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LEVY RD 490 GENERAL DESIGN CRITERIA: ROOFING: Codes: 1 . Roofing shall comply with 2001 FBC Chapter 15.'-. Z 2001 Florida Building Code, ASCE 7-98, ACI ATIG NDS AWPA APA, (Latest addition U.O.N). 0 �--� 2. Asphalt shingles shall be designed for the applicable wind zone of the structure. GENERAL NOTES: 3. Follow the manufacturer's attachment schedule for the wind zone of they structure. r� 1 . It is the intent of the Engineer of Record that this work be in conformance with all requirements of the authorities having jurisdiction over this type of construction and occupancy. All conitractors are responsible for the means 4. Asphalt shingles shall comply with ASTM D 3161 . c� and methods of constructing and shall do their work in conformance with all applicable codes and regulations. MASONRY. Q 2. The contractor shall verify all conditions and dimensions at the job site pirior to commencing work. � 1 . All masonry work shall be in accordance with ACI 530 / ASCE 5/ TMS 402 Masonry Building Code. 3. Contractor shall supply, locate and build into the work all inserts, anchors, angles, plates, openings, O sleeves, hangers, slab depressions, and pitches as may be required to attach and accommodate other work. 2. Concrete masonry units shall be ASTM C90-75, Hollow Load-Bearing Concrete Masonry Units, Type 1 , I.L, Grade N-1 , normal weight, with a minimum compressive strength of 2000 psi (f'm=1500psi). 4. These documents, as instruments of service are the property of the Engineer of Record and may not be used or reproduced W without expressed written consent of the Engineer of Record. 3. Mortar shall conform to ASTM C270 and be of Type S. a 5. All details and sections shown on the drawings are intended to be typical and shall be construed to apply to any 4. Grout when specified. shall conform to ASTM C 476 with minimum 28 day compressive strength of 2000psi. similar situation elsewhere in the work except where a different detail is shown. Grout shall be mixed to provide a slump between 8" to 11 ". 6. The owner will provide contractor with a soil's investigation report and ainalysis. All requirements for site preparation and soil compacting specified in the soil report shall be followed unless .additional more stringent requirements are 5. Provide pre cast concrete lintels over all openings unless noted otherwise on drawings. Engineer of Record if foundation conditions encounterred differ from soil exploration information made available Lintels shall be of sufficient size and reinforcement for the given span loading conditions. o W specified. Notify Eng p � to the contractor. FRAMING. L U . 7. It is the contractor's sole responsibility to determine erection procedure and sequence to insure the safety of the building co 00 w and its component parts during erection. 1 . Chapter 23 of the 2001 FBC building code shall be used for all wood framing, except as modified ° -) by the plans and specifications. 8. Temporary bracing: Contractors shall be responsible for all temporary bracing that is required during construction 2. All wood framing shall be fabricated and installed per ALTC, TPI, and National Design W to keep structure safe and plumb until the entire structure is in place. Bracing Specifications for Wood Construction. shown on structural drawings is for the completed structure only. 9. Where subsurface soil condition information is not available, foundations have been designed for a 2000 psf soil bearing capacity. 3. All framing anchors and connectors noted on drawings shall be manufactured by Simpson or equal. Contractor shall report any differing conditions to the Engineer of Record prior to commencing work. .. 4. All wood members exposed to weather or in contact with masonry, concrete or soil shall be pressure-treated. T � CONSTRUCTION NOTES: 5. Contractor shall provide all fastening devices necessary and suited for each application. Fastening subject to moisture shall be hot-dip galvanized to ASTM 153-50. CONCRETE; I-�--I 6. All metal connections and fabrications shall comply with A.I.S.C. specifications. 1 . All concrete shall have the following minimum compressive strength at 28 days: co fc=2500 si cel o slab on grade, ------------------------------------- p 7. Prefabricated structcir.�l trusses shall comply with NFPA National Desigrn Specifications for footings and remaining concrete Wood Construction, IPI Design Specifications for Metal Plate Connected) Wood Trusses, and AITC 100. 1 N U-) N LU II thickness as indicated on the dirawin s over minimum 6 mil. polyethylene vis ueen va or "-�' ~ `o 2. All concrete slabs on grade she be the th c g ( q ) p r- 00 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 8. All trusses shall be designed and certified by Truss Manufacturers registered Engineer. I�-�I co U_ X IJ--I . Fiber mesh Reinforcement shall be used with minimum 2tt fiber length at LB/CY complying with ASTM C 1116. W 9. Contractor shall coordinate with truss manufacturer to ensure adequate bearing is provided at o U_ 3. Fill under concrete slabs shall be clean sand free of debris and other deleterious material. Fill shall be compacted to a end reactions of all girder trusses. ua � CLWZ © density of at least 95% of Modified Proctor Maximum Dry Density (ASTH D1557). FIII shall be treated with termite poison before slab is placed. 10. Truss manufacturer shall submit shop drawings and design notes with an engineer's seal for approval. H U) Design notes to include the rated load capacity of the truss to truss connectors, and manufacturer's license Q U co 4. Footings shall bear upon undisturbed soil or upon soil compacted to a density of at 95 % of Modified Proctor Maximum to fabricate trusses utilizing the connector system proposed. The contractor shall approve fabrication and Dry Density (ASTM D1557) for a depth of at least two feet. (2 ) below the bottom of the footing. installation drawings showing size, shape and layout. CD0 WN 5. Where shown, cores of block masonry shall be filled with coarse grout orr pea 11 . Bracing of trusses during erection installation shall comply with TPI HIB 91 . gravel concrete with minimum compressive strength of 2500 psi at 28 days. Q4 6. Reinforcing steel shall be ASTM A615 Grade 40 deformed new billet steel 12. All prefabricated wood trusses shall be securely fastened to their suppiorting walls or beams with hurricane clips or anchors as noted in the Truss Connector Schedule. conforming to AC1301 , AC1315, AC1318 and CRSI Manual of Standard Practice, (latest editions). 1�--1 • ,. 13. At volume ceiling conditions, align trusses to provide a smooth, unbroken interior wall surface from floor to ceiling. 7. All continuous vertical and horizontal reinforcing steel in footings, beams and . • - ' -; , columns shall be lap spliced a minimum of 36 bar diameters or 24", whichever is greater. STEEL: J. 8. The following minimum concrete cover shall be provided for reinforcement: 1 . Structural steel shall conform to AISC Specifications for Design and Falbrication and Erection of Structural Steel for Buildings, 311--------------Concrete cast against and permanently exposed to earth. (latest editions). CAL-E°...., . 2"--------------Concrete exposed to earth or weather, #6 Bar and larger. N�AnRyn. 1 1/2"---------Concrete exposed to earth or weather, #5 Bar and smaller. a. Welded connections-------------------------------- AWS D1 .1 • 1 1/2"---------Concrete not exposed to weather or in contact with earth for the primary reinforcement, N b. Anchor bolts & threaded rods___________________ ASTM-A-307 • DO DQ NOT SCALE ties, stirrups, and spirals in beams and columns. c. Structural steel shapes, plates, etc. shall conform -------- ASTM A-36 THIS DRAWING RELEASE DATE: 9. Horizontal beam and footing bars shall be bent 25" around corners or corner bars with a minimum 25" 03-25-03 lap. (U.O.N.) REVISION DATE: 10. Contractor shall provide spacers, chains, bolster, etc., necessary to suipport reinforcing steel. 08-21 -03 Support items which bear on exposed concrete surfaces shall have ends which are plastic tipped or stainless steel. DRAWN BY: 11 . All reinforcing details shall conform to Manual of Standard Practice for, detailing reinforced concrete CF structures ACI 315 (latest edition), unless detailed otherwise on the strfuctural drawings. CHECKED BY: 12. All concrete work shall be in accordance with "The Building Code Reqiuirements for Structural Concrete", DJ M 11 ACI 318 (latest edition), and "Specifications for Structural Concrete for- Buildings" ACI 301 (latest edition). SHEET: G N...J 110 LEv - r 0 16 rr 20 ' r 16vm8l' r r r 20 ' 16 ' �311 + + + + 4 T-1 ■ ■ ■ ■—•-r r ■ In r w ■ ■ ■ I IN r ■ 01- ■ ■ LJ FEr r O r ■ w ■ r D■ r O ■ ®FE ■ ■ w ■ w ■ e�� O a . O ®FE PD D FE ®FE a a rr W ■ ■ O 0 00 ,� D ■ r r�r 0 --------------- w F� ■ a > W J J w ■ c W Q 4 U) :g ■ 0 C/� = J . J r ■ W w r cn W u U �■ a0 W � O r ■ Q FE ®FE FE SFE FE ■ ■ w ■ r 0 ■r ■ ■ w ■ w w■ r■ ++ — w ■ r ■ r ph ■ rr ■r_.. ■ ■ w ■ s ■ r r■ ■w ■ r ■ ■ ■ w ■ HE ■■ ■ ■ ■ • • W SLAB CONTROL JOINT LAYOUT 0 F-4 �a C CD Lo WOdX ROOF SYSTEM BY OTHIERS L-I M d M LL_ � SAW-GUT CONTROL JOINT IN SLAB 0 l Y8" WIDE x 1 Yd" DEEP W POCKET FOR JOIST FILL JOINT WITH ELA5TROMEFRIC JOINT FILLER —J O (1) #5 cow. A5 REQUIRED- F -I CONCRETE SLAB AS NOTED J J ' 4 e 4 4. b n ROOF SYSTEM BY OTHERS LL_ ~ Q • • » e 4 �4 4 ° rl ' e a e ' ° a .4 4 a J ( 1 d p l 4 POCKET FOR JOIST 4"x 4"x Ya" ANGLE (6" LONG e � �- WITH (2) X x 4" NELSON STUDS • - e e 4 (1) #5 CONT. Lo TYPICAL AT EACH JOIST ' 8"W x 15"D CONCRETE TIE-BEAM WITH (2) #5 TOP & BOTTOM w/ #3 TIES of 24"oc. S x 16"D CONCRETE TIE-BEAM WITH (2) #S TOP & BOTTOM w/ #3 TIES at 24"oc. TYPICAL SLAB CONTROL JOINT " DIMENSIONED DETAIL OF TIE—BEAM 4"x 4x Y4* ANGLE (6" LONG)WITH (2) %" x 4" NELSON STUDS I AT EACH JOIST ..�,Er�(-.',�, % ;1 `s- 'dud= •�' �`� '/�,• SEALANT AT CONTROL JOINT (KEYED) BLOCKS #5 VERTICAL AT 16"oc., EACH SIDE �• ..- r`C �v�y DOTH FACES �r •� �� �A1c �✓ OF OPENINGS, AND IN EACH CORNER. (U.O.N.) / NEOPRENE JOINT MATERIAL± 05 VERTICAL FULL HEIGHT OF WALL Y2 ; 1 -O • U,❑.N. 0 D❑ NOT SCALE MIN. 30" LAP IN ALL VERTICAL REBAR (U.O.N.) THIS DRAWING A r�� °: o� 4 p i y Q WWM ORTHICK FIBERMEOSHCOVELR 6WITH 6x6 MIL VAPOR BARRER RELEASE DATE: COVERING CLEAN, COMPACT, TREATED FILL GRADE ` 12 - 23 -- 03 FILLED CELL WITH SEALANT REVISION DATE: VERTICAL REINFORCEMENT FILLER ROD AT EACH 51DE OF JOINT, I # 5 COW. 00-00- 00 " WIDE GAP IN BLOCKS, FILLED CELL 8" CMU STEMWALL �_.,• ; NOTE: MORTAR BEDS AND HORIZONTAL JOINT REINFORCEMENT #5's CONT. DRAWN BY: :: � .-... ..::y DJ M I SHALL BE STOPPED AT EACH SIDE OF CONTROL JOINT, — - CLEAN COMPACTED FILL 1 #5 CONT. 24' CHECKED BY: OPTION #1 OPTION #2 J K H �j TYPICAL THICKENED EDGE FOOTING � TYPICAL CMU WALL SECTION • TYPICAL CONTROL JOINT OPTIONS IN CMU WALL r� � SHEET. .r.J FLOORS- 1 r- LIVE LOAD= 40psf �•L DEAD LOAD= 15psf (CARPET or WOOD) DEAD LOAD= 20psf TYPICAL EDGE SRIP (5 (TILE) DEFLECTION CRITERIA: a _ 4.01 CARPET or WOOD= U480 LL L/240 DL TILE= L/600 LL U360 DL r , YPICAL INTERIOR ZONE (4) ROOF(TRUSS)- Y LIVE LOAD= TC 20psf BC 10psf DURATION FACTOR: 1.25 DEAD LOAD= TC 7psf BC 5psf J ROOF(FLAT ROOF} CGNTROL JOINT(KEYED)BLOCKS LIVE LOAD= TC 20psf FAL I ALANT AT BC 20psf ��11 BOTH FACES + B OPRENE JOINT MATERIALt S VERTICAL DURATION FACTOR: 1.25 ■ ■ �� ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■ ■ ■ ■ ■ ■ ■ ■ ■ RILL HEIGHT OF WALL DEAD LOAD= TC 7psf BC 5psf �■ WIND PRESSURES ON WINDOWS & DOORS sf OFE Q ®FE ■ 4 4 d �p ROOF(CONN.FRAME)- PD LLJ 4 4 Enclosed Structure RAFTER LOAD= 20psfLL �I O ■ "+1 �' 10psf DL V AREA OF OPENING EDGES RIP 5 INTERIOR ZONE (4) DURATION FACTOR: 1.25 D 4. • oML CEILING LOAD= 20psf LL - - ■ Pos Neg Pvs Ne9 10psfDL ITH r0i4/1L SEALANT 0 to 20 sf 34.0 45.5 34.0 -36.9 GN CRITERIA: ILLE20.1 to 50 sf 32.5 -42.3 32.5 -35.4 rBASIC G CODE:2001 FLORIDA BUILDING CODE AT SIDELL OF LER ROD W VERTICAL REINFORCEMENTSIGN METHOD:ASCE 7-98 AT EAGH SIDE oP JOINT. - ■ SD.1 to 100 sf 30.5 -38.3 30.5 -33.4 MOE GAP IN BLOCKS. FILLED CELL 100.1 to 200 sf 2$.$ -35.4 28.8 -31.7 rr 200.1 to 500 sf 27.4 -32.3 27.4 -�•2 IND SPEED: 120 mphNOTE+ MORTAR BEDS AND HORIZONTAL JOINT REINFORCEMENT Base Design Pressure 28.80 GCpi=#0.1$ 4WWISHALL FSE STOPPE=D AT EACH 3117E OF CONTROL JOINT. G CATEGORY:II IFPbRTANCE FACTOR 1.00 h� ZI OPTION *1 OPTION "2 ■ WIND EXPOSURE:C =I TYPICAL CONTROL JOINT OPTIONS IN CMU WALL DESIGN FOR ENCLOSED STRUCTURE z C� o �� W cn (n OW D ULI131 -REFER TO SHEET A-6 ■ FOR FIREWALL DETAILS. I ■ WIND-BORNE DEBRIS PROTECTION FASTENING � SCHEDULE FOR 7/16" OSB or 15/32"CDX ■ ALL LINTELS SHALL BE MANUFACTURED BY: FASTENER TYPE FASTENER SPACING in.) FFBEAS LEGEND PANEL SPAN a 2 It N<4ft 4 ft N PANEL 6 rt a PANEL 2 ft SPAN e 4 ft SPAN e 6 ft SPAN e 2 R ■ VER MASONRY OPENINGS SHALL 2 uz'a s wood scR�ws 1s 1s 12 s L04'/S(U.O.N.):8'OB LINTEL BLOCK OVER 8' wH snta41N PRECAU ANO PKSiRCttEp A ONt410N OF FLORIDA ENOWEERED 2 1/2"48 WOOD SCREWS 16 16 16 12 ■ O' PRECAST LINTEL WITH 1 115 CONCRETE LWrus AND slue CO,B94 24 �Op1 .6 C0RP0"AT1pH DOUBLE-HEADED NAILS r► I ( ) P.v.e,zPn 7ei3=Pr'z'i-F 6a.sscxs IN EACH AND FILLED. lad COM or 12d BOX 12 6 4 a ED (8F16 18/1T) TYPE DESIGNATION "ta��o� 1 1/2"X a6 MACHINE ■ maew SCREW INTHREAI) "6 VERTICAL REINFORCEMENT wn.�nu ru-v:i,=" INSERT 16 16 16 ��2 AT 16"oc. WITHIN 48" OF EACH O� 8"PRECAST LINTEL FILLED W/ rF.FLL CORNER. (TYPICAL) /15's CONT.(8F8 1B) I Note:Fastenersshall be Installed atopposing endsofthe wood panel. 8F16-1B/1TI �Duv I EP J LDue nrvTw • oviwii uuN THIS STRUCTURE w�LEBE CONSTRUCTED _ _ _ '� WITH STORM SHUTTERS OVERALL WINDOWS- - � ®FE PRpy1pEDWLIM�p.■■ ■ ■ ■ ■ ■ ■ ■■ ■ ■■■ ■■■ r wrAxu w°n ryv°E8I AND M A CT DOORS.ALtEFNATE: INStALI _ = - IMPACT RESISTANT GLASS I ALL�, � •_._ - - - - - - EXTERIOR GLAZED OPENINGS. C,O co r0TEf � N o L - - _ _ J PLICE LENGTH FOR VARIOUS VERTICAL LLED CELLS. � N ~ CION �.f7 N AL a MINIMUM 30" SPLICE 0 � � OAL - MINIMUM 36" SPLICE I� Ir- ' VERTICAL REINFORCEMENT 5" CMU BLOCK WALL STEEL DOOR 4 FRAME CO U)6 AT 16"oc. WITHIN 4a" OF EACH w/ 05 VERTICAL at 161'oc. (TYPICAL) O W LM CORNER. (TYPICAL) I J EACH SIDE OF OPENINGv, 4'-0" AND IN ALL CORNE:R5. PROVIDE HORIZONTAL JOINT w REINFORCEMENT AT 16"ac. i + 0- >-' B OB O ( SEE SHEET 6-1 FOR DETAILS) B 4 W Z � ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■ ■ ■ ■ Iw ■ ■ ■ ■ ■ ■ ■ ■■ - no ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■ ■■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■ - ■■ ■ ■ ■ ■ ■ - ■ - -■ ' - ■ - -■ ��� � J O N ®FE ®FE �� - - _ = r�� ®FE - r -®FE - n - - - - - LL. I- U) (D Q I C� (� I I� III W CE, ]'I [:) III - ISI I I ]iD III L�11 I I `� Q a0 v Q IU I I III IIIII I I I I II I I I Uo0 ■ LOCATION I I �� W III I I ATION ATE I I 2 Q •t I CONTW -I O10F I I \ I I I w C NTf2oL JOI>\IT I I I I I p III� _ I GLMU lU L C3� CD ■ i CMI I Ell :111 I I 4 YJ ❑ I 1- 1�J ■ II 11 II I I I �� � c- II u 4; LLII `.: -------REFER TO SHEET A-6I FOR FIREWALL DETAILS. I 7It, 22 K 7 OPEN UJEE3 STEEL ROOF TRUSSES old :rr ■ AT 6"oc. SPACING (REFER TO SHEET A-5) NOTES: I- ALL REINFORCEMENT STEEL I 'f NOTE: SHALL BE GRADE 60. I�I /I I ,����• r ~,' SLOPE JOIST TO PRO✓IDE MINIMUM 2- BE AS I II� ALL PIREWALLS SHALL �{a 1t'RnR" �_ n ■ Y4" PER LINEAR FOOT FOR DRAINAGE. DET )LED ON SHEET A-6. ICI U O N. DOPQT SCALE THIS DRAWING ■ o I I t I I RELEASE DATE: III 01 -06-04 1 1 REVISION DATE: III oo-00-00 APPROXIMATE APPROXIMATE I I DRAWN BY: LOCATION OF LOCATION O>+ rCH J M ■ CONTROL JOINT CONTROL JOINT I I I 11 4 ■ � � _____ T ____.. � � � IN CMU WALL � IN CMU WALL '¢ ■ E FE FE I I I FE F ®FE l� - - _ �'__._ - - CKED BY: ■ ■ ■ ■ ■ ■■ ■ ■■■ ■■■ ■ ■ ■ ■ ■ ■■■ ■■■ ■ ■ M■ w■ ■ ■ ■ ■■ ■■ ■ ■■■ ■.■ w ■ ■ r1 M ■■ ■M ■ ■■■ -- - ■■■ ■ ■ ■ ■ - - ■ - - ■ ■■ Q I O _ - - - -i- , SS / JKH L J L _ - � _ J L _ _ __ _ J L - - _ J I L - - � _ J (1