Kellogg_Park_Nature_Center_-_100%_Structural_Submittal.pdf

FL Reg. No. 70353 D. Allen Barnes Jr, PE, LEED-AP

REVIEWED BY:

DESIGNED BY:

90% D.D. REVIEW

SHEET SCALE:

DRAWING NO.

DRAWING TITLE:

n/a

08-02-2023

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PROJECT NUMBER: 9014-2304

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08-30-2024100% PERMIT DOCS

S-001

N.T.S.

STRUCTURAL DESIGN

NOTES

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NAIL ROW

AutoCAD SHX Text NOTES: 1. WHEN ONE NAIL PER ROW IS SPECIFIED, NAILS IN ADJACENT ROWS SHALL BE DRIVEN FROM OPPOSITE SIDES IN WHEN ONE NAIL PER ROW IS SPECIFIED, NAILS IN ADJACENT ROWS SHALL BE DRIVEN FROM OPPOSITE SIDES IN OPPOSITE COLUMNS. 2. 4 " SIMPSON SDS SCREWS MAY REPLACE 30D NAILS & 6" SIMPSON SDS SCREWS MAY REPLACE 50D NAILS 4 " SIMPSON SDS SCREWS MAY REPLACE 30D NAILS & 6" SIMPSON SDS SCREWS MAY REPLACE 50D NAILS 12" SIMPSON SDS SCREWS MAY REPLACE 30D NAILS & 6" SIMPSON SDS SCREWS MAY REPLACE 50D NAILS 3. SOLID TIMBER MEMBERS OF EQUAL OR GREATER SIZE MAY BE USED INSTEAD OF SPECIFIED STUD PACKSSOLID TIMBER MEMBERS OF EQUAL OR GREATER SIZE MAY BE USED INSTEAD OF SPECIFIED STUD PACKS

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STUD PACK CONNECTION DETAIL

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# OF NAILS PER ROW

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NAIL SIZE

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END DISTANCE

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EDGE DISTANCE

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SPACE BETWEEN ROWS

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SPACE BETWEEN COLUMNS

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SPACE BETWEEN COLUMNS

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ROW SPACING

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END DISTANCE

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EDGE DISTANCE

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NAIL COLUMN

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NAIL COLUMN

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DRIVEN FROM OPPOSITE SIDES

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NAIL ROW

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WALTON COUNTY WIND LOAD STATEMENT

AutoCAD SHX Text NOTE: SUPPORT CONDITIONS AND HEADER SIZES SPECIFICALLY CALLED OUT ON THE SUPPORT CONDITIONS AND HEADER SIZES SPECIFICALLY CALLED OUT ON THE FRAMING PLANS or NOTED ON DETAILS SHALL GOVERN OVER THE VALUES LISTED IN THE TABLE ABOVE

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WOOD FRAMED WALL HEADER SCHEDULE

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MAXIMUM CLEAR SPAN LENGTH

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LOCATION

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LINER/JACK/SUPPORT STUDS @ E.E.

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SEE PLANS

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ROOF BEARING ABOVE

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1 FLOOR & ROOF BEARING ABOVE

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KING STUDS OUTSIDE HEADER BEARING

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BAR SIZE

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FOOTINGS

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NORMAL WEIGHT CMU

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VERT. BARS

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HORZ. BARS

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C.I.P. WALLS

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TOP BARS

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OTHER

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BEAMS & SLABS

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CATEGORY 1

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C.I.P. COLUMNS

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CATEGORY 2

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FTG. DOWEL VERT. LAP

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SINGLE

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2 MATS

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TYP. REINFORCEMENT LAP SPLICE LENGTHS

AutoCAD SHX Text NOTES: 1. LAP LENGTHS SHOWN WITHIN SPECIFIC DETAILS OR OTHERWISE NOTED ON THE PLANS SHALL GOVERN OVER THE VALUES LAP LENGTHS SHOWN WITHIN SPECIFIC DETAILS OR OTHERWISE NOTED ON THE PLANS SHALL GOVERN OVER THE VALUES SCHEDULED ABOVE. 2. VALUES ABOVE ASSUME NORMAL WEIGHT CONCRETE USING 60ksi GRADE, NON-COATED, DEFORMED REBAR. VALUES ABOVE ASSUME NORMAL WEIGHT CONCRETE USING 60ksi GRADE, NON-COATED, DEFORMED REBAR. 3. NO MODIFICATION FACTORS HAVE BEEN APPLIED TO THE SCHEDULED VALUES. MULTIPLY RESPECTIVE LENGTHS BY 1.5 NO MODIFICATION FACTORS HAVE BEEN APPLIED TO THE SCHEDULED VALUES. MULTIPLY RESPECTIVE LENGTHS BY 1.5 FOR EPOXY COATED REBAR. 4. NONCONTACT LAPS ARE ALLOWED FOR CMU WALLS ONLY WITH BOTH BARS WITHIN THE SAME CELL U.N.O. NONCONTACT LAPS ARE ALLOWED FOR CMU WALLS ONLY WITH BOTH BARS WITHIN THE SAME CELL U.N.O. 5. BARS USING NONCONTACT LAP SPLICES SHALL NOT BE SPACED TRANSVERSELY FARTHER APART THAN THE SMALLER OF BARS USING NONCONTACT LAP SPLICES SHALL NOT BE SPACED TRANSVERSELY FARTHER APART THAN THE SMALLER OF ONE-FIFTH THE REQUIRED LAP SPLICE LENGTH LISTED IN THE SCHEDULE, OR 6". 6. WHEN LAP SPLICING BARS OF DIFFERENT SIZES, THE LAP LENGTH IS DETERMINED BY THE SMALLER BAR, BUT MAY NOT WHEN LAP SPLICING BARS OF DIFFERENT SIZES, THE LAP LENGTH IS DETERMINED BY THE SMALLER BAR, BUT MAY NOT BE LESS THAN THE MINIMUM (CLASS "A") SPLICE LENGTH OF THE LARGER BAR. 7. NO LAPS SHALL BE LESS THAN 30 TIMES THE BAR DIA. OR 12" MIN. NO LAPS SHALL BE LESS THAN 30 TIMES THE BAR DIA. OR 12" MIN. 8. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" FRESH CONCRETE CAST BELOW THE BARS. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" FRESH CONCRETE CAST BELOW THE BARS. 9. TOP BAR LENGTHS SHALL BE APPLIED TO ALL PLAN SPECIFIED C.I.P. BEAM AND STRUCTURAL SLAB TOP REINF U.N.O.TOP BAR LENGTHS SHALL BE APPLIED TO ALL PLAN SPECIFIED C.I.P. BEAM AND STRUCTURAL SLAB TOP REINF U.N.O.

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REINFORCEMENT DEVELOPMENT LENGTHS

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FOOTING DOWELS

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SEE PLANS

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AutoCAD SHX Text NOTES: 1. VALUES ABOVE ASSUME NORMAL WEIGHT CONCRETE USING 60ksi GRADE, NON-COATED, DEFORMED REBAR. VALUES ABOVE ASSUME NORMAL WEIGHT CONCRETE USING 60ksi GRADE, NON-COATED, DEFORMED REBAR. 2. NO MODIFICATION FACTORS HAVE BEEN APPLIED TO THE SCHEDULED ldh VALUES FOR BARS HOOKED ACROSS OR TIED NO MODIFICATION FACTORS HAVE BEEN APPLIED TO THE SCHEDULED ldh VALUES FOR BARS HOOKED ACROSS OR TIED ldh VALUES FOR BARS HOOKED ACROSS OR TIED dh VALUES FOR BARS HOOKED ACROSS OR TIED TO REINFORCED ELEMENTS. SEE PLANS & DETAILS FOR SPECIFIC HOOKING INSTRUCTIONS. 3. HOOKED BAR ldh DEVELOPMENT LENGTH SHALL NOT BE LESS THAN THE GREATER OF 8 TIMES THE BAR DIA. OR 6" MIN. HOOKED BAR ldh DEVELOPMENT LENGTH SHALL NOT BE LESS THAN THE GREATER OF 8 TIMES THE BAR DIA. OR 6" MIN. ldh DEVELOPMENT LENGTH SHALL NOT BE LESS THAN THE GREATER OF 8 TIMES THE BAR DIA. OR 6" MIN. dh DEVELOPMENT LENGTH SHALL NOT BE LESS THAN THE GREATER OF 8 TIMES THE BAR DIA. OR 6" MIN. 4. NO MODIFICATION FACTORS HAVE BEEN APPLIED TO THE SCHEDULED ld VALUES FOR STRAIGHT BAR DEVELOPMENT NO MODIFICATION FACTORS HAVE BEEN APPLIED TO THE SCHEDULED ld VALUES FOR STRAIGHT BAR DEVELOPMENT ld VALUES FOR STRAIGHT BAR DEVELOPMENT d VALUES FOR STRAIGHT BAR DEVELOPMENT LENGTHS BUT SHALL NOT BE LESS THAN 12". 5. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" FRESH CONCRETE CAST BELOW THE BARS. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" FRESH CONCRETE CAST BELOW THE BARS. 6. TOP BAR LENGTHS SHALL BE APPLIED TO ALL PLAN SPECIFIED C.I.P. BEAM AND STRUCTURAL SLAB TOP REINF U.N.O.TOP BAR LENGTHS SHALL BE APPLIED TO ALL PLAN SPECIFIED C.I.P. BEAM AND STRUCTURAL SLAB TOP REINF U.N.O.

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TYPICAL REQUIRED SCHEDULE OF INSPECTIONS

AutoCAD SHX Text For Electronically Transmittals: This document has been digitally signed and sealed by D. Allen Barnes Jr. using PKCS#12 in compliance with 61G15-23.004, F.A.C. Printed copies of this document are not considered signed and sealed. Signature SHA authentication code must be verified on any electronic copies to validate. Hard copies must be Physically Signed with an original signature in compliance with 61G15-23.003, F.A.C.

AutoCAD SHX Text DELEGATED DESIGN ELEMENTS: AEG DOCUMENTS INCLUDE THE DESIGN FOR THE PRIMARY STRUCTURAL SYSTEMS FOR GRAVITY LOADING AND THE MAIN WIND FORCE RESISTING SYSTEMS. SPECIFIC ELEMENTS WITHIN THE PRIMARY STRUCTURAL SYSTEMS HAVE BEEN RESERVED AND IDENTIFIED BY THE EOR AS DELEGATED STRUCTURAL ELEMENTS IN ACCORDANCE WITH F.A.C. 61G15-31.002(7). THESE ARE REQUIRED TO BE DESIGNED BY A FLORIDA LICENSED IN ACCORDANCE WITH F.A.C. 61G15-31.002(7). THESE ARE REQUIRED TO BE DESIGNED BY A FLORIDA LICENSED ). THESE ARE REQUIRED TO BE DESIGNED BY A FLORIDA LICENSED PROFESSIONAL ENGINEER ACTING AS A SPECIALTY STRUCTURAL ENGINEER (SSE) AND SUBMITTED TO THE EOR FOR COMPLIANCE APPROVAL PER F.A.C. 61G30.006. IT IS THE INTENT OF THESE DOCUMENTS TO PROVIDE THE NECESSARY LOADING, DESIGN CRITERIA AND PERFORMANCE STANDARDS FOR EACH DELEGATED STRUCTURAL ELEMENT TO ENABLE THE SSE/SUBCONTRACTOR TO PROPERLY DEVELOP THEIR DESIGN PER F.A.C. 61G15-30.005. SSE'S SHALL NOTIFY THE EOR IF ANY ADDITIONAL DESIGN REQUIREMENTS ARE NEEDED OR IF ANY SPECIFIC CONSIDERATIONS OR CONFLICTS EXIST. DELEGATED PRIMARY STRUCTURAL DESIGN ELEMENTS INCLUDE, BUT MAY NOT BE LIMITED TO: - PRE-FABRICATED STRUCTURAL COMPONENTS PRE-FABRICATED STRUCTURAL COMPONENTS - SPECIALTY FOUNDATION SYSTEMS SPECIALTY FOUNDATION SYSTEMS - STRUCTURAL STEEL CONNECTIONS STRUCTURAL STEEL CONNECTIONS - PREFABRICATED WOOD TRUSSES, CROSS-LAMINATED TIMBER CONNECTIONS PREFABRICATED WOOD TRUSSES, CROSS-LAMINATED TIMBER CONNECTIONS DELEGATED SECONDARY STRUCTURAL ELEMENTS INCLUDE, BUT MAY NOT BE LIMITED TO: - STAIRS, HANDRAILS, CATWALKS, LADDERS AND THEIR CONNECTIONS STAIRS, HANDRAILS, CATWALKS, LADDERS AND THEIR CONNECTIONS - COMPONENTS, THEIR ASSEMBLIES, FRAMES, MULLS, MULLIONS AND CONNECTIONS TO THE PRIMARY STRUCTURAL SYSTEM COMPONENTS, THEIR ASSEMBLIES, FRAMES, MULLS, MULLIONS AND CONNECTIONS TO THE PRIMARY STRUCTURAL SYSTEM - DAVITS, AND HOISTS DAVITS, AND HOISTS WINDOW AND DOOR COMPONENTS: THESE DOCUMENTS SHOW THE STRUCTURAL REQUIREMENTS FOR THE PRIMARY STRUCTURAL ENVELOPE ROUGH OPENINGS ONLY. ALL ROUGH OPENING DIMENSIONS MUST BE VERIFIED BY THE CONTRACTOR BASED ON THE ACTUAL COMPONENT FRAME SIZES AND MFGR REQUIREMENTS AND SPECIFICATIONS PRIOR TO CONSTRUCTION. SECONDARY COMPONENT FRAMING WITHIN THE PROVIDED ROUGH OPENINGS, INCLUDING HORZ AND VERT MULLIONS, MULLS, GANGED OR "TIGHT-MULLED" COMPONENT FRAMES, MUST BE PROVIDED BY THE COMPONENT MFGR OR DESIGNED BY A SSE AND SUBMITTED TO THE EOR FOR APPROVAL. DESIGN OF CUSTOM COMPONENT ASSEMBLIES, MULTI-UNIT ASSEMBLIES, STOREFRONT SYSTEMS, CURTAINWALLS, AND WINDOW WALLS IS NOT PROVIDED AND IS RESERVED AS A DELEGATED DESIGN AND SUBMITTED TO THE EOR FOR APPROVAL. 00.00 GENERAL GENERAL 00.01 ALL CONSTRUCTION SHALL CONFORM TO THE FLORIDA BUILDING CODE 8TH EDITION (2023). REFERENCE TO OTHER CODES OR STANDARD ALL CONSTRUCTION SHALL CONFORM TO THE FLORIDA BUILDING CODE 8TH EDITION (2023). REFERENCE TO OTHER CODES OR STANDARD REFERENCE TO OTHER CODES OR STANDARD SPECIFICATIONS REFER TO THE LATEST EDITION OF SUCH CODES OR SPECIFICATIONS, UNLESS STATED OTHERWISE. 00.02 THE CONTRACTOR SHALL COORDINATE ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND CIVIL WORKS DOCUMENTS WITH THE THE CONTRACTOR SHALL COORDINATE ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND CIVIL WORKS DOCUMENTS WITH THE STRUCTURAL CONTRACT DOCUMENTS. NOTIFICATION SHALL BE MADE TO THE STRUCTURAL ENGINEER AND ARCHITECT OF ANY CONFLICT AND/OR OMISSIONS. 00.03 THE DRAWINGS SHOWN ARE FOR TYPICAL AND CERTAIN SPECIFIC CONDITIONS ONLY. PROVIDE DETAILS SIMILAR TO THOSE SHOWN FOR THE DRAWINGS SHOWN ARE FOR TYPICAL AND CERTAIN SPECIFIC CONDITIONS ONLY. PROVIDE DETAILS SIMILAR TO THOSE SHOWN FOR DETAILS THAT ARE NOT SPECIFICALLY SHOWN. 00.04 INFORMATION LISTED IN CALL-OUTS AND PLAN SCHEDULES ON S-100 SHEETS, AND SHOWN ON SPECIFIC SECTIONS AND DETAILS ON INFORMATION LISTED IN CALL-OUTS AND PLAN SCHEDULES ON S-100 SHEETS, AND SHOWN ON SPECIFIC SECTIONS AND DETAILS ON S-300 AND S-500 SHEETS RESPECTIVELY, GOVERN OVER INFORMATION LISTED ON THE THIS SHEET, S-001. CONFLICTS AND CONTRADICTIONS SHOULD BE BROUGHT TO THE E.O.R.'S ATTENTION FOR CLARIFICATION PRIOR TO CONSTRUCTION PER NOTE 00.06. 00.05 FOR DIMENSIONS NOT SHOWN ON THE STRUCTURAL CONTRACT DOCUMENTS, SEE THE ARCHITECTURAL DRAWINGS. FOR DIMENSIONS NOT SHOWN ON THE STRUCTURAL CONTRACT DOCUMENTS, SEE THE ARCHITECTURAL DRAWINGS. 00.06 THE CONTRACTOR SHALL VERIFY EXISTING SITE CONDITIONS, DIMENSIONS, AND ELEVATIONS PRIOR TO STARTING WORK. THE STRUCTURAL THE CONTRACTOR SHALL VERIFY EXISTING SITE CONDITIONS, DIMENSIONS, AND ELEVATIONS PRIOR TO STARTING WORK. THE STRUCTURAL ENGINEER SHALL BE NOTIFIED IN WRITING OF ANY DISCREPANCIES IN EXISTING SITE CONDITIONS, DIMENSIONS, OR ELEVATIONS TO THOSE SHOWN IN THE STRUCTURAL CONTRACT DOCUMENTS. 00.07 THE REVIEW OF SUBMITTALS AND/OR SHOP DRAWINGS BY THE STRUCTURAL ENGINEER DOES NOT RELIEVE THE CONTRACTOR OF THE SOLE THE REVIEW OF SUBMITTALS AND/OR SHOP DRAWINGS BY THE STRUCTURAL ENGINEER DOES NOT RELIEVE THE CONTRACTOR OF THE SOLE RESPONSIBILITY TO REVIEW AND CHECK SHOP DRAWINGS PRIOR TO SUBMITTAL TO THE STRUCTURAL ENGINEER. THE CONTRACTOR REMAINS SOLELY RESPONSIBLE FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF SHOP DRAWINGS AS THEY PERTAIN TO MEMBER SIZES, DETAILS, AND DIMENSIONS SPECIFIED IN THE CONTRACT DOCUMENTS. THE CONTRACTOR ALSO SHALL BE RESPONSIBLE FOR MEANS, METHOD, TECHNIQUES, SEQUENCES, AND PROCEDURES OF CONSTRUCTION. 00.08 THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE DESIGN, CONSTRUCTION, AND ERECTION OF SAFE AND ADEQUATE BRACING, SHORING, THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE DESIGN, CONSTRUCTION, AND ERECTION OF SAFE AND ADEQUATE BRACING, SHORING, TEMPORARY SUPPORTS, ETC. REQUIRED FOR STABILITY OF THE STRUCTURE DURING ALL INTERMEDIATE STAGES OF CONSTRUCTION. 00.09 IN NO CASE SHALL STRUCTURAL ALTERATIONS OR WORK AFFECTING A STRUCTURAL MEMBER BE MADE, UNLESS APPROVED BY APEX IN NO CASE SHALL STRUCTURAL ALTERATIONS OR WORK AFFECTING A STRUCTURAL MEMBER BE MADE, UNLESS APPROVED BY APEX ENGINEERING GROUP, P.L.L.C. IN WRITING. 10.00 STRUCTURAL LOADS STRUCTURAL LOADS 10.01 SUPERIMPOSED DEAD LOADS: SUPERIMPOSED DEAD LOADS: DEAD LOADS SHALL BE TAKEN AS THE ACTUAL WEIGHTS OF MATERIALS AND CONSTRUCTIONS OR OTHERWISE SATISFACTORY VALUES DESCRIBED IN THE F.B.C. - PARTITIONS 20 PSF PARTITIONS 20 PSF 20 PSF 20 PSF 10.02 SUPERIMPOSED LIVE LOADS: SUPERIMPOSED LIVE LOADS: - ROOF 20 PSF ROOF 20 PSF 20 PSF - GROUND LEVEL FLOORS 100 PSF GROUND LEVEL FLOORS 100 PSF 100 PSF 10.03 WIND LOADS (ASCE 7-22): WIND LOADS (ASCE 7-22): BASIC WIND SPEED = 146 MPH STRUCTURAL RISK CATEGORY = II WIND EXPOSURE CATEGORY = B B ENCLOSURE CLASSIFICATION = ENCLOSED INTERNAL PRESSURE COEFFICIENT = 0.18 +/-

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20.16 DE-WATERING IS RECOMMENDED TO AT LEAST TWO FEET BELOW BOTTOM OF LOWEST FOUNDATION IF GROUNDWATER IS ENCOUNTERED. DE-WATERING IS RECOMMENDED TO AT LEAST TWO FEET BELOW BOTTOM OF LOWEST FOUNDATION IF GROUNDWATER IS ENCOUNTERED. NO DE-WATERING IS ALLOWED WITHOUT SITE-SPECIFIC PLANS, DETAILS AND SEQUENCE OF WORK PROVIDED BY A REGISTERED DESIGN PROFESSIONAL AND SUBMITTED TO THE SEOR FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION. NO DE-WATERING IS ALLOWED ADJACENT TO ANY EXISTING STRUCTURES CLOSER THAN 100 FEET WITHOUT WRITTEN APPROVAL OF THE SEOR. 20.17 SLAB-ON-GRADE REQUIREMENTS: SLAB-ON-GRADE REQUIREMENTS: A. UNLESS NOTED OTHERWISE, THE SLAB-ON-GRADE SHALL BE A MINIMUM OF 4 INCHES THICK, PLACED ON COMPACTED SUBGRADE, UNLESS NOTED OTHERWISE, THE SLAB-ON-GRADE SHALL BE A MINIMUM OF 4 INCHES THICK, PLACED ON COMPACTED SUBGRADE, AND REINFORCED AS INDICATED IN THE CONTRACT DRAWINGS. LAP SLAB REINF 48 BAR DIAMETERS MINIMUM; TYPICAL. B. PLACE CONTROL OR CONSTRUCTION JOINTS AT LOCATIONS INDICATED BY “C.J.”. CUT HALF OF REINFORCING CROSSING EACH JOINT TO PLACE CONTROL OR CONSTRUCTION JOINTS AT LOCATIONS INDICATED BY “C.J.”. CUT HALF OF REINFORCING CROSSING EACH JOINT TO C.J.”. CUT HALF OF REINFORCING CROSSING EACH JOINT TO . CUT HALF OF REINFORCING CROSSING EACH JOINT TO FURTHER WEAKEN THE JOINT LOCATION. SAWCUT CONTROL JOINTS AS SOON AFTER POURING AS POSSIBLE, WHEN CONCRETE WILL NOT RAVEL; 12 HRS. MAX. CURE CONCRETE IN ACCORDANCE WITH ACI 301. BEGIN CURING IMMEDIATELY AFTER POURING TO LIMIT CRACKING PRIOR TO SAWCUTTING CONTROL JOINTS. C. SUBGRADE SHALL BE PREPARED AS RECOMMENDED IN THE GEOTECHNICAL REPORT. APPLY TERMITE POISONING TO PREPARED SUBGRADE SHALL BE PREPARED AS RECOMMENDED IN THE GEOTECHNICAL REPORT. APPLY TERMITE POISONING TO PREPARED SUBGRADE AS REQUIRED BY THE FLORIDA BUILDING CODE, LATEST EDITION. D. VAPOR BARRIER SHALL CONFORM TO ASTM E1745, CLASS B OR C WITH A MINIMUM THICKNESS OF 10 MIL. VAPOR BARRIER SHOULD VAPOR BARRIER SHALL CONFORM TO ASTM E1745, CLASS B OR C WITH A MINIMUM THICKNESS OF 10 MIL. VAPOR BARRIER SHOULD BE PLACED OVER COMPACTED SUBGRADE PER GEOTECHNICAL REPORT. VAPOR BARRIER SHOULD BE OVERLAPPED AND TAPED AT THE JOINTS AND CAREFULLY FITTED AROUND SERVICE OPENINGS PER PRODUCT MANUFACTURER'S SPECIFICATIONS 30.00 CONCRETE AND REINFORCING STEEL CONCRETE AND REINFORCING STEEL 30.01 CONCRETE WORK SHALL COMPLY WITH THE REQUIREMENTS OF ACI 318. CONCRETE WORK SHALL COMPLY WITH THE REQUIREMENTS OF ACI 318. 30.02 ALL CONCRETE SHALL BE NORMAL WEIGHT AND HAVE THE FOLLOWING MINIMUM 28 DAY COMPRESSIVE STRENGTHS UNO: ALL CONCRETE SHALL BE NORMAL WEIGHT AND HAVE THE FOLLOWING MINIMUM 28 DAY COMPRESSIVE STRENGTHS UNO: - FOUNDATIONS & SLAB-ON-GRADE 3,000 PSI FOUNDATIONS & SLAB-ON-GRADE 3,000 PSI 3,000 PSI - STRUCTURAL SLABS 4,000 PSI STRUCTURAL SLABS 4,000 PSI 4,000 PSI - CIP BEAMS, COLUMNS & WALLS 4,000 PSI CIP BEAMS, COLUMNS & WALLS 4,000 PSI 4,000 PSI - EXTERIOR RETAINING WALLS 5,000 PSI (OR 4,000 PSI MIX, 0.40 W/CM RATIO, & 20-25% FLYASH) EXTERIOR RETAINING WALLS 5,000 PSI (OR 4,000 PSI MIX, 0.40 W/CM RATIO, & 20-25% FLYASH) 5,000 PSI (OR 4,000 PSI MIX, 0.40 W/CM RATIO, & 20-25% FLYASH) - DESIGN STRENGTH REQUIREMENTS FOR DELEGATED DESIGN ELEMENTS SHALL COMPLY WITH THE APPROVED STRUCTURAL SUBMITTALS DESIGN STRENGTH REQUIREMENTS FOR DELEGATED DESIGN ELEMENTS SHALL COMPLY WITH THE APPROVED STRUCTURAL SUBMITTALS FOR EACH ELEMENT OR SYSTEM. THIS INCLUDES PRE-CAST, PRE-STRESSED AND POST-TENSIONED CONCRETE. 30.03 NOMINAL MAXIMUM SIZE OF COARSE AGGREGATE SHALL NOT BE LARGER THAN: 1/5 THE NARROWEST DIMENSION BETWEEN SIDES OF NOMINAL MAXIMUM SIZE OF COARSE AGGREGATE SHALL NOT BE LARGER THAN: 1/5 THE NARROWEST DIMENSION BETWEEN SIDES OF FORMS, 1/3 THE DEPTH OF SLABS, NOR 3/4 THE MINIMUM CLEAR SPACING BETWEEN INDIVIDUAL REINFORCING BARS OR WIRES. 30.04 ALL CONCRETE EXPOSED TO WEATHER SHALL HAVE 4%-6% ENTRAINED AIR, U.N.O. CONCRETE MAY CONTAIN A PROPERLY DESIGNED ALL CONCRETE EXPOSED TO WEATHER SHALL HAVE 4%-6% ENTRAINED AIR, U.N.O. CONCRETE MAY CONTAIN A PROPERLY DESIGNED SUPERPLASTICIZER FOR WORKABILITY. 30.05 CHAMFER OR ROUND ALL EXPOSED CORNERS A MINIMUM OF 3/4". CHAMFER OR ROUND ALL EXPOSED CORNERS A MINIMUM OF 3/4". 30.06 THE MATERIALS AND MIX DESIGN SHALL BE FULLY DOCUMENTED AND REVIEWED BY THE OWNERS TESTING LABORATORY. THE CONTRACTOR THE MATERIALS AND MIX DESIGN SHALL BE FULLY DOCUMENTED AND REVIEWED BY THE OWNERS TESTING LABORATORY. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR OBTAINING THE REQUIRED DESIGN STRENGTH. 30.07 CALCIUM CHLORIDE, CHLORIDE IONS, OR OTHER SALTS ARE NOT PERMITTED TO BE USED IN CONCRETE. CALCIUM CHLORIDE, CHLORIDE IONS, OR OTHER SALTS ARE NOT PERMITTED TO BE USED IN CONCRETE. 30.08 CONCRETE (OTHER THAN HIGH-EARLY-STRENGTH) SHALL BE MAINTAINED ABOVE 50°F (10°C) AND IN A MOIST CONDITION FOR AT LEAST CONCRETE (OTHER THAN HIGH-EARLY-STRENGTH) SHALL BE MAINTAINED ABOVE 50°F (10°C) AND IN A MOIST CONDITION FOR AT LEAST THE FIRST 7 DAYS AFTER PLACEMENT, EXCEPT WHEN CURED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 1906.5.3 SPECIFICATION ON ACCELERATED CURING. 30.09 ADEQUATE EQUIPMENT SHALL BE PROVIDED FOR HEATING CONCRETE MATERIALS AND ALL REINFORCEMENT, FORMS, FILLERS, AND GROUND ADEQUATE EQUIPMENT SHALL BE PROVIDED FOR HEATING CONCRETE MATERIALS AND ALL REINFORCEMENT, FORMS, FILLERS, AND GROUND IN WHICH CONCRETE IS TO COME INTO CONTACT DURING FREEZING OR NEAR-FREEZING WEATHER. 30.10 ALL REINFORCING STEEL PLACEMENT SHALL BE REVIEWED BY A REGISTERED STRUCTURAL ENGINEER OR BY A REPRESENTATIVE ALL REINFORCING STEEL PLACEMENT SHALL BE REVIEWED BY A REGISTERED STRUCTURAL ENGINEER OR BY A REPRESENTATIVE RESPONSIBLE TO HIM/HER (REF: ACI 318 PAR 1.3.1.) 30.11 ALL REINFORCEMENT SHALL BE BENT COLD, UNLESS OTHERWISE APPROVED BY THE STRUCTURAL EOR. ALL REINFORCEMENT SHALL BE BENT COLD, UNLESS OTHERWISE APPROVED BY THE STRUCTURAL EOR. 30.12 SHOP DRAWINGS SHOWING ALL FABRICATION DIMENSIONS AND LOCATIONS FOR PLACING REINFORCING STEEL IN PRE-CAST PILES, ACIP SHOP DRAWINGS SHOWING ALL FABRICATION DIMENSIONS AND LOCATIONS FOR PLACING REINFORCING STEEL IN PRE-CAST PILES, ACIP PILES, PILE CAPS, MAT SLABS, CAST-IN-PLACE WALLS, AND STRUCTURAL SLABS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION. 30.13 FOR CONSTRUCTION OTHER THAN SINGLE FAMILY DWELLINGS, ALL CONCRETE REINFORCEMENT USED FOR STRUCTURAL ELEMENTS SHALL BE FOR CONSTRUCTION OTHER THAN SINGLE FAMILY DWELLINGS, ALL CONCRETE REINFORCEMENT USED FOR STRUCTURAL ELEMENTS SHALL BE DETAILED, FABRICATED, LABELED, SUPPORTED AND SPACED IN FORMS AND SECURED IN PLACE IN ACCORDANCE WITH THE PROCEDURES AND REQUIREMENTS FOR REINFORCED CONCRETE, "ACI 318-02" AND THE "MANUALS OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES," ACI 315 (LATEST EDITION) UNLESS OTHERWISE APPROVED IN WRITING BY THE EOR. 30.14 REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60 UNLESS OTHERWISE NOTED. 30.15 WELDED WIRE FABRIC (MESH) SHALL CONFORM TO ASTM A185. WELDED WIRE FABRIC (MESH) SHALL CONFORM TO ASTM A185. 30.16 WELDED WIRE FABRIC SHALL BE LAPPED MIN. ONE FULL MESH PANEL PLUS 2" AT SIDES AND ENDS AND SHALL BE WIRED TOGETHER. WELDED WIRE FABRIC SHALL BE LAPPED MIN. ONE FULL MESH PANEL PLUS 2" AT SIDES AND ENDS AND SHALL BE WIRED TOGETHER. 30.17 ALL STEEL REINFORCING AND WELD WIRE MESH USED IN SLAB-ON-GRADE CONSTRUCTION IS REQUIRED TO BE SUPPORTED IN THE ALL STEEL REINFORCING AND WELD WIRE MESH USED IN SLAB-ON-GRADE CONSTRUCTION IS REQUIRED TO BE SUPPORTED IN THE CENTER TO UPPER ONE THIRD OF THE SLAB. 30.18 ALL REINFORCING STEEL AND EMBEDMENTS SHALL BE SECURELY TIED AND SUFFICIENTLY SUPPORTED TO MAINTAIN THE POSITION WITHIN ALL REINFORCING STEEL AND EMBEDMENTS SHALL BE SECURELY TIED AND SUFFICIENTLY SUPPORTED TO MAINTAIN THE POSITION WITHIN SPECIFIED TOLERANCES DURING ALL CONSTRUCTION ACTIVITIES. "WET STICKING” DOWELS INTO CONCRETE IS NOT PERMITTED. DOWELS INTO CONCRETE IS NOT PERMITTED. 30.19 CONTINUOUS REINFORCEMENT SHALL BE PROVIDED WHEREVER POSSIBLE. REINFORCEMENT SHALL BE SPLICED ONLY AS SHOWN OR NOTED IN THE STRUCTURAL CONTRACT DOCUMENTS. STAGGER SPLICES WHERE POSSIBLE; USE FULL TENSION SPLICE (CLASS "B") UNLESS NOTED OTHERWISE. DOWELS SHALL MATCH THE SIZE AND SPACING OF THE SPECIFIED REINFORCEMENT AND SHALL BE LAPPED WITH FULL TENSION SPLICES (CLASS "B") UNLESS NOTED OTHERWISE. TERMINATE BARS WITH STANDARD HOOKS. 30.20 REINFORCING STEEL SHALL HAVE THE FOLLOWING CONCRETE MINIMUM CLEAR COVER UNO (PER ACI 318-05 PAR.7.7.1) REINFORCING STEEL SHALL HAVE THE FOLLOWING CONCRETE MINIMUM CLEAR COVER UNO (PER ACI 318-05 PAR.7.7.1) - CONCRETE AGAINST EARTH (NOT FORMED): 3" CONCRETE AGAINST EARTH (NOT FORMED): 3" 3" - FORMED CONCRETE EXPOSED TO EARTH OR WEATHER: 2" (#6 BARS & LARGER) & 1-1/2" (#5 BARS & SMALLER) FORMED CONCRETE EXPOSED TO EARTH OR WEATHER: 2" (#6 BARS & LARGER) & 1-1/2" (#5 BARS & SMALLER) 2" (#6 BARS & LARGER) & 1-1/2" (#5 BARS & SMALLER) - CONCRETE NOT EXPOSED TO EARTH OR WEATHER: 3/4" (SLABS), 1" (WALLS) & 1-1/2" (BEAM STIRRUPS & COLUMN TIES) CONCRETE NOT EXPOSED TO EARTH OR WEATHER: 3/4" (SLABS), 1" (WALLS) & 1-1/2" (BEAM STIRRUPS & COLUMN TIES) 3/4" (SLABS), 1" (WALLS) & 1-1/2" (BEAM STIRRUPS & COLUMN TIES) 30.21 DO NOT PLACE DUCTS EXCEEDING ONE-THIRD THE SLAB OR WALL THICKNESS WITHIN THE SLAB OR WALL UNLESS SPECIFICALLY SHOWN DO NOT PLACE DUCTS EXCEEDING ONE-THIRD THE SLAB OR WALL THICKNESS WITHIN THE SLAB OR WALL UNLESS SPECIFICALLY SHOWN AND DETAILED ON STRUCTURAL DRAWINGS. 30.22 REINFORCING STEEL SHALL NOT BE WELDED OR TACK WELDED UNLESS APPROVED BY THE STRUCTURAL EOR. 30.23 WEATHER CONDITIONS SHALL NOT BE ACCEPTED AS A VALID REASON FOR INCORRECT OR OTHERWISE POOR QUALITY OF CONCRETE OR WEATHER CONDITIONS SHALL NOT BE ACCEPTED AS A VALID REASON FOR INCORRECT OR OTHERWISE POOR QUALITY OF CONCRETE OR CONCRETE SURFACES. 30.24 ALL SHORING SHOULD REMAIN IN PLACE UNTIL CONCRETE HAS ATTAINED AT LEAST 75% OF ITS 28-DAY COMPRESSIVE STRENGTH. ALL SHORING SHOULD REMAIN IN PLACE UNTIL CONCRETE HAS ATTAINED AT LEAST 75% OF ITS 28-DAY COMPRESSIVE STRENGTH. SHORING SHOULD BE LEFT 28 DAYS WITHOUT TESTING A CYLINDER TO CONFIRM STRENGTH. IT IS NOT ADVISABLE TO REMOVE SHORING WITHOUT A TEST FOR 21 DAYS UNDER ANY CIRCUMSTANCE. DESIGN OF CONSTRUCTION SHORING IS DELEGATED DESIGN BY OTHERS. 30.25 FOR CONCRETE PADS SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS. FOR CONCRETE PADS SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS. 40.00 MASONRY MASONRY 40.01 DESIGN, MATERIAL AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF THE FBC CHAPTER 21, TMS 402/602-16 "BUILDING DESIGN, MATERIAL AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF THE FBC CHAPTER 21, TMS 402/602-16 "BUILDING CODE FOR MASONRY STRUCTURES", AND TMS 404/604-16 WHERE APPLICABLE FOR MASONRY VENEERS. 40.02 CONCRETE BLOCKS USED FOR FIRE-RESISTIVE WALLS RATED 2 HOURS OR MORE, OR USED FOR LOAD-BEARING OR EXTERIOR WALLS, CONCRETE BLOCKS USED FOR FIRE-RESISTIVE WALLS RATED 2 HOURS OR MORE, OR USED FOR LOAD-BEARING OR EXTERIOR WALLS, SHALL HAVE A MINIMUM FACE SHELL THICKNESS OF 1-1/4", A MINIMUM WEB THICKNESS OF 1", AND SHALL HAVE A NET CROSS-SECTIONAL AREA NOT LESS THAN 50 PERCENT OF THE GROSS SECTION WITH F'M= 1500 PSI. 40.03 STANDARD UNITS OF HOLLOW CONCRETE BLOCK SHALL CONFORM TO THE "STANDARD SPECIFICATION FOR HOLLOW LOAD-BEARING STANDARD UNITS OF HOLLOW CONCRETE BLOCK SHALL CONFORM TO THE "STANDARD SPECIFICATION FOR HOLLOW LOAD-BEARING CONCRETE MASONRY UNITS," ASTM C 90, EXCEPT THAT THE MAXIMUM MOISTURE CONTENT SHALL NOT EXCEED 50 PERCENT OF THE TOTAL ABSORPTION. 40.04 MORTARS AND MATERIALS THEREIN SHALL CONFORM TO THE "STANDARD SPECIFICATIONS FOR MORTAR OF MASONRY UNITS," ASTM C 270. MORTARS AND MATERIALS THEREIN SHALL CONFORM TO THE "STANDARD SPECIFICATIONS FOR MORTAR OF MASONRY UNITS," ASTM C 270. 40.05 GROUT TO BE 3000 PSI AND SHALL BE IN ACCORDANCE WITH ASTM C476, STANDARD SPECIFICATION. COURSE GROUT MAY ONLY BE GROUT TO BE 3000 PSI AND SHALL BE IN ACCORDANCE WITH ASTM C476, STANDARD SPECIFICATION. COURSE GROUT MAY ONLY BE USED WITH 8" AND 12" CMU. 40.06 WHEN MIXING GROUT, A SLUMP TEST IS REQUIRED FOR EACH BATCH TO ENSURE EACH MEETS THE 8" TO 11" SLUMP REQUIRED. WHEN MIXING GROUT, A SLUMP TEST IS REQUIRED FOR EACH BATCH TO ENSURE EACH MEETS THE 8" TO 11" SLUMP REQUIRED. 40.07 EXTERIOR WALLS OF UNIT MASONRY SHALL HAVE A MINIMUM THICKNESS OF 8"; HOWEVER, AS PER FLORIDA BUILDING CODE HOLLOW EXTERIOR WALLS OF UNIT MASONRY SHALL HAVE A MINIMUM THICKNESS OF 8"; HOWEVER, AS PER FLORIDA BUILDING CODE HOLLOW CONCRETE BLOCK UNITS MAY BE 7-5/8" X 7-5/8" X 15-5/8" MODULAR DIMENSION. 40.08 FILL ALL BLOCK CELLS WITH CONCRETE FROM THE TOP OF FOOTINGS TO THE FINISH FLOOR ELEVATION UNLESS INDICATED OTHERWISE. FILL ALL BLOCK CELLS WITH CONCRETE FROM THE TOP OF FOOTINGS TO THE FINISH FLOOR ELEVATION UNLESS INDICATED OTHERWISE. 40.09 ALL CONCRETE MASONRY UNIT REINFORCING STEEL BARS SHALL BE CONTINUOUS WITH LAP SPLICES OF A LEAST 48 BAR DIAMETERS, BUT ALL CONCRETE MASONRY UNIT REINFORCING STEEL BARS SHALL BE CONTINUOUS WITH LAP SPLICES OF A LEAST 48 BAR DIAMETERS, BUT NOT LESS THAN 12". 40.10 ALL VERTICAL REINFORCING IN CMU WALLS SHALL BE ANCHORED TO THE FOUNDATION OR BEAM/LINTEL UPON WHICH THE WALL RESTS, ALL VERTICAL REINFORCING IN CMU WALLS SHALL BE ANCHORED TO THE FOUNDATION OR BEAM/LINTEL UPON WHICH THE WALL RESTS, AND TO THE TIE BEAM OR TOP BOND BEAM COURSE AT THE TOP OF WALL, WITH ACI STANDARD HOOKS. RUN VERTICAL REINFORCING CONTINUOUS THROUGH ALL INTERMEDIATE WALL BOND BEAMS. 40.11 ALL OPENINGS IN CONCRETE MASONRY UNIT WALLS SHALL BE REINFORCED ON EACH SIDE, TOP, AND BOTTOM. OPENINGS NO GREATER ALL OPENINGS IN CONCRETE MASONRY UNIT WALLS SHALL BE REINFORCED ON EACH SIDE, TOP, AND BOTTOM. OPENINGS NO GREATER THAN 4' SHALL BE REINFORCED WITH A MINIMUM OF (1)#5 BAR EACH SIDE. OPENINGS BETWEEN 4' AND 8' IN SHALL BE REINFORCED WITH A MINIMUM OF (2)#5 BARS EACH SIDE. OPENINGS EXCEEDING 8' IN WIDTH SHALL BE PROVIDED WITH TIE COLUMNS ON EACH SIDE. 40.12 TIE COLUMNS SHALL BE REINFORCED WITH NOT LESS THAN 4-#5 VERTICAL BARS FOR 8"X12" COLUMNS NOR LESS THAN 4-#6 VERTICAL TIE COLUMNS SHALL BE REINFORCED WITH NOT LESS THAN 4-#5 VERTICAL BARS FOR 8"X12" COLUMNS NOR LESS THAN 4-#6 VERTICAL BARS FOR 8"X16" AND 12"X12" COLUMNS WITH #3 HOOP TIES @ 12" O.C. UNLESS NOTED OTHERWISE ON PLANS. 40.13 AT A MINIMUM: PRE-CAST 8F8 LINTELS WITH (1)#5 BAR IN BOTTOM SHALL BE USED OVER OPENINGS UP TO 3' WIDE. PRE-CAST 8F16 AT A MINIMUM: PRE-CAST 8F8 LINTELS WITH (1)#5 BAR IN BOTTOM SHALL BE USED OVER OPENINGS UP TO 3' WIDE. PRE-CAST 8F16 LINTELS WITH (1)#5 BAR IN BOTTOM SHALL BE USED OVER OPENINGS 3' TO 6' WIDE. SEE PLANS FOR OPENINGS GREATER THAN 6'. 40.14 ALL LINTEL REINFORCING SHALL EXTEND 15" PAST THE EDGE OF THE OPENING AND SHALL BE BENT 90 DEGREES AND EXTENDED DOWN ALL LINTEL REINFORCING SHALL EXTEND 15" PAST THE EDGE OF THE OPENING AND SHALL BE BENT 90 DEGREES AND EXTENDED DOWN 8" WHERE STRAIGHT EXTENSIONS ARE NOT POSSIBLE. 40.15 CONTINUOUS CAST IN PLACE CONCRETE TIE BEAMS SHALL BE PLACED AT EACH FLOOR OR ROOF LEVEL AND AT INTERMEDIATE LEVELS CONTINUOUS CAST IN PLACE CONCRETE TIE BEAMS SHALL BE PLACED AT EACH FLOOR OR ROOF LEVEL AND AT INTERMEDIATE LEVELS NOT TO EXCEED 24 COURSES (16'-0"). 40.16 TIE BEAMS SHALL BE 8" WIDE AND 16" DEEP AND SHALL BE REINFORCED WITH NOT LESS THAN (2)#5 BARS AT THE TOP AND (2)#5 TIE BEAMS SHALL BE 8" WIDE AND 16" DEEP AND SHALL BE REINFORCED WITH NOT LESS THAN (2)#5 BARS AT THE TOP AND (2)#5 BARS AT THE BOTTOM. REINF. BEAM W/ (4)#3 TIES AT 12" O.C. EACH SIDE OF BENDS & CORNERS, THEREAFTER REMAINDER OF TIES SHALL BE #3 BARS SPACED AT 24" O.C. UNLESS OTHERWISE NOTED. 40.17 UNLESS OTHERWISE SPECIFIED, CAST TIE BEAMS MAY BE SUBSTITUTED WITH (2) COURSES OF OPEN BOTTOM BOND BEAM BLOCK EACH UNLESS OTHERWISE SPECIFIED, CAST TIE BEAMS MAY BE SUBSTITUTED WITH (2) COURSES OF OPEN BOTTOM BOND BEAM BLOCK EACH REINFORCED WITH (2) CONTINUOUS #5 HORIZONTAL BARS. ALL TERMINATING VERTICAL BARS MUST BE HOOKED TO THE TOP COURSE. 40.18 BOND BEAM COURSES SHALL BE PLACED AT EACH FLOOR OR ROOF LEVEL AND AT INTERMEDIATE LEVELS NOT TO EXCEED 20 COURSES BOND BEAM COURSES SHALL BE PLACED AT EACH FLOOR OR ROOF LEVEL AND AT INTERMEDIATE LEVELS NOT TO EXCEED 20 COURSES (13'-4") FOR BEARING WALLS, 36 COURSES (24'-0") FOR INTERIOR NON-BEARING WALLS, AND 18 COURSES (12'-0") FOR ALL OTHERS INCLUDING EXTERIOR WALLS, FREE STANDING, AND SITE WALLS UNLESS OTHERWISE NOTED. 40.19 UNLESS OTHEWISE SPECIFIED, INTERMEDIATE BOND BEAMS SHALL BE (2) COURSES OF OPEN BOTTOM BOND BEAM BLOCK EACH UNLESS OTHEWISE SPECIFIED, INTERMEDIATE BOND BEAMS SHALL BE (2) COURSES OF OPEN BOTTOM BOND BEAM BLOCK EACH REINFORCED WITH (2) CONTINUOUS #5 HORIZONTAL BARS. ALL TERMINATING VERTICAL BARS MUST BE HOOKED TO THE TOP COURSE. ALL VERTICAL BARS ANCHORED TO BOND BEAMS FOR WALLS ABOVE MUST BE HOOKED TO THE BOTTOM COURSE. 40.20 ALL CMU ELEMENTS SHALL BE ADEQUATELY BRACED TO PROVIDE STABILITY UNTIL THE ENTIRE STRUCTURE IS COMPLETE TO PREVENT ALL CMU ELEMENTS SHALL BE ADEQUATELY BRACED TO PROVIDE STABILITY UNTIL THE ENTIRE STRUCTURE IS COMPLETE TO PREVENT DAMAGE DURING CONSTRUCTION, ESPECIALLY DUE TO BACK FILLING AND SOIL COMPACTION OPERATIONS. 40.21 ALL CMU WALLS RETAINING MORE THAN 24" OF UNBALANCED FILL MUST BE ENGINEERED BY A LICENSED PROFESSIONAL ENGINEER. ALL CMU WALLS RETAINING MORE THAN 24" OF UNBALANCED FILL MUST BE ENGINEERED BY A LICENSED PROFESSIONAL ENGINEER. 50.00 WOOD WOOD 50.01 ALL WOOD FRAMING INCLUDING TRUSSES SHALL CONFORM TO THE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION, AITC CODE. ALL WOOD FRAMING INCLUDING TRUSSES SHALL CONFORM TO THE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION, AITC CODE. 50.02 ALL WOOD FRAMING SHALL BE SOUTHERN YELLOW PINE WITH A MAXIMUM MOISTURE CONTENT OF 19% AT THE TIME OF PERMANENT ALL WOOD FRAMING SHALL BE SOUTHERN YELLOW PINE WITH A MAXIMUM MOISTURE CONTENT OF 19% AT THE TIME OF PERMANENT INCORPORATION TO THE STRUCTURE, UNLESS OTHERWISE NOTED IN THE STRUCTURAL DRAWINGS. WOOD FRAMING SHALL MEET THE FOLLOWING MINIMUM MATERIAL SPECIFICATIONS UNLESS OTHERWISE SPECIFIED (REFERENCE ANSI/AWC/ NDS 2018): - DIMENSIONAL LUMBER (2" - 4" THICK): VISUALLY GRADED NO.2 SYP PER ANSI/AWC NDS 2018 TABLE 4B - TIMBERS: VISUALLY GRADED NO.1 PER ANSI/AWC NDS 2018 TABLE 4D. 50.03 STUDS IN EXTERIOR WALLS SHALL BE 2X6 SPACED AT 16" O.C. ALL WOOD FRAME STUD WALLS SHALL HAVE SOLID BLOCKING AT STUDS IN EXTERIOR WALLS SHALL BE 2X6 SPACED AT 16" O.C. ALL WOOD FRAME STUD WALLS SHALL HAVE SOLID BLOCKING AT MID-HEIGHT OR AT EACH SHEATHING POINT. MAXIMUM ALLOWABLE STUD LENGTH SHALL NOT EXCEED 13'-4". THIS TYPICAL STUD SIZE, SPECIES, SPACING AND GRADE IS NOT INTENDED FOR BALLOON FRAMING OR ANY UN-BRACED MULTI-STORY WALL CONSTRUCTION. SIGHT SPECIFIC ENGINEERING IS REQUIRED FOR ANY/ALL OTHER CONDITIONS. 50.04 SILLS AND BASE PLATES SHALL BE ATTACHED TO MASONRY OR CONCRETE WITH 5/8" DIAMETER BOLTS AT A MAXIMUM SPACING OF 32" SILLS AND BASE PLATES SHALL BE ATTACHED TO MASONRY OR CONCRETE WITH 5/8" DIAMETER BOLTS AT A MAXIMUM SPACING OF 32" EMBEDDED NOT LESS THAN 7" INTO GROUT FILLED MASONRY OR CONCRETE. EACH WALL SEGMENT SHALL HAVE A MINIMUM OF (2) ANCHOR BOLTS SPACED WITHIN 4.5" TO 12" FROM EACH END. ANCHOR BOLTS MUST BE LOCATED 4.5" TO 12" IN EACH DIRECTION AT WALL INTERSECTIONS AND EACH SIDE OF EXTERIOR BUILDING CORNERS. 50.05 ALL TOP PLATES OF STUD BEARING WALLS SHALL BE DOUBLED. SIMPSON SP2 STUD TIES SHALL BE INSTALLED AT 32" O.C. MAX. ALL TOP PLATES OF STUD BEARING WALLS SHALL BE DOUBLED. SIMPSON SP2 STUD TIES SHALL BE INSTALLED AT 32" O.C. MAX. STARTING AT THE FIRST STUD AWAY FROM EACH SIDE OF A DOOR AND/OR WINDOW OPENING. 50.06 FLOOR SHEATHING SHALL BE 3/4" STRUCTURAL 1 RATED EXPOSURE 2. SHEATHING SHALL BE NAILED WITH 2-1/2" LONG 8D COMMON FLOOR SHEATHING SHALL BE 3/4" STRUCTURAL 1 RATED EXPOSURE 2. SHEATHING SHALL BE NAILED WITH 2-1/2" LONG 8D COMMON NAILS SPACED AT 6" O.C. AT PANEL EDGES AND 10" O.C. AT INTERMEDIATE SUPPORTS. GLUED AND SCREWED CONNECTIONS ARE PREFERRED FOR EXTENDED LIFE. INCREASE NAILING TO 6" O.C. TO ALL CROSSED MEMBERS WHERE DIAPHRAGM BLOCKING IS NOTED. 50.07 ALL TRUSSES AND RAFTERS SHALL BE STRAPPED OR HURRICANE CLIPPED TO SUPPORTING MEMBERS AT ALL BEARING POINTS. ALL TRUSSES AND RAFTERS SHALL BE STRAPPED OR HURRICANE CLIPPED TO SUPPORTING MEMBERS AT ALL BEARING POINTS.

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50.08 ROOF SHEATHING SHALL BE 5/8" STRUCTURAL 1 RATED EXPOSURE 1. SHEATHING SHALL BE NAILED WITH 2-1/2" LONG 8D RING ROOF SHEATHING SHALL BE 5/8" STRUCTURAL 1 RATED EXPOSURE 1. SHEATHING SHALL BE NAILED WITH 2-1/2" LONG 8D RING SHANK NAILS SPACED AT 6" O.C. AT PANEL EDGES AND INTERMEDIATE SUPPORTS. NAILING SPACING IN ROOF ZONE 2 & 3 (WITHIN THE "A" DIM, REF NOTE 10.03), AT GABLE ENDS, OVERHANGS AND ANY NOTED DIAPHRAGM BLOCKING, SHALL BE 4" O.C. AT PANEL EDGES AND INTERMEDIATE SUPPORTS WITH 10D RING SHANK NAILS. FULL HEAD NAILS REQUIRED. NO CLIPPED HEAD NAILS OR STAPLES. 50.09 ROOF PANEL SHEATHING CLIPS BETWEEN SUPPORTS MAY USED ALONG UNSUPPORTED PANEL EDGES IN ROOF ZONE 1 ONLY. ROOF PANEL SHEATHING CLIPS BETWEEN SUPPORTS MAY USED ALONG UNSUPPORTED PANEL EDGES IN ROOF ZONE 1 ONLY. SHEATHING IN ROOF ZONE 2 & 3 (WITHIN THE "A" DIM, REF NOTE 10.03) SHALL HAVE 2X4 EDGE BLOCKING AND BE FULLY NAILED. 50.10 PLYWOOD EXTERIOR WALL SHEATHING SHALL BE 1/2" STRUCTURAL 1 RATED EXPOSURE 1. SHEATHING SHALL BE NAILED WITH 2-1/2" PLYWOOD EXTERIOR WALL SHEATHING SHALL BE 1/2" STRUCTURAL 1 RATED EXPOSURE 1. SHEATHING SHALL BE NAILED WITH 2-1/2" LONG 8D COMMON NAILS SPACED AT 4" O.C. ALONG EDGES AND 6" O.C. TO INTERMEDIATE MEMBERS & BLOCKING. 50.09 ROOF PANEL SHEATHING CLIPS BETWEEN SUPPORTS MAY USED ALONG UNSUPPORTED PANEL EDGES IN ROOF ZONE 1 ONLY. ROOF PANEL SHEATHING CLIPS BETWEEN SUPPORTS MAY USED ALONG UNSUPPORTED PANEL EDGES IN ROOF ZONE 1 ONLY. SHEATHING IN ROOF ZONE 2 & 3 (WITHIN THE "A" DIM, REF NOTE 10.03) SHALL HAVE 2X4 EDGE BLOCKING AND BE FULLY NAILED. 50.10 PLYWOOD EXTERIOR WALL SHEATHING SHALL BE 1/2" STRUCTURAL 1 RATED EXPOSURE 1. SHEATHING SHALL BE NAILED WITH 2-1/2" PLYWOOD EXTERIOR WALL SHEATHING SHALL BE 1/2" STRUCTURAL 1 RATED EXPOSURE 1. SHEATHING SHALL BE NAILED WITH 2-1/2" LONG 8D COMMON NAILS SPACED AT 4" O.C. ALONG EDGES AND 6" O.C. TO INTERMEDIATE MEMBERS & BLOCKING. 50.11 UNLESS OTHERWISE APPROVED: ALL METAL BRACKETS, CLIPS, HANGERS, TIES, ETC. USED FOR FASTENING WOOD MEMBERS SHALL BE UNLESS OTHERWISE APPROVED: ALL METAL BRACKETS, CLIPS, HANGERS, TIES, ETC. USED FOR FASTENING WOOD MEMBERS SHALL BE STAINLESS STEEL IN ALL LOCATIONS THAT ARE NOT FULLY WEATHER PROTECTED. Z-MAX OR GALVANIZED COATED FASTENERS SHALL BE USED ONLY IN LOCATIONS THAT ARE FULLY WEATHER PROTECTED. 50.12 PRESERVATIVE-TREATED WOOD SHALL BE USED FOR ALL SILL PLATES, BLOCKING, PLATES, AND OTHER MEMBERS THAT ARE IN CONTACT PRESERVATIVE-TREATED WOOD SHALL BE USED FOR ALL SILL PLATES, BLOCKING, PLATES, AND OTHER MEMBERS THAT ARE IN CONTACT WITH CONCRETE, MASONRY, OR EARTH. MANUFACTURED LUMBER MEMBERS AND COLUMNS ARE NOT APPROVED FOR THESE APPLICATIONS. 50.13 UNLESS NOTED OTHERWISE, ALL MANUFACTURED STRUCTURAL COMPOSITE MEMBERS, GLULAMS, LAMINATED VENEER LUMBER (LVL) AND UNLESS NOTED OTHERWISE, ALL MANUFACTURED STRUCTURAL COMPOSITE MEMBERS, GLULAMS, LAMINATED VENEER LUMBER (LVL) AND PARALLEL STRAND LUMBER (PSL) SHALL BE 2900FB, 2.0E APA EWS STRESS CLASS MINIMUM. 50.14 STRUCTURAL COMPOSITE LUMBER MUST BE FULLY WRAPPED AND WEATHER PROTECTED. ANY APPLICATIONS LEFT EXPOSED, INCLUDING STRUCTURAL COMPOSITE LUMBER MUST BE FULLY WRAPPED AND WEATHER PROTECTED. ANY APPLICATIONS LEFT EXPOSED, INCLUDING FIRST FLOOR FRAMING, SHALL USE EXTERIOR RATED AND PRESSURE TREATED GLULAMS AND LVL'S OR WOLMANIZED PSL'S. 50.15 ALL CONNECTIONS FOR WOOD MEMBERS SHALL BE IN ACCORDANCE WITH FBC SECTION 2304.10. THE NUMBER AND SIZE OF FASTENERS ALL CONNECTIONS FOR WOOD MEMBERS SHALL BE IN ACCORDANCE WITH FBC SECTION 2304.10. THE NUMBER AND SIZE OF FASTENERS CONNECTING WOOD MEMBERS SHALL NOT BE LESS THAN THAT SET FORTH IN TABLE 2304.10.1 UNLESS OTHERWISE SPECIFIED. 60.00 PRE-ENGINEERED WOOD TRUSS PRE-ENGINEERED WOOD TRUSS SUBMITTAL REQUIRED: TRUSS MFGR TO SUBMIT DESIGN CALCULATIONS, LAYOUT, ERECTION AND CONSTRUCTION DETAILS TO E.O.R. FOR APPROVAL TRUSS MFGR TO SUBMIT DESIGN CALCULATIONS, LAYOUT, ERECTION AND CONSTRUCTION DETAILS TO E.O.R. FOR APPROVAL TO SUBMIT DESIGN CALCULATIONS, LAYOUT, ERECTION AND CONSTRUCTION DETAILS TO E.O.R. FOR APPROVAL PRIOR TO FABRICATION. ALL CONSTRUCTION DOCUMENT SUBMITTALS SHALL BE SIGNED AND SEALED BY A DELEGATED PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA PER F.A.C. 61G15-30.006 FOR ALL ROOF AND FLOOR PER F.A.C. 61G15-30.006 FOR ALL ROOF AND FLOOR TRUSS DELEGATED ENGINEERING DOCUMENTS IN ACCORDANCE WITH F.A.C. 61G15-31.002(7). 60.01 WOOD TRUSSES SHALL BE DESIGNED BY A DELEGATE SPECIALTY STRUCTURAL ENGINEER (SSE) IN ACCORDANCE WITH APPROVED WOOD TRUSSES SHALL BE DESIGNED BY A DELEGATE SPECIALTY STRUCTURAL ENGINEER (SSE) IN ACCORDANCE WITH APPROVED SPECIALTY STRUCTURAL ENGINEER (SSE) IN ACCORDANCE WITH APPROVED IN ACCORDANCE WITH APPROVED ENGINEERING PRACTICE IN ACCORDANCE WITH F.A.C. 61G15-31.003. THE DESIGN AND MANUFACTURE OF METAL PLATE CONNECTED WOOD TRUSSES SHALL COMPLY WITH ANSI/TPI-1. 60.02 PRE-ENGINEERED FLOOR AND ROOF TRUSSES SHALL BE DESIGNED AND FABRICATED TO MEET STRUCTURAL DESIGN REQUIREMENTS PRE-ENGINEERED FLOOR AND ROOF TRUSSES SHALL BE DESIGNED AND FABRICATED TO MEET STRUCTURAL DESIGN REQUIREMENTS PROVIDED BY THE EOR IN THESE DOCUMENTS IN ACCORDANCE WITH F.A.C. 61G15-31.003(2). 60.03 TRUSS SUPPLIER SHALL COORDINATE WITH THE ARCHITECT ALL CEILING AND BOTTOM CHORD REQUIREMENTS, AS WELL AS PROVISIONS FOR TRUSS SUPPLIER SHALL COORDINATE WITH THE ARCHITECT ALL CEILING AND BOTTOM CHORD REQUIREMENTS, AS WELL AS PROVISIONS FOR MECHANICAL CHASES AND DUCTWORK, ELECTRICAL, AND PLUMBING REQUIREMENTS PRIOR TO FABRICATING TRUSSES. 60.04 MINIMUM PRE-ENGINEERED TRUSS STRUCTURAL DESIGN LOADS: MINIMUM PRE-ENGINEERED TRUSS STRUCTURAL DESIGN LOADS: - ROOF TOP CHORD LIVE LOAD 20 PSF ROOF TOP CHORD LIVE LOAD 20 PSF 20 PSF - ROOF TOP CHORD DEAD LOAD 15 PSF (METAL) / 20 (ASPHALTIC) / 30 (TILE) PSF ROOF TOP CHORD DEAD LOAD 15 PSF (METAL) / 20 (ASPHALTIC) / 30 (TILE) PSF 15 PSF (METAL) / 20 (ASPHALTIC) / 30 (TILE) PSF - ROOF BOTTOM CHORD DEAD LOAD 10 PSF ROOF BOTTOM CHORD DEAD LOAD 10 PSF 10 PSF - FLOOR TOP CHORD LIVE LOAD 40 PSF FLOOR TOP CHORD LIVE LOAD 40 PSF 40 PSF - FLOOR TOP CHORD DEAD LOAD 20 PSF (U.N.O.) + 20 PSF IF PARTITIONS ARE PRESENT FLOOR TOP CHORD DEAD LOAD 20 PSF (U.N.O.) + 20 PSF IF PARTITIONS ARE PRESENT 20 PSF (U.N.O.) + 20 PSF IF PARTITIONS ARE PRESENT - FLOOR BOTTOM CHORD DEAD LOAD 10 PSF FLOOR BOTTOM CHORD DEAD LOAD 10 PSF 10 PSF - FLOOR TRUSS MAX DEFLECTION L/480 (LIVE) & L/360 (TOTAL LOAD) FLOOR TRUSS MAX DEFLECTION L/480 (LIVE) & L/360 (TOTAL LOAD) L/480 (LIVE) & L/360 (TOTAL LOAD) 60.05 GENERAL REQUIREMENTS FOR THE TRUSS SYSTEM LAYOUT INCLUDING SPAN DIRECTIONS, BEARING CONDITIONS, LOADING, SPACING AND GENERAL REQUIREMENTS FOR THE TRUSS SYSTEM LAYOUT INCLUDING SPAN DIRECTIONS, BEARING CONDITIONS, LOADING, SPACING AND LOCATIONAL CRITERIA HAVE BEEN PROVIDED WITHIN THESE DOCUMENTS BY THE EOR. ANY DEVIATION FROM THE PROVIDED TRUSS SYSTEM GENERAL REQUIREMENTS THAT INTRODUCE ENGINEERING INPUT MUST BE SIGNED AND SEALED BY A DELEGATE TRUSS SYSTEM ENGINEER PER 61G15-31.003(4) AND SHALL COMPLY WITH FBC2020, F.A.C. 61G15-30, F.A.C. 61G15-31 AND F.S. CHAPTER 471. 60.06 INDIVIDUAL ENGINEERED FLOOR AND ROOF TRUSSES SHALL BE SIGNED AND SEALED BY A DELEGATE TRUSS DESIGN ENGINEER PER INDIVIDUAL ENGINEERED FLOOR AND ROOF TRUSSES SHALL BE SIGNED AND SEALED BY A DELEGATE TRUSS DESIGN ENGINEER PER 61G15-31.003(5) AND SHALL COMPLY WITH FBC2020, F.A.C. 61G15-30, F.A.C. 61G15-31 AND F.S. CHAPTER 471. 60.07 SIGNED AND SEALED TRUSS DESIGN DOCUMENTS MUST COMPLY WITH F.A.C. 61G15-30.006 AND BE SUBMITTED FOR REVIEW AND SIGNED AND SEALED TRUSS DESIGN DOCUMENTS MUST COMPLY WITH F.A.C. 61G15-30.006 AND BE SUBMITTED FOR REVIEW AND APPROVAL BY THE E.O.R. PRIOR TO FABRICATION AND INSTALLATION. 60.08 TRUSS SUPPLIER SHALL MAKE NECESSARY CORRECTIONS TO THE TRUSS DESIGN AS DIRECTED BY THE CONTRACTOR AND THE ENGINEER TRUSS SUPPLIER SHALL MAKE NECESSARY CORRECTIONS TO THE TRUSS DESIGN AS DIRECTED BY THE CONTRACTOR AND THE ENGINEER OF RECORD PRIOR TO COMMENCING WITH FABRICATION. 60.09 WRITTEN APPROVAL OF ALL ENGINEERING DOCUMENTS MUST BE PROVIDED BY APEX ENGINEERING GROUP, P.L.L.C. PRIOR TO FABRICATION WRITTEN APPROVAL OF ALL ENGINEERING DOCUMENTS MUST BE PROVIDED BY APEX ENGINEERING GROUP, P.L.L.C. PRIOR TO FABRICATION OR INSTALLATION. 60.10 TRUSSES SHALL BE BRACED TO PREVENT ROTATION AND PROVIDE LATERAL STABILITY IN ACCORDANCE WITH THE REQUIREMENTS SPECIFIED TRUSSES SHALL BE BRACED TO PREVENT ROTATION AND PROVIDE LATERAL STABILITY IN ACCORDANCE WITH THE REQUIREMENTS SPECIFIED IN THE CONSTRUCTION DOCUMENTS FOR THE BUILDING AND ON THE INDIVIDUAL TRUSS DESIGN DRAWINGS. IN THE ABSENCE OF SPECIFIC BRACING REQUIREMENTS, TRUSSES SHALL BE BRACED IN ACCORDANCE WITH THE TPI/WTCA BCSI. 60.11 NO ON-SITE CONSULTATIONS OR INSPECTIONS WILL BE PERFORMED PAST FIRST FLOOR FRAMING UNLESS TRUSS DOCUMENTS HAVE BEEN NO ON-SITE CONSULTATIONS OR INSPECTIONS WILL BE PERFORMED PAST FIRST FLOOR FRAMING UNLESS TRUSS DOCUMENTS HAVE BEEN REVIEWED AND APPROVED BY E.O.R. 60.12 TRUSS MEMBERS AND COMPONENTS SHALL NOT BE CUT, NOTCHED, SPLICED OR OTHERWISE ALTERED IN ANY WAY WITHOUT THE TRUSS MEMBERS AND COMPONENTS SHALL NOT BE CUT, NOTCHED, SPLICED OR OTHERWISE ALTERED IN ANY WAY WITHOUT THE APPROVAL OF A REGISTERED DESIGN PROFESSIONAL. ALTERATIONS RESULTING IN THE ADDITION OF LOAD (E.G., HVAC EQUIPMENT, WATER HEATER, ETC.), THAT EXCEED THE DESIGN LOAD FOR THE TRUSS, SHALL NOT BE PERMITTED WITHOUT VERIFICATION THAT THE TRUSS IS CAPABLE OF SUPPORTING THE ADDITIONAL LOADING. 70.00 TIE-DOWN NOTES TIE-DOWN NOTES 70.01 ANCHOR TIE-DOWN RODS SHALL HAVE A MINIMUM SHAFT DIAMETER OF " (ONE HALF INCH) U.N.O. 12" (ONE HALF INCH) U.N.O. 70.02 TIE-DOWN RODS MAY BE CONNECTED DIRECTLY TO THE PLAN SPECIFIED " ANCHOR BOLTS USING A SIMPSON CNW "- " TRANSITION TIE-DOWN RODS MAY BE CONNECTED DIRECTLY TO THE PLAN SPECIFIED " ANCHOR BOLTS USING A SIMPSON CNW "- " TRANSITION 58" ANCHOR BOLTS USING A SIMPSON CNW "- " TRANSITION 58"- " TRANSITION 12" TRANSITION COUPLER NUT ABOVE THE REQUIRED BP3- " AND " NUT ATOP THE SILL PLATE. 58" AND " NUT ATOP THE SILL PLATE. 58" NUT ATOP THE SILL PLATE. 70.03 TIE-DOWN DIRECT CONNECTION MAY BE USED BY UTILIZING SIMPSON SET ANCHORAGE ADHESIVE WITH MINIMUM ROD EMBEDMENT OF 6" TIE-DOWN DIRECT CONNECTION MAY BE USED BY UTILIZING SIMPSON SET ANCHORAGE ADHESIVE WITH MINIMUM ROD EMBEDMENT OF 6" WHEREVER CAST-IN-PLACE ANCHOR BOLTS ARE SPECIFIED FOR COUPLED EXTENSION TO ABOVE. 70.04 ANY PLACE WHERE A TIE-DOWN LOCATION IS FILLED WITH STUDS; USE A SIMPSON LTTI31 OR HDU5 HOLDOWN CONNECTED AT THE TOP ANY PLACE WHERE A TIE-DOWN LOCATION IS FILLED WITH STUDS; USE A SIMPSON LTTI31 OR HDU5 HOLDOWN CONNECTED AT THE TOP AND BOTTOM OF A MINIMUM 2PLY STUD PACK TO PRESERVE TENSION LOAD PATH TO FLOORS ABOVE AND/OR BELOW. RESUME INDICATED TIE-DOWN ROD PATH AT ENDS OF STUD PACK IF POSSIBLE. 70.05 SIMPSON LTTI31 & HDU5 HOLDOWNS SHALL BE ANCHORED INTO GROUT FILLED CMU WALLS OR PIERS WITH A SIMPSON SB OR SSTB SIMPSON LTTI31 & HDU5 HOLDOWNS SHALL BE ANCHORED INTO GROUT FILLED CMU WALLS OR PIERS WITH A SIMPSON SB OR SSTB 58 OR SSTB ANCHOR BOLT WITH EMBEDMENT PER MFGR. RECOMMENDATION. 70.06 RODS SHALL INSTALLED PLUMB. THE MAXIMUM ALLOWABLE ROD DRIFT FROM PLUMB SHOULD NOT EXCEED 1.33 DEGREES OR MAXIMUM RODS SHALL INSTALLED PLUMB. THE MAXIMUM ALLOWABLE ROD DRIFT FROM PLUMB SHOULD NOT EXCEED 1.33 DEGREES OR MAXIMUM CENTERLINE OFFSET DISTANCE OF 1.75" PER FLOOR. 70.07 TIE-DOWN RODS SHALL HAVE A SIMPSON BP-3 WITH NUT ATOP THE TERMINAL TOP PLATE. RODS AT SLOPED OR RAKED PLATES SHALL TIE-DOWN RODS SHALL HAVE A SIMPSON BP-3 WITH NUT ATOP THE TERMINAL TOP PLATE. RODS AT SLOPED OR RAKED PLATES SHALL REQUIRE HILLSIDE WASHERS BETWEEN BP-3 AND NUT TO LEVEL. 70.08 ALL RODS ARE TO BE TIGHTENED AT EACH FLOOR AND THE TOP PLATE CONNECTION AFTER ROOF IS FULLY LOADED, JUST PRIOR TO ALL RODS ARE TO BE TIGHTENED AT EACH FLOOR AND THE TOP PLATE CONNECTION AFTER ROOF IS FULLY LOADED, JUST PRIOR TO GYPSUM BOARD INSTALLATION. ALL RODS WITH BP AND NUT CONNECTIONS TO THE BOTTOM SIDE OF THE FIRST FLOOR FRAMING SHALL BE TIGHTENED AT THE END OF THE CONSTRUCTION PROCESS PRIOR TO C.O. OPTIONAL: CONTRACTOR MAY INSTALL A SIMPSON BPRTUD AND RTUD TAKE-UP DEVICE AT THE TERMINAL TOP PLATE CONNECTION TO REMOVED UNWANTED SYSTEM SLACK DUE TO STRUCTURE SETTLING OR CREEP.