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L I STRUCTURAL NOTES 1�w e,!:� �5 vil IWO 2001 Florida Bulldiirg(Axk DESIGN IS TO BE IN ACCORDANCE WITH Tilt 2001 FLORIDA BUILDING CODE' ASCE 7-98Mbilmum Detrign[Avd� 1. ALL DIMENSION LUMBER JOISTS AND BEAMS SHALL BE SYP NO.2 OR BETTER, ,A Hurricane Resistam.Conytruction WITH ANALLOWABLE BENDING STRESS IN ACCORDANCE WITH THE A C1 318 Hudding Code NATIONAL DRAIGN SkCIFICATION FOR WOOD CONSTRUCTION BY AMERICAN ACI Compum-Mawivy FOREST&PAPERASSOCIATION. ALL STUDS SHAiL BE SYP NO.I OR BE1`TER (UNLESS OTHERWISE NOTED).ALLOWABLE BENDING FIBER STRESS 14SED IN CT THIS PROJIF' IS'1206 PSLI Tj j Florida Building C&Ie DRAWN Occupancy: 2. PROVIDE,REQUIRED TEMPORARY BRACING,SHORING,GUYING OR UTILIZE OTHER MEANS TO SUPPORT STRUCTURAL ELEMENTS IN PLACE DURING 41 Wind Velocity- ISO 1,4 PH CONSTRU CTION. CHECKED Roof Slope- 3. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. SEE DA Rooffleight- a 1 F,-f. ARCHITECTURAL,MECHANICAI�,ELECTRICAL AND PLUMBING�DRAWINGS ' FOR EMBEDS,OPENINGS,.SLEEVES,ETC THAT ARE NOT SHOWN ON THE -�j- STRUCTURAL DRAW ING& SCALE 4. THE DESIGNOF PhE-ENGINEERED ROOF TRbSSES SHALL BEAR THE SEAL Tyr OF AN ENGINEER REGiSTE'RED IN THE STATE OF FLORIDA. ALL TRUSSES 1H JOB NO SHALL BE PERMANENTLY BRACED IN ACCORDANCE WITH THE RECOMMENDATIONS OF"COMMENTARY AND RECOMMENDATIONS FOR SHEET t' HANDLING,*STALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES,HIB-91. eelNot. OF S 111 E REVISIONS B y LO=5-. A?A FLOORS- 40pst LIVE LOAD- t) DEAD LOAD-, (CARPET or WOOD) j DEAD LOAD= 2opsi (TILE) DEFLECTION CRITERIA. CARPET or WOOD- U480 LL L1240 OL TILE= L/6W LL U360 DL ROOF(TRUSS)- LIVE LOAD= TC 20pst k lope DURATION FACTOR: 1.25 DEAD LOAD= TC 7psf BC 5pe ROOF(CONV.FRAME� RAFTER LoADx 2W LL i Opd DL' DURATION FACTOR: 125 CEILING LOAD-t 20psfLL i0pal 0� BUILDING CODE;2001 FLORIDA BUILDING CODE C) WIND Diff-SIGN METHOD'X§CE 7-98 w 1 U. BASIC WIND SPEE11. 100 MPh BUILDING CATEGORY,.11 WIND IMPORTANCE FACTOR:i.00 WIND EXPOSURE:B LDESIGN FOR ENCLOSED STRUCTURE WIND PRESSURES ON WINDOWS.& DOORS (PS0 Enclosed Structure J AREA OF OPENING EDGE STRIP(5) -INTERIO ZONE (4)_ Pos Nag PCs N!V olo2Osf 17.9 -24.0 17.9 Uj 201 to fO 0- 17,2 .22.3 17,2 -18.7 50.1 to 100 6f 16.1 -20.2 116.1 -17,6 0 100.1 to 200 61 ..15.2, -10 -16.7 In,I to 500-6f. 14.41. _iT41 4"0 GCpi *0.18 Base Design Pressure LU (D U 'rkl,;:� -SHEARWALLS NAILED AT.&"06, ON EDGE$ C4 AND 12"oc. IN INTEFRMEDIATE SUPFC4P-T-5 > q* WM-r ad COMMON NAILS. 74 ILI ht, 00 5 F 71 A -7- 45;&IL, w/ 4S1t4>-- JY ALA, -------- - \",.jtS it fL�R�j W/ W/ I C, v w.m p rp m I L,- _� Ole;;,, . x /�o w/ r "24 [71 T- 15zelf-I W/ I- �r4 + T 0 60 ? Aq _ 1A1 ECF NOV 1 9 200Z ._7N NN VH . -5-pt�4 t� ��/ I-4F4 A I I _vTT 17 111-1 9RAWN 4 j U 1-1-1 12.4- Y, 4 x 1'2� P CHECKED te i DATE 4 K` SCALE A 1"2- rmu) JOB NO ip-J'A' SHEET "v, 0, vm t� Lj r= �41 Z�It;A L.4 OF SHEETS 33& /-/I\ ��t j kN, 1,%hl F BRICK VENEER 'WITH I' AIR SPACE S I L, jq AND WALL TIES AT 16"cc VERT AND AT --------- N,, SPF 4 3*,x ------ _M'_I N_1M U_M1_2_- I 6d I ALL LAPS IN TOP PLATE OF BEARIN6 HAI-1-5 51HAL.L_ FE HEIGHT 32" oc HORILONTAL WEEP HOLES 9 2,4 t .4 A �-IINIFt" OF 4'-0' AND N-AILEP "TH 1�2- IC)d �:Otl 16 - .131 3" IN THIS -CN RAILS. GALV FLASSHING NAILS OR 16- 3"� 131' C DOUBLE PLATE (NAIL 8 ft 16'oc ZONE (TOTAL) 2x4 PT SILL *I S��,T- >PH4 AT 32 .131" , 3" 4 16"oc 2. ALL OALALE ENL-�5 E44ALL BE BALLC"4 Ff�!.AJAED (_'R 4 C14 HZACED PER EtrAIL. 16".,( 2 4'- 3. ALL 5HE^RYAA4_L'5 5HALL M NAvILF0 At -'3' o�_ OR 6* C�C. 2*' x 2" x 1/8" WASHER 1 #5 CONT. ....... ...... 4' or GREATER (A5 NOTED) Cti ALL ED6ES AND 12* oc IOITER_�IEDIATE 112' - 10' A B AT 32- OC CLEAN COMPACTED FILL/ MIN SPLICE It I C.". F....... L8- 4/e0 C-OM N.Ail_5(U,ON.) BLC.)C-K ALL t*tr_*A�F,c*zrec) 4' CONC_ SLA13 2500ps, EQ&E5 114TH 2x4 FLATNISE BLOCKING- !��WAR�,(ALI_5 _j 5HAL.L BE 15/32* CDx OR 1/16*058 W.O.-N) < FIBERMESH OR WWM 11 It H/A N/A 4. 5TRAP HEADER 5TUD5 TO VOUfti FOP MATE tLj BLOCKING OR SOLID (MIN (3) 12" (n 2- 2x.- TOP PLATE 5PH�4/& AT EACH END OF HEADER AND MAIL o-d 1.2- IOd < 4" t BLOCKS) NAILED w/ 4- 131" x 3' 1 1/2 NAILS OR 12- -131"x 2 112*CKIN NAOLS. 12 ft N/A 4 or /-A 4 NAILS 0- 15 CONT T-(PICAL THIGKENEV EE)(5E FOOTIN6 2x- STUDS NAILED TO EACH 5, HEADER 5ILV5 AND HEAPER CRIPPLES 54-OAP BE OTHER w/ .131' x 3' 0 Coc NAILED T06,ETHER AT 6"0C. H/ l2d GM NWI-5( .13k 13 ft N/A 24"oc 2 CLEAN. TREATED. COMPACTED FILL -2x- STUDS 0 G STAGGERED 3') 5TA6<�IEV CLIP UNIT TO SHOE PLANTE HiTH CLIP AND NAIL HITH 12- IOd -( 1 112 NAIL5 8" CMU STFMWALL / 114 VERTICAL W 4- 131" x 3- NAILS AT EACH N.O.N.) 14 ft N/A 16-0c r4/A t 4' GRAD AT 48' OC AND ALL CORNERS. wl BLOCK 0 6. ALL V000h AMP P00R. COtAPCflENT'5 VIU)ST 13E PE516HEP 12" HOOK AT SLAB AND C HOOK SST-- SPH4/6 to HITH5TAND TI-iE Vff�]C�N "NP LOAC)5 15 ft N/A I Cr'�; N/A I C"o, < 10, TOP A14D B0170M --S,9T-- SPI14/6 0 y LU AT FOOTING -Ve" T&G STURDI-FLOOR P AND BOTTOM > -1 ALL C(�*&ECTCIZ6 ARE 54nip.� OR EOLIA�I_ (U-0-N,' -oc LZZNT DECKING NAILED AT 6 16 ft. N/A N 16"oc N/A ON EDGES AND 12-oc. IN cur CUT LENGTH SHALL BE 44" -ANCHOR BOLT WITHIN 12* OF b. FOVNVATI�ON PESION 15 UA51ED Oft"INIFU" SOIL 20" x TO- CONC, THE YIELD. USE Gd RING LNAVrAf FOR 16" DEEP JOIST CORNER 13EARIW5 CAPAGIT-Y OF 2)CKX?p5F, SHANK OR SCREW SHANK NOrE tHIS rAOLF APPLIES fOSTR�,C"��FSI,1,11,'',IiV4��(�(�f FQOTING */ 215's CONr X LL 8d COAf11ONS MAY ALSO BE CONSTRUCrE0 IN NINUZONE OF !4NPH ORL.FSS*,Otj'N FOR TWO-STORY USED W USE 22'KIO" FTC, ---5PFSfU0(;RADEMAy8FIJSEL) )N8 0RLFLViN0h0tAL��A w/ 3 #5'3 CONT. FrORf AREAS OR THE SECON)FLOOR ON 1'�,U ST(,?fI�APEA� CI�AR X TYPICAL 5TEMN^LL vql BRIGK VENEER SPAN z 0 NOTE:IF STEMWALL WALL EXCEEDS 48'CONTACT ENGINEER sm A PAAMJFACT�)kFR CONNF(JOR NAILINCPArTERN HOLD DOWN ANCHOR ALTERNATIVE EPDXIED ANCHOR -DESIGN REQUIREMENTS. OF RECORD FOR ADDITIONAI C U SIMPSON LTT20 I 0�16dJ COM NAILS HT-1716 5/8'THREADED ROD WITH MIN 12'EMBEDMENT SHP USE EPDXY ANCHOR HTT22 INA SEE SHEET S-2 FOR SPECS 2x4 PT SILL w/ SST- SPH4 AT 32' OC. "Wrff ONLY WITHIN SIMPSON HTT16 18 IWCOMNAILS LU Provide mini 1. CC 1/2" x 10' A,B. AT 32" OC. mum C 6" OF EDGE CONCRETE LTT20 1/2"THREADED ROD WITH MIN, 7"EMBEDMENT w/ 2' x 2' x 1/8" WASHER end distanct NAIL W/ 11 - /Od COM SIMPSON HTI22 32�I&iJ SINKERS PHD8 N/A SEE SHEET S-2 FOR SPECS 9) Uj < 4" CONC. SLAB 2500psi w/ IN RACK END LENGTH FIBERMESH OR 6x6-10/10 WWM TOP AND BOTTOM ) Simpson Strong-Ite CSY6 AT 32- OC SIMPSON PH()8 24-/,'1 x 3*SDS SCREWS >0 Z_ > /-TRUSS 4 4 4 r I I WEDGE ANCHORS SHALL BE"RAWL-STUD'OR*KWK-BOLT'OR APPROVED EQUAL ul t TYPICAL 2-5TORY E3ETW14EEN FLOOR 13TRAPPIN6, #5 CONT /-3-1 6d COM (9 EA. EPDXY SYSTEM SHALL BE SIMPSON EPDXY-TIE'SET'OR APPROVED EQUAL 1 2 0 CLEAN, TREATED, COMPACTED FILL SCALE: N T S BLOCK (TYP.) tA N A ILIN G S C HE 0 U LE 8' CMU STEMWALL w/ 114 VERTICAL R E V IS E D 51l 6 /02 GR 0 AT 48' OC. AND ALL CORNERS. BOTTOM OF SLAB -3-12d COM (-fYP-) LU .. ' . ..11 .:- C 0 N N E C T 10 N TYPICAL NAILING ALTERNATE NAILING I ALTERNATE NAILING 2 LIJ U T_ 12- HOOK AT SLAB AND 6- HOOK 101. AT FOOTING- INTERIOR BEARING FOOTING 2:<4 BLOCKING @ 24"oc. (U.0-N.) 3 1 MIN. z < _La_p in double plate 1 2 - 1 6 d c o m m o, n 16 - 0 .13 1 " x 3 114 u n n a I Is 20 - I 2d Sinkers 1z' > o ,c one gesan o c in o c on e ges an 0 c n o -c on edges and 8 " o c -n LU 77:------- the field with Ed com m on, box, the field with 0 1 3 1 x 2 1 /2" gun the field with 0 099" 'x 2 " g ��n 20" x 10' CONC. FOOTING w/ 2#5's CONT. --PLUMBING WASTE LINE -SHEARWALL SW shearwall screw shank ornng shank na ils n a I Is 0 FOR TWO-SIORY 3 " oc onedges and 12" o c in 3 " o -c on edges and 12 " o .c in Uj USE 3 #5)� CONT_ the field with 8d common, Lbox, the fieldwith 0 131 " x 2 1 /2 " gun 0 W_ S W t3 :__she a s c re w s h a n k o, r ring__��h a rnk n a its (L BOTTOM OF SLAB TYPICAL 5TEMNALL 4" MIN, 6 " o c . on all supports with 8d o NOTF�IF STEMWALL WALL EXCEEDS 48*CONTACT EN&NEER 3LI INTERIOR BEARING FOOTING o r common, ring s an or scrrew o c . on e ges and 1 " o c in OF RECORD FOR ADDITIONAL DESIGN REQUIRE9ENTS. 7116 " R oof S heathing shank,4 " o .c edge nailing weithin the field with 0 131 " x 2 1 /2" gun #5's CONTINUOS 1 2 0 M P H 4 ' of roof_�_�e and fidgets n a I I s i3 11 - 10d commons in each end 4- CONCRETE SLAB PLUMBING WASTE LINE 51HP50N PA 51 EME3. 5TRAP 6A6. 1000 W`W`M OR COt-1 NAII-5 S im p s o n L S T A 3 0 k2 2 to ta 11 W FIBEF(MESH REINF. LOWER REBAR AND FOOTING IN TH15 AREA 0-11N) &ARAV5E 5LAE3 THICrENED ED61H 9 -10d commons in each end W IF NECESSARY _6 S, I m, p s o n L S T A 2 4 1 8 to ta 1) 4 ----------- t- 5TEMPIALL 1 0 c_o_m-m_o____ns' Tn'-_'_e__a_"_c_'_h_-e_ 'n'-d-... ...... 44 S.-i m-p s on H T S 3 0 _(2 0 to ta-1) (n 6 MIL VAPOR BARRIER OVER 4 Sim s o n M S T A 3 6 13 10d commons ineach end TREATED & COMPACTED FILL 5's CONT Sim so n S P H 4 1 2 - 1 0 d x 1 1 /2" n a ils 5TEMH^LL FOOTIN65 U.j I L6- p S.i m p s o.,n 1-1 2 5 A 10 - 8d com m ons (Totall TYPICAL NON-&EARINO 5TEP FOOTIN6 (2 1 1 0 - 1 0 d x 1 1 /2 " in I:a fte ft, 1 0 ir 0 C NOTE: S im p s o n H 1 6 1 0 d x 1 1 /2 " in p la te z OPENINGS TO 5' commons in ratter & n a I is ra fte WIDTH USE (1) 3 im p s o n L T S 1 2 p la te s p la te s .2 W SPH4/6 TOP d c o m m o n s I n r a f t e rr Z_ AND BOTTOM 1 4 8 x 1 1 12 " n a I IS-1 n-Fa- fte-F im p s o n�M T S 1 2 s & plates te_ AA 0 OPENINGS 5' TO #4 BENT INTO F00TIW7 AND I m p so n L T.A.I - 1 2 - 1 0 d x 1 1 /2 < 7' WIDTH USE THICKENED EE?C-E ------- REFER TO WALL SECIFON FOR TYPICAL ANCHORS SPH4/6 TOP I m p P H D 8 2 4 1 /4 x 3 S D S s c I,e w f s 36- SHALL USE (1) KING AND BOTTOM #4 VEPT- -TYPICAL- S iD_p�_o n M G F 22 - 10d commons (1) CRIPPLE NOTE: 5PH4/6 AT 32' u.c. (TYPICAL) S I m,P s o n H T T 1 6 1 8 - 1 6 d c o m m o ns ::E 4' CONC. SLAB 2500pon w/ OPENINGS BETWEEN 1 #5 GONT ------- Cr TYPM STRAPPING (UINO) Sim pson HTT22 3 2 1 6d strike rs L" FIBERMESH OR 6x6-10/10 WWM 36' - 8'-0' 6 1 #5 CONT. OPENINGS LESS THAN (2) CL SHALL USE (2) KING STUDS NOTES� C) ANCHOR 13OLTS az (2) CRIPPLES. MAY BE LOCATED 9 (U.O.N.) AT EITHER SIDE IF OPENINGS EXCEEDS 8'-0' OF KING STUDS. IN WIDTH SEE PLAN PLATE MUST BE CONT. BETWEEN BOLT AND KING X STUD LL G Arm 0 CLEAN, TREATED. COMPACTED FILL > 15/32" CDX MAY BE USED IN LIEU OF 7/16" OSB ANCHOR BOLTS 0 MUST BE WTTHIN MAXIMUM TRUSS UPLIFT OF z 12' OF KING SPH4's @D 32'rc. TOP&BOFTOPA= - PRE-ENGINEERED TRUSSES AT 24" 0C. STUDS 865#'s ON TRUSSES SPACED 24'oc. W It 1/2- x 10 z ANCHOR BOLTS L AT 32' o.c. MAXIMUM TRUSS UPLIFT OF ROOF SHINGLES OVER 15# FELTr 2i T-(Pl(:,AL FCVNPATIC)N IN 6ARA&E (TYPICAL) SPH4's @ 16'oc TOP&BOTTOM 16401s ON TRUSSES SPACED CORNICE DETAIL AS 6 24"oc. PER BUILDER'S SPECS :E D 0 7/16" OSB SHEATHING NAILED AS IP1_ ALL TRUSSES WITH UPLIFT LOADS EXCEEDING 1600#s SHALL HAVE A DIRECT LOAD PATH TO THE FOUNDATION. NAILING SCHEDULE SEE DETAIL BETWEEN FLOOR STRAPPING LU 0 2 x 4 STUDS 0 16' o.c. HURRICANE ANCHOR AT EACH TRUISS Q No. 2 or Bt. SPF ...... cc NOTE: IF THE INTERIOR PITCH OF A VAULTED CEILING NOTE:�/,e'HARDI-PANEL SHEATHING MAY 13E SUBSTI -UTED SEE SCHEDULE 0 CLIP STUDS TOP AND BOTTOM FOR�/%"OSB SHEATHING SPECIFIED WITH A 6"oc.EDGE 6 W/ SST- SPH4 0 32" o.c X"T&G STURDI-FLOOR SHEATHING GLUED Uj EXCEEDS 1/2 OF THE EXTERIOR PITCH DO ±0 USE NAILING PATTERN.NAIL w/6d GALV.COMMONS at 6*oc. AND NAILED w/6d COM OR RING SHANK at 6-oc 9 7/16"STRUCTURYAL ROOF SHEATHING N I < 112- x 7- WEDGE ANCHORS THIS DETAIL. THE GA13LE WALL SHALL BE (2) 2x.-- SYP DOUBLE TOP PLATE lw/ ON EDGES AND 12'oc.IN FIELD. r U 0 32" o-c. 4' CONCRETE SLA13 2A OUTRIGGER(@ 48"oc. SST-SPH4/6 AT 32" OC. 6x6. WOO WWM OR FIBERMESH REINF. (U.O.N.) HURRICANE CLIP H-2.5 OR EQUAL CORNICE DETAJL AS 0 11 MIL VAPOR WRIER OVER BLOCKING REQUIIRED BETWEEN OUTRIGGERS W a. TREATED & COMPACTED FILL @ 48*oc. W PER BUILDER'S SPECS 2x- SPF #2 STUDS AT 16" 0C,- (y V.- 4 SIMPSON A35 Uj 4-1 (SEE STUD TABLE FOR SIZES ca I' 2x4 BARGE RAFTER CONr. AND SPACING AT VARIOUS HEIGHTfS) 0 2A BLOCKING @ SHEArHING JOINT 4'FROIM GABLE EN4D SHINGLE STRIP z (2) 1 5'5 CONT a z 7/16" OSB SHEATHING NAILED Coc. ON IEDGES < L. FOR 2-STORY CONDITION I--- I \_ 2 2x- SYP DOUBLE TOP PLATE LJ USE 1'-8' WIDTH 3 #5's CONT- FASCIA 12"oc. ON INTERMEDIATE SUPPORTS w/ 8d BOX NAILS 2x4 SCAB CONT.TOP TO UNLESS OTHERWISE NOTED ON SHEARWALL LAYOUT TOP CHORD OF GABLE END TRUSS LU BOTTOM TYPICAL INTERIOR E3EARINC7 FOOTIN6 DROP 3 1/2" CHORD @ B' FROM GABLE _j 4" CCINC_ SLAB 2500psi w/ 4" CONC, SLAB 2,500psi ,v/ E 2x- PT SILL w/ SST-SPH4/6 AT 32"' OC. 3- 12d NAILS TYPICAL AT CONT.2x4 SCAB FROM TOP TO FIBERMESH OR 6x6-10/10 WW`M (U�O�N.) FIBERMESH OR 6x6- 10/10 WWM BOTTOM CHORD @ X-BRACING X-BRACING 2 x 4 STUDS 0 16' o.c. (PROVIDE ADDITIONAL 2x4's @ 1/2" x 10" A.B. AT 32" OC. No, 2 or Bt. SPF DRAWN --CUP STUDS TOP AND BOT`TOM VERTICAL IF HIGHER THAN 48", 2x4 SCAB IF VERT.WEB Is w/ 2" x 2" x 1/8" WASHER W/ SST- SPH4 0 32' o.c. TO FORM AN'L'SHAPE.) LU NOT CHECKED PRESENT 1/2- . 7- WEDGE ANCHORS TOE NAIL TRUSS TO DOUBLE #5 CONT PERIM ETER BAR - 0 32' o.c. PLATE w/ 16d COM @ 8*oc. DATE CI CONT.2x4x8'#2 SYP LATERAL z 4' CONCRETE SLAB w/ 6x6, IOxIO WWM OR 8" CMU STEMWALL w/ 1 #4 VERTIC,-AL FIBERMESH REINF. BRACE @ 48'oc. M BOTTOM CHORD OF GABLE SCALE z END TRUSS 101, AT 48" CC, AND ALL CORNERS, 1 12 HOOK AT SLAB J013 NO-�GOS_t BETWEEN GABLE AND FIRST 2x4 BLOCKING @ 48*oc. AND 6" H001K 20" x 10" CONC, 2-2x4 TOP PLATE 20" x 10" CONIC 6 MIL VAPOR BARRIER OVER TRUSS, AT FOOTING, SHEPT TREATED & COMPACTED nLL FOOTING wl 2#5's CONT. FOOTING w/ 3 #5's CONT. LLI SIMPSON LSTA 24 @ 48-oc. T (2) # 5's CONT. NOTE:IF STEMWALL WALL EXCEEDS 48'CONTACT ENGIMEER U) < NOTE: FOR 2-STORY CONDITION OF RECORD FOR ADDITIONAL DESIGN REQUIREMAENTS. USE I'-B' WIDTH 3 15's CONT, 2x4 X-BRACE @ 6-0"oc. 2x4 STUDS @ 116loc. 51W-?LE 5TORY EXTERIOR HALL 5ECTION THO 5TORY EXTERIOR HALL SECTION TYPICAL INTERIOR E3EARIN6 5TEP FOOTIN65 ALL MEMBERS SHALL BE SYP di, Vj4 B� (Z:YNOTPE 2-" NOi OF SHEETS 11�T, 1:j 4 a GENERAL DESIGN CRITERIA: 10. Contractor shall provide spacers, chains, bolster, etc. , necessary to support re"nfor(-.-ing steel. Codes.- Support items which bear on exposed cortcrete surfaces shall have ends wh 'ch are plust 'c t pped or stainless steel. 2001 Florida Building Code, ASCE 7- 98, ACI, ATIC, NDS, AWPA, APA, (1atest addition). I All reinforcing details shall confortri to Mamial of Stat-tdard Practice for detailing retrijb7T"ed concrete structures ACI 315 (latest edition). unless detailed otherwise on the _str-actural Drawings. I All concrete work shall be in accordance with "the bulUding code requirements Jo concrete". GENERAL NOTES: 1. It It's the intent of the Designer that this work be in confor-mance wit�h all requirements of the authorities ACI 318 (latest edition), and "specifications for structural concrete for buildings" ACI 301, having jurisdiction over this type of construction and occupancy. All contractors shall do their work HOOFING: in conformance with all applicable codes and regulations. I- Roofing shall comply with 2001 FBC Chapter 15 0 2. The contractor shall verify all conditions and dimensions at the job site prior to commencing work. J N LL 3� Contractor shall supply, locate and build into the work all inserts, amchors, angles, plates, openings, 2. Asphalt shingles shall be designed for wind zone of the strixture- sleeves, hangers, slab depressions, and pitches as may be required to attach and accommodate other work, 3. Follow the manufacture 's attach-inent schedule for the wind zone of the structure. 3: u 4. These documents, as instruments of service are the property of the Designer and may not be used or reproditced 7'thout expressed wr 'tten consent of the Designer. 1 1 4, Asphalt shingles shall comply with ASTM D 3161, W 5. All details and sections shown on the drawings are intended to be tyfpical and shall be construed to apply to any MASONRY: I--; similar situation elsewhere in the work except where a different detaiil is shown. V) W 1. All masonry work shall be in accordance with ACI 530 ASCE 51 TAWS' 402, >1 6. The owner will provide contractor with a soil 's investigation report amd analysis. All requirements for site preparation and soil compaction specified in the soil report shall be followed unle:ss additional more stringent requirements are Z Concrete masonry units shall be ASTMC90- 75, hollow load- Bearing Coincrete Masonry Units, Type 1, LU X > specified. Notify Designer if foundation conditions encountered differ- from soil exploration information made available Grade N- 1, 'normal weight, with a minimum compressive strength of 2000 psi (f'm- 1350psi). 3: 2 to the contractor. �_ 0 7. It is the contractor's sole responsibility to determine erection procedure and sequence to insure the safety of the building 3. Mortar shall conform to ASTMC270 and be of type M or S. and its component parts during erection. LU o U 4. Horizontal -masonry joint re info rc ement shall be galvanized truss- type with 6" lap at all splices and > eq 8. Temporary bracing., placed at every other block course, maximum 16"OLC. Contractors shall be responsible for all temporary bracing that is reqtcired duri,ng construction to keep structure safe and plumb until the entire structure is i'n place. Bracing 5. Provide pre cast concrete lintels over all openings 'unless 7ZOted otherzwise on dranvings. IL shown on structural drawings is for the completed structure only. Lintels shall be o sufficient size and reinforcement for the given sp(an loading condit , f i ions. !AfF 9. Veriftj all dimensions prior to fabrication and construction. FRA MING: 10� Subsurface soil condition information is not available, Fo,andations are designed for a 2000 psf soil bearing capacity. 1� Chapter 23 of the 2001 FBC building code shall be, used for all wood framing, except as modified Contractor shall report any differing conditions to the Engineer of Rec�ord prior to co,7nmencing work. by the plans and specifications. CONSTRUCTION NOTES: 2. All -wood framing shall be fabricated and installed per ALTC and TP1' and National Desig-ri Specifications for Wood Construction. CONCRETE: 3. All framing anchors and connectors, noted on drawings by Simpson ior equal. 1� All cor-tc-rete shall have the following minimum con-tpressive strength ait 28 days: -ade, footings------- ---fc=2500psi 4. All wood members exposed to weathet- or in contact with masonry concrete or soil shall be pressure- treated. slab on g-t remaining concrete--- - -- --- ----fc-3000psi 5. Contractor shall provide all fastening devices necessary and suited for each application. 2. All concrete slabs on grade shall be thickness as indicated on the dra,wings 0VCT Minimum 6 mil. polyethylene (visqIteen) vapor Fastening subject to moisture shall be hot-dip galvanized to ASYM153 - 80. barrier. Such slabs shall be reinforced with 6x6 W1. 4 x 1. 4 wwm lapped 8" at edges and ends in conformance with ASTM-A 185 or Fibermesh Reinforcement with minimum 2" fiber length at ILBICY co7mplying with ASTM C 1116. G. All metal connections and fabricatioits shall comply with A. I. S. C. specificatiolls. 3- Fill under concrete slabs shall be clean sand f7-ee of debris and other deleterious materiaL. Fill shall be compacted to a 7. Solid block all joist and rafters at point of support. L -ri, Dry Dens 'ty (ASTMD1557). Fill shall be treated with termite density of at least 95% of Modified Proctor Maxintia 71 poison before slab is placed. 8. Prefabricated structural trusses shall comply with NFPA National Desilign Spec ifi'cat ions for Wood Constrtiction IPI Design SpeCifiCations for Metal Plate Connected Wood Trusses and AITC 100. 4. Footings shall bear upon undisturbed soil or upon soll compacted to at density of at 95% of Modified Proctor Maximuni Dry Density (ASTMD1557) for a depth of at least two feet. (2') below tihe bottom of the footing. 9. All trusses shall be designed and certified by Truss Manufacturer's registered Engineer. 5. Where shown, cores of block masonry shall be filled with coarse grout or pea 10- Contractor shall correlate with, truss manufacturer to ensure adequate bearing is provided at gravel concrete with mini'munt compressive strength of 2500 psi at 20 days. end reactions of all girder trusses. 6, Reinforcing steel shall be ASTMA-615 Grade 40 defo,rmed new billet sheel conforming to AC1301, AC1315, AC1318 and CRSI Manual of Standard. Pr(actice, 11. Truss manufacturer shall submit shop drawings and design notes wi.th an engineer s seal for approval. (latest editions). Design notes to include the -rated load capacity of the truss to truss C0'7L7_tr,1Ctors, and manufacturer's license to fabricate trusses utilizing the connector system proposed. The con, tract0V shall approve fabrication and 7. All continuous vertical and horizontal relinforcing steel in footings, beams and installation dra-wings showing size, shape and layout. columns shall be lap spliced a minimum of 36 bar dutmeters or 24", whichever is greater. j 12. Brace trusses during erectioit and permanent installation to comply ivith TPI BWT--- 76. 8, The following minimum concrete cover shall be provided for reinforcement: 3"-- ----Concrete cast against and ermane-ntly exposed to earth. p 13. All prefabricated -wood trUSSeS shall be securely fastened to their sup)porting walls 07, bea7ft with 2"-- -----Concrete exposed to earth or weather, #6 Bar and larger. 2--- - --- -Concrete exposed to earth or weather, #5 Bar and smaller. hurricane clips or anchors. I 1/2"--Concrete not exposed to weather or in contact with earth fo7r the pri`rna?y reinforcement, T ties, stirrups, and spinals in beams and columns. 14. At volume ceiling conditions, align trusses to provide a smooth, unbroke-n interior wall surface from floo-r- to ceiling- 9. Horizontal beam and footing bars shall be bent 25" around corners or- corner barS -with 25- STEEL: lap shall be provided. Ll I_', 1- Structural steel shall Gonfor-m to AISC specifications for design and f(abrIcatior-L and erection of structural steel for buildings. (latest edition). AWS D)1. 1 a. Welded connect ' b- Anchor ASTM- A-307 c_ Structural steel shapes, plates, etc. shall confor-al ASTM A-36 DRAWN CHECKED DATEJJ �[q , 01, SCALE JOB NO SHE OF SHEETS V-3