRACTOR TO COORD. t o ' n l- 6 I RA. S FOR ALL WINDOWS W/ I Z N 6 2 u I HDR I =1N a `�' n 8 SHT A80E` SEE SPECS AND 5 -0 co A&M_ _ _ _ _ HDR s 7'-0" .n N aLn W ry tee: t r II 2 co 5' x 5' x 4" THK. CONC PAD p 0 > — — BULKHEAD a 9'-611 ,�— ,x�-,. j���' $I — - ` � — — — I � € I %o � O -- --- ---------- — 0 10'-8" a 51_ptll I `* BENCH A A I I ° o .�' AbId2 19I6 111 e 1' 3I-1I5I-3II-II I-0II I-0II I-4II Q MAIN DISTRIBUTIL Ht BRICK 3 -2I5%oe" 31-II I -II 4I-4II 3 .p L QN PANEL, SEE ELEC. VENEER o 2 `o Z PATIO I A502 0 M CARRY -OUT O HOSTESS I I 0 WAITING = �4 105 - lol I I 102 a, I 13'-10111 SjII I II 5111 II 5111 Cn"� I n I A 7'-611 611 2 2 -1 4 -9 2 3 a Ab-g 211 GALV StL i I revisions: � I B B R BAR (SEE SHEET A2) I I o 9/18/08 changed steel 04 0 3, �\ F I PIPE RAILING gg 2 PATIO ITYPa I r " and metl root to woodaoof framing framing A6�1 1 a �_ — — = BEAM ABOVE AT EL S'-9 1/1" — — —_BEAM ABV AT EL�B'�9 I/2°— — — — — — BEAM ABOVE AT EL 8'-9 I/2" z __ _ ___ I BAR — — — — I o I= 103 oe_11_1II 31.011 121-011 I O I s = _7-- 3/4"11'-104" — — — II'-10 3/4II'-10�" gl I = I I (aLu --- 17' --- 1 I� z 3 -------------- O O O OH 1 cn A6.03 A6�3 N I ' 1 ------ -- o drawn: sc/dm/at 41_411 1 2'-011 1 5'-4" 4'-011 61-31' 4'-0" `t 5'-4" 2'-0" 4'-All 31_011 Ilk61_411 31_411 o checked: rd 4 Ile 14'-0" II'-4" 38'11 -0" 49'-0" date: 3-21-08 building areas: wall legend: L----------------------- 2 1 I general notes: r prof. no: P07-156 all 5451 So. Ft. KITCHEN, DINING ROOM, BAR, VESTIBULE, ®8" C1'1U PROVIDE PERT. I�EINF. AS SHOWN ON STRUCt. DWGS. 3 A602 A501 A608 L DIMENSIONS ARE TAKEN FROM FACE OF CMU AND FACE OF STUDS. (URO.) 4. PROVIDE I X 4 PT HORIZONTALLY AT BASE OF WALLS WITH 5/8" PLYWOOD ABOVE TO RECEIVE RESTROOMS, OFFICE, STORAGE A607 n FRP AT WAITRESS STATION AND KITCHEN PARTITION WALLS OTHER THAN NONCOMBUSTIBLE z 3 1/2" OR 5 1/2" WOOD STUDS a 16" O.C. 2. FIRE EXTINGUISHER INSTALLED BY G.G. SIZE AND TYPE SHALL MEET CRITERIA IN WALLS WHICH WILL BE METAL STUD WALLS WITH I/1" DUROCK ON BOTH SIDES. 0 2 411 SQ. FT. PATIO - NOT HEATED SECTION 10 OF THE NFPA CODE. EXACT LOCATION OF UNITS TO BE DETERMINED a 522 Sa FT, COOLER, FREEZER, SMOKER ROOM - NOT HEATED 3 5/8" OR 6" 20 GA. METAL STUDS ® 16" O.C. WITH 1/211 DUROCK a BOTH SIDES. 1 s o n n y s restaurant prototype - floor plan BY THE LOCAL FIRE CODE OFFICIAL DURING THE TIME OF CONSTRUCTION. 5, RESTROOM FACILITIES SHALL COMPLY WITH ALL HANDICAPPED REQUIREMENTS AND ---- 2x4 OR 2x6 LOW PARTITION WALL. (SEE FLOOR PLAN FOR LOC'S) A2 01 scale: 1 /4"=1'-0" w e 3. ALL CMU WALLS IN PATRON AREAS (DINING ROOM, ENTRY VESTIBULE, WAITING ACCESSIBILITY STANDARDS OF 28-CFR PART 36 IADA -AMERICANS WITH DISABILITIES ACT). A2901 631i SQ Ft. TOTAL AREA lt0 INSIDE OF EXTERIOR WALLS) AREA, CASHIER AREA, WAITRESS STATION, RESTROOMS) TO RECEIVE 5/6" GYP. ® 4 I/2" BRICK VENEER NOTE: SEE SHT A2.03 FOR WALL SNEATHING CONFIG'S BD. OR PLYWD OVER lx4 P.T. FURRING STRIPS @ 24" O.C. WITH FOAM INSULATION. TOTAL GROSS AREA (BUILDING FOOTPRINT): (owSQ. F. $ a (D copyright 0 O 1 3 2 I Ab.02 yjAlo,01 A6Id2 A6Id3 i, ID'-22�� 10'-22�� F@ 1 EL.24'-8" AFF. 0 ALL WINDOWS, DOORS, K CORsER5, AND TOP OF fill PARAPET WALL (TYP.) -- i III IME III MEN No NONE MEN No No ONE No MEN No MIN FIN IN NINE IN I I 1 011 � I HOME -------- ---------- WO AMP ELECTRIC =Mj DOWNSPOUTS ROUTED SYSTEM (TYP) C17 R sonny's restaurant prototype - front elevation scale: 1 /4"=1'-0" Z Z R EL.20-5" AFF, TA. RIDGE 7— T )( 5A EL, 8'-8" AFF. 7NDW HEAD 15 +34,4 mf ±34.4 oil IN 4 18 3 III I I NO NO N I I I I I loin 4 IS 19 EL, 22'-8" AFF. T.O. FRAMING 'r +323 sf -345 paF R 4 R I— — — — — — I — — — — — — — — — — — — — — — — — — — — — --------- — — — — — — — — — — — — — — — — — — — — -------— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — 3 5A 4 5A OCD— OFYIF, 3 <H 2 3 OCD— <Y 8 sonny's restaurant prototype - rear elevation scale: 1 /4"=1'-0" exterior elevation keynotes 4 18 3 III I I NO NO N I I I I I loin 4 IS 19 EL, 22'-8" AFF. T.O. FRAMING 'r +323 sf -345 paF R 4 R I— — — — — — I — — — — — — — — — — — — — — — — — — — — — --------- — — — — — — — — — — — — — — — — — — — — -------— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — 3 5A 4 5A OCD— OFYIF, 3 <H 2 3 OCD— <Y 8 sonny's restaurant prototype - rear elevation scale: 1 /4"=1'-0" exterior elevation keynotes 0 L DRIVE-THRU WINDOW (SEE SCHEDULE). 8, AWNING BY UNISTRUCTURES. 15. WALL PACK LIGHT FIXTURE. 2. b" x b" ALUMINUM GUTTER, GALVALUME FINISH. 9. F.T. 6xb ROUGH -SAWN YP POST, 16. J-50X (SEE ELECTRICAL). 3, 4" DIA. ALUMINUM DOWNSPOUT. 10. 16" Sa BRICK BASE W/ BRICK SILL. 11. NOT USED 4, OVERFLOW SCUPPERS. 11, 2" GALVANIZED PIPE RAILING. 5, ALUMINUM WINDOWS, SEE SCHEDULE SHEET A8.02, 12. SONNY'S SIGNAGE - CHANNEL LETTERS. 18 PAINT INSIDE OF SCUPPER TO MATCH ADJACENT WALL. g e n e ra I notes 6, BUILT IN CANOPY SEE PAGE 5/A6.05. 13, EXHAUST VENTS/FANS 19. ROOF LADDER I LINE OF ROOF BEYOND_ 14. DRIVE-THRU CANOPY. 20. GATE CONSTRUCTED FROM I, REFER TO SHEET AS�1 FOR FINISHES AND MATERIALS G-LAIN-LINK FENCE 2. VERIFY BUILDING SIGNAGE WITH LOCAL AUTHORITIES. MATERIALS, VLATCH, - - o, 110 Leo .0 Q a) I o c a 0" o • oo ao N 00 0� 0 s Q c 0 O — ?00 N D O -0 u a� o 4- � U O 1/� C W O L-0 N 0 Qc copyright I 1 0 Q. zz LO -0 O C O N C O O a _ N 0) O 0--0 � N revisions: A9/18/08 changed steel and metal root framing to wood roof framing drawn: sc/dm/at checked: rd date: 3-21-08 prof. no: P07-15B A5e01 exterior elevation keynotes 0 I. DRIVE-THRU WINDOW (SEE SCHEDULE)_ 8_ AIMING BY UNISTRUCTURES_ 1 6" x b" ALUMINUM GUTTER, GALVALUME FINISH_ 'I P7_ bxb ROUGH -SAWN YP POST_ 3. 4" DIA. ALUMINUM DOUNSPOUT. 10_ Ib" sa BRICK BASE W/ CONC. BRICK CAP. 4_ OVERFLOW SCUPPERS. IL 2" GALVANIZED PIPE RAILING, 5, ALUMINUM WINDOWS, SEE SCHEDULE SHEET A8.02_ 12. SONNY'S SIGNAGE - CHANNEL LETTERS. 6, BUILT IN CANOPY. 13, EXHAUST VENTS/FANS. 'I_ LINE OF ROOF BEYOND. 14, DRIVE-THRU CANOPY. 1 sonny's restaurant prototype - right side elevation A,� (la J scale: 1 /411=1'-011 sonny's restaurant scale: 1 /4"=1'-0" 15. WALL PACK LIGHT FIXTURE. lb_ J-BOX (SEE ELECTRICAL)_ 11. NOT USED 16. PAINT INSIDE OF SCUPPER TO MATCH ADJACENT WALL. IS- ROOF LADDER. 20, GATE CONSTRUCTED FROM CHAIN -LINK FENCE MATERIALS, W/LATCH rototype - left side elevation general notes L REFER TO SHEET A6.01 FOR FINISHES AND MATERIALS 2. VERIFY BUILDING SIGNAGE WITH LOCAL AUTHORITIES_ NNEL AROUND LIABLE WALL sonny's restaurant scale: 1 /4"=1'-0" sonny's restaurant scale: 1 /4"=1'-0" lb" SQ BRICK BASE W/ GONG_ CAP. 2" GALVANIZED — APE RAILING. vLv r-n n ELECTRIC MAIN DISCONECT PANEL rototype - drive-thru elevation EL. V-2" AF1-. TA_ BEAM FIN_ FLOOR rototype -drive-thru elevation VERIFY IN FIELD) 5 patio gate elevation A5.02 scale:l/4"=1'-0" VERIFY IN FIELD) I01 Im SONNY'S SIGNAGE ON GATE GATE CONSTRUCTED FROM CHAIN -LINK FENCE MATER ALS, W/LATCH 11 s ri L L0 � "O O . LO � O > - • C 'O 00 00 00 C Q s O _ C U� Q - (3) 00 D N c � o C U a 0 c .} U O r\ V i C � O 0 O ink 0 a� copyright N LO ('7 N M O Oj .4- 0) O D 0 N O vi 0) — c CD `^� L Q 110 N revisions: . Q9/18/08 changed steel and metal root framing to wood roof framing drawn: checked: date: prof. no: sc/d m/at rd 3-21-08 P07-15B A5e02 i 1 11 1 - -- T-r l -T T 1 -- ;[ F-- I A6D4 I T.O. FRAMING I I DUROLAST SINGLE -PLY MEMBRANE ROOFING OVER 3" RIGID INSULATION I DRIVE-THRU I 122 EL. 6'4" AFF, OL BA. LINTEL I I I I I I I ----------- EL.10'-0" AFF, FIN, LAY -IN CLG KITCHEN 11s 2 Abld4 I I I I I I I I I I DURO-LAST SINGLE -PLY PRE-ENGINEERED MEMBRANE ROOFING OVER WOOD JOIST FRAMING, 3" RIGID INSULATION SEE STRUCTURAL � I EL,10'-0" AFF. COOLER 02 FIN LAY -IN CLG �0 WAITRESS 1 I STATION I I � 110 I I I I a I I 2 A6.05 ----------------------------1 DURO-LAST SINGLE -PLY I I EL_ 11'-4" AFF T.O. MASONR I I I I I I I I I I I I l ---------------- 3 A6.04 I I I I EL.22'-0" A.FF, TA, FRAMING I PRE-ENGINEERED WOOD TRUSSES BERRIDGE If PANEL METAL ROOFING EL,10'-0" AFF. � I EL -0 AFF_ EL. 8 -4"AFF. F N. LAY -IN CLG 3A, BEADED BOARD BA, HEADER ,( DINING LEI _._._ _ �_.a_SALAD BAR 1H_ EIE �� 103 � _ __.__E i EL.1'-0" AFF.I �t❑ BA. HEADER --I sonny's building section A6.01 scale:l/4"=1'-0" 2 sonny's building section A6.01 scale: 1 /4"=1'-0" EL_ 22'-0" A.FF_ V EL.0-0" AFF_ T.0, SLAB I I I L: n to, %7 M O on q- 110 Ln � 0 .- r` r 0 a�� • oo Co N 00 x 0a 0 O S � c a a 0 a� a0 D CV M0 O -a 0 uN O U O � V L c L 14 � Lr) 0 v7 (D copyright CN LO C'M L co Cn 0 C) C -0 O Z O u O 4_ N 0) 0 E o c,--� 1-0 N 1-O N revisions: A9/18/08 changed steel and metal root framing to wood roof framing drawn: sc/d m/at checked: rd date: 3-21-08 prof. no: P07-15B A6.01 1 A6�6 I I EL. IS'-4" AFF. I I TA_ FRAMING I DURO-LAST SINGLE -PLY MEMBRANE I I ROOFING OVER 3" RIGID INSULATION EL_ 15'-0" AFF. MAX JOIST HT_ I I I EL, ll'-4" AFF. I GIST BEARING HT. SEE STRUCTURAL I I I I EL.10'-0" AFF. I I _j FIN. CLG HT_ I I I I I I I I OFFICE I I 123 I I I I I I I I I I I I I I I I I l 1 EL.22'-8" AFF. I M7`1 TOP OF FRAMING I I EL.19'-S" A -F_ I I MAX JOIST HT_ I I I I I I I DEL_ 15'-4" AFF. I I JOIST BEARING HT. SEE STRUCTURAL I I I I I I I I EL.10-6" ARR I I BA_ CANOPY I I I I I I I I I I I I I I I I I I I I I I I I I I l 1 3 DURO-LAST SINGLE -PLY MEMBRANE ROOFING OVER 3" RIGID INSULATION EL V-0" AFF. 'IN. TIN CLG HT. EL_ 10'-0" AFF_ FIN. CLG. HT. BAR 103 20 GA 6" METAL STUD HOSTESS 101 SEFT ASSH MOv E L�— �Lj DRIVE-THRU 118 sonny's buildin, scale: 1 /4"=1'-0" BEARING HT, (SEE STRUCT) OL PRE-ENG/PRE-FAB WD, GIRDER TRUSS, SEE STRUCTURAL EL, V-81/2" AFF� BA. HEADER PASS-THRU TO KITCHEN W, alull-10 I EL, I5'-4" AFF. ,j, T.O. FRAMING PRE-ENGINEERED i MIDGE "M" PANEL METAL WOOD JOISTS, (SEE STRUCTURAL) I I 2X WOOD ROOFING RAFTERS, I SEE STRUCTURAL STORAGE 11� section - kitchen PRE-ENGINEERED WOOD JOISTS (SEE STRUCTURAL) EL IV-0" AFF_ FIN. WD, CLG HT. SALAD BAR ' 106 . ;' IIIif sonny's buildini scale: 1 /4"=1'-0" Ell 10'-0" AFF. FIN_ CLG HT_ KITCHEN 118 section - bar/ salad bar I I I I I I I I l SMOKER 125 — 12 EL. Il'-4" AFF, T.O. MASONRY EL_ 0-0" AFF_ `— T.O. SLAB 1 — — A61di EL, 22'-8" AFF. f I TOP OF FRAMING I RR VESTIBULE 111 EL, 22'-0" AFF. TOP OF FRAMING (BEYOND) I MEN 113 BERRIDGE "M" PANEL METAL ROOFING 2X WOOD ROOFING RAFTERS, SEE STRUCTURAL EL_ 11'-4" AFF_ T.O. MASONRY EL_ V-0" AFF_ FIN. CLG, HGT. EL_ 0'-0" AFF_ �— T.O. SLAB E ri L . Ln � O - L6 r-� r i i O r" 0 Q S O O O co D N 0 O �' U � '� N 0 4- V O �-0 L c a L O LO 0 to a a� Qc copyright N d' -0 co L (y) Cn > O O 0 o U — c cy) E o a -a a) �O N revisions: Q9/18/08 Changed steel and metal root framing to wood roof framing drawn: checked: date: prof. no: sc/d m/at rd 3-21-08 P07-15B A6902 PEEL 4 STICK MEMBRANE - 1/2" PLWD. SHEATHING YP 2x4 * I6" O.C. 5/8" TI-11 W/ 4" CENTERS — RUN PARALLEL TO BUILDING BERRIDGE "M" PANEL METAL ROOFING EL. 9'-2" AFT-, TA, BEAM 2XIO R/S CEDAR FASCIA W/ J MOLDING * EACH SIDE PT 64 ROUGH - SAWN YP BEAM 6 ♦ EL. IS'-4" AT-F. (1) 2x10 WITH 1/4" DIAOb TAPCONS 24" O.C. - MAX T.O. FRAMING 8" FROM EACH END I I SEE STRUCTURAL HORIZONTAL 1/8" FURRING HAT ♦ J III I IL I CHANNELS a 16" O.0 4 _ A _oI I I DURO -LAST SINGLE -PLY MEMBRANE ROOFING OVER 3" RI9 RIGID INSULATION I rxxxz BERRIDGE "R" PANEL (VERTICAL) I CONT_ FLASHING AS REQUIRED EL41%_ 13'-4" AFF. CONT. FLASHING tA. BRICK OUTSIDE FOAM CLOSURE WITH TAPE SEALER TOP AND 1? BOTTOM 2 �— EL. W-4" APP. JOIST BRG, SEE STRUCTURAL 4x8 PT ROUGH -SAWN YP JOISTS EL 10'-0" AFT- 24" OL F N. CLG HT. PT WOOD LEDGER, SEE STRUCTURAL PROVIDE DAMP PROOFING ON ALL LAY IN 2X4 VINYL ROCK TILES CONCEALED EXTERIOR FACES OF C.M.U. AT ALL KITCHEN AREAS CARLISLE CCO25 OR APPROVED EQUAL. PRECAST LINTEL - SEE STRUCTURAL CASING BEAD AND SEALANT (TYP. ALL SIDES OF WINDOW) DRIVE THRU WINDOW RIGHT SASH MOVABLE FLASHING AND SEALANT 4" BRICK W/ STEEL TIES I6" O.C. EA. WAY - --- - -- 1/2" CAV CLEAR AIR SPACE MAINT. 4 DRAINAGE SYSTEM (I-888-436-2620) OR EQUAL. - — --~- I 8" FOAM -FILLED CONC. BLOCK �— W/ DAMPPROOFING (TYPJ THRU-WALL FLASHING W/ 1/4" PLASTIC _._... _E WEEP HOLES 9 24" O.C. E CURB I La '4 4p 1/2" E.J. FILLER CONC_ FOOTING SEE STRUCTURAL wall section @drive-thru scale: 3/4"=1'-0" A Co, FRP ON CMU *t SS WINDOW WRAP PT 2x8 - SHIM AS REQ 4" CONCRETE SLAB WITH FIBERMEW AND 6 MIL VAPOR BARRIER ON CLEAN COMPACTED FILL - SEE ALSO CIVIL 4 STRUCTURAL DRAWINGS BY OTHERS QUARRY TILE 14 . . tr:.— 'liillllllllTillllilllillilll,,III-;II9„;III;—_,I�liillll�i�llll�ill ON ., . . 1 12" CMU (GROUT FILLED) WHERE FACE BRICK IS USED EL, 6'-0" AFF, BA. LINTEL EL. 3'-0" AFT-, SILL HT. EL. 0-0" AFT-- T.O. SLAB DURO-LAST SI MEMBRANE W RIGID INSULAT 5/8" CDX PLY SHEATHING, SEE STRUCTUR LA R n 4" CONCRETE FIBERMESH 4 VAPOR BARR CLEAN COMP SEE ALSO Clv DRAWINGS BY QUARRY TILE wall section @kitchen scale: 3/4"=1'-0" 1/2" CDX PLYWOOD DURO-LAST SINGLE -PLY MEMBRANE ROOFING OVER 3" RI9 RIGID INSULATION 5/8" CDX PLYWOOD SHEATHING, SEE STRUCTURAL TA. JOIST (VARIIES) IL SEE STRUCTURAL PRE-ENGINEERD WOOD JOISTS, SEE STRUCTURAL EL.15'-4" AFF_ JOIST BEARING, SEE STRUCTURAL PRE-ENGINEERD WOOD JOISTS, SEE STRUCTURAL 2x4 WOOD FRAMING SEE FLOOR PLAN FOR WALL TYPES 1/2" CDX PLYWOOD DUROLAST SINGLE -PLY ROOF MEMBRANE DURO-LAST SINGLE -PLY MEMBRANE ROOFING OVER 3" RIS RIGID INSULATION T.O. JOIST (VARIES) Jh SEE STRUCTURAL 5/8" CDX PLYWOOD SHEATHING, SEE STRUCTURAL PRE-ENGINEERD WOOD JOISTS, SEE STRUCTURAL EL.15'-4" AFF_ JOIST BEARING, SEE STRUCTURAL EL_ 0-0" AFF, FIN. CLG HT, R-30 BATT INSULATION 1x8 T4G BEADED BD — W/ 4" CENTERS 6" METAL STUD FRAMING i i i ��i.�! 4 A1.01 R-30 BATT INSULATION WOOD ROOF FRAMING SEE STRUCTURAL 1/2" CDX PLYWOOD - wall section @ dinin scale: 3/4"=1'-0" HARDIE PANEL SIDING 1/2" CDX PLYWOOD PT WOOD FRAMING SEE STRUCTURAL EL. 8'-4" AFF, Ba HEADER 2x6 WOOD FRAMING SEE FLOOR PLAN FOR WALL TYPES EL_ 22'4' AFF. T.O. FRAMING EL20-15" AFF_OL I TA_ RIDGE BERRIDGE "M" PANEL I METAL ROOFING 1/2" PLYWOOD R-30 BATT INSULATION EL_ II'-0" AFF_ I FIN. CEILING HT. a 0 V u z 0 4 A1.01 R-30 BATT INSULATION WOOD ROOF FRAMING SEE STRUCTURAL 1/2" CDX PLYWOOD - wall section @ dinin scale: 3/4"=1'-0" HARDIE PANEL SIDING 1/2" CDX PLYWOOD PT WOOD FRAMING SEE STRUCTURAL EL. 8'-4" AFF, Ba HEADER 2x6 WOOD FRAMING SEE FLOOR PLAN FOR WALL TYPES EL_ 22'4' AFF. T.O. FRAMING EL20-15" AFF_OL I TA_ RIDGE BERRIDGE "M" PANEL I METAL ROOFING 1/2" PLYWOOD R-30 BATT INSULATION EL_ II'-0" AFF_ I FIN. CEILING HT. a 0 V u z 0 d �O L0 L0 .0 L0 _O ID • 00 00 CN O Q OC3 a) 0 a s Q O _ c UC' O 00 N c 0 O U � a0 O �- u LoO r-- -0 V L L N 0 ITO (D copyright N Ln _0 CM 0 > _0 0 O _ vi U 0 cn s �O >- 0 O s 3 �O N revisions: Q9/18/08 chayed steel and metal root framing to wood roof framing drawn: sc/dm/at checked: rd date: 3-21-08 prof. no: P07-15B A6*04 Imo!♦ I _ EL_ 22'-011 AFF_ EL_ 221 AFF_ I ' I T.O. FRAMING T.O. FRAMING 4 4 ♦ / A101 A1A1 ♦ / 3 _ DURO-LAST SINGLE -PLY MEMBRANE DURO-LAST SINGLE -PLY — 3 EL_20'-15" AFF_ A102 /I �` INSULATION ROOFING OVER 3" R19 RIGID 3'EMB RIGID ROOFINSULING ON R /I �♦ Ai02 t_0_ RIDGE ? 5/8" CDX PLYWOOD 5/811 CDX PLYWOOD BERRIDGE "M" PANEL METAL I I SHEATHING, SEE STRUCTURAL I SHEATH NG, SEE STRUCTURAL I I E i ROOFING ( I tA. JOIST IVARIlES) TA_ JOIST (YARIIES) I ♦ SEE STRUCTURAL SEE STRUCTURAL I / 3/4" PLYWOOD R-30 BATT INSULATION — SEE A3.01 FOR CEILING TYPE CYPRESS Ix4 CONT CAULK 1" EXPOSURE CYPRESS BEVELED SIDING Ix WOOD BLOCKING CONT CAULK Ix4 CYPRESS Ix(o CONT_ BLOCKING — 1/2" PLWD. OVER Ix2 P.T. — FURRING STRIPS 0 16" OA. PLYWOOD PANELING — 1x4 CYPRESS 4" CONCRETE SLAB WITH I '—' l _ I - _ 1I P15EF4 IESH AND 6 MIL VAPOR BARRIER ON CLEAN COMPACTED. - 1 FILL -SEE ALSO CIVIL _ E 4 STRUCTURAL 1- i —; [ . 4 _ DRAWINGS BY OTHERS wall section @ dinin scale: 3/4"=1'-0" 2x4 PT WOOD FRAMING WOOD ROOF FRAMING SEE STRUCTURAL 1/2" PLYWOOD SHEATHING WATER -RESISTIVE BARRIER 81/21' HARDIPLANK SIDING,1" EXPOSURE ATTACHED DIRECTLY TO SHEATHING REFER TO HARDIEPLANK COVER CHART FOR FASTENER SPACING AND REQUIREMTS, SEE A5.02 FOR FINISH EL_ 11'4" AFF_ BA, TRUSS EL_ 11'-0" AFF. FIN. CEILING HT. 8 1/2" HARDIPLANK SIDING,111 EXPOSURE ATTACHED DIRECTLY TO CMU W/ET4F FASTENERS, REFER TO HARDIETRIM ALLOWABLE FASTENER SPACING TABLE SEE SHEET A5A2 FOR FINISH FOAM FILLED (TYP) 8" CONC_ BLOCK W/ DAMPPROOFING (TYPJ 1x PT WOOD BLOCKING W/FLASHING EL. 0'-0" AFF_ T.O. SLAB lx2 P.T. NAILER 4 METAL DRIP 2XIO R/S CEDAR FASCIA W/ J MOLDING * EACH SIDE EL.11'-4" AFF_ T_O, MASONRY METAL STUD SOFFIT FRAMING PERFORATED VINYL SOFFIT - (BEIGE COLOR) METAL STUD SOFFIT FRAMING CONT. CAULK 8" CONC. BLOCK W/ DAMPPROOFING (TYP) HARDIPANEL SIDING —� W/BATTEN JOINT 4" CONCRETE SLAB WITH F15EWESH AND 6 MIL VAPOR BARRIER ON CLEAN COMPACTED FILL - SEE ALSO CIVIL 4 STRUCTURAL DRAWINGS BY OTHERS CONT, FLASHING R-30 BATT INSULATION BERRIDGE "M" PANEL METAL ROOFING METAL STUD ROOF RAFTERS, SEE STRUCTURAL 030 FELT UNDERLAYMENT 41 1 y y '. 2 wall section @bar scale: 3/4"=1'-0" 5/811 GYPSUM BOARD 3/4" WOOD FURRING STRIPS PRE-ENGINEERD WOOD JOISTS, SEE STRUCTURAL EL_ 15'-4" AFF_ )IST BEARING (SEE STRICT) ' CONT_ 6" STUD, 20 GA 6", 20 GA METAL FRAMING • 24 O.C. CONT_ 6" STUD, 20 GA 6", 20 GA METAL FRAMING e 24 O.C. EL.13'-0" AFF FIN. CLG_ HT_ Ix CONT WOOD FURRING 24" O.C_ SEE A3.01 FOR CEILING TYPE STAMPED METAL CROWN MOLDING 5/8" GYPSUM BOARD 3/411 FURRING STRIPS EL. 0'-0" AFF. T.O. SLAB PRE-ENGINEERD WOOD JOISTS, SEE STRUCTURAL EL_ 15'-4" AFF_ JOIST BEARING (SEE STRICT) CONT_ 6" STUD, 20 GA 6", 20 GA METAL FRAMING 9 24 O.C. CONT_ 6" STUD, 20 GA 6", 20 GA METAL FRAMING is 24 0_C_ EL_ 13'-0" A.F.F. FIN, CLG. HT. Ix CONT WOOD FURRING 24" O.C. SEE A3.01 FOR CEILING TYPE STAMPED METAL CROWN MOLDING — CYPRESS 1x10 5/8" GYPSUM BOARD 3/4" FURRING STRIPS CYPRESS 2x(o Ix8 CONT_ BLOCKING 1/2" PLYWOOD BD. OVER Ix4 F.T. FURRING STRIPS • 16" O.C. PLYWOOD PANELING CYPRESS 2x6 4" CONCRETE SLAB WITH FIBERMESH AND 6 MIL VAPOR BARRIER ON CLEAN COMPACTED FILL - SEE ALSO CIVIL 4 STRUCTURAL DRAWINGS BY OTHERS EL_ O'-0" AFF, dh TA. SLAB �ij wall section @ waitin scale: 3/4"=1'-0" 4 11 4, .j.- g 1 _ I i ' P 1 3=9 '_—I I I i I U I d E 1 9 2x8 PT WOOD FRAMING W/ WATER -RESISTIVE BARRIER VERTICAL HARDI SIDING CONT. FLASHING 4 A1A1 2x6 024" O.C. CEILING JOISTS R-30 BATT INSULATION EL_ 10'-0" AFF_ jmK FIN, CLG. HT, SEE A3A1 FOR CEILING TYPE CYPRESS Ix4 8" CONC, BLOCK W/ DAMP PROOFING(TYP) FOAM FILLED (TYP) 8 U Z S a L C), NT O LO LO o r o c 00 00 o r\ r\ o0 11:3- 'IT c a 0 s � O c �c c 0 a) 00 D N M O U °� a� o a) 0 V c o U L c L 0 L 0 a LO 50 © copyright Cal I- Ln _0 CM " M 0 > _0 a� � cn 0 c � �+ O vi V 0 = N CA �E v� 6 3 O Q �O N revisions: Q9/18/08 changed steel and metal root framing to wood roof framing drawn: sc/dm/at checked: rd date: 3-21-08 prof. no: P07-15B A6*05 j EL.16' Y TA FF HORIZONTAL CHANNELS' 2x8 PT WOOL W/ WATER-R BARRIER s£ 1/2" CDX PL' BERRIDGE " CONT_ FLASH EL.13'. PROVIDE D, ON ALL COl` FACES OF C CCW525 OR 4" BRICK W/ I6" O.C. E< 1/2" GAY CLI DRAINAGE OR EQUAL, 8" FOAM-FIL W/ DAMPPR wall section cook line DURO-LAST SINGLE -PLY MEMBRANE ROOFING OVER 3" RI9 RIGID INSULATION 5/8" CDX PLYWOOD SHEATHING, SEE STRUCTURAL EL_ 14'-10" A.F.F. MAX JOIST HT_ PRE-ENGINEERD WOOD JOISTS, SEE STRUCTURAL EL.11'-4" AFF_ OL GIST BEARING SEE STRUCTURAL EL.10'-0" AFF_ FIN. CLG HT. SEE A3.01 FOR CEILING TYPE EL, 0-0" A.F.F. OIL TA_ SLAB EL.18'-4" AFF, TA_ FRAMING DUROLAST SINGLE -PLY MEMBRANE ROOFING OVER 3" RIS RIGID INSULATION 5/8" CDX PLYWOOD — SHEATHING, SEE STRUCTURAL PRE-ENGINEERD WOOD JOISTS, SEE STRUCTURAL EL_ 10'-0" AT-F_ FIN. CLG HT. SEE A3.01 FOR CEILING TYPE FRP ON CMU 4" CONCRETE SLAB WITH - FIBERMESH AND 6 MIL VAPOR BARRIER ON COMPACTED FILL - SEE ALSO CIVIL t STRUCTURAL DRAWINGS BY OTHERS A � � p HARDIPANEL SIDING W/BATTENS 2X4 CYPRESS PAINTED CMU wall section kitchen smoker 2x8 PT WOOD FRAMING W/ WATER -RESISTIVE BARRIER, SEE STRUCTURAL 1/2" CDX PLYWOOD BERRIDGE "R" PANEL (VERTICAL) HORIZONTAL 1/5" FURRING HAT CHANNELS a 16" O.C. HARDIPANEL SIDING CONT_ FLASHING OUTSIDE FOAM CLOSURE WITH TAPE SEALER TOP AND BOTTOM 030 FELT UNDERLAYMENT 2x8 WOOD RAFTERS, SEE STRUCTURAL R-30 BATT INSULATION EL_ ll'-4" AFT-. SEE STRUCTURAL 8 ' Al.02 EL.21'-8" AFF_ I I DURO-LAST SINGLE -PLY ROOF TA. FRAMING MEMBRANE 2x8 PT WOOD FRAMING — W/ WATER -RESISTIVE BARRIER SEE STRUCTURAL 1/2" CDX PLYWOOD EL V -4" AFF ' JOIST BEARING HT., SEE STRUCT. DWGS I DURO-LAST INSIDE ° WALL TEi� (NATION, SEE Al.01-6 I EL.13'-0" AFF_ FIN. CLG HT. I I I I `6 EL_ 10 -6 AFT-. BA_ FIN. CANOPY 921 VERTICAL HARDIPLANK SIDING,1" EXPOSURE ATTACHED DIRECTLY TO CMU W//�;TtF FASTENERS, REFER TO HARDIETRIM ALLOWABLE FASTENER SPACING TABLE SEE SHEET A .01 FOR FINISH 8" CMU WALL W/ — DAMPPROOFING (TYP.) CARLISLE CCW525 (OR APPROVED EQUAL) Ix4 HARDI TRIM EL. 0'-0" AFF, T.O. SLAB wall section bar ` CONT_ 6" STUD, 20 GA CONT. 6" TRACK 6" 20 GA METAL FRAMING F 24 O.C. O I CONT. 6" STUD, 20 GA CONT, 6" TRACK SEE A3.01 FOR CEILING TYPE I I Ix10 CYPRESS WALL FINISH_ TONGUE AND GROOVE 4" CONCRETE SLAB WITH F15EWESW 6 MIL VAPOR BARRIER ON WELL COMPACTED SOIL - SEE ALSO CIVIL t STRUCTURAL DRAWINGS DURO-LAST SIDLE -PLY MEMBRANE ROOFING OVER 3" RI9 RIGID INSULATION 5/8" CDX PLYWOOD SHEATHING, SEE STRUCTURAL 6", 20 GA METAL FRAMING 9 24 O.C. V r ti L U 110 Ln Ln O a) > C a �'0 • OO OO QQN 00 `t 0 L. ) 00 a O s � C 0 _ O 00 c N M O U I_ L Q) 0 — C 0 � —0 C U c LO L L L 0 Ln o Oc copyright N LO co CO 0 0 Cn j L Q O 0 `} vi C O �O O Q CL 1-0 N `O N revisions: A9/18/08 changed steel and metal root framing to wood roof framinq drawn: checked: date: prof. no: sc/dm/at rd 3-21-08 P07-15 B A6*06 scale: 3/4"=1'-0" scale: 3/4" = P-0" scale: 3/4"=1'-0" EL,14'-8" AFF, T.O_ FRAMING I - own— ___4 1 EL, 22'4' 111 TOP OF FRAMING - - 3 2x8 PT WOOD FRAMING q-1 fp2 W/ WATER -RESISTIVE BARRIER, SEE STRUCTURAL 1/2" CDX PLYWOOD DURO LAST SINGLE -PLY ROOF MEMBRANE DURO-LAST SINGLE -PLY MEMBRANE ROOFING OVER 3" RIB RIGID INSULATION WATER RESISTIVE BARRIER 5/8" CDX PLYWOOD SHEATHING, SEE HARDIPANEL SIDING STRUCTURAL EL_ 15'-4" II JOIST BEARING HT, SEE STRUCTURAL FLASHING FP_ TRUSSES 624" O.C. (SEE STRUCTURAL) OUTSIDE FOAM CLOSURE WITH TAPE SEALER TOP AND BOTTOM 030 FELT UNDERLAYMENT R-30 BATT INSULATION T.O. CMU 1xb YELOW PINE - CEILING JOISTS - lb "Ab" BLOCKOUT ABOVE CEILING FOR DUCTWORK `a EL, III AFF, _. B.O. CLG FRAMING b: B.O. LINTEL TI-11 PLYWOOD BOARD SEE A3.01 FOR CEILING TYPE SEE A3.01 FOR CEILING TYPE 48 BEAM BEY I x 4 TRIM Ix WOOD WINDOW RETURN F. 1 x 4 TRIM k ALUM. WINDOW 7­78" CMU WALL W/ I DAMPPROOFING (TYR) CAULK ALL SIDES CARLISLE CCW525 (OR APPROVED EQUAL) 5/4 WOOD SILL ON (2) 2x8 BUCK CERAMIC TILE TO b'-4" - Ix4 ATTACH W/THIN-SET MORTAR EL, V-4" A.F.F. TA, CMU l I 2 x b PLUMBING WALL I Ix8 CONT. BLOCKING 1/2" PLYWOOD BD. OVER Ix4 P.T. FURRING STRIPS 0 Ib" PLYWOOD PANEL I CYPRESS Ix4 4" CONCRETE SLAB WITH F15ERMESH AND b MIL VAPOR BARRIER ON CLEAN COMPACTED FILL - SEE ALSO CIVIL EL. 0'-0" AFF_ EL, 0'-0" AFF t STRUCTURAL DRAWINGS BY OTHERS tA, SLAB TA_ SLAB — a 3 T I I-- . ---rv-1 } ! R-30 BATT INSULATION BERRIDGE 11 PANEL METAL CORRUGATED tl n21 A11 Art I SONNY'S sIGNAGE - -1 I 2x8 PT WOOD FRAMING W/ WATER -RESISTIVE BARRIER, SEE STRUCTURAL 1/2" CDX PLYWOOD WATER RESISTIVE BARRIER HARDIPANEL SIDING EL V -4" AFF_ JOIST BEARING HT. SEE STRUCTURAL -- - - - - - - - - - - - I DURO-LAST INSIDE WALL TERMINATION, SEE A7.01-6 I EL.13'-0" AFF. FIN. CLG WT, I 1Xb SUBFASCIA I Ix2 P.T. NAILER E METAL DRIP 0 2X10 R/S CEDAR FASCIA W/ J MOLDING • EACH SIDE I O C PERFORATED VINYL SOFFIT (BEIGE COLOR) 1 TRUSS ANCHOR I EL,10'-b" APT-, (SEE STRUCTURAL) I BA_ FIN. CANOPY 81/2" HARDIPLANK SIDING,1" EXPOSURE ATTACHED DIRECTLY TO CMU W/I ` FASTENERS, REFER TO HARDIETRIM ALLOWABLE FASTENER SPACING TABLE SEE SHEET A8-01 FOR FINISH Ix4 HARD) TRIM zzz 1x4 HARDI TRIM 81/2" 14ARDIPLANK SIDING,1" EXPOSURE NEW 8" CMU WALL W/ ATTACHED DIRECTLY TO CMU W/I DAMPPROOFING (TYR) FASTENERS, REFER TO HARDIETRIM CARLISLE CCW515 (OR ALLOWABLE FASTENER SPACING TABLE APPROVED EQUAL) — SEE SHEET A8.01 FOR FINISH FOAM FILLED (TYP.) 8" CONC, BLOCK W/ DAMPPROOFING i�Ill 1x PT WOOD BLOCKING W/FLASHING I EL, 0'-0" AFF CONC, FOOTING (SEE STRUCTURAL) DURO-LAST SINGLE -PLY MEMBRANE ROOFING OVER 3" RIB RIGID INSULATION 5/8" CDX PLYWOOD SHEATHING, SEE STRUCTURAL 1120 GA METAL FRAMING e 24 O.C. ,t, I 011 Nr �0 O ��0 N O c a � o .- 00 00 o0 d- 'IT 0 a S Q_ O c .c c 0 Cz 0 00 D CN c0 O u > . 0 O D c .} O u L c `n O L 0 Qc copyright CN 1- LO C" M CY) � C3 > _0 C V) 0 O N a - N C:) Q 3 1O N revisions: Q9/18/08 chapged steel and metal root framing to wood roof framing drawn: checked: date: prof. no: sc/d m/at rd 3-21-08 P07-15B 1 wall section @ restroom vestibule r�2 wall section @ rear wall 3 wall section @ bari�—I!�°}=�' �O7scale:3/4"=1'-0" �O7scale:3/4"=1'-0" �O7scale: 3/4"=1'-0" e I { I n� —_r— — :�� �.I.1I I I 1 I I�T- I II - —7 -7T- A6907 W wall section @waiting area scale: 3/4"=1'-0" O V z z 0 oOI-q-� O LO LO 0O ' r O c 0"D, o •� 0000N O 0 c O o s O _ C Q. O a) CO N C M O �� u N L O U O U L c 0 L LO in L 0 LO to O (Z) copyright N LO CY) L C") C3 C3 > _0 -0 O vi U 0 - N F O Q '-0 N revisions: A9/18/08 changed steel and metal root framing to wood roof framina drawn: checked: date: prof. no: sc/d m/at rd 3-21-08 P07-15B A6*08 GE "M" PANEL ROOFING WOOD SHEATHING 4TT INSULATION wall section @bar area scale: 3/4"=1'-0" 1/2" PLYWOOD SHEATHING BERRIDGE METAL ROOFING RAFTERS, SEE STRUCTURAL 030 FELT UNDERLAYMENT 12 �2 R-30 BATT INSULATION LAY -IN CEILING 6x8 R.S. CEDAR BEAM (BEYOND) 1x4 FURRING STRIPS 5/8" GYP_ BD. EL_ 8'-0" AFF, TOP OF HEADER 4" CONCRETE SLAB WITH FIBERMESH AND 6 MIL VAPOR BARRIER ON CLEAN COMPACTED FILL - SEE ALSO CIVIL 4 STRUCTURAL DRAWINGS BY OTHERS - CYPRESS 1x4 EL. 0'-0" A.FF_ TA_ SLAB FOUNDATION (SEE STRUCTURAL) sonny's restaurant scale: 3/4"=1'-0" a4.. roto d .41 4 � e - wall section DUf ME1 RIG 5/8 1441 STF 6" 24 S" METAL STUDS, 6 ", SEE STRUCTURAL 24 6" METAL STUDS Ix2 PT. NAILER 4 METAL DRIP 2XIO R/S CEDAR FASCIA W/ J MOLDING 9 EACH SIDE GUTTERS AND DOWNSPOUTS TO BE GALVALUME FINISH PERFORATED VINYL SOFFIT (BEIGE COLOR) METAL STUD SOFFIT FRAMING CONT. CAULK SEE 81/2" HARDIPLANK SIDING, 7 EXPOSURE ATTACHED DIRECTLY TO CMU W/ET4F FASTENERS, REFER TO HARDIETRIM ALLOWABLE FASTENER SPACING TABLE SEE SHEET A8.01 FOR FINISH CYI PL' CYI 4" c AN[ COl 46 wall section @hostess and waitin scale: 3/4"=1'-0" 2x8 PT WOOD FRAMING W/ WATER -RESISTIVE BARRIER, SEE STRUCTURAL VERTICAL HARDI SIDING FOAM FILLED (TYP-) CONT. FLASHING 2x6 24" O.C_ CEILING JOISTS EL_ 10'-0" AFF_ FIN_ CLG_ HT. R-30 GATT INSULATION CYPRESS 1x4 C R L • O N Ln � O O LA O CN 00 0I N U O 0x O 0 a O s � c U� O O 00 N M O �� U Q0 o q- U —0 O L L c i7 � v7 0 Qc copyright N LO _0 CM c") O a > O i cn -0 O cn U - = N cy)s W a 0 3 O Q. � N revisions: Q9/18/08 chapped steel and metal root framing to wood roof framing drawn: sc/dm/at checked: rd date: 3-21-08 prof. no: P07-15B A6909 CEILING (SEE SHEET A3_02) SEE SHEET A5.4 FOR FINISHES 5/8" G.W.B. 2x4, 2x6, OR 2x8 0 2'-0" O.C. P.T. 2x4, 2x6, OR 2x8 T45 CONT, 6" QUARRY TILE BASE A partition sections scale: 1 /2"=1'-0" 5" HARDIPANEL WITH 1X2 BATTENS DURO-LAST INSIDE WALL TERMINATION, SEE A1.014 GALVANIZED TURNBUCKLE ASSEMBLY AS MANUFACTURED BY CLEVELAND CITY FORGE (I-800-431-4350) (OR APPROVED EQUAL) —� DUROLAST ROOFING SYSTEM 5/8" CDX 16 GA. 6" METAL STUDS 6 16" O.C_ 6" M1N 3" x 4" STEEL ANGLE 2x10 PT a WRAP W/ GALV, METAL 0 0 lx4 FURRING SEE STRUCTURAL is I6" O.C_ FOR CONNECTION TI-11 3'-0" 0 ENTRANCE 10 4'-0" 0 FRONT OF BUILDING canopy detail at Bldg front A7.02 / scale: 3/4"=1'-0" METAL FASTENERS WITH METAL BACKED NEOPRENE WASHER 20" O.C. MAX CONT, CAULK 2x4 2x10 24 R.S. CEDAR FASCIA 3/4" HARDITRIM (CUT TO FIT) HARDIPANEL SIDING IWUATE BRPROOF MEMBRANE 2X8 WOOD STUD FRAMING 1/2" PLYWOOD SHEATHING 5 cornice detail- �O2sc- ale: 1-1 /2"=1'-0" I 1/4" GALV. PIPE RAILING (SEE SHEET A5 FOR LOC'S) Ix8 CAP PLATE FIN. WOOD 2x TOP PLATE 2x W/ TOP 9 25" A.F.F. AT EACH TABLE SUPPORT LOC. 2x a 2'-0" O.C. 1/2" PLYWOOD SEE SHEET A53 FOR FINISHES 2x6 W/ TOP 6 I6" AFF, AT EACH TABLE SUPPORT LOC. P.T_ 2x CONT_ half wall sections Bscale: 1 /2"=1'-0" TEXTURED FINISH - STUDS 16" O.C. MAX 5/8" GYP_ BD. — TEXTURED FINISH t .Y c•_� p 8" CMU 5/8" GYP. BD, -� 1 1/4" GALV PIPE RAILING (SEE `r SHEET A5 FOR LOC'S) Ix8 CAP PLATE FIN, WOOD 2x TOP PLATE INSTALL POWDER ACTUATED b FASTENERS 6" FROM EA. END Lu ua - 2" STEEL TUBE 0 EA, END OF WALL * (11) a Lu LOCA SEE SHEET Al 1/2" PLYWOOD SEE SHEET A53 FOR FINISHES _�— P.T. 2x CONT. CORE DRILL SLAB t half wall supT�o�t�T cscale: 1 /2"= P-0" wall section @hostess/watin scale: 3/4"=1'-0" PLWD, FASTENERS WITH METAL BACKED NEOPRENE WASHER 20" O.C. MAX CONT. CAULK 2x8 2x4 2x10 `— 24 R.S. CEDAR FASCIA 3/4" x 3 1/2" HARDITRIM 1/2" PLYWOOD SHEATHING HARDIPANEL SIDING W/ Ix2 BATTENS ON WATERPROOF MEMBRANE METAL COPING FASTENERS WITH METAL BACKED NEOPRENE WASHER 20" O.C. MAX- CONT. CAULK DUROLST SINGLE -FLY ROOFING MEMBRANE 2X8 STUD FRAMING —� 1/2" PLYWOOD SHEATHING — 6 cornice detail �.02scale: 1-1 /2"=1'-0" FASTENERS u BACKED NEC WASHER 20" CONT. CAULK 3/4" PLYWOC SWEATING DUROLAST S ROOFING MEP CEILING (SEE I A3.02) 5/8" GYPSUM BOARD - 3/4" FURRING STRIPS - CYPRESS 2x(o 1x8 CONT. BLOCKING - 1/2" PLYWOOD BD. OVER 1x4 P.T. FURRING STRIPS 6 I6" O.C. CYPRESS 2x6 block wall Dscale: 1 /2"= P-0" 3 cornice detail �_O scale: 1-1 /2"=1'-0" Ix WOOD BLOCKING (1) 2x10 WITH 1/4" DIA TAPCONS 24" OL, - MAX 8" FROM EACH END FASTENERS WI' FASTENERS WITH METAL BACKED NEO I BACKED NEOPRENE WASHER 2011( WASHER 20" O.C. MAX OUTSIDE FOAM CLOSURE CONT. CAULK TAPE SEALER TOP AND BOTTOM HORIZONTAL 1/8" FURRING HAT CHANNELS * 16" O.C. BERRIDGE "R" PANEL (VERICAL) INSTAL DURO AST 611 PER MANUFACTURERS ROOFING MEM INSTRUCTIONS, 1/2" PLYWOOD SHEATHING TAL COPING 3TENERS WITH METAL CKED NEOPRENE SHER 20" O.C_ MAX. 1001) BLOCKING HOOD BLOCKING NT. CAULK UBLE TOP PLATE iVIPANEL SIDING W/ BATTENS ON rERPROOF MEMBRANE STUD FRAMING 16" O.G. 7 cornice detail �O2scale: 1-1 /2"=1'-0" CEILING (SEE SHEET A3.02) SEE SHEET A5.4 FOR FINISHES METAL STUD 6 2'-0" O.C_ 5/8" G.W.B. 6" QUARRY TILE BASE metal stud wall Escale:l/2"=1'-0" ITH METAL fRENE O.C. MAX. )CKING BLOCKING SIDING W/ METAL COPING\ 2x4 FASTENERS WITH METAL BACKED NEOPRENE WASHER 20" O.C. MAX. CONT. CAULK DUROLAST SINGLE-PL ROOFING MEMBRANE all CMU METAL COPING 1 1/4" GALV. PIPE RAILING Ix8 CAP PLATE FIN. WOOD 2x4 TOP PLATE 3/4" PLWD. SHELF lx4 SUPPORT 1x4 EDGE 3/4" PLWD. SHELF lx4 SUPPORT 2x4 * 2'-0" O.C. 1/2" PLYWOOD BEAD BOARD PANEL P.T. 2x CONT. artition at p.o.s. station scale: 1 /2"=1'-0" 4 cornice detail �O2scale: 1-1 /2"=1'-0" 2x4 FASTENERS WITH METAL BACKED NEOPRENE WASHER 20" O.0 MAX. 2x8 CONT. CAULK DUROLAST SINGLE -PLY ROOFING MEMBRANE 2x8 WOOD STUDS $ cornice d eta i I A7.02 scale: 1-1 /2"=1'-0" 1/2" PLWD_ FASTENERS WITH METAL BACKED NEOPRENE WASHER 20" O.C. MAX. -CONT, CAULK 2x4 2x10 2x12 R.S. CEDAR FASCIA 3/4" HARDITRIM (CUT TO FIT) 3/4" x 3 1/2" HARDITRIM HARDIPANEL SIDING W/ IX2 BATTENS ON WATERPROOF MEMBRANE 1/2" PLWD_ -FASTENERS WITH METAL BACKED NEOPRENE WASHER 20" O.C. MAX OONT. CAULK 2x4 2x10 24 RS. CEDAR FASCIA 3/4" HARDITRIM (CUT TO FIT) 3/4" x 3 1/2" HARDITRIM HARDIPANEL SIDING W/ IX2 BATTENS ON WATERPROOF MEMBRANE t: •0 L W C O0) C c 0- 0 uN v s O Qc copyright 011 Nr *-a L0 L0 O r\ t-, O ; � N r 00 c o c, s Q 0 00 N c 0 _0 a) O c L a 14 L N O CV "zt LO co cn N _ N r_ _0 ::) O -0 O ,} C C) O — O .p s 4- CD �O Q O `o N 3 revisions: Q9/18/08 changed steel and metal root framing to wood roof framing drawn: sc/dm/at checked: rd date: 3-21-08 prof. no: P07-15B A7902 GENERAL NOTES: 1. CONTRACTOR IS RESPONSIBLE FOR AND SHALL VERIFY AND COORDINATE ALL DIMENSIONS AND DETAILS BEFORE PROCEEDING WITH WORK. ANY DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE ARCHITECT AND ENGINEERS. 2. DETAILS SHOWN IN ANY SECTION APPLY TO ALL SIMILAR SECTIONS AND CONDITIONS UNLESS NOTED OTHERWISE. 3. CONTRACTOR SHALL FULLY BRACE AND OTHERWISE PROTECT ALL WORK IN PROGRESS UNTIL THE BUILDING IS COMPLETED. 4. ALL STRUCTURAL ITEMS FOR THIS PROJECT HAVE BEEN DESIGNED IN ACCORDANCE WITH APPROPRIATE PROVISIONS OF EACH OF THE FOLLOWING: A. THE FLORIDA BUILDING CODE, 2004 EDITION WITH 2O05 AND 2006 REVISIONS. B. ACI STANDARD 318-02 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE. C. BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES (ACI 530-05/ASCE 5-02). D. AISC "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" NINTH EDITION. E. AMERICAN FOREST AND PAPER ASSOCIATION, NATIONAL DESIGN SPECIFICATION 2001 EDITION. 5. THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE SPECIFICATIONS AND THE ARCHITECTURAL AND MECHANICAL DRAWINGS. IF THERE IS A DISCREPANCY BETWEEN DRAWINGS, IT IS THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE ARCHITECT PRIOR TO PERFORMING WORK. IN CASE OF CONFLICT THE MOST STRINGENT CONDITION SHALL APPLY. 6. ALL DIMENSIONS MUST BE COORDINATED WITH ARCHITECTURAL DRAWINGS AND WITH EQUIPMENT MANUFACTURER (I.E. WINDOW, DOOR, AIR HANDLER, ETC.). CONTRACTOR MUST OBTAIN AN ARCHITECTURAL DIRECTIVE IN CASE OF ANY CONFLICT. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN IN STRUCTURAL DRAWINGS, CONCRETE AND REINFORCING: 1. ALL CONCRETE WORK SHALL CONFORM TO THE LATEST ACI "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI-318". 2. ALL CONCRETE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTHS AS INDICATED BELOW: CONCRETE MAX WATER jy�E STRENGTH CEMENT RATIO AGGREGATE LOCATION USED 4000 PSI 0.45 STONE CONCRETE U.N.O. 3000 PSI 0.52 STONE FOUNDATIONS 3. ALL REINFORCING STEEL SHALL BE INTERMEDIATE GRADE, NEW BILLET STEEL, DEFORMED BARS, CONFORMING TO ASTM A-615, GRADE 60. ALL BARS SHALL BE SECURELY SUPPORTED AND WIRED IN PLACE. PRIOR TO POURING CONCRETE. ALL REINFORCING STEEL TO BE WELDED SHALL CONFORM TO ASTM A-706. 4. ALL WELDED WIRE FABRIC (W.W.F.) IN FLAT SHEETS ONLY AND SHALL CONFORM TO ASTM A-185. 5. UNLESS NOTED, ALL BARS MARKED CONTINUOUS SHALL BE SPLICED AT ALL LAP POINTS AND CORNERS AND DEVELOPED AT NON -CONTINUOUS ENDS AS PER TYPICAL DETAILS. SPLICE CONTINUOUS TOPS BARS AT CENTER BETWEEN SUPPORTS AND SPLICE CONTINUOUS BOTTOM BARS AT SUPPORTS. 6. CONCRETE COVER FOR REINFORCING BARS SHOWN IN TYPICAL DETAILS. 7. UNLESS NOTED, TEMPERATURE REINFORCING (ASTM A-615-60) TO BE 0.0018 X CONCRETE AREA. 8. PROVIDE #4 ® 12" O.C., WITH STANDARD HOOK, TOP BARS IN ALL SLABS AT DISCONTINUOUS ENDS UNLESS OTHERWISE NOTED ON PLANS. LENGTH OF BARS 1/4 OF SPAN, MINIMUM 3'-0". UNLESS OTHERWISE NOTED PROVIDE #4 ® 12" O.0 IN ALL CANTILEVERS. BAR LENGTH SHALL BE CANTILEVER SPAN PLUS 10'-0" PLUS STANDARD HOOK AT CANTILEVER ENDS. 9. WHERE PIPE SLEEVES (UP TO 2" IN DIAMETER) PASS THROUGH CONCRETE BEAMS, PROVIDE ADDITIONAL STIRRUP EACH SIDE OF SLEEVE, SLEEVES FOR PIPES 2" IN DIAMETER OR LARGER MUST BE STEEL OR CAST IRON, AND THE LOCATION MUST BE APPROVED BY THE STRUCTURAL ENGINEER. 10. ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED JUST BEFORE PLACING NEW CONCRETE IN ACCORDANCE WITH THE BUILDING CODE. 11. FOR CHAMFER OF EXPOSED CORNERS OF BEAMS AND/OR COLUMNS, SEE ARCHITECTURAL DRAWINGS. 12. CONTRACTOR SHALL COORDINATE PLACEMENT OF, OR BOX OUT FOR, ALL PIPE SLEEVES, OPENINGS, ETC, REQUIRED FOR VARIOUS TRADES. 13. CONTRACTOR SHALL COORDINATE AND NOTIFY OTHER TRADES IN SUFFICIENT TIME TO ALLOW THEM TO SET ANCHORS, INSERTS, BOLTS, HANGERS, ETC., AS REQUIRED FOR THEIR USE. 14. SEE ARCHITECTURAL DRAWINGS FOR DETAILS OF FLASHING REGULATES, FASCIA DETAILS, ETC. 15. UNDER NO CIRCUMSTANCES SHALL CONCRETE BE PUMPED THROUGH ALUMINUM PIPES. CONCRETE SHALL NOT BE PLACED IN CONTACT WITH ALUMINUM, ALUMINUM MIXING DRUMS, TRUCK MIXERS, BUGGIES, CHUTES, CONVEYORS, TREMIE PIPES, AND OTHER EQUIPMENT MADE OF ALUMINUM SHALL NOT BE USED ON THIS PROJECT. 16. SLUMPS OF OVER 4 INCHES WILL NOT BE PERMITTED UNLESS THE HRWR ADMIXTURE (SUPER PLASTICIZER) IS USED. MAXIMUM SLUMP IS THEN 8 INCHES UNLESS OTHERWISE DIRECTED BY THE ENGINEER. 17. NO ADMIXTURE SHALL BE USED IN CONCRETE EXCEPT WITH THE PERMISSION OF THE ENGINEERS AND AFTER LABORATORY DESIGN MIX APPROVAL. ALL ADMIXTURES SHALL CONTAIN NO MORE CHLORIDE IONS THAN ARE PRESENT IN MUNICIPAL DRINKING WATER. 18. WATER REDUCING ADMIXTURE SHALL CONFORM TO THE ASTM C-494, TYPE A, AND SHALL BE USED IN ALL CONCRETE. 19. AIR ENTRAINING ADMIXTURE SHALL CONFORM TO ASTM C260. AIR CONTENT OF CONCRETE SHALL BE USED AS FOLLOWS: A. FOR CONCRETE EXPOSED TO SOIL AND/OR WEATHER, 5%. B. FOR INTERIOR WALLS, COLUMNS, AND SLABS, 3%. 20. FLY ASH - ASTMC618, TYPE C OR TYPE F SHOULD BE USED BUT NOT TO EXCEED 20X 21. ALL EXPOSED CONCRETE SLABS SHALL RECEIVE A CURING COMPOUND. THE CURING COMPOUND SHALL CONFORM TO ASTM C309 AND SHALL HAVE 30% SOLIDS MINIMUM. WATER/BLANKET CURING AS PER ACI RECOMMENDATION MAY BE USED AS ALTERNATE. GENERAL STRUCTURAL NOTES FOUNDATION NOTES: 1. FOUNDATIONS FOR THIS PROJECT HAS BEEN DESIGNED ASSUMING THE SOIL IS SUITABLE TO SUPPORT 2000 PSF SPREAD FOOTINGS. CONTRACTOR MUST VERIFY SOIL CONDITIONS AND BEARING CAPACITY AND SHOULD CONTRACT A GEOTECHNICAL ENGINEER TO VERIFY THE ASSUMED BEARING PRESSURE. ANY DISCREPANCY MUST BE INFORMED TO ENGINEER OF RECORD WITH GEOTECHNICAL ENGINEER RECOMMENDATIONS TO OBTAIN A REVISED FOUNDATION PLAN. 2. FILL AND SUBGRADE PREPARATION SHALL BE AS NEEDED TO OBTAIN THE SAFE BEARING PRESSURE INDICATED ON NOTE 1. ALL ORGANICS AND UNSUITABLE SOIL SHOULD BE REMOVED AND A MINIMUM OF 98% MUST BE OBTAIN UNLESS GEOTECHNICAL ENGINEER RECOMMENDATIONS ALLOW A LOWER PERCENT OF COMPACTION. 3. ALL COLUMN FOOTINGS SHALL BE CENTERED UNDER COLUMN CENTERLINES UNLESS OTHERWISE NOTED. 4. BACKFIWNG AGAINST FOUNDATION WALLS SHALL BE DONE CAREFULLY WITH SMALL COMPACTION EQUIPMENT, AFTER SLABS ON GROUND ARE IN PLACE AND CONCRETE HAS SET. NO TRUCKS, BULLDOZERS, ETC. SHALL BE ALLOWED CLOSER THAN 6'-0" TO ANY FOUNDATION WALL. ANY WALL 3'-0" OR HIGHER MUST BE BRACED DURING THE CONSTRUCTION PROCESS. 5. NO FOUNDATIONS SHALL BE PLACED ABOVE 1 VERTICAL ON 2 HORIZONTAL SLOPES EXTENDED FROM THE CLOSEST EDGE OF ANY UNDISTURBED SOIL OR OTHER FOUNDATION STRUCTURE. BOTTOM OF FOOTINGS SHALL NOT BE LESS THAN 1'-0" BELOW EXISTING GRADE (U.N.O.). 6. FOR FOUNDATIONS SIZE AND REINFORCING SEE SCHEDULE. 7. ELEVATOR PIT DIMENSIONS = VERIFY WITH ELEVATOR MANUFACTURERS APPROVED SHOP DRAWINGS. 8. WATER PROOFING MATERIALS SHALL BE PROVIDED ON ALL SIDES AND BOTTOM OF ELEVATOR CORE AND ESCALATOR PIT. 9. CONTRACTOR SHALL TREAT SOIL BENEATH BUILDING FOR TERMITES. MASONRY: 1. DESIGN AND CONSTRUCTION SHALL CONFORM TO BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES (ACI 530/02 ASCE 5-02). AND SPECIFICATIONS FOR MASONRY STRUCTURES ACI 530.1-02 / ASCE 6-02. 2. MINIMUM NET COMPRESSIVE STRENGTH OF BLOCK ASSEMBLY SHALL BE 1500 P.S.I. (fm) MORTAR FOR MASONRY SHALL BE TYPE `S" OR "M". 3. FOR ALL EXTERIOR AND INTERIOR BEARING, BED JOINTS ARE TO COVER 100% OF THE MASONRY SURFACES AND ALL HEAD JOINTS ARE TO COVER 100% OF THE PROJECTED AREA OF THE FACE SHELLS. 4. FILL ALL CELLS AS REQUIRED WITH 3000 P.S.I. GROUT. SLUMP SHALL BE 8 TO 11 INCHES. SUBMIT DESIGN MIX FOR APPROVAL. 5. MINIMUM HORIZONTAL REINFORCING SHALL BE 9 GAGE HOT DIP GALVANIZED TRUSS OR LADDER TYPE JOINT REINFORCING AT 16" O.C., PROVIDE MANUFACTURE "T" AND "L" SHAPES FOR INTERSECTIONS AND CORNERS, (MINIMUM LAP 8"). 6. MINIMUM VERTICAL REINFORCING SHALL BE 1-#5 ® 48" OR 1-#4 32" O.C., (U.N.O.). 7. PROVIDE ADDITIONAL VERTICAL REINFORCING BAR AT EVERY CORNER, INTERSECTION, CONTROL JOINT, AND OPENING EDGES (U.N.O.). 8. MINIMUM SPLICE FOR VERTICAL REINFORCING IS SHOWN IN DETAIL 4-023, SPLICE FOR HORIZONTAL TRUSS TYPE REINFORCING = 12". 9. WALLS ARE DESIGNED TO BE BRACED BY FLOOR OR ROOF MEMBERS, CONTRACTOR SHALL PROVIDE TEMPORARY BRACING DURING CONSTRUCTION. 10. ALL CELLS BELOW FIRST FLOOR FINISHED ELEVATION MUST BE FULLY GROUT FILLED. 11. ALL KNOCK OUT BLOCK HORIZONTAL BARS SHALL HAVE CORNER BARS AT ALL CORNERS AND WALL INTERSECTIONS. SIZE AND NUMBER OF CORNER BARS SHALL BE SAME AS HORIZONTAL BARS. 12. ALL INTERSECTING WALLS AND CORNER WALLS SHALL BE LAID IN AN OVERLAPPING MASONRY BONDING PATTERN, WITH ALTERNATE UNITS HAVING A BEARING OF NOT LESS THAN 3 INCHES ON UNIT BELOW. STRUCTURAL STEEL, 1. ALL STRUCTURAL STEEL WORK SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST A.I.S.C. SPECIFICATIONS. 2. STRUCTURAL STEEL SHALL CONFORM TO: WIDE FLANGE (WF) ASTM A992 (50 KSI) SHAPES (L,T,C,PL) ASTM A36 STRUCTURAL TUBE (HSS) ASTM A500 (46 KSI) STEEL PIPE (HSS) ASTM A500 (42 KSI) ANCHOR BOLTS ASTM A36 U.N.O. IN PLANS, OR SECTIONS. FRAMING BOLTS ASTM A325 OR A490 SHEAR STUDS ASTM A108 WELDING ELECTRODES E70XX 3. ALL HIGH STRENGTH BOLTS SHALL CONFORM TO ASTM SPECIFICATION A325 AND SHALL BE PROVIDED WITH HARDENED WASHERS UNDER THE TURNED ELEMENT (NUT OR BOLT HEAD). 4. INSTALLATION AND TIGHTENING OF ALL HIGH STRENGTH BOLTS SHALL CONFORM TO THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS". 5. SHOP CONNECTIONS MAY BE WELDED OR HIGH STRENGTH BOLTED. ALL BOLTS SHALL BE 3/4" DIAMETER MINIMUM. ALL CONNECTIONS SHALL CONFORM TO THE TYPICAL CONNECTION DETAILS SHOWN ON THE PLANS UNLESS SPECIFICALLY APPROVED BY THE ENGINEER. 6. ALL FIELD CONNECTIONS SHALL BE BOLTED WITH HIGH STRENGTH BOLTS, SLIP -CRITICAL (FRICTION) TYPE. 7. ALL WELDING SHALL CONFORM TO THE AMERICAN WELDING SOCIETY CODE, ANS01.1, ALL WELDING SHALL BE PERFORMED USING E70XX U.N.O. 8. CUTS, HOLES, COPINGS, ETC. REQUIRED IN STRUCTURAL STEEL MEMBERS FOR THE WORK OF OTHER TRADES SHALL BE SHOWN IN THE STRUCTURAL STEEL SHOP DRAWINGS AND SHALL BE MADE IN THE SHOP. HOLES SHALL BE REINFORCED AS REQUIRED BY THE ENGINEER. 9. BURNING OF HOLES, CUTS, ETC. IN STRUCTURAL STEEL MEMBERS IN THE FIELD WILL NOT BE PERMITTED, EXCEPT WITH THE SPECIFIC APPROVAL OF THE ENGINEER. 10. ALL STEEL MEMBERS EXPOSED TO WEATHER (SUCH AS LINTELS, DOOR JAMBS, ETC.) SHALL BE GALVANIZED. 11. FOR MISCELLANEOUS STEEL, SEE ARCHITECTURAL DRAWINGS. 12. ANY STEEL MEMBERS REQUIRED BY THE ELECTRICAL OR MECHANICAL TRADES FOR THE SUPPORT OF THEIR EQUIPMENT, WHICH ARE NOT SHOWN ON ARCHITECTURAL OR STRUCTURAL DRAWINGS, SHALL BE PROVIDED BY THE TRADE REQUIRING SUCH SUPPORT. 13. SEE SPECIFICATIONS FOR PAINTING OF STRUCTURAL STEEL. ALL FABRICATION AND ERECTION MARKS SHALL BE COVERED DURING FIELD TOUCH-UP PAINTING. 14. ALL CONNECTIONS TO BE DOUBLE ANGLE FRAMED BEAM CONNECTION PER AISC UNLESS NOTED OTHERWISE. ALL BOLTS TO BE 3/4" MINIMUM DIAMETER UNLESS NOTED OTHERWISE. SHOP CONNECTIONS MAY BE WELDED OR BOLTED. WELDS ARE TO BE EQUAL IN STRENGTH TO BOLTS. 15. DESIGN CONNECTIONS FOR THE MAXIMUM SHEAR (V IN KIPS) LISTED IN THE TABLES FOR "ALLOWABLE UNIFORM LOADS IN KIPS FOR BEAMS LATERALLY SUPPORTED" AT THE BOTTOM OF EACH PAGE IN THE "PROPERTIES AND REACTION VALUES", PART 2 OF THE LATEST EDITION OF THE AISC "MANUAL OF STEEL CONSTRUCTION". 16. WHEN STEEL MEMBERS ARE WELDED TO EMBED PLATES IN CONCRETE, WELDING PROCESS SHOULD BE PERFORMED IN SUCH WAY THAT EMBED PLATE DOES NOT OVERHEAT AND EXPAND. SUCH EXPANSION WILL CRACK THE CONCRETE SURROUNDING THE EMBED PLATE AND MAY WEAKEN THE STRUCTURAL CAPACITY OF THE CONNECTION. WE RECOMMEND TO PROVIDE SEVERAL SINGLE PASSES TO BUILT UP THE WELD SIZE REQUIRE WITH COOLING OFF PERIODS TO AVOID THE EMBED PLATE EXPANSION. UNDER NO CIRCUMSTANCES PROVIDE MORE THAN 6" OF 1 /4" WELD WITHOUT ALLOWING A COOLING OFF PERIOD. SHOP DRAWINGS: 1. NO STRUCTURAL DRAWINGS SHALL BE REPRODUCED FOR USE AS SHOP DRAWINGS. 2. ALL DIMENSIONAL COORDINATION SHALL BE DONE BY THE CONTRACTOR AND/OR HIS DETAILER. 3. DETAILER SHALL CHECK ALL ARCHITECTURAL AND MECHANICAL DRAWINGS FOR ALL ATTACHMENTS, CLIPS, OPENINGS, OR DUCT WORK AFFECTING STRUCTURAL MEMBERS. ALL ITEMS SHALL BE SHOWN ON SHOP DRAWINGS. 4. ALL SHOP DRAWINGS SHALL BE SUBMITTED ON TRANSPARENCIES FOR DIRECT REPRODUCTION WITH THREE PRINTS ONLY. DISTRIBUTION AS PER ARCHITECT INSTRUCTIONS. 5. PROVIDE SUFFICIENT SPACE ON SHOP DRAWINGS NEAR TITLE BOX (ABOUT 40 SQUARE INCHES) FOR STAMPS AND ENGINEERS COMMENTS. 6. THE SHOP DRAWINGS SHALL BEAR INITIALS OF DETAILER'S CHECKER AND CONTRACTOR PRIOR TO SUBMISSION. 7. COMPLETED ERECTION PLANS SHALL BE SUBMITTED PRIOR TO OR IN CONJUNCTION WITH DETAIL DRAWINGS. BUT IN NO CASE SHALL DETAIL DRAWINGS BE SUBMITTED PRIOR TO ERECTION PLANS. 8. DETAILER SHALL SUBMIT AN INDEX OF THE DETAIL DRAWINGS WITH EACH SHOP DRAWING SUBMITTAL. 9. SHOP DRAWINGS NOT COMPLYING WITH ALL THE ABOVE ITEMS SHALL BE RETURNED FOR CORRECTIONS WITHOUT PROCESSING. 10. RESUBMITTED SHOP DRAWINGS SHALL HAVE THE FOLLOWING CHANGES INCORPORATED: FIRST RESUBMISSION TO HAVE LETTER "A" ADDED TO DRAWING A. NUMBER AND ANY CHANGES MARKED ON THE DRAWING MARKED 1 AT EACH ITEM CHANGED. ALL ITEMS TO BE NOTED IN REVISION BOX. B. SUBSEQUENT RESUBMISSION SHALL BEAR CHANGES "B" AND 2 AND 3 ETC. AS IN 11 A. 11. CONTRACTOR SHALL HAVE SHOP DRAWINGS WHICH HAVE BEEN SATISFACTORILY REVIEWED BY THE ARCHITECT AND/OR ENGINEER AND CONFIRMED BY THE CONTRACTOR BEFORE PROCEEDING WITH ANY WORK. 12. DETAILER SHALL USE THE SAME COLUMN NUMBERS IN HIS DETAILS AS THOSE SHOWN ON CONTRACT DRAWINGS. 13. 14. LIGHTGAGE METAL FRAMING: 1. ALL STRUCTURAL MEMBERS SHALL BE DESIGNED IN ACCORDANCE WITH AMERICAN IRON AND STEEL INSTITUTE, "SPECIFICATION FOR THE DESIGN OF COLD FORMED STRUCTURAL MEMBERS", 1996 EDITION. PROVIDE SIGN AND SEALED CALCULATIONS AND DRAWINGS FOR ALL LIGHT GAGE STRUCTURAL ELEMENTS OF THE BUILDING, INCLUDING THE EXTERIOR METAL STUDS (CURTAIN WALL), AND ALL EXTERIOR CEILINGS. 2. ALL STRUCTURAL STUDS AND JOISTS 22, 20, AND 18 GAUGES SHALL BE FORMED FROM GALVANIZED STEEL PER ASTM A653, G60 COATING MEETING THE REQUIREMENTS OF ASTM C955 WITH A YIELD STRENGTH OF 33,000 PSI. 3. ALL STRUCTURAL STUDS AND JOISTS 16, 14, AND 12 GAUGES SHALL BE FORMED FROM GALVANIZED STEEL PER ASTM A653, G60 COATING MEETING ASTM C955, WITH YIELD STRENGTH OF 50,000 PSI. 4. ALL STRUCTURAL TRACK AND BRIDGING SHALL BE FORMED FROM GALVANIZED STEEL PER ASTM A653, G60 COATING MEETING THE REQUIREMENTS OF ASTM C595, WITH YIELD STRENGTH OF 33,000 PSI. 5. WITH EACH TYPE OF METAL FRAMING REQUIRED, PROVIDE MANUFACTURER'S STANDARD STEEL RUNNERS (TRACKS), BLOCKING, LINTELS, CLIP ANGELS, SHOES, REINFORCEMENTS, FASTENERS, AND ACCESSORIES AS RECOMMENDED BY MANUFACTURER FOR APPLICATIONS INDICATED, AS NEEDED TO PROVIDE A COMPLETE METAL FRAMING SYSTEM. 6. PROVIDE GALVANIZED FINISH TO METAL FRAMING COMPONENTS COMPLYING WITH ASTM A653 FOR MINIMUM G 60 COATING. ATTACH SIMILAR COMPONENTS BY WELDING. ATTACH DISSIMILAR COMPONENTS BY WELDING, BOLTING OR SCREW FASTENERS, AS STANDARD WITH MANUFACTURER. ALL WELDING SHALL BE PERFORMED BY WELDERS CERTIFIED AND EXPERIENCED IN LIGHT GAGE STRUCTURAL STEEL FRAMING WORK. 7. INSTALL METAL FRAMING SYSTEMS IN ACCORDANCE WITH MANUFACTURER'S PRINTED OR WRITTEN INSTRUCTIONS AND RECOMMENDATIONS, UNLESS OTHERWISE INDICATED. 8. INSTALL CONTINUOUS TRACKS SIZED TO MATCH STUDS. 9. SET STUDS PLUMB, EXCEPT AS NEEDED FOR DIAGONAL BRACING OR REQUIRED FOR NON -PLUMB WALLS OR WARPED SURFACED AND SIMILAR REQUIREMENTS. 10. WHERE STUD SYSTEM ABUTS STRUCTURAL COLUMN OR WALLS, INCLUDING MASONRY WALL, ANCHOR ENDS OF STIFFENERS TO SUPPORTING STRUCTURE. 11. SECURE STUDS TO TOP AND BOTTOM RUNNER TRACKS BY EITHER WELDING OR SCREW FASTENERS AT BOTH INSIDE AND OUTSIDE FLANGES. WOOD FRAMING NOTES: 1. ALL WOOD FRAMING SHALL BE IN COMPLIANCE WITH THE LATEST NDS EDITION FOR WOOD CONSTRUCTION. DIMENSIONED LUMBER SHALL BE DRESSED S4S, AND SHALL BEAR THE GRADE STAMP OF THE MANUFACTURER'S ASSOCIATION. 2. ALL LUMBER SHALL BE SOUND, SEASONED, AND FREE FROM WRAP. 3. ALL FRAMING LUMBER SHALL BE SOUTHERN YELLOW PINE #2 OR BETTER. 4. INTERIOR NON -LOAD BEARING WALLS SHALL BE UTILITY GRADE OR BETTER. 5. MINIMUM OF 3-PLY STUD COLUMNS TO BE INSTALLED AT BEAM OR GIRDER TRUSS BEARING LOCATIONS UNLESS NOTED OTHERWISE. 6. INSTALL BLOCKING IN ALL WALL STUDS OVER 8'-0" AT MID -HEIGHT, AND SHEATHING JOINT. BRACE GABLE END AT 4'-0" O.C. AS SHOWN IN THE DRAWINGS. 7. ALL LUMBER IN CONTACT WITH MASONRY OR CONCRETE SHALL BE PRESSURE TREATED OR OF NATURAL DURABLE WOOD. 8. PRESSURE TREATED LUMBER SHALL BE IMPREGNATED WITH AN APPROVED TREATMENT IN ACCORDANCE WITH F.S. 11-W-571 AND BARE THE AMERICAN WOOD PRESERVES INSTITUTE EQUALITY MARK LP-2. 9. SHEATHING SHALL BE APA EXTERIOR GRADE RATED, AND INSTALLED WITH PLY -CLIPS AT 24" O.C. SEE NAILING SCHEDULE FOR SHEATHING CONNECTION. 10. FLOOR SHEATHING SHALL BE A MINIMUM OF 5/8" TONGUE AND GROOVE TYPE SUPPORTED AT 24" O.C. MAX, UNLESS NOTED OTHERWISE IN PLAN. 11. ALL NAILING AND BOLTING SHALL COMPLY WITH AMERICAN INSTITUTE OF TIMBER CONSTRUCTION REQUIREMENTS. ALL NAILS EXPOSED TO THE EXTERIOR SHALL BE GALVANIZED. 12. ALL CONNECTION HARDWARE SHALL BE GALVANIZED AND SUPPLIED BY SIMPSON STRONG TIE OR APPROVED EQUAL. SUBMIT CUT SHEETS FOR ALL CONNECTION HARDWARE TO ENGINEER FOR APPROVAL. ALL NAIL HOLES SHALL BE FILLED OR AS REQUIRED BY THE MANUFACTURER TO ACHIEVE LOAD CAPACITY. 13. BRACING: TEMPORARY BRACING OF THE ROOF SYSTEM SHALL BE INSTALLED PER HIB-91 RECOMMENDATIONS AND SHALL BE UTILIZED AS THE PERMANENT BRACING FOR THE ROOF SYSTEM, UNLESS NOTED OTHERWISE. 14. ALL WOOD FRAMING SHALL BE IN COMPLIANCE WITH THE LATEST NDS EDITION FOR WOOD CONSTRUCTION. PRE-ENGINEERED WOOD PRODUCTS: 1. ALL PRE-ENGINEERED WOOD PRODUCTS SHALL BE VERIFIED BY TRUSS MANUFACTURER. TRUSS MANUFACTURER SHALL HAVE THE AUTHORITY TO MAKE SUBSTITUTIONS FOR PRODUCTS SPECIFIED ON THE PLANS DUE TO AVAILABILITY OR ECONOMICS. CHANGES SPECIFIED BY THE TRUSS MANUFACTURER SHALL CONTROL. CHANGES MADE AFTER TRUSS ENGINEERING HAS BEEN PROVIDED TO ENGINEER OF RECORD, MUST BE APPROVED BY THE ENGINEER OF RECORD. 2. FRAMING PLAN IS DIAGRAMMATIC IN NATURE AND IS PROVIDED FOR ILLUSTRATION PURPOSES ONLY. TRUSS MANUFACTURER TO PROVIDE SEPARATE LAYOUT AND TRUSS COMPONENT DESIGN SIGNED AND SEALED BY A FLORIDA REGISTERED PROFESSIONAL ENGINEER. 3. ALL PRE-ENGINEERED WOOD PRODUCTS ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER. THE TRUSS ENGINEER IS A DELEGATED ENGINEER FOR THIS PROJECT, AND AS SUCH, IS RESPONSIBLE FOR THE VALIDITY OF THE COMPONENTS PROVIDED. FRAMING LAYOUTS SHOWN MAY BE CHANGED BY THE TRUSS MANUFACTURER. THE DELEGATE ENGINEER IS RESPONSIBLE FOR PROVIDING A FINAL SEALED SET OF ALL CALCULATIONS AND LAYOUTS FOR THIS PROJECT TO THE ENGINEER OF RECORD FOR REVIEW PRIOR TO MANUFACTURE OF SAID COMPONENTS. ENGINEER OF RECORD HAS NOT REVIEWED THE PRE-ENGINEERED TRUSS MANUFACTURER'S COMPONENTS AT THIS TIME AND RESERVES THE RIGHT TO MAKE ANY CHANGES AFTER SUCH INFORMATION HAS BEEN PROVIDED FOR REVIEW. CONTRACTOR, AS PROJECT COORDINATOR, SHALL BE RESPONSIBLE FOR INSURING INFORMATION REQUESTED ABOVE HAS BEEN SUBMITTED TO ENGINEER OF RECORD IN A TIMELY MANNER WHEN AVAILABLE. 4. ALL PRE-ENGINEERED TRUSSES TO BE DESIGNED USING THE MOST RECENT TPI CRITERIA. TRUSSES TO BE HANDLED AND INSTALLED USING MOST RECENT HIB RECOMMENDATIONS. TEMPORARY AND PERMANENT BRACING SHALL BE PER MOST RECENT HIB RECOMMENDATIONS UNLESS NOTED OTHERWISE, OR MORE STRINGENT CODE REQUIREMENTS APPLY. TRUSS ENGINEER IS RESPONSIBLE FOR INDICATING ALL TRUSS TO TRUSS CONNECTORS, ALL COMPONENTS TO BE DESIGNED FOR BOTH GRAVITY AND UPLIFT LOAD CASES, INCLUDING BEAM COMPONENTS. 5. UPON REVIEW, ENGINEER OF RECORD WILL PROVIDE A REVIEW LETTER INDICATING ANY CHANGE IN STRAPPING OR SUPPORT BASED ON THAT REVIEW. CONSTRUCTION COMMENCING PRIOR TO ENGINEER'S REVIEW IS SUBJECT TO MODIFICATION BASED ON REVIEW LETTER. ARMANDO A. CASTELLON, P.E. FL. LIC. No. 43453 g ature D to 0O1- 110 O LO LO O �0� ._ oo �a O "- Q_ O tT c U� Q _ O 00 � � CV o �� O D c U C O � -CLO 0 C L i3 _ LO � cn O U Z 0 o Z W N W O N N Er J W 20 m , W Z ' o C") N E z o u)Z umV8 a Q 0 Z LU CI) O a �UW ao } 0 - LLC U o rn 03, F--J(� 7w E (D �: aIN °D ,�pp,� IN V) LLJ N M V m SHOD �L W © copyright 0 L CV LO 2 M a O > N D O O a Cn s 'O C5 s 11O Q '-O N revisions: Q9/18/2008 2 steel roof/wood roof drawn: checked: date: prof. no: sc/d m rd 1-15-08 P07-15B S1601 north elevation scale: 1 /8"=1'-0" `5 � f I east elevation scale: 1 /8"=1'-0" south elevation scale: 1 /8"=1'-0" 101 COMPONENTS AND CLADDING NET UPLIFT SCHEDULE PATTERN ZONE MAIN ROOF STEEL JOIST EFFECTIVE WIND AREA 10 SO. FT. 20 SQ. FT. 50 SQ. FT. 100 SQ. FT. 200 SQ. FT. 1O +19.4 PSF/-26.8 PSF +18.5 PSF/-26.8 PSF +16.6 PSF/-25.8 PSF +15.7 PSF/-24.9 PSF +15.7 PSF/-24.9 PSF 2O +19.4 PSF/-41.5 PSF +18.5 PSF/-38.7 PSF +16.6 PSF/-35.1 PSF +15.7 PSF/-32.3 PSF +15.7 PSF/-32.3 PSF 3O +19.4 PSF/-58.1 PSF +18.5 PSF/-55:3 PSF +16.6 PSF/-50.7 PSF +15.7 PSF/-47.0 PSF +15.7 PSF/-47.0 PSF 2' ov +19.4 PSF/-50.5 PSF +18.5 PSF/-50.7 PSF +16.6 PSF/-50.7 PSF +15.7 PSF/-50.7 PSF +15.7 PSF/-50.7 PSF 3' ov +19.4 PSF/-78.4 PSF +18.5 PSF/-72.8 PSF +16.6 PSF/-63.6 PSF +15.7 PSF/-56.3 PSF +15.7 PSF/-56.3 PSF COMPONENTS AND CLADDING DESIGN WIND PRESSURE FOR WALLS, DOORS & WINDOWS PATTERN ZONE EFFECTIVE WIND AREA 10 SQ. FT. 20 SQ. FT. 50 SQ. FT. 100 SQ. FT. 200 SQ. FT. O +28.6 PSF/-30.5 PSF +27.7 PSF/-29.5 PSF +26.8 PSF/-28.6 PSF +24.9 PSF/-26.8 PSF +24.0 PSF/-26.8 PSF O +28.6 PSF/-36.0 PSF +27.7 PSF/-37.1 PSF +26.8 PSF/-32.3 PSF +24.9 PSF/-30.5 PSF +24.0 PSF/-27.7 PSF west elevation scale: 1 /8"=1'-0" LOAD SCHEDULE O METAL do TIMBER: ROOF. DEAD LOAD ROOFING do INSULATION = 7 PSF PLYWOOD DECK = 3 FRAMING = 4 MECH/ELECTR = 4 CEILING = 5 MISC. = 2 25 PSF LIVE LOAD = 20 PSF WIND DESIGN DATA: CODE: FLORIDA BUILDING CODE 2004 ASCE 7-02 EXPOSURE B CATEGORY II IMPORTANCE FACTOR = 1.0 BASIC WIND SPEED = 110 MPH INTERNAL PRESSURE COEFFICIENT = +/- 0.55 A -n. 4'- 0. rp d roof plan scale: 1 /8"=1'-0" ALL EXTERIOR DOORS & WINDOW ASSEMBLIES SHALL SATISFY THE REQUIREMENTS OF THE FLORIDA BUILDING CODE WALL PRESSURE DIAGRAM (2004 EDITION), SECTION 1704.4. ALL CONNECTIONS TO BUILDING STRUCTURE SHALL ARMANDO A. CASTELLON, P.E. HAVE THE CAPACITY TO WITHSTAND THE PRESSURES INDICATED IN THIS SCHEDULE. FL. LIC. No. 43453 �6 Signature Oate 27 u tx x u Z z 0 L LO 'IT�O O L O 0\ +� 0 C), U C a 0 s � O Cn C C C UQ Q O N 00 N O �� U o C _- d U o s c � C)i N O L0 cn O U Z � - o 0 Z o JCIJ � W C.Y N W W Z '* Ci N o in (n E Z 7 VI CO C O a Q O Z �C-"°x°U a a m ... Q } 0 LLC UEo vi -9,M I-0� 8 7 < p, E cy 00 00 L `- W co m © copyright 50 N -0 co Co a 0 > -a 0 o N L 'o O s �O CL *10 N revisions: Q9/18/2008 2 steel roof/wood roof drawn: checked: date: prof. no: sc/d m rd 1-15-08 P07-15B S1*02 �C76- i- 1 j ,iiltdc ,. i Illmu:eiu I AAe. a;.ria ii i.i i, ,- � � - r� r FOUNDATION PLAN NOTES: 11. COLUMN DESIGNATION SHOWN THUS Q ON PLAN. FOR SIZE AND 1. SLAB ON GRADE TO BE 4" THICK CONCRETE OVER VAPOR BARRIER REINFORCING SEE SCHEDULE ON S3.04. CONFORMING TO ASTM E-1745 ON COMPACTED SUB -BASE AS PER GEOTECHNICAL REPORT REINF. WITH 6x6xW1.4xW1.4 W.W.F. (FLAT T/COLUMN SHEETS) CENTERED IN SLAB. SUPPORT WELDED WIRE FABRIC WITH 2" ELEVATION SLAB BOLSTER OR APPROVED EQUAL O 3'-0"(f) O.C. BOTHWAYS. USE COL COLUMN C� COL OF CONCRETE BRICK IS NOT ALLOWED. TYPE 2. TOP OF SLAB ELEVATION SHOWN THUS '- " ON PLAN EQUALS REFERENCE EL., FOR ACTUAL EL., SEE CIVIL DWG'S. CARRIED 4.0 3. FOR TYPICAL FOUNDATION PLAN DETAILS, SEE DRAWING S3.01 THRU COLUMN S3.04. 65'-0" 4. FOR GENERAL STRUCTURAL .NOTES, SEE SHEET S1.01. 12. COORDINATE LOCATION OF CONTROL JOINTS (SAWCUTS & TOOLED 7'-4" 6'-0"'-10" 44'-6- 5. 6. FOR FOOTING SIZE AND REINFORCING SEE SCHEDULE ON S3.04. ( ) DENOTES TOP OF FOOTING ELEVATION. JOINTS) AT WALKWAY SLABS WITH ARCHITECTURAL DWG'S. CONTROL WF2.0 "WB" WF2,0 "WB" 7. _ TOP OF FOOTING: ELEVATION OINTERIOR - (-2 -0w) JOINTS AT EXPOSED TO WEATHER WALKWAYS SHALL BE TOOLED _ TYPICAL U.N.O. 13 JOINTS. UTOAMATCHHAU.N.O. I" _. ELEVATION OEXTERIOR = (-2'-0") DOWELS ALLCELLSAT REINED OCATIONA SHALL BE i I TYPICAL U.N.O. FILLED WITH GROUT. PROVIDE INSPECTION/CLEANOUT HOLE AT BASE _- _-,- = - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --._- -..- -:- - - - - _- - - 8. FOR FLOOR SLAB DEPRESSION LOCATIONS AND LIMITS NOT SHOWN ON EIGHT IS GREATER 1JOINTAN SNOT UOFHMASONRY - - ,, - __ _. - _.__ _ __ .. �- ---.-.---.-.------ - _ ,�,� _ .. �----�,..- - I PLAN SEE ARCHITECTURAL DRAWINGS. 14. LOCATIONMEN CONTROL SHOWN. COORDINATE WITH v v I I 9. FOR PLAN DIMENSIONS NOT SHOWN, REFER TO ARCHITECTURAL DWG'S. C - /S3.01. ARCHITECTURAL ELEVATIONS SEE TYPICAL DETAIL 4 002 10. TYPICAL WALL REINFORCING SCHEDULE: 15. GENERAL CONTRACTOR TO COORDINATE LOCATION OF ALL WALL a I' A. 8" CMU WALL REINF. PENETRATIONS REQUIRED FOR MECHANICAL EQUIPMENT AND PROVIDE A PRECAST LINTEL AT ALL OPENINGS REFER TO TYPICAL DETAIL 1 f I I` W/ 1-#5 O 32" O.C. VERT. AT "WA" WALLS 4-004/S3.02. 1 ( 0 " "" WALLS I NI I ; ! I I B. PROVIDE ADDITIONAL 1-#5 VERTICAL I EA. SIDE OF ALL WALL OPENINGS AND INTERSECTIONS. I I I I TS-1.5 r I a N I a ■ 91 O N �I 7r 4w 1 ( i 1 I 3•- 4„ - - -. _ - , M 4� 6. _O,r 6, .8" 4,. _D„ 6, _ p„ _ , _4" 6, . 0" 3, 4" L_ - - I - - - - - - - - 1- 4 - - - - - - - - - - - - - - 4 - - - - - - - - - - .0 "WA" L� WF2- - - - _WF - - --- - - - - - - - - - - - - - 0 _WA" _ a J _ L: - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - WF2.0 "WB" - - - - - - - - - - - - 1 ---------- - - - - - - - - - - - - - - - --- - - - - - - - - - - - - - - - - - - - - WF2.0 "WB" - - - - - - - - 3 , � � , r 3 t t I I' I 1 I ai o F i _s _ _ ,, �...,_.... . _....._.__.. w..�,.. _ .....,.. __.,. (Si - - - - -. ..... .... I ,K SLOPE CONCRETE SLAB-F- ON GRADE TO FLOOR DRAIN, TYP. -§EE FNDN NOTES 1 SEE ARCH. FOR ELEV.Pr F - N­ A a i'r'• I 1 � � TS-1.5 _�_______________�_� T I VC2� -- -I�____1v_Z__-_--_J___-__-1v--------------�____v WF2 0 "we" I - - fieu I0 I to NI I I N I1 1N I a °j 4.07 i I o I Awl cA Anil I 1 WF2.0 "WA" �I --------------�--L------- _-----`---- t----- -- w---- - ---------- -) ; .-- -�- - -- ---- -- -,k -J -_ I � wF2.0 "w L___J L " � .L _ L11'-10j" T1 11'-10j" / T2 11'-10j" T3 ---------------1_-- --.-- --- I y "WA" - J 1 3r_Ow �6r-41�` " 3'-4" -- ■ lT1/ / / /. �■._. / / / / / / -11" _, -.. -.... .. ....,.-._ -..Y-/ / / 1. / / T ,e _..:..,. r w r a 'L2'-O- V1 r w r a r w r w r a 11 -4 4 -4 5 -4 4 -0 6 -8 4 -0 5 -4 2 -0 I , J 4'-4" 12'-8" 36'-4" ARMANDO A. CASTELLON, P.E. FL. LI C. N o. 43453 F3.0 T5 foundation plan w O �og scale: 1 /4"=1'-0" 4.07 4.0 4.0 gnature Data 0_i i V z 0 0 LO LO U1 O 4- r c � � o • 00 00 +-O o 0 c a O "- s O CY) c .c c a Q co c N M O >� u o _� c I� ° u o s c 4- c 0 L 0 0 LO cn O U Z WZ/1 o LI..I N X J Lu fD H fn Z aioN E z N Q Z �<OM O a U o W �'00 �' x ¢ a- E U0 w j c U)LL`Oi, Lu E 01 a cm I � w o ao ,p u�HOD2 W copyright N ui M CO > r0 O O -0 �s .,o o s �o a %O N revisions: 8 2 9/ 08 / 0 2 steel roof/wood roof drawn: checked: date: prof. no: sc/d m rd 1-15-08 P07-15B S2e01 91 SLOPE ROOF FRAMIh NOTE #1C 2X4 WD. OUTRIGGERS AT 16" O.C. TYP. PCL-4 I � I I i �• I H H H F H 2 PCL-3 w IL 0 FRAMING NOTES I 11 STUDJ 0 24" w a 0 N 1 A. ROOF FRAMING IN THIS REGION SHALL BE 5/8" FIRE-TREATED 4. RAIN LEADER SHOWN THUS ® R.L. ON PLAN. SEE PLUMBING DRAWINGS FOR SIZE AND LOCATIONS. / C MAX. 5. FOR PLAN DIMENSIONS NOT SHOWN, SEE ARCHITECTURAL DRAWINGS. TYPICAL U.N.O. I I I G - 6. DENOTES FLAT ROOF. PLYWOOD OVER PRE-ENGINEERED WOOD TRUSSES AT 2'-0" O/C MAX. WOOD TRUSSES ARE TO BE DESIGNED BY FLORIDA REGISTERED 7. COLUMN DESIGNATIONS SHOWN THUS O ON PLAN. FOR COLUMN PROFESSIONAL ENGINEER AND SIGNED AND SEALED DRAWINGS AND SCHEDULE, SEE DRAWING S3.05. CALCULATIONS ARE TO BE SUBMITTED TO E.O.R. FOR REVIEW. 1C. ROOF FRAMING IN THIS REGION IS TO BE 5/8" PLYWOOD ON 2x6 8. O DENOTES COLUMN STOP AT THIS LEVEL. TONGUE AND GROOVE DECKING SPANNING OVER 400 SAW LUMBER 9. FOR LOAD SCHEDULE & WIND DESIGN DATA, SEE DRAWING S3.05. 2 " 1D. ROOF FRAMING IN THIS REGION SHALL BE 5/8" FIRE -TREATED PLYWOOD SPANNING OVER 8"-20 GAUGE METAL STUD RAFTERS AT 24" li I l OJC MAX. TYP. U.N.O. 3. FOR TYPICAL DETAILS SEE DRAWINGS S3.01 THRU S3.05 AND FOR I! II I li GENERAL NOTES SEE DRAWING S1.01. I! Ij I II I' I PCL-4 CONT. I! SEE 4-033 ON S3.02 ■■I■I■I■I �■I!�'■I■III■III'■I�'�■ 1 1 1 1 1 i 1 1� 1 1 1 1 1 111 i 1 1 �ti �iWA i� a Lm�L II � II II III nr I IIII 11!'Il4a O.C. ` II III III III of III III of III It III of III III of III of III of III of III III of III of -5 At 24" I' J I -IWI I � ■ z rN a n c IL------ —I------ I f I I I r I 9-1 2X4 OUTRIGGERS I AT 24" O.C. M N I! m Z I' II F Z _ _ a Cq li IUj Tw Q I I! p CO Ul j 2X4 PURLINS T 16" O.C. h E. I TB-1 TB-1 TB-1 I TB-1 P.T. 6X1O T3 SAW LUMBER BEAMS AT ALL COLS. AS SHOWN N J U a X I --- T — I PCL-2 PCL-2 PCL-1 roof framing plan W scale: 1 /4"=1 I-0° T5 2 ARMANDO A. CASTELLON, P.E. 2X4 PURLINS 4.07 4.0 4.0 FL. LIC. No. 43453 AT 16" O.C. Signature ate v R o Q) c 0 L. O� c c U� Q O U - U s L O 0I, 11q, No LO Leo 00 ON 0% ao co:,)) O c 0 O `+- s Q O N 00 CN c M 0 N O 0 c L o L O U Z 0 — o Z o W a ErJ M LLI�W _Z m O fnnN z O a W IL ¢m 0Fr c U o 2 0 fi v~iLL�' w Q ^p E 1 OD m N¢ r U m v> H ao W (D copyright CN It LO _0 cM � M > C7 O O s �O N revisions: Q2 9/18/2008 steel roof/wood roof drawn: sc/d m checked: rd date: 1-15-08 prof. no: P07-15B S2*02 I FF_ 11 11 __ - _. - - - - -- - i i. i 1 I i, �iiii. i iQiit: i.� it -I iGi i. il�. �. � T-I-i.-- _� il7 I ! TII I SAWED JOINT TO EDGE BEFORE REMOVING STAIR BE FILLED WITH » BULKHEAD EDGE TO » METAL KEY STRINGER 1-#5 CONT. TOP FIELD MOLDED 1 /4 MAX. MATCH CONSTRUCTION T/10 (3/4 MIN.) BULKHEAD OF ANCHORED ANGLE IN 84," OR LARGER CONC PAVEMENT FILLER -SEE SPECS. JOINT 2" LUMBER DEPRESSION. WELDED MASONRY NON- SEE SITE DWGS. T/4 MIN. TO STRINGER BEARING PARTITION 1-#5 CONT. 1" MIN. T FlN. FLOOR J. a ° W.W.F. t NOTE 5 2" MAX. FINISH E = SEE PLAN -ac d a _ �. d te a. N GRADE 11=III—_III 1 � a b z 11=III—I I I d a d Q ae \Z d. d a F 24 a x. t x--x- x—x-x- rt x .-,max XA . x_x- -x x-x-x�-x *�-x� -. x-X-x-x -III-III 1 -I 11= I I ° a \ i x—x. °x 4 °. 04 LIJ NOTE 2 �=III=III=III=III=III=III= 11=III=III=III=11 2d OR 2-#5 CONT. VAPOR BARRIER BREAK BOND TO LATER 8» 8" NOTE 1 8" 8» NOTE 3 t MIN. » BOTTOM SAWED CONTROL JOINT DETAIL POUR BY APPLYING CURING 12 COMPACTED FILL COMPOUND TO THE SIDES 2-#5 CONT. 2-#5 CONT. 2-#5 CONT. ADJACENT TO CONC PAVEMENT OF THE EARLIER POUR MIN. BULKHEAD DETAILS FOR CONSTRUCTION JOINT MAX. = 15'-0" AT STAIR HAUNCH AT PARTITION AT DEPRESSION EXTERIOR 1-#5 CONT. o �{ u.N.o NOTES: TOP (NO JOINTS PLATFORM ❑ STRIPS FINISH GRADE CAST FIRST 1. CONCRETE FOR SLAB ON GRADE SHALL HAVE A MINIMUM 411 COMPRESSIVE STRENGTH AS INDICATED ON THE "CONCRETE AND SEE SITE DWGS. o7171 11 REINFORCING" NOTES. UNLESS NOTED ON PLANS: T FlN. FLOOR X SAWED CONTROL JOINT E = SEE PLAN - a Z - -- - 2. SUPERPLASTICIZER SHALL BE USED IN SLAB ON GRADE x is x d` M D _ CONCRETE - SEE SPECIFICATIONS. 1. SEE FOUNDATION NOTES FOR SLAB THICKNESS AND REINFORCING. -- - 3. SLAB ON GRADE CONCRETE MIX SHALL HAVE A WATER -CEMENT 2. SLABS SHALL BEAR ON COMPACTED FILL I —I I—� I I 1I- - _ _ CONSTRUCTION JOINT RATIO AS INDICATED IN SPECS AND OR NOTES. 3. COMPACTED FILL SHALL BE COVERED WITH VAPOR BARRIER. SEE SPECS. -III=III- 1 -I 4. CONSTRUCTION JOINTS SHALL BE LOCATED A MINIMUM OF 5'-0" 4. UNDER MACHINE EQUIPMENT DEEPEN SLAB TO 8" AND ADD TWO LAYERS OF WELDED WIRE AWAY FROM ANY OTHER JOINTS TO WHICH THEY ARE PARALLEL. FABRIC BOTTOM, U.N.O a - -- - - ® INFILL 5. SAW CUTTING SHALL BE DONE WITH A POWER SAW WITH A 5. FOR DEPRESSIONS -SEE ARCHITECTURAL DRAWINGS. STRIPS MASONRY CUTTING BLADE. CUTTING SHALL BE DONE AS SOON 6. AT CONSTRUCTION JOINTS USE WOOD FORMS WITH SHEAR KEYS. 2-#5 CONT. 7. STOP WIRE MESH AT CONSTRUCTION JOINTS. CUT EVERY OTHER WARE AT SAWCUT JOINT. BOTTOM AS CONCRETE HARDENS ENOUGH SO THAT THE BLADE DOES NOT DISLODGE THE AGGREGATES. 8. WHERE SLAB IS DOWELD INTO WALL, FIRST SLAB CONSTRUCTION JOINT TO BE NOT MORE SLAB PLACEMENT SEQUENCE 6. WHERE SAWCUT IS DISCONTINUED AT A TRANSVERSE JOINT, STOP THAN 15 FEET FROM WALL CUT 2" SHORT. 9. FOR EXPANSION JOINT LOCATION SEE PLAN. FOR DETAILS SEE ARCHITECTURAL DRAWINGS. ADJACENT TO NON -CONCRETE 7. SLAB REINFORING NOT SHOWN FOR CLARITY. TYPICAL SLAB ON GRADE JOINT DETAILS13-2011TYPICAL SLAB ON GRADE DETAILS13-2021SLAB »ON GRADE EDGE13—OOZ] SCALE: 3/4 = 1'-0" FI I -'_ " ------ I MECHANICAL EQUIPMENT 1'-6" 1'-6" MIN. - MIN. 1-#5 CONT. I I 1-#5 CONT. FINISH t' . X x X m M, GRADE I III, III II11I I I-1 N z 2-#5 CONT. 2-#5 CONT. SLAB ON GRADE REINF. W/ \'� 1'-0" W. W. F. 4 X 4 - W4. 0 X W4.0 f'c=3000 PSI, NORMAL WEIGHT TENSION LAP SPLICES COMPRESSION LAP SPLICES BAR SIZE LAP CLASS LAP SPLICE LENGTH TOP BARS OTHER BARS #3 B 28 22 21 #4 B 37 29 27 #5 B 47 36 30 #6 B 56 43 36 #7 B 81 63 42 #8 B 93 72 48 #9 B 105 81 54 #10 B 118 91 60 #11 B 131 101 66 NOTE: LAP ALL BARS ACCORDING TO ACI CODE OR THIS SCHEDULE. NOTE: NOTES: THE EXACT SIZE, SHAPE AND LOCATION OF ALL EQUIPMENT CONCRETE COVER SHALL BE PER DETAIL 3-064/S3.01 (HOUSEKEEPING) PADS SHALL BE DETERMINED BY THE SEE NOTE #2 ON S1.01 FOR CONCRETE TYPE INFORMATION CONTRACTOR AFTER APPROVAL OF SHOP DRAWINGS FOR THE EQUIPMENT. TENSION AND COMPRESSION LAP SPLICES FOR TYPICAL CONCRETE COVER CONCRETE FOUNDATIONS & K.O. BLOCK BOND FOR REINFORCING BARS BEAM REINFORCEMENT F'c= 3000 PSI MACHINE Z EQUIPMENT SLAB ON GRADE DETAIL13-2041 CAULK EA. SIDE---\ f'c=4000 PSI. NORMAL WEIGHT OF JOINT CONCRETE COLUMN TENSION LAP SPLICES COMPRESSION LAP SPLICES BAR SIZE LAP CLASS LAP SPLICE LENGTH TOP BARS OTHER BARS #3 B 24 19 21 #4 B 32 25 27 #5 B 40 31 30 #6 B 48 37 36 #7 B 70 54 42 #8 B 80 62 48 #9 B 91 70 54 #10 B 102 79 60 #11 B 113 87 66 THE MINIMUM CLEAR COVER FOR REINFORCEMENT BARS SHALL BE ONE BAR DIAMETER OR THE VALUES TABULATED BELOW, WHICHEVER IS THE GREATER. SLABS (LT.WT. CONIC. OR STONE CONC.) 1" GIRDERS AND BEAMS (TO STIRRUPS) 1 1/2- JOISTS (STONE OR LT.WT.) BOTTOM BARS 1 1/4" TIED COLUMNS AND PIERS SURFACE EXPOSED TO EARTH AND WEATHER (TO TIES) 2" OTHER SURFACES (TO TIES) 1 1/2" FOUNDATION ELEMENTS FORMED SURFACES 2" SURFACES PLACED AGAINST EARTH 3" WALLS SURFACES EXPOSED TO EARTH 2" SURFACES EXPOSED TO WEATHER 1 1/2" OTHER SURFACES 1" H V) O W J a2z Z�U i= mwOW V) OLLZ� W V)oo�m W O Qw¢ (no WjrWV) 0 OON �� UZV)Z H U Z W oz-Q z O WOU�Z X:�20� N NU Q o �V�a F U- O cn a vio3� 0 Nw�Z z Z QZZ Z D:U— 1 Z O�ZwO 0- w <000 Z LdP_<P0 U W W Z J 2IW—OJ'� u- LL W W Ld in O QomJ LLOW0�� 0 (nF<0 0 zma 0 U QO<N Ld O 'rWJti0 Z Z 0?UO Z i U8 >Q a Q i i I I 9 GAGE TRUSS TYPE REINF. O 16" O.C. VERT. SEE PLAN MINIMUM: 7 5/8" X 16" COL. REINF. W/ 4-#5 & #3 8" O.C. TIES rPArK FO(:F or, rui j (FVFRY� _.;;; ;. < ;•- ` ''' ` ;'_ ".:`' I I I I z PREMOLDED VERT. WALL OTHER COURSE VERTICALLY) RUBBER INSERT REINF. SEE PLAN AND PLACE REBAR AND POURCONCRETE COLUMN AT REGULAR BLOCKS MONOLITHICALLY WITH CMU NOTE: DISCONTINUE HORIZ REINF AT JOINT CELL ON EITHER SIDE (IYP.) CAULK EA. SIDE I i I i VERT. WALL REINF. OF JOINT SEE PLAN AND 1-5/8"0 X 3'-0" SMOOTH SECTIONS PREMOLDED BARS, GREASE ONE END TO RUBBER INSERT BREAK BOND a s ELEVATION PLAN NOTE: LAP ALL BARS ACCORDING TO ACI CODE OR THIS SCHEDULE. NOTES: CONCRETE COVER SHALL BE PER DETAIL 3-064/S3.01 SEE NOTE #2 ON S1.01 FOR CONCRETE TYPE INFORMATION. NOTES• 1. PROVIDE INSPECTION PORT AT BOTTOM OF LIFT. IF GROUT LIFT IS GREATER THAN 4'-0". WIRE TIE BARS ON STOP HORIZ. REINF. OF ONE SIDE OF JOINT CONIC. BM./KNOCK-OUT BLOCKS ® JOINT EXCEPT VERT. WALL F. SEE PLAN ® ROOF DIAPHRAGM REINF. TYP. WALL REINF. SEE PLAN (MIN. (1)-#5) TENSION AND COMPRESSION LAP SPLICES FOR CONCRETE & K.O. BEAM REINFORCEMENT F'c= 4000 PSI TYPICAL MASONRY C" L M SON WALL DETAIL AT CONC. BM'S/KNOCK—OUT BLOCKS CONCRETE COLUMN TO MASONRY CORNER CONNECTION NOTE: DISCONTINUE HORIZ REINF AT JOINT MASONRY CONTROL JOINT SCALE: 3/8 1'-0" SCALE: 1" = V-0" SCALE: 1" = 1'-0" 3— 06 61 14-0011 1. MAXIMUM SPACING OF CONTROL JOINT EQUALS 14-002 25 -0 OR THREE TIMES WALL HEIGHT (WHICH EVER IS SMALLER) 14-021] 0 R ANDO A. CASTELLON, P.E. FL. LIC. No. 43453 0 LO 1-T �o .- � ^ r 11� L6 O '0'IT+� • � co 00 I rl� O O 0c 0 0 1 - s O C c C, 0 Q 00 - CN C M O uN o V O s Lo 0 Z o Z Cif o 0 W cj Cm N J w ik o C W Z � o v,oN E Z in Z 0(oncn c o mM r � a Q 0 Z Lua0 a Z w } o LL U o 0 c LL m LLI cj W a N IL Ln Q r U o0 In H CO W Qc copyright � S Irevisions: Q2 9/18/2008 steel roof/wood roof drawn: checked: date: prof. no: sc/d m rd 1-15-08 P07-15B S3901 gnoture ate LINTELS FOR WALLS 0 `O � � NO DOWEL AT LOCATIONS O WHERE OPENING SHOULD HAVE A 'Pik NOTES: O CONFLICTS W/ TYP. CAPACITY OF 1500 r^ _ - _ _ __ _ .._ ___.. __ _ N U a) ^ t I WALL REINF. PLF, U.N.O. ? 1. VERTICAL WALL REINFORCING SHALL ALIGN WITH Z W 0" LO 0" MAX. SPACING 25'-0" VERTICAL FOUNDATION DOWELS. DOWELS SHALL w J o • ap 00 cy LINTELS FOR WALLS BE PLACED AS SHOWN ON DETAILS WITH }} ¢W W j �}� 0 I� g SHOULD HAVE A r NOTE NOTE' STANDARD ACI HOOK DIRECTLY ON TOP OF J > O CAPACITY OF 1500 #7 BOTTOM LAYER OF FOOTING REINFORCING. REFER m W Ir O _, NOTE #5 TYP O W o a) x PLF, U.N.O. SCHEDULE ON PLAN ,} ,;: -r i . - W - U(nW�j 0 c 0 PROVIDELINTEL / i-. L _- O W CM WALL REIN SLOT AT END TO _. ___ ;, r_., __r- _. :_ I_. _" PLACED AS SHOWN ON DETAILS GROUT CELLS O m F 0 48" 8" " " ALLOW FOR VERT. ; - - I € € FULL THAT CONTAIN REINFORCEMENT. T z W ~ O O TYPICAL VERTICAL WALL REINFOR 0 BE MIN. MIN. 8 8 BAR REINF. TO PASS " z MIN. MIN. 6 HOOK AT 3. REFER CMU LINTEL SCHEDULE FOR SIZE, w PRECAST LINTEL BY THRU CONTINUOUS. - -_.1_ ___ _ _ �__ ! . _ i.._. _ _ NOTE #4 TYP. - -0" O.C. LOCATION AND QUANTITY OF LINTEL (n 0 N c 8' cn PRECAST MANUF. i._. _... _ _ MAX. _0 d REINFORCEMENT. o 0 w IF OPENING IS ABOVE b - - - 4. VERTICAL REINFORCING BARS MAY BE SPLICED H N - CL CEILING USE LINTEL & PRECAST LINTEL BY I , i _r _ -0" TO 8'-0" LE N V z_ (n z_ o IF OPENING IS BELOW a I I PRECAST MANUF. a r _ �.__ ._ - ! Q w � i T .,._ _, 5 R F- V IN 6' NGTHS CEILING USE U-BLOCK w co �i r q , L I ._ __..._i._--. __ �,_ _ . _ ; TRUSS HORIZONTAL AT 16" REINFORCING ABOVEGRADEAND 8" U z W N AS SHOWN IN DETAIL I L z z J c M 4-005 2 € _ NOTE #8 TYP. 1 r.. NOTES 1, #2 O.C. BELOW GRADE UNLESS OTHERWISE NOTED O O W O Q O � 0 �.-. - U (n z ADD L VERTICAL _I z_I _ . TYPICA CONTROL JOINTS. W O W O c� o ON PLANS AND DETAILS. DISCONTINUE AT Z 0 z BAR ON EACH c� r € _.Y._ . NOTE #9 TYP. _ . _, .. U z o I I SIDE OF OPENING I x- 6. O r . _ . , € CONTRACTOR SHALL USE THE LOW LIFT METHOD O a) --`. _ ... -___�_ ..�_ _..7. j Y._... _. _ O t -- _ -I I Q M OF GROUTED MASONRY CONSTRUCTION UNLESS Q v a �- _.._ T _. PROVIDED AT EACH VERTICAL - - PROVIDE LINTEL w CLEAN OUTS R N V O REINFORCING BAR. P Y O I� FIN. FLOOR G _.._ } ._ t__• € a W o z H tr s N 0 AT OPENINGS THAT SEE PLAN 2'-0" 2'-0" �y { W o 7. REFER TO PLANS AND DETAILS FOR SIZE AND F W 3 to v } _0 g to I LOCATION OF BOND BEAMS AND QUANTITY OF Q O L L EXCEED 16" WIDE II II 9<< r " a O H O -. REINFORCING. LAP REINFORCING 24 MINIMUM. NOTE: DISCONTINUE BOND BEAMS AT CONTROL JOINTS. p z W Z uj 8. REFER LINTEL SCHEDULE NOTES FOR VERTICAL I.,_ W Z II II USE HILTI KWIK-CON II 3/16 SCREWS INTO CMU WITH " BARS ADJACENT TO OPENING. Z x Z z Q 4- NO. 75 TRIANGLE WIRE TIE. PROVIDE CONTINUOUS 3/16 - Z - J HOT DIP GALVANIZED WIRE AT MORTAR JOINTS AND ATTACH CONTROL JOINT (2)-#5 BARS TYP. 9. PROVIDE VERTICAL WALL REINFORCING IN FIRST Z Z p p d • 'a : n �. . •:,.. ABOVE &BELOW W W g TO TRIANGLE TIE WITH WELDED NO. 370 SEISMIC CLIP. SEE NOTE #10 CELL NEXT TO CONTROL W J �,� = z V OPENING JOINTS/CORNERS/OPENINGS. TYPICAL. x Z O G Z o OPENING (SEE ARCH.) 10. VERTICAL CONTROL JOINTS SHALL TERMINATE AT W Q x � o (�j o FINISH MASONRY TOP OF FOOTING. a Z Z o 11. PROVIDE CORNER BARS TO MATCH TYPE AND w ~ w W z � o N N CONNECTION TO CMU /STUD WALL QUANITY OF HORIZONTAL WALL REINFORCING, 0- xO W N w -j uJ ^ o TYPICAL LINTEL TYPICAL LINTEL SCALE: 3/8" _ -0" TYPICAL. U U= w W W � z z v, c N E z CMU WALL REINFORCING LAYOUT 0 W <� z a o z a: 00 a- OVER DUCT OPENING 4-004 OVER OPENING 4-005 4-006 4-009 ow0 w w SCALE: 3/8" = 1'-0" SCALE: 3/8" 1'-O" SCALE: 3/16" 1'-O" _ = o 0 O ~ F �Wm W O�UO O o` wa^ E LOOSE ,LINTEL SCHEDULE Z m L o 0 M a N CMU LINTEL SCHEDULE k `a' Qo<U_ �¢� W LAP SPLICE SCHEDULE FOR J SEE SCHEDULE z Z p Z U O z SINGLE REINFORCED 8" CMU OPENING SIZE LINTEL WALL UNTEL BOTTOM TOP STIRRUPS NOTES J z FOR REINF. TYP. o UP TO 4'-0" L3 1/2" X 3 1/2" X 1/4" THICKNESS DEPTH REINFORCING REINFORCING & SPACING a BAR SIZE LAP SPLICE REMARKS z z CONCRETE " J FILLED TYP. G p copyright " " " " PCL-1 8 1-#5 N/A N/A a 0 #3 1 g OVER 4 -0 - 5'-0" L4 X 3 1 /2 X 1 /4 z n z n- N kx< #4 25 OVER 5'-0" - 6'-0- L4" X 3 1/2" X 5/16" MASONRY 8" MASONRY PCL-2 16" 1-#5 1-#5 #3016 Z '- ' -� <' ,h. #5 31 OVER 6'-0" - 7'-0" L5" X 3 1 /2" X 5/16" " � #6 57 PCL-3 24 1-#5 1-#5 #3024 WALL WALL WALL OVER 7'-0" - 8'-0" L6" X 3 1/2" X 5/16" " WIDTH WIDTH WIDTH U #7 79 PCL-4 32 1-#5 1-#5 #3024 �_ PCL 2 P�� OVER 8'-0" NOTE 6 #8 112 VERTICAL REINF. PCL-5 40" 1-#5 1-#5 #3024 #9 146 NOTE 8 SEE PLAN z PCL-6 48" 1-#5 1-#5 #3024 Z. I I CT VERTICAL REINF. Z NOTES (UNLESS NOTED) 1'-2" CAVITY WALL 4-�5 SEE PLAN NOTES: 1. PRECAST CONCRETE UNTELS CAN BE INSTALLED AT ALL OPENINGS PER NOTES: 1. PROVIDE ONE ANGLE FOR EACH 4" OF MASONRY WIDTH. SCHEDULE. CAST IN PLACE CONCRETE UNTELS SHALL BE PLACED WHERE 2. FOR 6" MASONRY WIDTH USE L5"X 5"X 5/16" UP TO 5'-0" OPENING SHOWN ON PLANS. SUBSTITUTED UPON APPROVAL BY ENGINEER. m 1. LENGTH OF SPLICES ARE BASED ON FLORIDA BUILDING SIZE AND L5" X 5" X 3/8" UP TO 8'-0" OPENING SIZE. 2. GROUTED LINTEL (THROUGH) BLOCKS SHALL EXTEND A MINIMUM OF 8" • ` �;` J 1- 5 EACH PRECAST LINTEL a # CODE 2004. 3. BEAR LINTELS 6" MINIMUM EACH END OF OPENING. BEYOND FACE OF OPENING EACH SIDE UNLESS NOTED OTHERWISE. THE z BOND BEAM TT. TEL _ W/ 1-#5 CONT. 2. LAP SPLICES INDICATED ARE IN INCHES. 4. ALL DOUBLE ANGLE LINTELS BACK 0 BACK SHALL BE BOLTED AT SEE ARCH. FIRST TWO VERTICAL CELLS EACH OF THE OPENING SHALL BE GROUTED Ja o COURSE TYP. 3. THIS SCHEDULE IS FOR 8" CONCRETE MASONRY UNITS 2'-6" O.C. MAXIMUM. MINIMUM OF 0 BOLTS PER LINTEL. AND CONTAIN 2-#5 VERTICAL EACH FACE. z z (CMU) ONLY. 5. STRUCTURAL STEEL CONTRACTOR S ALL SUBMIT A COMPLETE a 4. SEE DETAIL FOR LAP SPLICE SCHEDULE FOR DOUBLE SCHEDULE OF LOOSE LINTELS WITH THE ERECTION PLANS SHOWING NOTE: THE FIRST CELL EACH SIDE OF THE OPENING SHALL BE z SEE SCHEDULE REINFORCED 8" CMU. MARK, MASONRY OPENING, ANGLE SIZE, LENGTH AND DIMENSIONED GROUTED TO LINTEL LEVEL. SECOND CELL SHALL BE GROUTED TO ROOF o g FOR REINF. TYP. SECTION. WHERE LINTEL MARKS AR USED ON PLAN, USE THE SAME LEVEL. z MARK WITH SUBMARK A,B,C,D, ETC. FOR DIFFERENT LENGTH. N CONCRETE o • 6. W SECTION WITH 1/4" CONTINUOUS PLATE (W DEPTH = 1/12 OF SPAN; 3. SEE SPECIFIC DETAIL FOR BRICK LEDGE SUPPORT ANGLE OF LOOSE LINTEL FILLED TYP. E CONTINUOUS PLATE WIDTH MASONRY LESS in) BEARING EACH END SCHEDULE. LAP SPLICE SCHEDULE TO BE 8" MINIMUM. 4. CONSTRUCTION/CONTROL JOINT SHALL NOT BE LOCATED WITHIN WIDTH OF tt 0 • " OPENING, NOR SHALL IT BE LOCATED WITHIN 24" OF THE OPENING ON ! w 7. WHERE EDGE OF OPENING IS LESS AN 1 -0 FROM COLUMN FACE, ri » EITHER SIDE. �:,� SINGLE REINFORCED 8 CMU EXTEND LINTEL AND CONNECT TO COLUMN. " TYP. PRECAST LINTEL SECTION ° 5. CONCRETE LINTEL BEARING EACH SIDE OF LINTEL TO BE EQUAL TO DEPTH 8. AT CAVITY WALLS EXTERIOR ANGLE R HAVE 5 HORIZONTAL LEG. - 1 O OF LINTEL, TYPICAL UNLESS NOTED OTHERWISE. WALL WALL WALL 0 _ 9. FOR ALL OPENINGS IN WALLS, SEE ARCHITECTURAL AND MECHANICAL SCALE: 3/4" - WIDTH WIDTH WIDTH g DRAWINGS. PCL-4 PCL-5 PCL-6 14-02,3114-03-11TYPICAL PRECAST&I.P. LINTEL DETAIL 14-033 SCALE. 3/4 = 1 -0 a N Nt X X X X M FILL W/ CONC. EXTERIOR METAL STUD WALL DESIGN. NOTES: • N0� 1 SIZE AND SPACING OF COLUMN TIES o v SAME CAPACITY CONCRETE COLUMN AS SLAB 1. CALCULATE PROPERTIES AN LOAD CAPACITIES OF a e : e ie A e 8" 1o" 12" 14" 16" 18" 20" 22" 2�4j`pOR p SEE PLAN AND I : E IYIVRL SCHEDULE �.� JOINT FILLER TO MEMBERS PER THE AISI SPECIFICATIONS FOR DESIGN OF �- NOTE 1 -0 `~ EXTEND FULL COLD -FORMED STEEL STRU TURAL MEMBERS. #5 #308 #3010 #3010 #3010 #3010 #3010 #3010 #3010 #3010 ° - _N b DEPTH OF JOINT 4 BARS 6 BARS 8 BARS � 0 - 2. DESIGN EXTERIOR CURTAIN ALL TO SUSTAIN WIND 0) s LOADS INDICATED IN THE S HEDULE OF LOADS NOTE 1 #� #308 #3010 #3012 #3012 #3012 #3012 #3012 #3012 #3012 0 s a• NOTE 1 DRAWING. #7 #308 #3010 #3012 #3014 #3014 #3014 #3014 #3014 #3014 2 �O } .. 3. LIMIT LATERAL DEFLECTIONS UNDER DESIGN LOADS TO e _ . I: ° `O N r. L/800 OR 3/8" WHICH EVE IS SMALLER FOR THOSE " a ` #e #308 #3010 #3012 #3014 #3016 #3016 #3016 #3016 #3016 AREAS WITH BRICK CLADDIN AND L/360 FOR ALL x 4' j NOTE: ' P #9,#10 #308 #3010 #3012 #3014 #3016 #3018 #3018 #3018 #3018a FTG, COL, & SLAB OTHER AREAS. . � � ., 1 BARS � revisions: REINFORCEMENT NOT 4. PROVIDE SLIDE CLIPS OR DEFLECTION TRACKS ON THE 12 BARS ARS #11 #14 #408 #4010 #4012 #4014 #4016 #4018 #4020 #4022 #4022 0 SHOWN FOR CLARITY UNDERSIDE OF THE ELEVA D LEVELS TO ALLOW FOR A ' X X & #18 Q 1- 3 TOP - MAXIMUM LIVE LOAD VERTIC L DEFLECTION OF X X A = SIZE OF VERTICAL REINFORCING (4 SIDES) APPROXIMATELY L/360 AT ID SPAN BETWEEN x ` a : B = LEAST DIMENSION OF COLUMN r - - - - - COLUMNS. x y :. :. , I., ..- . PREMOLDED JT. y PREMOLDED JOINT 5. DIAGONAL KICKERS ARE NO ALLOWED, UNLESS I ., ..... I- o Q FILLER & SEALANT FILLER & SEALANT •' •'''• I APPROVED IN WRITING BY ARCHITECT AND ENGINEER OF .e..._... a NOTES: RECORD. NOTE 1 1. THESE BARS MUST BE TIED AS SHOWN BY DASHED LINES � 9/18/2008 t 6. DESIGN ALL CONNECTIONS SUSTAIN THE MAXIMUM 16 BARS WALL TYPE COLUMN WHEN "X" DISTANCE IS OVER 6 INCHES AND NEED NOT BE I I DESIGN LOADS. TIED WHEN "X" IS 6" OR LESS. steel roof/wood roof PIER OR FTG.-� 7. ALL DETAILS DRAWINGS SH WN ARE MINIMUMS 2'-1" STAGGER MIN. 3 SPACERS 2• MINIMUM CLEAR COVER 1 1/2" TO TIES (2" FOR EXPOSED o `j- NO KEY 0 COL. - PER SPIRAL CONDITION). BELOW I REQUIRED FOR PARTICULAR CONDITIONS. CONTRACTOR FOR #4 L - - - - - - J POCKET (TYP.) a o 3. FOR VERTICAL COLUMN REINFORCING, SEE PLAN AND COLUMN IS RESPONSIBLE TO SUBMIT SIGN AND SEALED -: - 1 -6 STAGGER ,. SCHEDULE. KEYED CONSTR. DRAWINGS AND CALCULA-00 S FOR A WALL SYSTEM a • FOR 4. FOR SPIRAL SEE COLUMN SCHEDULE. drawn: sc/dm JOINT (TYPICAL) - " NOTE 4 THAT COMPLIES WITH THES NOTES, THE � SPECIFICATIONS AND THE C NTRACT DOCUMENTS 4 BARS 5 OR MORE checked: rd BARS ROUND COLUMN TYPICAL CONCRETE COLUMN INCLUDING BUT NO LIMITED TO STRUCTURAL AND TIES IN ROUND COLUMN W/ SPIRALS date: 1 -15-08 ISOLATION JOINT DETAIL ARCHITECTURAL DRAWINGS. o � proj. no: P07-15B SCALE: 1/2" = V-0" 13-0141 TYPICAL COLUMN SECTIONS & TIE SCHEDULE 3-061 ARMANDO A. CASTELLON, P.E. FL LI C. No. 43453 rc S3eO2 Signature ate TIC -11I i-T I I If t j -- - - - - - - - - 7- 111 1 i , rf_ ;, ,1, n ni i I - i I - -- I - - 1 - - 1 11 - , END SUPPORT L4 X 4 X TYP. SEE PLANS AND PLAN NOTES FOR TYP. DET. 5-083 END SUPPORT �. EA. END OFF UNIT U LOCATION OF GROUTED CELLS L4 X 4 X 1/4 ROOFTOP UNIT EDGE 1/4" TURNBUCKLE 1 /4" AIRCRAFT STOP GROUT MIN 1 1/2" BELOW TOP (HAND TIGHT) QQ CABLE PLASTIC OF UNIT IF POUR IS STOPPED FOR \ END SUPPORT NOT OVER TIGHTEN COATED MORE THAN ONE HOUR L4X4X1/4 TYP. EA. END MAX HEIGHT OF POUR = 8'-0". WAIT ��'� -3/8- WELDED 3 TO 5 MINUTES AND CONSOLIDATE INT. SUPPORT TYP. DET. 5-083 ��'� �� t` �� 1 8 RTU SEE PLAN EEBOLT PITCH FOR LOCATION WITH FLEXIBLE CABLE VIBRATOR. RECONSOLIDATE LATER BEFORE INT. SUPPORT I i POCKET PLASTICITY IS LOST. WAIT MINIMUM L4 X 4 X 1/4 L- 30 MINUTES BEFORE PLACING NEXT O BLOCKING UNDER LIFT. w \ / PRE FAB 71 �' 5-084 SUPPORT PAD CURB LOCATION GROUT TO CONFORM TO ASTM C476. z 0 < 3.0 lYP 1 8 �� BY SUPPLIER (TIGHT FIT & NAIL) IX DESIGN OSIZE E= of a v MAXIMSUBMUM AGGREGATE 3/8". �noo PL4X4X1/4 O SLUMP = 8" TO 10". DO NOT z o TYP. EA. END USE SAME MIX AS USED FOR TIE INT. SUPPORT L BEAMS. o< L4X4X1/4 END SUPPORT PL. 3X3X1/4 � ® PREFAB WOOD TRUSS TOP �- PROVIDE CLEAN OUT HOLE MINIMUM CHORD o _ o � TACK WELD SIZE 3"x 3". ALL OVERHANGING INT. SUPPORT DOUBLE L3 X N CL N NUT TO BOLT MORTAR AND DEBRIS TO BE REMOVED ROOFTOP UNIT SEE L4 X 4 X 1/4 3 X y4■ W/ �■ FROM INSIDE THE CELL WALLS. SEAL PLAN FOR LOCATION PL 4 X 4 X 1/4 SPACER PLATE PRIOR TO GROUTING, BUT AFTER INSPECTION. TYP. EA. END ® 30 t O.C. PROVIDE NAIL HOLE FOR 16d NAIL, TYP. R ROOFTOP UNIT EDGE ® EACH TRUSS ` NOTE: DO NOT GROUT UNTIL MORTAR HAS END SUPPORT INTERIOR SUPPORT SET SUFFICIENTLY TO WITHSTAND ,. L4X4X1/4 r NOTES: THE PRESSURE OF THE GROUT. WAIT NOT LESS THAN 24 HOURS. 1. DESIGN TOP CHORD OF TRUSS FOR A 200# UPLIFT FORCE FROM ROOF TOP UNIT. VERIFY LOCATIONS WITH MECHANICAL DRAWINGS. 2. PROVIDE 2X4 BLOCKING AT 12" O.C. UNDER PRE-FAVRICATED CURB TYP. HIGH LIFT GROUTING SECTION ROOF TOP UNIT ROOF TOP UNIT WHEN CURB IS PARALLEL TO ROOF TRUSSES. (TIGHT FIT AND NAIL) ANCHOR PLAN DETAIL 5-082 SUPPORT DETAILS 5-083 RTU ANCHOR DETAIL 5-084 5-204 SCALE: 1 /2" = 1'-0" NO SCALE NO SCALE HEADER PER 2 Q HEADER PER ROOF FRAMING ROOF FRAMING PLAN. PLAN PROVIDE SIMPSON MSTA36 STRAP ATTACH SIMPSON TIE >• 11E FROM BLOCKING TO BLOCKING CENTERED ON FIRST TRUSS FROM PER MANUF. SPECS 6" MIN. ® 2 EMBED WALL NAIL TO BLOCKING PER CMU WALL MANUF. SPECS. PROVIDE STRAP AT `.I.., SEE PLAN 48" O.0 TO MATCH LOCATION OF LTTI31 TIES 0 48" O.0 PfR PLAN `wEiR2;" TOP OF TRUSS 2 X 8 BLOCKING EL.= SEE PLAN Q O ® 24" O.0 (MAX) ' I... 0 ROOF TRUSS 2 X 8 BLOCKING O SEE PLAN ® 24" O.0 (MAX) SIMPSON LT1131 TENSION TIE ® 48" O.0 SIMPSON S11RONG-TIE CC66. P.T. WOOD CONNECTION PER SIMPSON CONT. 2 X 8 POST PER SPECIFICATION. P.T. WOOD POST SIMPSON LEDGER BOARD FOUNDATION PER FOUNDATION STRONG -TIE CC66 PLAN. PLAN. WITH HW. ATTACHED TO POST PER TYPICAL WOOD BEAM TO SIMPSON SPECIFICATION. COLUMN CONNECTION TYPICAL WOOD BEAM TO TYPICAL SIDE WALL STRAP TIE DETAIL 6-0601 16-0 COLUMN CONNECTION 16-042-1 SCALE: 3/4" = 1'-0" 2X6 LOOKOUTS 3z1 " "31" 024" O.C. Z 2X10 R.S. CEDAR SIMPSON H10 SIMPSON A34 AT END OF EA. 2X6 FASCIA GIRDER TRUSS, VERIFY INSIDE CLEAR DIM. AE W/ PRE-ENG. TRUSS VERT. MEMBER MUST BE L SHOP DRAWINGS Ex ­z x > DESIGNED TO WITHSTAND GABLE ENDWALL UPLIFT LOADING (4) 1"0 11HRU BOLTS TRUSS W/WEBS DESIGN TO SPAN FROM TOP OF SIMPSON A34 > 1 /2" THICK PLATE d WALL TO ROOF DECK 2X6 AT 24" O.C. AT EA.BRACE t INT. MEMB. ®2 -0 O.C. MAX 1/2" PLY WOOD TO BE FLUSH W/ CMU 2X4'S AT �* SIMPSON A34 AT 32 O.C. - - T CONC COL. T CONC CO 24" O.C. r U.SIDE WD TRUSS U.SIDE WD TRUSS J - 4 T.O.BLOCK •' i EO EQ. 3-#3 U-BARS AT 24" •-�N (2) REBAR OR 1/2" X 1" PL. ` AS TIE WELD TO STEEL A ' I I I r SIMPSON A34 G I I TOP OF COLUMN TYP.I I s� SIDE PLATE • s AT EA BRACE FLAT BOTTOM 3-#3 U-BAR$ AT11 24" 16d NAILS ® 6" TRUSS I i TOP OF COLUMN TYP. O.C. ALL ALONG r. P.T. 2X6 CONT. W/1/2"0 I h CONC. COL. SEE PLAN CONC. COL. SEE PLAN ENDS- TYP. r '*' : A.B.'S & 1 /2" FLAT WASHERS REINF. NOT SHOWN REINF. NOT SHOWN r. r, } ® 24" O.C. FOR CLARIFY FOR CLARIFY •:'~ BOND BEAM SEE 5/S5.0 NOTE: UPLIFT CONNECTION AT GIRDER TRUSS WILL BE FINALIZED RECEIPT OF SIGNED AND SEALED ROOF TRUSS SHOP DRAWINGS. (> WOOD GIRDER TRUSS TO TOP TYPICAL OUTRIGGER DETAIL AT WOOD TRUSS GABLE END WALL 6-043 OF CONCRETE COLUMN CONNECTION 16-044 SCALE: 3/4' = 1'-O" V) }O}aLd LdZ I-ww0 OJWIx0 uj 0CX M w uj Cn 0 M w 00 Xx Q Npa~ xxv), O 00ON� UZFnZ_ F Q— �~ O O-LO U z < V) O Z O =UMZ 2 I--=p� V)U ZO HNx0 F- w0(n Q Vi o O WOZ Z QZU Z Z CCUZ� J Z mZ0O n- w .Jww= QC)UN Z m u a-Z O �rtl�ww Z J = H_ O W L� U=L,w w 0 <xLJ m-i W L, Owo� W O (nFQU F O (n ZME: O U <'0�� XLLJli O Z pZUO Z ARMANDO A. CASTELLON, P.E. FL. LI C. No. 43453 fy nature Date O � � O r _ 4� 1 I O •� C)co O O 1' x c 14 O .s O � C C3 CZ _ O o 00 :3 CAI M O u C 7 U O �-0 c L - L 0 D L0 V) O Z Z CD N LI..I 0 cm N c J LLI M Lu Z o cn�N z in Z o cn T .0 a a0Z W��� U ui } � LLC V0o� LL CO V uj E 3a.a. o 22 20 02 w igi (D copyright t= R revisions: 0 V z Q9, o I0 CN LO C") -2 CM O 0 > _0 N D O O ,} 0 s O s 'O CL *-O N Q2 9/18/2008 steel roof/wood roof drawn: checked: date: prof. no: sc/d m rd 1-15-08 P07-15B S3eO3 EAVE LINE AL 41 I MIDGE; LINE01 W I O� A; x W I 'X AREA #1 �---- — -- —r— — ; --Q 7- —� r +C—+d}-?�.P.,;=•fir-h�!s{,'F4 3b�,?t1i—y'1i� l tx .� j ; 8d COMMON NAILS O 6" OC INTO RAFTERS, EAVE AND RAKE BORADS. AREA #1 f 8d RINK SHANK OR 10d COMMON NAILS O 4" O.C. INTO RAFTERS, EAVE AND RAKE BOARDS AREA#2 IN AREA SHOWN HATCHED. 1. SEE STRUCTURAL NOTES FOR SHEATHING SPECIFICATIONS AND DRAWING S000 FOR WIND DESIGN DATA. 2. END JOINTS OF THE ROOF SHEATING SHALL BE STAGGERED AND OCCUR OVER FRAMING MEMBER. 3. IF A PNEUMATIC NAILER WITH FASTENER SIZE LESS THAN .131"0 X 2 1/2" IS USED. THE CONTRACTOR MUST CONTACT THE ENGINEER OF RECORD FOR AN EQUIVALENT NAIL SPACING. GABLE ROOF SHEATHING - NAILING SCHEDULE NO SCALE VIMUM 2 X 4 CROSS ACING (SEE PLAN FOR CATIONS) (2) 16d PER JOINT CONTINUOS BOTTOM CORD BRACING 1 X 4 MIN. CROSS BRACE DETAIL MAX. MAX. S P� �vS \PGO N p'fl S 1�y0 10'-0" TO - 15'-0" MAX. ( C a z a. W ir0VWi Q W SEE PLAN 0 w IL CONTINUOS BOTTOM A" CORD BRACING 1 X 4 ff million lommum Jill Jill . 'llllllll ���� iiii �;illllllllllll�mlll;;;uffi w TOP & BOTTOM CORD GABLE END BRACING O 4'-0" O.C. MAX FOR O (4) TRUSS BAYS EQ. 4'-0" 4'-0" 4'-0" 4'-0" 4'-0" 4'-0" 4'-0" EQ. NOTES: 1. SEE TRUSS MANUFACTURER'S TRUSS ENGINEERING CUT SHEETS FORM ANY ADDITIONAL PERMANENT BRACING/S REQUIRED. 2. "T" BRACING MAY BE USED IN PLACE OF PERMANENT BRACING PROVIDED IT EXTENDS OVER AT LEAST 90% OF THE WEB. REQUIRED MINIMUN PERMANENT 6-001 TRUSS BRACING PLAN 6-005 NO SCALE NOTES: 1. SEE STRUCTURAL NOTES FOR SHEATING SPECIFICATIONS AND WIND SPEED. 2. END JOINTS OF THE WALL SHEATING SHALL BE STAGGERED AND OCCUR OVER FRAMING MEMBER. 3. PROVIDE INTERMEDIATE BLOCKING AT JOINT LOCATIONS WHERE NO FRAMING OCCURS. 4. SHEATHING & NAILING SCHEDULE: 15/32" 10d COMMON NAILS O 4" OC O PANEL EDGES. 19/32" 10d COMMON NAILS O 6" OC O INTERMEDIATE SUPPORT. WALL SHEATHING NAILING SCHEDULE NO SCALE WEB MEMBERS TYPICAL BOTTOM CHORDS NOTE: SOME CHORD AND WEB MEMBERS NOT SHOWN FOR CLARITY. SIMPSON CLIP TYPE H2.5A TYP. AT EACH RAFTER PLYWOOD SHEATHING )D BEAM PLAN WOOD RAFTER SEE PLAN RAFTER CONNECTION BEAM DETAIL 16-0101N'S 6-017 PRE-ENGINEERED OVERLAP TRUSS BRACING WOOD AT LEAST ONE TRUSS SPACE PER JOINT 1 X 4 TRUSS BRACING TRUSS BRACING OVERLAP DETAIL WEB MEMBERS TRUSS MNFR'R CONT BOND BM (2 COURSES) 8" CMU WALL 16-0071 5/8" EXTERIOR GRADE SHEATHING PLYWOOD SHEATHING FASTEN TO TO TRUSSES PER NAILING SCHEDULE SIMPSON TRUSS TIE DOWN HEATAL20 + TSS MOISTURE BARRIER 12 — I SEE ARCH FOLD HETAL STRAP OVER TOP OF TRUSS IF REQ. TRUSS /CMU WALL CON N DETAIL CF7 SCALE: N.T.S. 6-018 FOOTING SCHEDULE MARK SIZE THICKNESS BOT L REINF. EA. WAY U.N.O. REMARKS F3.0 3'-0" X 3'-0" 1'-6" 6-#4 F4.0 4'-0" X 4'-0" 1'-6" 5-#5 WALL FOOTING/THICKENED SLAB SCHEDULE MARK SIZE THICKNESS REINFO CONT. REINF. TRANSV. REMARKS WF2.0 2'-0" X CONT. 1'-4" 3-#5 #4 O 24" TS-1 1'-0" X CONT. 1'-4" 2-#5 #4 O 24" TS-1.5 1'-6" X CONT. 1'-4" 2-#5 #4 O 24" (2)2x CONT TOP PLATE AS REQ'D. SIMPSON TIE SP2 (1 2x STUD V STUD/TOP PLATE DETAIL SCALE: N.T.S. CONT SOLE AS REQ'D. 2x STUD WALL SIMPSON STUD PLATE TIE SP1 (TYP) STUD/SILL PLATE DETAIL 6-004 5/8" T1-11 PLYWOOD /2" PLY WOOD PERFORATED VINYL SOFFIT ' '-2X6 BLOCKING, 16" O.C. 2X6 RUNNER 4X10 R.S.Y.P RAFTER 2X10 R.S. CEDAR FASCIA SECTION AT PATIO SOFFIT SCALE: N.T.S. 6-019 -] TIMBER COLUMN SCHEDULE MARK COLUMN SIZE BASE PLATE SIZE REMARKS 6 X 6 WD POST ABU66 SIMPSON POST BASE CONCRETE COLUMN SCHEDULE MARK COLUMN SIZE VERT. REINF. TIE REINF. REMARKS Cl 8" X 16" 4-#6 #3 O 8" O.C. T/COL = GIRDER TRUSS BRG. ELEVATION C2 8" X 16" 4-#6 #3 O 8" O.C. T/COL = GIRDER TRUSS BRG. ELEVATION HV) H O J W Q W z Z� O — F mw0w U F)ULL_V) WZOWZO w �LLI oWm w O Q N W Q ~ WEV) O00LL, V) UZ_(nZ_ H U Z W O OZ-Q O 0�ZZ = 20� V) V)U < ZO H(noO Q (NOmumo �� O WF Z QZO Q xUZ J Z OZO IL W WW <w000 Z w�<�-O U H UWM U 2�_0LLIv IJi 5 L_ W W z ofEn O aIxmJ Q� U Q�aZX O OWFpF w U�UO O N ZME: p U <0�� WWJL- O Z pZUO Z ARMANDO A. CASTELLON, P.E. FL. LIC. No. 43453 We gno ure D to R A V 3 z 0 V z 0 V) O 01L_ LO d 1O LO o N LO 1 1 r c 0, a • Co Co O O O O s� s 0- c Q a) 00 DN c M 0 uN O u O t\ s L C LO v O N L LO in O U z Zcm o I- N N J Wn w F- CJ) Z_ o N. ONO e z CD 0co co V 8 a 0 z w M CO U Lu } e ,� U o r LJL � U W 3QE an NW a, LN aoW (D copyright revisions: Q9/18/2008 2 steel roof/wood roof drawn: checked: date: prof. no: sc/d m rd 1-15-08 P07-15B S3eO4 2X4 PURLI 0. C. SEE F 4x10 RAFT O.C. SEE F CDX PLYWI SHEATHINC ROOF PLAT (2) - SIMI CLIPS. ONE OF 4x10 R ATTACHED AND RAFTI SPECIFICAI P.T. BEAM SEE PLAN P.T. COLUK BEYOND, S CONCRETE GRADE. SE COL. FOOT BEYOND, S rN-------------------- I I I I I I I I I I I I I I I I I � I------------------- J TOP/FRAMING I i ; F i PROVIDE BRICK RELIEF - ANGLE ABOVE RAFTERS. SEE TYP. DTL. 4-030/S3.02 EL= (11'-4") TOP/CMU WALL SIMPSON HGAM10 GUSSET - ANGLE PER SIMPSON CATALOG AT EACH RAFTER 2X10 CONT. LEDGER ATTACH TO STUD WALL W/ (2)-SIMPSON A34 CLIPS AT EA. STUD (ONE EACH SIDE OF STUD) 8" DBL. BOND BEAM — REINF. W/ 1-#5 CONT. OL EL= 6'-0" BOT/L INTEL 8" PRECAST LINTEL SEE 4-031 /S3.02 OPENING, SEE ARCH 8" BOND BEAM AT 4'-0" O.C. VERTICALLY W/1-#5 CONT BARS TYPICAL i, EL= (2'-8") TOP/BOND BEAM VERTICAL DOWELS TO MATCH WALL REINF. CONCRETE SLAB ON GRADE. SEE PLAN- 1/2- THICK PREM OLDED JOINT FILLER MAT'L. EL= 0'-0" TOP/FIN FLOOR GROUT CELLS SOLID - BELOW CONCRETE SLAB EL (-2'-0" Y TOP/CONC. FOOTING CONT. CONCRETE WALL FOOTING. SEE PLAN FOR SIZE AND REINF. 0 SIMI �sibuilding section S4.01 scale: 3/4"=1'-Q" J a S2 building section �01 scale: 3/4"=1'-0" �'�s3building section ARMANDO A. CASTELLON, P.E. S4.01 scale: 3/4"=1'-0" FL. LIC. No. 43453 Signature Dot 9 i OO d' 'IO LO L0 O C) ' O C • � 0O0 00O 0 0 O O s � C C SZ O N 00 C N M O v U � TO a) o C y- U O s 0 c Lo v 0 v LO _ � in U Z — ��//�� o Z V! o N N W J = LLu co O (� Z H N cn no E Z ��F—/ VJ Z 0 ( M r U a o U Z w Lu2.m a }91 C U a: 4r1fit, 00 c w w m E co �aNw GGo N�MU 66 NFa-CON W © copyright d' LO Cn CO v v > _N O , O _ vi O — 0 O s �O N revisions: Q9/18/2008 2 steel roof/wood roof drawn: checked: date: prof. no: sc/d m rd 1-15-08 P07-15B S4*01 SIMPSON H2.5 STRAP AT EACH TRUSS PLYWOOD SHEATHING SEE ROOF PLAN Poo -4- 2X4 FASCIA BOARD, CONT. 2X4 OUTRIGGERS t SIMPSON LUS24 BUCKET ' TO CARRY EA. OUTRIGGER r TYP. i i 1 /2" PLYWOOD WALL SHEATHING GABLE END TRUSS HEIGHT TO BE REDUCED TO ACCOMMODATE 2X8 NAILER AND OUTRIGGERS 2X4 STUD WALL AT 16" O.C. G — DIAG. GABLE END BRACING TO BE DESIGNED BY FLORIDA REGISTERED P.E. TO TRANSFER 200 PLF FROM TOP OF CMU WALL TO TOP CHORD TRUSS DIAPHRAM j (2)-SIMPSON GBC CLIPS MIN. PER LOCATION 2X8 CONT. NAILER EXP. BOLTED TO CMU 2" WALL W/-3/4"0 EXP. DIST. T -T I BOLTS AT 16" O.C. FA OF CMU TO ff4§DE FACE EL= 11'-4" OF GABLE END TOP/WALL T�tt)SS i 8" BOND BEAM W/ 1-#5 CONT BARS VERT. REINF. W/ STD. HOOK AT TOP 8" CMU WALL. SEE PLAN FOR REINF. VERTICAL DOWELS TO MATCH WALL REINF. CONCRETE SLAB ON GRADE. SEE PLAN 1 /2" THICK PREMOLDED JOINT FILLER MAT'L. GROUT CELLS SOLID BELOW CONCRETE SLAB i, EL= (0'-0") TOP/FIN FLOOR El. L11. Eli CONT. CONCRETE WALL FOOTING. SEE PLAN FOR SIZE AND REINF. gk EL= -2'-0" a. TOP/CONC. FOOTING d e; as a. ROOFING MATERIAL SEE ARCH. DWG'S.— PLYWOOD SHEATHING SEE ROOF PLAN METAL STUD RAFTERS SEE ROOF PLAN SIMPSON TIE SEE TYP. DET. 6-017 ON SHEET S3.04 E - 11'-4" TOP/WALL DBL. 8" BOND BEAM W/ 1-#5 CONT BARS — VERT. REINF. W/ STD. HOOK AT TOP OL EL- 8'-0" TOP/BOND BEAM 8" CMU WALL. SEE PLAN FOR REINF. — VERTICAL DOWELS TO MATCH WALL REINF.- CONCRETE SLAB ON GRADE. SEE PLAN 1 /2" THICK PREMOLDED JOINT FILLER MAT'L. EL= (0'-0") TOP/PIN FLOOR GROUT CELLS SOLID' BELOW CONCRETE SLAB ,,k EL= (-2'-0") TOP/CONC. FOOTING CONT. CONCRETE WALL FOOTING. SEE PLAN FOR SIZE AND REINF. 0 I f f I I I ` I U-9mi 6-M 8'-DBL _.BOTfD__I3EAW-.. REINF. W/ 1-#5 CONT. a N O ` 2X12 WOOD RAFTERS SEE ROOF PLAN SIMPSON LSSU210 AT EA. RAFTER, TYP 8" CMU WALL. SEE PLAN FOR REINF. VERTICAL DOWELS TO MATCH WALL REINF. CONCRETE SLAB ON GRADE. SEE PLAN 1/2" THICK PREMOLDED JOINT FILLER MAT'L. TOP/PIN FLOOR x--:�r ;p GROUT CELLS SOLID BELOW CONCRETE SLAB EL= (-2'-0") TOP/CONC. FOOTING CONT. CONCRETE WALL FOOTING. SEE PLAN FOR SIZE AND REINF. 2X10 P.T. PLATE PER ARCH ATTACHED W/-1/2"0 ANCHOR BOLTS AT 32" O.C. MAX 8" BOND BEAM W/ 1-#5 CONT BARS EL.= (15'-4") TOP/WALL 2X12 CONT. LEDGER ATTACH TO CMU W/ (1)-5/8"0 SIMPSON TITEN HD AT 32" OC MIN 4" EMBED. EL.= (11'-7") JST BEARING HT. DBL 8" BOND BEAM W/ 1-#5 CONT BARS SIMPSON LSSU210 AT EA. RAFTER, TYP 2X12 WOOD RAFTERS SEE ROOF PLAN VERT. REINF. W/ STD. HOOK AT TOP 8" CMU WALL. SEE PLAN FOR REINF. VERTICAL DOWELS TO MATCH WALL REINF. CONCRETE SLAB ON GRADE. SEE PLAN 1/2" THICK PREMOLDED JOINT FILLER MAT'L. EL= (0'-0") TOP/FIN FLOOR GROUT CELLS SOLID BELOW CONCRETE SLAB EL= (-2'-0") TOP/CONC. FOOTING CONT. CONCRETE WALL FOOTING. SEE PLAN FOR SIZE AND REINF. �s4building section S5 building section �s6building section ARMANDO A. CASTELLON, P.E. S4.02 scale: 3/4"=1'-0" �O2scale: 3/4"=1'-0" FL. LIC. No. 43453 �O2scale: 3/4"=1'-0" gnature D to O0 IICT II0 LO LO O Q r C 0- 0 O 0 O O x C 0 0 O L � U Q- - AA+` /0/�/'� W 00`' C C �' O o� u � N '� 0 U c .� u L0 0 L 0 0 LO N 0 U Z 0 U) o Z W o 04 N Lu J W W o Z '-0 E z O Q co ao a aim LZ > LL C d= 0 6 8 �LL0, LLJ MaC'jco N M V m Lnco� w © copyright CN d' V M M 0 > N 0 O O -0 0 0) s "O O T s 1-0CL 1`0 N 1 revisions: Q Q9/18/2008 2 steel roof/wood roof drawn: checked: date: prof. no: sc/d m rd 1-15-08 P07-15B S4902 - - 1 � i i�f Iiil(rT TI -� l I i � - 'IC--IrfIIT-I] -117. i i. 1 - 1 1 1 � i i i S� building section �O3scale: 3/4"=1'-0" PLYWOOD SHEATHING SEE ROOF PLAN 2X8 WOOD RAFTERS SEE ROOF PLAN SIMPSON TIE SEE TYP. DET. 6-017 ON SHEET S3.04 EL.= (11'-4") TOP/WALL DBL. 8" BOND BEAM W/ 1—#5 CONT BARS VERT. REINF. W/ STD. HOOK AT TOP VERTICAL DOWELS TO MATCH WALL REINF. 8" CMU WALL. SEE PLAN FOR REINF. CONCRETE SLAB ON GRADE. SEE PLAN 1/2" THICK PREMOLDED JOINT FILLER MAT'L. _L.= (0'-0") rOP/FIN FLOOR GROUT CELLS SOLID BELOW CONCRETE SLAB _L.= (-2'-0") rOP/CONC. FOOTING CONT. CONCRETE WALL FOOTING. SEE PLAN FOR SIZE AND REINF. ARMANDO A. CASTELLON, P.E. FL. LI C. No. 43453 �VO gnature D to LOO 'q- �O LO LO 0 > r LO LO 0 co 0 0 O0 0 O S Q C .0 C 0 d Q 0 - (1) 00 D N CIO�� O U a ) o D U C .+ O -� u C � a L a L L L0 N O U Z — o Z Io Lu 0 a jr J W M LU � (n Z N o cn c E z C/) Z () V Iwoo n o a V1 f7 r U Q o Z QQ a �Uw (L > LL C o 11 F H 0 LL W d N N M U m ��aD2 W © copyright �' 1p i 1 revisions: Q2 9/18/2008 steel roof/wood roof drawn: checked: date: prof. no: sc/d m rd 1-15-08 P07-15B S4903 l�m 9 buildin Scale: 5/4"= I'-U section PLYWOOD SHEATHING SEE ROOF PLAN 2X8 WOOD RAFTERS SEE ROOF PLAN SIMPSON TIE SEE TYP. DET. 6-017 ON SHEET S3.04 -L.= (11'-4") TOP/WALL 8" BOND BEAM W/ 1-#5 CONT BARS VERT. REINF. W/ STD. HOOK AT TOP 8" CMU WALL. SEE PLAN FOR REINF. VERTICAL DOWELS TO MATCH WALL REINF. CONCRETE SLAB ON GRADE. SEE PLAN 1 /2" THICK PREMOLDED JOINT FILLER MAT'L. GROUT CELLS SOLID BELOW CONCRETE SLAB =L.= (0'-0") TOP/FIN FLOOR CONT. CONCRETE WALL FOOTING. SEE PLAN FOR SIZE AND REINF. _L.= (-2'-0") rOP/CONC. FOOTING UNDO A. CASTELLON, P.E. FL. LIC. No. 43453 i 0 V V z z z t� 0 u z z Z 0 L O .- � � O \/ Lo L6 r I c O 00 00 N O O 0 O O O m s Q- c �c c U a Q _ O W 00 D N c M o O a U Q0 a) o D c 0 1 0 �rl�—0 u L C ��o N L ci 1-0 N 0 U Z Z VJ N J W o O N N W COn (n Z noN E Z Z '0 U) (D co o Q o w ` rr Er M 20 11 1 11 ���0(((D d 2 L C } O U o w M U w E �o" W N Q r U m Ln F- ao w (D copyright revisions: FAI Q2 9/18/2008 steel roof/wood roof drawn: sc/d m checked: rd date: 1-15-08 prof. no: P07-15B S4904 P.T. 410 RAFTER AT 48" O.C. SEE PLAN P.T. 2X4 PURLINS AT 16" O.C. SEE PLAN (2)-SIMPSON HGA10 CLIP: ONE PER SIDE OF 4X10 ATTACHED TO TB-1 PER MANUF SPECS 4X10 RAFTER (4)-16d NAILS EA. SIDE OF 4X10 TO STUD (2)-2x8 VERT. STUDS- (2)-2x8 VERT. STUD AT EVERY RAFTER LOCATION PLYWOOD SHEATHING SEE ROOF PLAN (2)-SIMPSON HGAM-10 CLIPS ONE PER STUD—,.,, 12 SEE ARCH ik EL= (11'-4")_ i PLYWOOD SHEATHING T TR SS - i Rv� ors(v w SEE ROOF PLAN SEE ARCH FOR FASCIA INFO - RDL. 8" BOND BEAM W/ P.T. TB-1 BEAM SEE PLAN P.T. COLUMN SEE PLAN - CONCRETE SLAB ON GRADE. SEE PLAN - 7 1 2" 1-#5 CONT BARS — • • Sr- TOP/P.T. BEAM VERT. REINF. W/ STD. HOOK AT TOP — SLOPE TOP/FIN FLOOR PER ARCH X. i—Xd— d d d d ------------------ I I COL. FOOTING BEYOND, SEE PLAN �I I I I I � I I I I I L ----- GROUT CELLS SOLID BELOW CONCRETE SLAB EL= (-2'-0") Y TOP/CONC. FOOTING • CONT. CONCRETE WALL a i FOOTING. SEE PLAN FOR dAq SIZE AND REINF.__..:__�e:___.__._: �sqbuildina section (2)-SIMPSON HGAM-10 CLIPS ONE PER STUD CMU WALL BELOW SEE PLAN . CONNECT RAFTER TO ROOF TRUSS W/2 3/8"0 CARRIAGE BOLTS TYP. WOOD ROOF TRUSSES SEE PLAN -------% { i I ' i 1 4 �I S4.05j scale: 3/4"=1'-0" 0 PLYWOOD SHEATHING -'= SEE ROOF PLAN ~O WOOD ROOF TRUSSES 2X8 WOOD RAFTERS _.,• 12 SEE PLAN SEE ROOF PLAN SEE ARCH PLYWOOD SHEATHING r ; SIMPSON TIE a" 8" SEE ROOF PLAN SEE TYP. DET. 6-017 ON SHEET S3.04 SIMPSON TIE _. SEE TYP. DET. 6-018 ON SHEET S3.04f EL= 11'-4" E = 11'-4" _ ::.. TRUSS BRN'G TRUSS BRN'G It TRIPLE _ FOUR COURSES OF 8" BOND BEAM W/ BOND BEAM W/ 1-#5 CONT BARS 1-#5 CONT BARS - VERT. REINF. W/ VERT. REINF. W/ STD. HOOK AT TOP 4! STD. HOOK AT TOP r . " EL= 8'-8" 8 PRECAST LINTEL „ SEE 4-031 /S3.02 BOT/LINTEL 8" PRECAST LINTEL BOT/LINTEL SEE 4-031 /S3.02 ! i• li aij ii Yt� z! 1 I i s s ; 1 is i { 1 { as OPENING, SEE ARCH OPENING, SEE ARCH i i F, EL= 3'-4" TOP/BONI) BEAM 3. 8" BOND BEAM W/ , 1-#5 CONT BARS 8" CMU WALL. SEE a PLAN FOR REINF. BEND VERT. REINF. INTO 0 CONC. SLAB AT M.O. VERTICAL DOWELS TO a o MATCH WALL REINF. i CONCRETE SLAB ON CONCRETE SLAB ON i GRADE. SEE PLAN I _j GRADE. SEE PLAN 1/2" THICK PREMOLDED i THICK. SLAB EDGE W/ (1)- #5 CONT. BAR JOINT FILLER MAT'L. i, EL= (0'-0") OL �_ 1 FLOORTO N FLOOR TO x TOP/FIN I ' - GROUT CELLS SOLID GROUT CELLS SOLID BELOW CONCRETE SLAB BELOW CONCRETE SLAB i VERTICAL DOWELS TO MATCH WALL REINF. { i 0. EL= -2'-0" = _ '_0" tid TOP/CONC. FOOTING IL TOP/CONC. FOOTING a 4—CONT. CONCRETE WALL a = CONT. CONCRETE WALL 1d d° FOOTING. SEE PLAN FOR °44 FOOTING. SEE PLAN FOR .__:m = SIZE AND REINF. SIZE AND REINF. ° rTio" building -sect on S4.05 scale: 3/4"=1'-0" ARMANDO A. CASTELLON, P.E. FL. LIC. No. 43453 gnature D to V 9 L LO • L0 LO O W L6 ' ` r I O _ 6 0 • 00 0 r_� r_� 0 00 a) x S O C C }C ^v Y L — M0M Q) W c N M O �� U Q o o V o Lr) s L _ a O 4 :) L LO in O U Z CY/) o Z LIJ Lu 04 N ONCC J LU # (a W F— Cl) Z O (0 O N E Z aOzLu�°�cc 0 z ¢ � a � raw UOo r.3 v~ia-41 DD a- C4W O M N NV U m NHcom W C) copyright CN LO m C'M 0 0 > _0 O O — m s "O O -� '-O N revisions: Q9/18/2008 2 steel roof/wood roof drawn: checked: date: proi. no: sc/d m rd 1-15-08 P07-15B S4eO5 1 11- ICI,-I0. f 2x8 VERT. STUD AT EVERY RAFTER LOCATION W/(4)-10d NAILS AT EVERY RAFTER TO VERT STUD PLYWOOD SHEATHING SEE ROOF PLAN SIMPSON HGAM10 TIE FROM TRUSS TO BOND BEAM OL EL.= 11`=4" TRUSS BRN'G TRIPLE 8" BOND BEAM W/ 1-#5 CONT BARS VERT. REINF. W/ STD. HOOK AT TOP 8" PRECAST LINTEL SEE 4-031 /S3.02 BOT LINTEL OPENING, SEE ARCH 8" BOND BEAM W/ 1-#5 CONT BARS OL EL.= 3'-4" TOP/BOND BEAM VERTICAL DOWELS TO MATCH WALL REINF. 8" CMU WALL. SEE PLAN FOR REINF. CONCRETE SLAB ON GRADE. SEE PLAN 1/2" THICK PREMOLDED JOINT FILLER MAT'L. 016 EL.= 0'-0" TOP/FIN FLOOR X�—X e GROUT CELLS SOLID BELOW CONCRETE SLAB EL.- -2'-0" TOP/CONC. FOOTING o p CONT. CONCRETE WALL FOOTING. SEE PLAN FOR SIZE AND REINF. p, S11 building section �O6scale: 3/4"=1'-0" 2X4 PURLINS AT 16" D.C. SEE PLAN 4x10 RAFTERS AT 48" D.C. SEE PLAN 'LYWOOD SHEATHING 3EE ROOF PLAN EL= 9'-7 1 2" TOP/P.T. BEAM (2) - SIMPSON HGAM-10 CLIPS. ONE EACH SIDE OF 4x10 RAFTER TYP. ATTACHED TO P.T. BEAM AND RAFTER PER MANUF. SPECIFICATIONS P.T. BEAM SEE PLAN D.T. COLUMN 3EE PLAN 'ONCRETE SLAB ON 3RADE. SEE PLAN 1/2" THICK PREMOLDED JOINT FILLER MAT'L. 4 � iAL. FOOTING i BEYOND, SEE PLAN i------------------------ 2X8 P.T. PLATE ATTACHED W/-1/2-0 ANCHOR BOLTS AT 32" O.C. MAX EL= 16'-0" TOP/WALL 8" BOND BEAM W/ 1-#5 CONT BARS 8" CMU WALL. SEE PLAN FOR REINF. OPP. 6-060 HAND 3.0 EL= VARIES U.S. OF PLYWD. DK. I TRIPLE 8" BOND BEAM W 1-#5 CONT BARS EXTEND BARS TO THE NEAREST VERTICAL REINFORCEMENT EACH END OF CANOPY --------- --- --- --- -- ----- L- SEE S13 ON SHEET S4.07 FOR BALANCE OF AWNING INFO. VERT. REINF. W/ d_ STD. HOOK AT TOP OL EL- W-0") r` LinTA iAITm ROOFING MATERIAL SEE ARCH. DWG'S. - PLYWOOD SHEATHING SEE ROOF PLAN — PROVIDE 2x8 BLOCKING BETWEEN EACH TRUSS- #10 x 2" LONG TEK SCREW AT EACH VALLEY IN METAL DECK P.T. TRUSSES SEE PLAN SIMPSON TIE PER DTL. 6-018 ON SHEET S3.04 1 1 /2" THICK PRESSURE TREATED PLATE OL EL= 11'-4" TOP/CMU WALL 8" BOND BEAM ° W/ 1-#5 CONT BARS VERT. REINF. W/ STD. HOOK AT TOP 8" CMU WALL. SEE PLAN FOR REINF. o VERTICAL DOWELS TO Lu v � MATCH WALL REINF. _ N U' CONCRETE SLAB ON GRADE. SEE PLAN a J J 1 /2" THICK PREMOLDED w EL= 0'-0" JOINT FILLER MATT. TOP/FIN FLOOR 4 d a GROUT CELLS SOLID BELOW CONCRETE SLAB— OL EL= -2'-0" TOP/CONC. FOOTING a • d • CONT. CONCRETE WALL °� a FOOTING. SEE PLAN FOR d da SIZE AND REINF. • a . S12 building section S4.06 scale: 3/4"=1'-0" ARMANDO A. CASTELLON, P.E. FL. LIC. No. 43453 y Signature D a a i O oO -:1- 1.0 LO LO O Ln c O � � "o •� 0000N 4— t\ O O x 00 O s Q_ C U0 CL O a) 00 D CV O _0 > a U ' 0 a� o V O � i c C 14 0 0 L(') cn O U Z 0 — o 0 Z o �+ LL OC'j C'jN CD N M LL J * M Z tea°° E z N Z 0 Cn o cn A, 0 O U) crmx" a W ao¢o >-w.� U Q o CDto q,40-3 CD O M n pEE N w¢OD m 0 N W fn Q 2 U m fn<aw (D copyright CN Ln C") CO O C3 a) O O 0 0) s '0 O s �O Q revisions: 2 O Q9/18/2008 steel roof/wood roof drawn: sc/d m checked: rd date: 1-15-08 prof. no: P07-15B S4e06 1, 8" CMU WALL. SEE PLAN FOR REINF. VERTICAL DOWELS TO MATCH WALL REINF.— CONCRETE SLAB ON GRADE. SEE PLAN 1 /2" THICK PREMOLDED JOINT FILLER MAT'L.— i, EL- (0'-0") TOP/FIN FLOOR V PM J N �o a� J Q 1 W 0 CONT. 2X10 & CONT. 2X8 TOP PLATE, SEE ARCH E 22'-8" EL.- SEE BLDG. SECT. TOP/FRAMING TOP/WALL I I (2) SIDES OF 1 /2" PLYW00 SHEATHING SEE PLAN PRE-ENG WOOD TRUSS SEE ROOF PLAN I Pf I 2X8 AT 16" O.C. PLYWOOD SHEATHING - I - I STUD WALL SEE ROOF PLAN N I �2)-SIMPSONHGA10 -- OPP. 1 EA. T&B CHORD OF TRUSS) ATTACH PER MANF. SPEC. _ 4.07 HAND if { 6j I SIMPSON META22 I I 2X8 P.T. PLATE BTW. TRUSSES ATTACHED TO BOND BM. W/ i 1/4"0 TAPCONS (1 1 /2" MIN. I I EMBED IN TO BOND BM. PROVIDE f (4) TAPCONS (MIN.) IN BTW. TRUSSES TYP., NAIL SHEATHING II INTO P.T. PLATE. EL= SEE BLDG. SECT. I TOP/ CMU WALL OL - 15'-4" TOP/CMU WALL ==_ 2X12 CONT. LEDGER ATTACH TO CMU W/ 8" DBL. BOND BEAM REINF. W/ 1-#5 CONT. _ BLOCKING AT REQ'D - I (1)-5/8"0 SIMPSON PER TRUSS MANUF. TITEN HD AT 32" OC MIN 4" EMBED. VERT. REINF. W/ TRUSS ENG. TO DESIGN PLYWOOD SHEATHING STD. HOOK AT TOP TRUSSES TO RESIST 200 PLF SEE ROOF PLAN AF LATERAL WIND FORCE & `- r �- TRANSFER THIS FORCE TO 8" CMU WALL. SEE UPPER DIAPHRAM PLAN FOR REINF. 8" DBL. BOND BEAM REINF. W/ 1-#5 CONT. r S16 building detail BOT/UNTEL 2X12 WOOD RAFTERS S4.07 scale: 3/4"=P-O" SEE ROOF PLAN 8" PRECAST LINTEL SIMPSON LSSU210 SEE 4-031 S3.02_n `T 1 r Y� TYP ivi ! CONT. 2X10 & CONT. 2X8 TOP PLATE, SEE ARCH d; i l BENDVERT. REINF. INTO CONCJ I SLAB AT M.O. 1� CONCi ETE SLAB ON GRADL SEE PLAN I { l E L= -0" (� ) od G d I 1 , I - 1I,' GROUT CELLS SOLID = BELOW CONCRETE SLAB EL- -2'-0" TOP/CONC. FOOTING d CONT. CONCRETE WALL FOOTING. SEE PLAN FOR ; 1 ; SIZE AND REINF. ,ate L= SEE BLDG. SECT. TOP/WALL 2 SIDES OF 5/8" PLYWOOD SHEATHING SEE PLAN 2X8 AT 16" O.C. STUD WALL 2X BLOCKING PER TRUSS MANUF. SIMPSON META22 2X8 P.T. PLATE BTW. TRUSSES - ATTACHED TO BOND BM. W/ 1 /4"0 TAPCONS (1 1 /2" MIN. EMBED IN TO BOND BM. PROVIDE (4) TAPCONS (MIN.) IN BTW. TRUSSES TYP., NAIL SHEATHING INTO P.T. PLATE. i, EL= (SEE BLDG. SECT.) TOP/ CMU WALL 8" DBL. BOND BEAM REINF. W/ 1-#5 CON VERT. REINF. W/— STD. HOOK AT TOP 8" CMU WALL. SEE PLAN FOR REINF. S17 building detail �O7scale: 3/4"=1'-0" PLYWOOD SHEATHING SEE ROOF PLAN BLOCKING AT REQ'D PER TRUSS MANUF. PRE-ENG WOOD TRUSS SEE ROOF PLAN SCAB 2X8 STUD AT EVERY TRUSS W/ (12)-10d NAILS (MIN.) STAGGARD AND PROVIDE SIMPSON A35 ® BOTTOM PL. & VERT. STUD, TYP. s13 building section sl4 buildin section sly building section ARMANDO A. CASTELLON, P.E. 54.07 scale: 3/4"=1'-0" S4.07 S�O7scale: 3/4"=P-0" scale: 3/4"=1'-0"FL LIC. No. 43453 W�/w ignature Date U z R 0 CT dr NO LO O LO 1— c 0- � o • � o0 00 `O �~ o o U a- x O a s O Cm c •E 00 C1 U 00 C fV M0 O v u � 00 e ar0 _o �} A O 0 W 1 o4- 0 L a Lr) nh o Z Cl) _Z Er F_ LU N o N N IY W J 5 W Z co N O f- (n u) o E Z (n Z () vi W. `r 8 O �0UIr W°CQ'�°'a } LLc UOo 3 M Lu 3aao E a` chw1 a� NaTV m :HODI W (D copyright Vi CN - M 0 0 N 5 's_ O N 0 s 'o >` O s No �O N revisions: Q2 9/18/2008 steel roof/wood roof drawn: checked: date: prof. no: sc/d m rd 1-15-08 P07-15B S4eO7 FOUNDATION PLAN NOTES: 1. FOR TYPICAL FOUNDATION PLAN DETAILS, SEE DRAWING S3.01 THRU S3.05. 2. FOR GENERAL STRUCTURAL NOTES, SEE DRAWING S1.01. 3. FOR FOOTING SIZE AND REINFORCING SEE SCHEDULE ON THIS DWG. 4. ( ) DENOTES TOP OF FOOTING ELEVATION. 5. TOP OF FOOTING: ELEVATION = (2" ABOVE FINISHED GRADE) TYPICAL U.N.O. 6. FOR PLAN DIMENSIONS NOT SHOWN, REFER TO ARCHITECTURAL DWG-S. 7. COLUMN DESIGNATION SHOWN THUS O ON PLAN. FOR SIZE AND REINFORCING SEE SCHEDULE THIS DRAWING. T/COLUMN ELEVATION C1 COLUMN TYPE Z CARRIED COLUMN ROOF FRAMING NOTES: 1. ROOF FRAMING SHALL BE 5/8" (CDX) EXTERIOR GRADE STRUCTURAL PLYWOOD SHEATHING SPANNING OVER CONVENTIONAL FRAMING SPACED AT 2'-0" ON CENTER. REFER TO ARCHITECTURAL DRAWINGS FOR ROOF FINISH. 2. DIRECTION OF PLYWOOD SHEATHING SPAN SHOWN THUS -- ON PLAN. 3. SEE DRAWING S1.02 FOR WIND DESIGN DATA AND ROOF LOAD SCHEDULE. 4. SEE DRAWING S1.01 FOR GENERAL STRUCTURAL NOTES. 5. SEE DRAWING S3.01 THRU S3.05 FOR TYPICAL DETAILS. 6. UNLESS OTHERWISE NOTED, FASTEN ALL STRUCTURAL METAL ELEMENTS IN ACCORDANCE WITH THE FLORIDA BUILDING CODE, 2004, WITH 2O05 & 2006 REVISIONS. 7. FOR ROOF RAFTER TO WOOD BEAM CONNECTIONS USE SIMPSON CONNECTOR AS SHOWN IN SECTIONS AND INSTALL PER MANUFACTURERS SPECIFICATION. 8. COLUMN DESIGNATIONS SHOWN THUS O ON PLAN. FOR COLUMN SCHEDULE, SEE THIS DRAWING. // 9. /DENOTES COLUMN STOP AT THIS LEVEL. 10. FOR PLAN DIMENSIONS NOT SHOWN, SEE ARCHITECTURAL DRAWINGS. I 2 3 4 5 6 15'-10j" 14 -0 14'-5j" r 14'-0" �, 15'-8" T3 � r -- — - — - — - — - — - — - — - — — - - i FINISHED PAVEMENT SEE CIVIL DRAWINGS---7 i WF2.5 T5 ---------------------- FINISHED PAVEMENT SEE CIVIL DRAWINGS WF2.5 T6 S1 2X6 ROUGH SAWN YELLOW PINE #2 IlI�I�I�I�I�I�I�I�I�I��I■I■I■I■�■I■I11■I�I�I����Il�I�I�I■I�■I��I�I�I low �ii�iii�iii■i■i■i■i■i�i�■iiiiiiiiiiii�iiiiiiiiiii��l�ii■■i■i■i■i�ii�iiiiil FOOTING SCHEDULE MARK SIZE THICKNESS TOP & BOTT. RONF. CONT. TOP & BOTT. REINF. TRANSV. REMARKS WF2.5 2'-6" X CONT. 1'-4" 3-#5 #4 ® 12" TIMBER COLUMN SCHEDULE MARK SIZE BASE PLATE SIZE REMARKS 6X6 P.T. WD. POST ABU66 SIMPSON POST BASE WOOD BEAM SCHEDULE MARK DESCRIPTION REMARKS TB-1 6X10 ROUGH SAWN YELLOW PINE #2 i 5.0 2X6 ROUGH SAWN motorcycle pavilion roof framing plan SIMPSON LTS12 STRAP YELLOW PINE #2 scale: 1 /4"=1'-0" AT EACH TRUSS RIDGE BEAM 2X FILLER, NAIL SIMPSON U26 TO ROOF RAFTER BUCKET PLYWOOD SHEATHING SEE PLAN SEE ARC SEE ARCH FOR = ROOFING INFO 2X6 BLOCKING BETWEEN EACH ROOF TRUSS x x x (TIGHT FIT W/NAIL) A- ,f x Ix X x TRUSS BRN'G ` EL= 9 -0 SEE ARCH FOR / FASCIA INFO � RAFTERS, SEE PLAN — P.T. BEAM SEE PLAN FOR BEAM TO COLUMN CONNECTIONS, SEE 6-041 & 6-042 ON SHEET S3.03 P.T. COLUMN, SEE PLAN POST BASE, SEE COLUMN SCHEDULE — T CURB EL- 0 -0 T OOTING EL= 2 ABOVE FINISHED GRADE CONC. FOOTING SEE SCHEDULE 0 0 0 0 2X6 ROUGH SAWN YELLOW PINE #2 COLLAR TIE AT EACH TRUSS. PLACE AT MID. HEIGHT OF TRUSS PROVIDE (4)-10d NAILS EACH END 2X FILLER, NAIL TO ROOF RAFTER 0 0 0 0 d a 11 °c d da a d . v THIS SHEET d " • . d d . •. a • •. v v° °d a d ° d ARMANDO A. CASTELLON, P.E. FL. LI C. No. 43453 section S 1 - scale: 3/4" =1 '-0" gnature ate B r 6 v z 9 �3 0-1, O �O 00 c 00 0 r r o0 0 c a O `~ s Q O O) .c c C) a Q _ O 00 N M O UN N O D } c v 0 s i c Lr) a) a D i a L0 N O U Z o N (� 8 �N�pp Z (A 4 M NNp N O ofJw N-: N W No"iE z � U) W " � o a0z bo o a � 0 Lj FJ�8.s IT a. 00 1 a� W �4�V im �F-00m W Q copyright CV Cn M a N 5 O O -0 a— m s -'o O �O CL �O N revisions: Q6/12/08 motorcycle pavilion A FAI drawn: checked: date: prof. no: sc/d m rd 1-15-08 P07-15B � � S5901 P:\2000 Projects\2002 R K Collaborative\2002-010 Sonnys Prototype - Zephyrhi11s\Sdwg\S5.01.dwg, 9/24/2008 4:07:54 PM, Matt Trrt^rr-1, 1 r it r —f - - _l IT i I i, —r � i i1 11 1 1 1 1 m L" P