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HomeMy WebLinkAbout38614 2nd Ave (2)CODES AND STANDARDS CONCENTRATED LOADS SHALL NOT BE PLACED ATOP TRUSSES UNTIL ALL SPECIFIED BRACING HAS BEEN INSTALLED * STRUCT DESIGN BASED ON THE 6TH EDITION (2017) FLORIDA BUILDING CODE AND DECKING IS PERMANENTLY NAILED IN PLACE. SPECIFICALLY AVOID STACKING FULL BUNDLES OF DECKING OR * lvll M I ESIGN LOADS FOR BUILDINGS & OTHER STRUCTURES ASCE 7 OTHER HEAVY MATERIALS ONTO UNSHEATHED TRUSSES. * BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE ACI 318 * ERECTION BRACING IS ALWAYS REQUIRED. PROFESSIONAL ADVICE SHOULD ALWAYS BE SOUGHT TO PREVENT TOPPLING OR "DOMINOING" (CASCADING COLLAPSE) OF TRUSSES DURING INSTALLATION. ! *BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ACI 530 PASSAGE DOORS * AISC SPECIFICATION FOR STRUCTURAL STEEL DESIGN * NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION *ALL INTERIOR DOORS SHALL BE UNDERCUT 1/2 "FOR AIR CONDITIONER RETURN AIR. * AF&PA WOOD FRAME CONSTRUCTION MANUAL * HINGES WITH HINGE PINS EXPOSED TO THE OUTSIDE OF ALL EXTERIOR DOORS SHALL HAVE NON -REMOVABLE PINS. GENERAL * SWINGING DOORS, WHERE OF SOLID CORE TYPE CONSTRUCTION, SHALL BE NOT LESS THAN 1.75 INCHES IN * DO NOT SCALE DRAWINGS, USE GIVEN DIMENSIONS ONLY. WRITTEN DIMENSIONS TAKE PRECEDENCE OVER THICKNESS. SCALE DIMENSIONS AT ALL TIMES. ANY DISCREPANCIES SHOULD BE BROUGHT TO THE DESIGNER IMMEDIATELY. * EXTERIOR EXIT DOORS, IF OPERABLE FROM THE EXTERIOR, SHALL HAVE AT LEAST ONE LOCK THAT IS KEY * ALL DIMENSIONS MUST BE VERIFIED BY THE CONTRACTOR IN THE FIELD. THE DIMENSIONS SHOWN ARE AS OPERATED FROM THE EXTERIOR. ACCURATE AS THE BASE BUILDING DOCUMENTS PERMIT. ANY MAJOR DISCREPANCIES MUST BE BROUGHT TO THE LOCKS ON EXTERIOR DOORS SHALL HAVE A MINIMUM OF 6,000 POSSIBLE KEY CHANGES OR LOCKING ATTENTION OF THE DESIGNER IMMEDIATELY. COMBINATIONS. * THE CONTRACTOR IS RESPONSIBLE FOR ALL METHODS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION. * WHERE A KEY -IN -THE -KNOB LATCH -SET IS SPECIFIED THERE SHALL BE AN AUXILIARY DEAD BOLT TYPE LOCK CONSTRUCTION SITE SAFETY, INCLUDING ALL ADEQUATE TEMPORARY BRACING AND SHORING, IS THE SOLE PROVIDED. RESPONSIBILITY OF THE CONTRACTOR. * DEAD BOLTS SHALL BE HARDENED OR CONTAIN INSERTS. * IT IS THE CONTRACTORS RESPONSIBILITY TO EMPLOY THE NECESSARY PROFESSIONAL SERVICES TO DETERMINE THE NECESSARY METHODS AND SUPPORTS REGARDING FORMING AND CONSTRUCTION LOADS. * FRONT MAIN ENTRANCE DOOR SHALL BE PROVIDED WITH A DOOR SCOPE OF VISION PANEL. * THE CONTRACTOR SHALL COORDINATE THE STRUCTURAL WORK WITH THE WORK OF ALL OTHER TRADES. * EVERY CLOSET DOOR LATCH SHALL BE SUCH THAT CHILDREN CAN OPEN THE DOOR FROM INSIDE THE CLOSET. * ALL WORK SHALL BE OF THE HIGHEST QUALITY FOLLOWING THE MANUFACTURER'S SPECIFICATIONS ALONG WITH * EVERY BATHROOM DOOR SHALL BE DESIGNED TO ALLOW OPENING FROM THE OUTSIDE DURING AN EMERGENCY THE BEST TRADE PRACTICES AND STANDARDS. WHEN LOCKED. * ALL WORK AND MATERIALS SHALL BE GUARANTEED AGAINST POOR WORKMANSHIP AND DEFECTS. * ALL EXTERIOR GLASS DOORS TO BE TESTED IN ACCORDANCE WITH ANSI/AMMA/NWWDA 101/1S2 STANDARD AND BEAR AN AMMA OR WDMA LABEL IDENTIFYING THE MANUFACTURER, PERFORMANCE CHARACTERISTICS AND * DRAWINGS ARE TO BE ISSUED TO THE SUBCONTRACTORS IN COMPLETE SETS SO THAT THEY KNOW THE APPROVED PRODUCT TESTING ENTITY. ARCHITECTURAL DETAILS AFFECTING THEIR WORK. * EXTERIOR DOORS INSTALLED IN MASONRY WALLS WERE BUCK THICKNESS IS LESS THAN 1-1/2 " SHALL BE * THE CONTRACTOR IS RESPONSIBLE FOR ALL SPECIALTY TRADES. ANY AND ALL TRADES NOT MENTIONED IN THESE ANCHORED THROUGH THE JAMB INTO THE STRUCTURAL SUBSTRATE. DRAWINGS ARE THE RESPONSIBILITY OF THE CONTRACTOR. * ALL WORK SHALL CONFORM TO THE MINIMUM REQUIREMENTS OF THE FLORIDA BUILDING CODE OR THESE WINDOWS DRAWINGS - WHICHEVER IS MORE STRINGENT. * HINGES WITH HINGE PINS EXPOSED TO OUTSIDE, OF ALL EXTERIOR OPERABLE WINDOWS AND SKYLIGHTS SHALL * ALL WINDOW AND DOOR OPENING SIZES ARE NOMINAL. VERIFY MANUFACTURER'S ACTUAL OPENING HAVE NON -REMOVABLE PINS, OR SHALL BE OF INTERLOCKING STUD TYPE AND SUCH HINGES SHALL HAVE REQUIREMENTS. NON -EXPOSED SCREWS. DESIGN * ALL WINDOWS SHALL BE CONSTRUCTED SO THAT WHERE FIXED OR LOCKED THEY CANNOT BE REMOVED FROM THE FRAMES FROM THE OUTSIDE. * LIVE LOADS * EXTERIOR WINDOWS SHALL BE LOCKED ON THE INSIDE WITH DEVICES CAPABLE OF WITHSTANDING A FORCE OF FLOOR 40 PSF 150 LBS. APPLIED IN ANY OPERABLE DIRECTION UNLESS THE WINDOW OPENING IS PROTECTED BY OTHER ATTIC 20 PSF INTRUSION SECURITY DEVICES AS SET FORTH HEREIN, OR AN APPROVED EQUAL, ROOF 20 PSF * EGRESS WINDOWS SHALL BE OPERABLE FROM THE INSIDE WITHOUT THE USE OF TOOLS AND SHALL PROVIDE A BALCONY 60 PSF CLEAR OPENING OF NOT LESS THAN 201N IN WIDTH, 241N IN HEIGHT, AND 5.7 SQUARE FEET IN AREA. THE BOTTOM OF THE OPENING SHALL BE NOT MORE TH AN HAN 441N ABOVE THE FLOOR AND ANY LATCHING DEVICE SHALL BE * DEAD LOADS: SPECIFIED MATERIAL WEIGHTS UTILIZED - REFERENCE DRAWINGS FOR SPECIFIED SUPERIMPOSED CAPABLE OF BEING OPERATED FROM NOT MORE THAN 541N ABOVE THE FINISHED FLOOR. DEAD LOADS FOR SPECIALTY STRUCTURAL SYSTEMS. * ALL EXTERIOR WINDOWS TO BE TESTED IN ACCORDANCE WITH ANSI/AMMA/NWWDA 101/1S2 STANDARD AND * WIND LOADS: REFERENCE WIND DESIGN INFORMATION WITHIN THESE PLANS. BEAR AN AMMA OR WDMA LABEL IDENTIFYING THE MANUFACTURER, PERFORMANCE CHARACTERISTICS AND WOOD APPROVED PRODUCT TESTING ENTITY. * ALL FRAMING TO COMPLY WITH THE FBC (CURRENT EDITION) UNLESS THESE PLANS NOTE OTHERWISE * ALL EXTERIOR WINDOWS TO BE ANCHORED PER THE PUBLISHED MANUFACTURER'S RECOMMENDATIONS TO * ALL METAL CONNECTION HARDWARE BY SIMPSON UNLESS PRE -APPROVED BY THE ENGINEER ACHIEVE THE DESIGN PRESSURE SPECIFIED. * WOOD IN CONTACT WITH EARTH, MASONRY, AND CONCRETE SHALL BE PRESSURE TREATED IN ACCORDANCE * EXTERIOR WINDOWS INSTALLED IN MASONRY WALLS WERE BUCK THICKNESS IS LESS THAN 1-1/2" SHALL BE WITH A M UNLESS A WATER BARRIER IS PROVIDED. WATER BARRIER SHALL BE IN ACCORDANCE WITH THE FBC ANCHORED THROUGH THE JAMB INTO THE STRUCTURAL SUBSTRATE. MINI OR AT A MINIMUM 30L6 FELT. * EXTERIOR WINDOW MULLIONS AND ADJACENT DOOR ASSEMBLIES ARE REQUIRED TO BE TESTED OR ENGINEERED * COVER WOOD PRODUCTS TO PROTECT AGAINST MOISTURE. SUPPORT STACKED PRODUCTS TO PREVENT TO TRANSFER 1.5 TIMES THE DESIGNED LOADS TO THE ROUGH OPENING SUBSTRATE. DEFORMATION AND TO ALLOW AIR CIRCULATION. INSULATION * CONCEALED DIMENSIONAL LUMBER: 1) GRADING AGENCY: SOUTHERN PINE INSPECTION BUREAU, INC. (SPIB). 2) * UNLESS OTHERWISE NOTED - ALL THERMAL INSULATION SHALL BE AS FOLLOWS: SIZES: NOMINAL SIZES AS INDICATED ON DRAWINGS, S4S. 3) MOISTURE CONTENT: S-DRY OR MC19. 4) CONCRETE MASONRY WALLS R-6 INSULATION MISCELLANEOUS BLOCKING, FURRING, AND NAILERS AS FOLLOWS - LUMBER: S4S NO. 2 OR STANDARD GRADE - FRAMED WALLS R-13 FIBERGLASS BATT BOARDS: STANDARD OR NO. 3. - * EXPOSED DIMENSIONAL LUMBER: 1) GRADING AGENCY: SOUTHERN PINE INSPECTION BUREAU, INC. (SPIB). 2) INTERIOR CEILINGS R-19 FIBERGLASS BATT OR BLOWN SIZES: NOMINAL SIZES AS INDICATED ON DRAWINGS, S4S. 3) MOISTURE CONTENT: S-DRY OR MC19. CEILINGS UNDER ATTIC R-38 FIBERGLASS BATT OR BLOWN * CONSTRUCTION PANELS: 1) CONCEALED PLYWOOD: PS 1, C-C PLUGGED, EXTERIOR GRADE. 2) EXPOSED PLYWOOD: PS 1, A-D, INTERIOR GRADE. 3) ELECTRICAL COMPONENT MOUNTING: APA RATED SHEATHING, FIRE RETARDANT TREATED. * FASTENERS: HOT -DIPPED GALVANIZED STEEL FOR HIGH HUMIDITY AND TREATED WOOD LOCATIONS, UNFINISHED STEEL ELSEWHERE U.N.O. WOOD CONNECTORS * UNLESS OTHERWISENOTED IN THE MANUFACTURER'S CATALOG, BOLTS AND NAILS SHALL NOT BE COMBINED. * ALL NAILS SHALL BE COMMON UNLESS OTHERWISE NOTED IN THE MANUFACTURER'S CATALOG OR SUBSTITUTED, BY THE ENGINEER -OF RECORD, WITH A REDUCTION TAKEN. * UNLESS OTHERWISE NOTED IN THE MANUFACTURER'S CATALOG, BENDING STEEL IN.THE FIELD MAY CAUSE FRACTURES AT THE BEND LINE. FRACTURED STEEL WILL NOT CARRY LOAD AND MUST BE REPLACED. WHEN BENDING IS ALLOWED OR REQUIRED IN THE CATALOG, THE CONNECTOR SHALL BE ALLOWED ONE CYCLE BEND, ONE TIME ONLY. * ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD OR EXPOSED TO WEATHER SHALL BE HOT DIPPED GALVANIZED WITH MINIMUM G180 PROTECTION. ALL NAILS, SCREWS, BOLTS, ETC REQUIRED FOR THE CONNECTOR SHALL HAVE AN EQUAL OR GREATER PROTECTION AS THE CONNECTOR. DO NOT MIX GALVANIZED AND STAINLESS STEEL MATERIALS. * A FASTENER THAT SPLITS THE WOOD WILL NOT TAKE THE DESIGN LOAD. EVALUATE SPLITS TO DETERMINE IF THE CONNECTION WILL PERFORM AS REQUIRED. DRY WOOD MAY SPLIT MORE EASILY AND SHOULD BE EVALUATED AS REQUIRED. IF WOOD TENDS TO SPLIT, CONSIDER PRE -BORING HOLES WITH DIAMETERS NOT EXCEEDING 0.75 OF THE NAIL DIAMETER (1997 NDS 12.1.3.1). * BUILT-UP LUMBER (MULTIPLE MEMBERS) MUST BE FASTENED TOGETHER TO ACT AS ONE UNIT TO RESIST THE ° APPLIED LOAD. * UNLESS OTHERWISE NOTED IN THE MANUFACTURER'S CATALOG, FILL ALL FASTENER HOLES WITH FASTENER TYPES AS SPECIFIED IN THE MANUFACTURER'S CATALOG. L * ALL SPECIFIED FASTENERS MUST BE INSTALLED ACCORDING TO THE INSTRUCTIONS IN THE MANUFACTURER'S CATALOG. * BOLT HOLES SHALL BE A MINIMUM OF 1/32" AND A MAXIMUM OF 1/16 " LARGER THAN THE BOLT DIAMETER (NDS 8.1.2.1) * INSTALL ALL SPECIFIED FASTENERS BEFORE LOADING THE CONNECTION. * NAIL TOOLS WITH HOLE -LOCATION MECHANISMS MAY BE USED TO INSTALL CONNECTORS, PROVIDED THE CORRECT QUANTITY AND TYPE OF NAILS ARE PROPERLY INSTALLED IN THE NAIL HOLES. * JOIST SHALL BEAR COMPLETELY ON THE CONNECTOR SEAT, AND THE GAP BETWEEN THE JOIST END AND THE HEADER SHALL NOT EXCEED 1/8 ". ROOF (METAL) ROOF SHEATHING SHALL BE MIN 112, PLYWOOD APA RATED EXPOSURE 1 C-D WOOD STRUCTURAL PANELS AND SHALL SPAN NO MORE THAN 2'4'. SHEATHING SHALL SPAN WITH THE LONG DIMENSION PERPENDICULAR TO FRAMING WITH THE END JOINTS STAGGERED FASTEN SHEATHING WITH 8D COMMON RING -SHANK NAILS @ 6,cc MINIMUM U.N.O. FASTEN SHEATHING WITH 8D COMMON NAILS @ 4;Cc MINIMUM WITHIN ALL END ZONES - FOR END ZONE DIMENSIONS AND LOCATIONS, SEE WIND DESIGN SECTION WITHIN THESE PLANS. FASTEN SHEATHING WITH 8D RING -SHANK NAILS @ 4;cc MINIMUM WITHIN ALL CORNERS OF OVERHANGS - FOR OVERHANG CORNER LOCATIONS, SEE WIND DESIGN SECTION WITHIN THESE PLANS. FASTEN SHEATHING WITH 8D RING -SHANK NAILS @ 4-cc FOR A LENGTH OF 4'-0. PERPENDICULAR TO EACH GABLE END. UNDERLAYMENT SHALL CONFORM TO ASTM D226 TYPE 1 OR ASTM 4869 TYPE 1. FOR ROOF SLOPES FROM 2:12 UP TO 4:12, UNDERLAYMENT SHALL BE A MINIMUM OF TWO LAYERS APPLIED AS FOLLOWS: (1) STARTING AT THE EAVE, A 19-INCH STRIP OF UNDERLAYMENT SHALL BE APPLIED PARALLEL WITH THE EAVE AND FASTENED SUFFICIENTLY TO STAY IN PLACE. (2) STARTING AT THE EAVE, 36-INCH-WIDE STRIPS OF UNDERLAYMENT FELT SHALL BE APPLIED OVERLAPPING SUCCESSIVE SHEETS 19 INCHES AND FASTENED SUFFICIENTLY TO STAY IN PLACE. FOR ROOF SLOPES 4:12 OR GREATER, UNDERLAYMENT SHALL,,BE A MINIMUM OF ONE LAYER OF UNDERLAYMENT FELT APPLIED AS FOLLOWS: (1) STARTING AT THE EAVE, UNDERLAYMENT SHALL BE APPLIED SHINGLE FASHION PARALLEL TO THE EAVE, LAPPED 2 INCHES (51 MM), AND FASTENED SUFFICIENTLY TO STAY IN PLACE. METAL ROOF SHALL BE IN ACCORDANCE WITH SECTION 1507 OF THE FBC. WOOD TRUSS FRAMING SYSTEM * TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THESE SPECIFICATIONS AND WHERE ANY APPLICABLE DESIGN FEATURE IS NOT SPECIFIED HEREIN, DESIGN SHALL BE IN ACCORDANCE WITH APPLICABLE PROVISIONS OF LATEST EDITION OF NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION (NDS) AMERICAN FOREST AND PAPER ASSOCIATION (AFPA), AND DESIGN SPECIFICATIONS FOR METAL PLATE CONNECTED WOOD TRUSSES (ANSI/TPI 1), TRUSS PLATE INSTITUTE (TPI), AND CODE OF JURISDICTION. * fvIANUFACTURER SHALL FURNISH DESIGN AND PLACEMENT DRAWINGS BEARING SEAL AND REGISTRATION NUMBER OF A STRUCTURAL ENGINEER LICENSED IN STATE WHERE TRUSSES ARE TO BE INSTALLED. DRAWINGS SHALL BE APPROVED BY ENGINEER OF RECORD PRIOR TO FABRICATION. * TRUSS DESIGN DRAWINGS SHALL INCLUDE AS MINIMUM INFORMATION: SPAN, DEPTH OR SLOPE AND SPACING OF TRUSSES REQUIRED BEARING WIDTH DESIGN LOADS, AS APPLICABLE: (1) TOP CHORD LIVE LOAD; (2) TOP CHORD DEAD LOAD; (3) BOTTOM CHORD LIVE LOAD; (4). BOTTOM CHORD DEAD LOAD; (5) CONCENTRATED LOADS AND THEIR POINTS OF APPLICATION; AND (6) WIND AND SEISMIC CRITERIA; ADJUSTMENT TO LUMBER AND PLATE DESIGN LOADS FOR CONDITION OF USE REACTIVE FORCES, THEIR POINTS OF OCCURRENCE AND DIRECTION PLATE TYPE, GAGE, SIZE AND LOCATION OF PLATE AT EACH JOINT LUMBER SIZE, SPECIES AND GRADE FOR EACH MEMBER LOCATION OF ANY REQUIRED CONTINUOUS LATERAL BRACING CALCULATED DEFLECTION RATIO AND/OR MAXIMUM DEFLECTION FOR LIVE AND TOTAL LOAD MAXIMUM AXIAL COMPRESSIVE FORCES IN TRUSS MEMBERS LOCATION OF JOINTS CONNECTION REQUIREMENTS FOR: (1) TRUSS TO TRUSS GIRDERS, (2) TRUSS PLY TO PLY, AND (3) FIELD SPLICLS. LUMBER USED FOR TRUSS MEMBERS SHALL BE IN ACCORDANCE WITH PUBLISHED VALUES OF LUMBER RULES WRITING AGENCIES APPROVED BY BOARD OF REVIEW OF AMERICAN LUMBER STANDARDS COMMITTEE. LUMBER SHALL. BE IDENTIFIED BY GRADE MARK OF A LUMBER INSPECTION BUREAU OR AGENCY APPROVED BY THAT BOARD, AND SHALL BE AS SHOWN ON DESIGN DRAWINGS. MOISTURE CONTENT OF LUMBER SHALL BE NO LESS THAN 7 PERCENT NOR GREATER THAN 19 PERCENT AT TIME OF FABRICATION. * ADJUSTMENT OF VALUES FOR DURATION OF LOAD OR CONDITIONS OF USE SHALL BE IN ACCORDANCE WITH NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION (NDS). * FIRE RETARDANT TREATED LUMBER, IF APPLICABLE, SHALL MEET SPECIFICATIONS OF TRUSS DESIGN AND ANSI/TPI 1-1995, PAR 9.1.5 AND SHALL BE RE -DRIED AFTER TREATMENT IN ACCORDANCE WITH AWPA STANDARD C20. ALLOWABLE VALUES MUST BE ADJUSTED IN ACCORDANCE WITH NDS PAR 2.3.6. LUMBER TREATED SHALL SUPPLY CERTIFICATE OF COMPLIANCE. * METAL CONNECTOR PLATES SHALL BE MANUFACTURED BY ALPINE/I-UMBERMATE/CLERY AND SHALL BE NOT LESS T HA;"I .03o INCHES IN THICKNESS (20 GAGE) AND SHALL MEET OR EXCEED ASTM A653-94 GRADE 37, AND SHALL BE HOT DIPPED GALVANIZED ACCORDING TO ASTM A653-94, COATING DESIGNATION G60. WORKING STRESSES IN STEEL ARE TO BE APPLIED TO EFFECTIVE RATIOS FOR PLATES AS DETERMINED BY TEST IN ACCORDANCE WITH APPENDIX E AND F OF ANSI/TPI 1-1995. * IN HIGHLY CORROSIVE ENVIRONMENTS, SPECIAL APPLIED COATINGS OR STAINLESS STEEL MAY BE REQUIRED. * CUTTING AND ALTERING OF TRUSSES IS NOT PERMITTED. EXISTING BUILDINGS - 6th EDITION 2017 FBC NOTE: REPAIRS (CHAPTER 6) THE DESIGNER - TO THE BEST OF HIS OR HER ABILITY - HAS PROVIDED INFORMATION WITHIN THESE DRAWINGS THAT *THIS PROJECT HAS SUSTAINED LESS THAN SUBSTANTIAL STRUCTURAL DAMAGE AND THEREFORE DAMAGED REPRESENTS EXISTING CONDITIONS. ANY DESCREPENCIES ELEMENTS SHALL BE PERMITTED TO BE RESTORED TO THEIR PRE -DAMAGE CONDITION IN ACCORDANCE WITH BETWEEN ACTUAL FIELD CONDITIONS AND THESE DRAWINGS SECTION 606.2.1 SHOULD BE BROUGHT TO THE DESIGNERS ATTENTION IMMEDIATELY. THE GENERAL CONTRACTOR SHALL VERIFY ALL EXISTING FIELD CONDITIONS SUCH AS (BUT NOT LIMITED TO) DIMENSIONS, ELEVATIONS, WINDOW AND DOOR SIZES, EXTERIOR AND INTERIOR FINISHES, TRUSS LAYOUT, ROOF SLOPE AND OVERHANG, ELECTRICAL AND HVAC REQUIREMENTS. THE REPAIRS OUTLINED WITHIN THESE DRAWINGS SHALL CONFORM TO THE FLORIDA BUILDING CODE - EXISTING BUILDINGS - REPAIRS. ALL REPAIR MATERIALS AND COMPONENTS SHALL MATCH ALL EXISTING FINISHES AND MEET THE REQUIREMENTS OF THE FLORIDA BUILDING CODE - THE MORE STRINGENT SHALL APPLY. SYMBOL DEFINITIONS IONS EARTH - CLEAN COMPACTED FILL - SEE GENERAL NOTES SECTION CALL FOR REQUIREMENTS. ECTION CALL NUMBER STEEL - SEE GENERAL NOTES FOR REQUIREMENTS AND 1 1 CORROSION PROTECTION. RAWING NUMBER REFERENCED WOOD BEARING ELEVATION CALL WALL - SEE DETAILS FOR REQUIREMENTS. LEVATION CALL NUMBER 1A 1.1 STUCCO -SEE GENERAL NOTES FOR REQUIREMENTS - STUCCO FINISH TO RAWING NUMBER MATCH EXISTING OR CHOSEN BY REFERENCED OWNER. DETAIL CALL CONCRETE - SEE TAIL CALL LETTER .. ; •• GENERAL NOTES ' '• FOR REQUIREMENTS. AREA DETAILED <RAVVING CONCRETE MASONRY UNIT WALL CONSTRUCTION -SEE GENERAL NUMBER REFERENCED NOTES FOR REQUIREMENTS AND GROUT SPECIFICATIONS. FASTENER SCHEDULE FOR STRUCTURAL MEMBERS DESCRIPTION OF BUILDING NUMBER AND TYPE OF FASTENER ELEMENTS SPACINGOF FASTENERS a,b,c Joist to sill or girder, toe nail 3-8d (2-1/2" x 0.113") - 1°' x 6" subfioor or less to each joist, 2-8d (2-1/2' x 0.113") face nail 2" subfloor to foist or girder, blind 2-16d (3-1/2" x 0.135") - and face nail Sole plate to joistor blocking, face 16d (3-1/2" x 0.135") 16" D.C. nail Top or sole plate to stud, end nail 2-16d (3-1/2' x 0.135") - Stud to sole plate, toe nail 3-8d or 2-16d (3-1/2" x 0.135") - Double studs, face nail 10d (3" x 0.129") Double top plates, face nail. 10d 0" x 0,128") Sole plate to joist or blocking at 3-16d (3-1/2" x 0.135") braced wall panels Double top plates, minimum 24-Inch offset of end joints, face nail in lapped area 8-16d (3-1/2" x 0.135'") 24" D.C. 24" o.c, 16" o.c, Blocking between joists or rafters to 3-8r1(2 1/2" x 0,113"} tap plate, toe nail Rim joist to top plate, toe nail 8d (2-1/2" x 0.113") 6" D.C. Top plates, lapsat corners and 2-10d (3" x 0,128") - intersections, face nail Built-up header; two pieces with 16d(3-1/2" x 0.135' 1 „ 16 o.c, along each edge 1/2'" spacer .... ..... Continued header, two pieces 16d(3-1/2" x 0.135") 16" o.c. along each edge Ceiling joists to plate, toe nail 3-8d (2-1/2' x 0.113") - Continuous header to stud, toe nail 4-8d (2-1/2" x 0.113") Cellingioist, laps over partitions, 3-10d (3" x 0.128") face nail Ceiling joist to parallel rafters, face .. ..... _.. 3-10d (3" x 0.128") nail Rafter to plate, toe nail 2-16d (3-1/2 x 0A35") 1" brace to each stub and plate, face 2 8d (2 1j2" x 0.113") nail V x 6'sheathing to each bearing, 2-8d (2-1/2" x OA13") face nall V x 8"sheathing to each bearing, 2 $d (2 1/2" x 0,113") face nail Wider than 1" x 8"sheathing to each 3-8d (2-1/2' x 0.113") bearing, face nail Built-up corner studs 10d (3" x 0.128") 24" o.c. Built-up girders and beams, 2-inch Nall each layer as follows: 32" o.c, lumber layers 10d (3" x 0„128") at top and bottom and staggered. 2" planks 2-16d (3-1/2" x G.135") At each bearing Roof rafters to ridge, valley or hip rafters; toe nail face nail 4-16d (3-1/2" x 0.135") 3-16d (3-1/2" x 0.135") - Rafter ties to rafters, face nail 3-8d (2-1/2" x 0.113") - Collar tie to rafter, face nail, or 1- 3.-10d (3" x 0.128°) - 1/4" x 20 gage ridge strap Roof Sheating 8d R-1/2" x 0.113") 6"° O.C. Min. 4" O.C. Min. (End Zone) See WindDesign Roof Sheeting $d (2-1/2" x 0.113") Roof Sheating 8d (2-1/2" x 0.113"} 4" O.C. Min, ( All corners) See wind ......_... Design Hoof Sheeting 8d (2-1/2" x 0.113") 4" O,C. Min. I@ All Gable ends) for Length of 4'-0" perpendicular to end A� �A7rAr �Ar A Q GABLE ROOF (PLAN VIEW) WALTON 160 150 1 31-1 4LYW A r Qi 0 i0 -- --------------- C n HIP ROOF (PLAN VIEW) DIXIE LEVY / ZONE OWIND I REF. TABLE ABOVE 5Oi 4 1 I ® A � 1 I I O I END ZONE WIDTH REF, WIND DESIGN INFORMATION ASCE 7-10 WIND DESIGN INFORMATION FOR LOW RISE BUILDINGS BASIC WIND SPEED=140 MPH (3-SECOND GUST) (108 MPH NOMINAL) RISK CATEGORY = It EXPOSURE CATEGORY = B Kd = 1.0 (Kd = 0.85 WHEN LOAD FACTORS ARE USED - ASCE TABLE 26.6-1) KA = 1.0 ENCLOSED BUILDING - INTERNAL PRESSURE COEFFICIENT + J - 0.18 MEAN ROOF HEIGHT = < 30 FEET ASCE 7-10 COMPONENT AND CLADDING WIND PRESSURE - FIGURE 30.5-1 ROOF 7 TO 27 DEGREES ROOF ZONE 1 = +20.3, 32.3 PSF ROOF ZONE 2 = +203, -562 PSF ROOF ZONE 3 = +20 3, -83.1 PSF OVERHANG ZONE 2 = -65 7 PSF OVERHANG ZONE 3 = -110.6 PSF WALL ZONE 4 = +35.3 -38.2 PSF WALL ZONE 5 = +35.3, -47.2 PSF ZONE WIDTH - A = 3.0 FT , OVERALL REPAIR PLAN SCALE: 1/8" = V-0" DUVAL BAKER i CLAY AIACHUA PUTNAM CITRUS - SEMIN0 HERNANDO � EKE ORANGE MANATEE POLK DFSOTA IAKE GLADES OKEECHO AR � HENDRY DADE ..-... 180 ALL WORK SHALL CoMpLY W1, � CODES FLORIDA BUILDING CODE, NATIONAL ELECTRIC CODE AND THE CITY OF ZEP ' N o U C ' c Lo N co iT M C o m N o o ^d N FL 'C O ° E z Q N Lo Q N r IGHT ©2019rawings are forclusive use ofi Engineeringions, Inc. ande, are not to bed or reproducednner without thed written consent wKUINANCEO HYRIiILLS of Florida Engineering 0 Solutions, Inc. U rn c m `111,``,1111//I/I b"( is 0 °• 0) ®°+ -I- REVIEW DATE ° �y p�I � _ EW E 'UV 201 :w L() -F" CG• CITY OF ZEPHYR o .�� ;c� �<c 0. PLANEAMiNER �� ,� z k; sj c c E REVISIONS /l 10/31/19 I 2 A0 o A E 0 0 Project Number: 0) 19 - 8581 - 999 c Check By: J.H. m Date: 08 / 09 / 19 0) a) Drawn By: J.A. rn Date: 08 / 02 / 19 at 0 C Y E O a� a) s 1. 0 n 0 U L r` � C M p� M = O l6 N O :O (MO — N LL '0 O O �- E O � O Z � C Q O C N N � 0 = O 00 7 N Q .0.. N . U') O Cl) td Cn LL U � co 4= N N 7 e- U U � o N 00 N 00 LO M .O a 00 M r N CV It W M z J LL W U) J U) O _ LU 0- >- Cc W '- ZWW za�N O [L W Z W Q v � N d- r c� 00 00 COPYRIGHT © 2019 These drawings are for the exclusive use of Florida Engineering Solutions, Inc. and therefore, are not to be duplicated or reproduced in any manner without the expressed written consent of Florida Engineering Solutions, Inc. =:IVY1641 HOMM Al 10 / 31 / 19 2 A A Project Number: 19 - 8581 - 999 Check By: J.H. Date: 08 / 09 / 19 Drawn By: J.A. 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I I lM I. l..�PA -.. n PRODUCT APPROVAL SPECIFICATION SHEET As required by Florida statute 553.842 and Florida administrative Cade 9B-72, pie ase provide the infofmation and approval numbers on the buildingcompone nts listed below if they m4II be utilized on the construction project for which you are applying for a CATORGORY MANUFACTURER PRODUCTDFSRIP170N NUMBEI . EXTERIOR DOORS A SWINGING A. SWINGING A. SWINGING A SWINGING .h SWINGING A SWINGING A. SWINGING IELD-WEN Fxterior Door FL - 11136.1 8. SLIDING B. SLIDING 3- SLIDING B. SLIDING B. SLIDING B. SLIDING B. SLIDING C. ROLL UP E. AUTOMATIC F. OTHER 3. WINDOWS A SING2EHUNG A SINGLE HUNG PG T Industries SH-200 (Non-hVact) Alunfnum Single Hang FL- 1435.1 A. SINGLE HUNG A SINGLE HUNG B. H3RVONAL SLIDER B. HORIZONAL SLIDER B. HORIZONAt SLIDER C. CASEMENT D. DOUBLE HUNG E. FIXED E. FIXED F. FIXED E. FIxED F. AWNING G. PASS THROUGH H. PROJECTED L MULLION P G T industries Mullions For Door or Window s FL - 261.1 L MULLION J. wIND BREAKER K. DUAL ACTION L, OTHER 3. PANEL WALL A SIDING A. SIDING Ry Gem Siding Group Vinyl Siding FL-24476.1 A SIDING,' A. SIDING A SIDING 030FFITS Ply Gem Siding Group Alurriluml Vinyl Soffit FL- 23352:1 C_ EIFS D,STOREFRONTS F. WALL LOUVER F. WALL LOUVER G. GLASS BLOCK H. MEMBRANE 1. GREENHOUSE ).OTHER 4 ROOFINIG PRODUCTS A SHINGLES B. UNDERtAYMENTS Polyglass USA Polystick P, Basik, IR/IRX, TU, TU Plus or MU FL- 6259.1 c, ROOFING FASTENERS D. NON-STRUCTURAL METAL ROOFING Gulf Coast Supply & Manf. Metal Roofing ( 5V Crimp ) FL - 11651 A D. NON STRUCTURAL WTAL ROOFING D. NON-STRUCTURAL METAL ROOFING € , NOTE STRUC URAL METAL ROOFING E. WOOD SHINGLESAND SHAKES F. ROORING TILES G. ROOFING INSULATION H, WATER PROOFING H. WATER PROOFING ti. WATER PROOFING I. BUILT UP ROOFiNGROOF SYSTEM 1, MODIFIED BITUMEN J. MODIFIED BITUMEN K- SINGLE PLYRODF SYSTEM L. ROOFING SLATE M. CEMENTS-ADH€SUIES COATINGS & L IQUI D APPLIED ROOF SYSTENIS O- ROOF TILE ADHESIVE r'. SPRAY APPLIED POLYURETHANE Q. OTHERS Q. OTHER5 Airolite Ca L'LP Gable Vents FL - 7708,1 Q. OTHERS Cl. OTHERS G A F tFdterials Corp. Hoof Rte Vents FL - 6267.1 R.ROOF PANE€. S.SHUTTERS A ACC'). RDION 3, BAHAMA C: STORM PANELS D. COLONIAL E. ROOL-UP F. EQUIPMENT G. OTHER 6,SKYLIGHTS A SKYLIGHT EL OTHER 7. STRUCTURAL COMPONENTS A WOOD CONECTORS/ANCHORS Si npson Strong Tie HGAMID FL - 11473.55 A WOOD CONECTORS ANCHORS Sirnpscm Strong Tie HETA20 FL - 11473.1:2 A. WOOD CalECTORS ANCHORS xarpson strong Tie HTSM16 FL - 1147111 A. WOOD CONECTORS ANCHORS Sinvlipson Strong Tie HTS +120 FL- 11473.11 A WOOD CONECTORS NCHORS Sir psdn Strong Tie VTOR FL - 1147€1.7 A WOOD CONECTORS ANCHORS Sit son Strong Tie HUS26 FL- 10655,10 A WOOD CONECIORS ANCHORS Shrson Strong Tie A WOOD CONECTORS ANCHORS Samson Strong Tie H10A FL - 10446.7 B-TRUSSPLATES C. ENGINEERED LUMBER D. RAILING E. COCILERS-FREEZERS F- CONCRETE -ADMIXTURE G. MATERIAL H. INSULATION FORMS L.PLASTiCS 1, DECK ROOF K. WALL '.SHEDS My OTHER 1A. OTHER ,OTHER M. OTHER M. OTHER M. OTHER smEwExTERIOR ENsfROPE A B. the products listed below did not demonstrate product approval at plan review. I understand that at the time of inspection of:hese products, the foilowi ngi nformation must be available to the inspector on the jobsite, ))copy of the product approval, 2) @ 24" O.C. s3 TRUSS REPAIR PLAN SCALE: 1 /4" = V-011 G.C.NOTE: ALL ROOF TRUSSES TO BE FIELD MEASURED. GABLE END OUTLOOKER DETAIL SCALE: 1/8" = V-0" SAW-CU TCA-A,4 WITHI 2x4 OV FRA 'I G MEMBER - E TIGHT FIT SAW -CUT NOTCH TOE -NAIL 2x4 TO GABLE WITHIN GABLE TRUSS WITH 2-12d COMMONS SIMPSON LSTA12 Z Q LU LU W O U O v N to LU Ln V) Z) H 0 w W LU w Z 0 Z w LU W a l.7 Z 1- in w 0 O mot' N LU LU N N a IVLU W LLJ LU Z LU a LU Z SIMPSON CONNECTOR SCHEDULE MARK ID TYPE FASTENERS TO TRUSS/JOIST FASTENERS TO WALL/GRIDER FOUNDTION UPLIFT (LBS) LATERAL PARALLEL TO WALL (LBS) LATERAL PERP. TO WALL (LBS) A H14 12-8dxl-1/2" 13d 1050 480 245 © THA29 4-10d 16-10d 645 - - C HETA20 EMBEDDED 10-10dxl-1/2" 1805 335 730 OD HGAM10 -1/4"x2-3/4" TITE 4-SDS 1/4"xl-112" 850 870 815 �E HTSM16 -1/4"x2-1/4" TITE 8-10dxl-1/2" 1020 - - O HM9 -1/4"x2-1/4" TITE 4-SDS 1/4"0-1/2" 595 425 200 0 H16 1/4"x2-1/4" TITE 2-10dxl-1/2" 1265 - - O LGT2 -1/4"x2-1/4" TITE 16-16d 1850 - - ID MGT 5/8"0 ATR 22-1Od 3330 - - JO ABU44 5/8"0 ATR 12-16d 2200 - - OK H10 8-8dxl-1/2" 8-8dxl-1/2" 780 505 450 © HGA10 4-SDS 1/4"0" 4-SDS 1/4"0-1/2" 595 870 815 OM HUS48 6-16d 6-16d 1335 - - ON MBHA 2-3/4" 0 ATR 8-10d 3145 - - © H2.5A 5-8d 5-8d 535 110 110 ® VTC2 4-1 Old 5-10dxl-1/2" 405 - - HCP2 6-10dxl-1/2" 6-10dxl-1/2" 520 260 - OS AC4 14-16d 14-16d 2500 1070 - OT HUS26 6-16d 14-16d 1335 - - OU SP2 6-1Od 6-1Od 890 - - OV H10-2 2-10dxl-1/2" 10-10dxl-1/2" 655 390 340 OW H7Z 4-8d 10-8d 930 400 75 QV HDU4 1-5/8" 4-SDS 1/4"x2-1/2" - - - OY SP1 6-1 Old 4-1Od 585 - - OZ H10A 9-10dxl-1/2" 9-10dxl-1/2" 1015 505 285 ® VTCR 4-1Od 3-10dxl-1/2" 320 - 655 BB HUS26-2 4-16d 4-16d 1050 - - CC H2.5 5-8d 5-8d 365 130 130 DD H10-2 6-1Od 6-1Od 760 455 395 EE 1) Scheduled information based on Simpson Strong-Tre Catalog C-2U13 2) All connectors shall be installed per their respective product approval and manufacturers recommended installation instructions. \PA RATED SHEATHING Stagger end joints 1/8" spacing is panel Note: recommended at all Cover sheathing as soon edge and end joints as possible with roofing felt unless otherwise dip for extra protection against indicated by panel Excessive moisture prior manufacturer to roofing application. Panel clip or tounge-and-groov edges if required Asphalt or wood shingl or shakes. Follow roofing manufacturer's recommen- Note: dations for roofing fe . For pitched roofs, place screened Protect edges of Exposure 1 surface or side with skid -resistant panels against exposure to coating up if OSB panels are uses weather, or use Exterior Keep roof surface free of dirt, panel starter strip. sawdust and debris,and wear skid -resistant shoes when installing roof sheathing. Note: For buildings with conventionally framed roofs (trusses or rafters),limit the length of continuous sectic of roof area to 80 feet maximum during construction, to allow for accumulated expansion in wet wea conditions. Omit roof sheathing panels in each course of sheathing between sections, and install "fill panels later to complete roof deck installation prior to applying roofing. GABLE END BRACING Id COMMONS AT BLOCKING RAFT-R-MATE ATTIC RAFTER VENT OR EQUAL. INSULATION STOP DEVICE TO HAVE VENTILATION CAPACITY EQUAL TO OR GREATER THAN SOFFIT VENTILATION. RAFT-R-MATE SHOWN = 12.75 sq in / ft. ATTIC SPACE AIR FLOW, �- INSULATION NDO NOT BLOCK VENTILATION WITH INSULATION VENTED SOFFIT SOFFIT VENTILATION ROOF VENTILATION ROOF PEAK \`'N� P CUT DECK WITHIN FULL SHEAT 10a. OF PLYWOOD BETWEEN ROOF MEMBERS AIR FLOW ti; KUVt_VLNIR.AI.[ON The contractor is responsible for vent selection an]mm) .' Please use the above information as a guide to prope ventilation product selection. The minimum required ne ventilating area shalt be reduced by 1/2 of the requirearea of the space ventilated as shown above, provided a retarder having a transmission rate not exceeding 1 p accordance with ASTM E 96 is installed on the warm sf the attic insulation and provided 50 percent of the red ventilating area provided by ventilators located In ther portion of the space to be ventilated at least 3 feet (91)above eave or cornice vents, with the balance of the reventilation provided by eave or cornice v. AT71C VENTILATION - FLORIDA BUILDING CODE SECTION 1203.2 Total Area Under Roof 880,00 Square Feet (SF) Total Required Ventilation 5.87 SF Total Area 1 150 Area Total Required Ventilation 2.93 SF Reqd Area 12 Area at Sofiiis Total Required Ventilation 2.93 SF Regd Area / 2 Area at Roof Overhang Dimension 16.00 Feet Ventilation Examples -Owens Corning Ventilation At Soffit Units l,JnttS Ca acit vent Triple 4" Center Vent 1.56 sq in / ft 16.92 Feet Triple 4r' Full Vent 4.68 sq in / ft 5.64 Feet Double 5" Full Vent 4.25 sq in I ft 7A6 Feet At RoofCa Ventilation Unity Required units act Vent Ventsure Metal Dome w fth Screen 144 sq in3 Vents Ventsure High Rofile Slant Back Roof Vent w t 50 sq in 9 Vents Exterior Louver Ventsure Plastic Slant Back Roof Vent w t 61 sq in 7 Vents Interior Louver Ventsure Rigid. Strip Ridge Vent, Externally 15 sq in / ft 29 Feet Baffled 10 JrA. is t5 I I I I i l l l l l l l l l l l l i l l i l l Ili I I I a ' I I I I I I I I I I i I I I i l l i I I l l l l l l l l l i I I I I I l i l l l l l 118 I I l l l l IIH i I I I I I IIII I _ - I i l l l l l l 1I l l i l l l l I I Q - I I I I I I I I I I I I I I I I I I I I I I IIII � I I I I I I I I I I i l l l l l i l i l I I I IIII 1I I I I I I I I I I I I I I I I I I I I I I Ipl - �- a I I I I I I I I I I I I I i l l l l l l l l IIII 1I I I I I I I I i l l l l l l I I I I I IIII I -- I I l l l l l l l l l l l f l l l l i l l l IIII I I I I i f l l l l l l i l l l l l l l l l l i Ilif I - - _ Q - I I I l l l l l l l l l l i i l l l i l l l IIIII i t GABLE ENE MIN. ALL GABLE HEIGHTS T-O" OR GREATER AT THIS HIP GIRDER LOCATION SHALL BE BRACED PER SECTION C �CA THESE DRAWINGS WITH CONTINUOUS LATEUI'NIMUM PERMANENT TRUSS BRACING 2-16d COMMC LATERAL BRACT DESIGN WIND LATERAL BRACING CROSS BRACING SPEED (MPH) ACROSS BOTTOM CHORD "A" SPACING "B" (FT) SPACING (FT) 150 6-0" 20'-0" 170 T-O" 15'-0" 180 4'-0" SPECIALTY ENGINEER NOTE: TRUSS COMPONENTS TO BE DESIGNED TO RESIST LATERAL BUCKLING AND TO RESIST ALL WIND LOADS SHOWN IN THESE DRAWINGS - SEE WIND DESIGN. TRUSS PLANS SHALL INDICATE ALL REQUIRED PERMANENT BRACING AS REQUIRED FOR TRUSS COMPONENTS. ALL COMPONENTS TO BE DESIGNED FOR THE FOLLOWING MINIMUM REQUIREMENTS: 1) DEFLECTION = L/360 MAXIMUM 2) TOP CHORD LL = 20 PSF 3) TOP CHORD SDL = 15 PSF MIN. (OR ACTUAL WT. OF ROOFING MATERIALS - SEE PLANS) 4) BOT CHORD LL = 10 PSF (ALL TRUSSES CONFORMING TO THE MINIMUM ATTIC SPACE AS DEFINDED BY THE FLORIDA BUILDING CODE SHALL BE DESIGNED FOR 20 PSF) 5) BOT CHORD SDL = 5 PSF 6) MAXIMUM SPACING = 24" O.C. 7) MAXIMUM 10 PSF DEAD LOAD USED FOR WIND ANALYSIS. 8) DURATION FACTOR = 1.25 SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED TO THE E.O.R. FOR APPROVAL BEFORE FABRICATION. BLOCKING BRACING ACROSS ALL TRUSS WEBS AT SEE TRUSS SHOP DRAWINGS FOR ADDITIONAL BRACING REQUIREMENTS D-HEIGHT. STANDARD GABLE END BRACING DETAILS � A n° LA 7ERAL BRACING. NUMBER & LOCATION ON WEBS VARIES WI'7H 12 DESIGN CONDI77ONS. VARIES 2x4 CROSS BRACE TYPICAL 2-16d COMMONS ABLE wEBs EA. TRUSS B B C C A� CON77A BEARING UNLESS N07E0 0It1ERW1SE OVERALL SPAN TYPICAL CROSS BRACING SEATHINGtI SHEAT7-11NG OUTRIGGER SCALE: 1/2" = 1'-0" BLOCKING CUT TO FIT 2x4 LONGITUDINAL BRACE TIGHT BETWEEN TRUSSES 5° 2-16d COMMONS EA. TRUSS OILARIES I`X �Ct t BOTTOM CHORD TYPICAL LONGITUDINAL BRACING SCALE: 1/2 1=0" 6'-0" MINIMUM 2-16A COMMONS Ek TRUSS WEB AT 001 PEAK 64" MINIMUM 2x4 BLOCKING LATERAL 2x4 BRACING 2-16d COMMONS EA. BOTTOM CHORD OF TRUSS TYPICAL GABLE BRACING DETAIL SCALE: 12" = 1'-0" ROOF PEAK GABLE CENTER WEB 2-16d EA. BRACE 2x4 BRACING ' 12d @ 6"0 . BEARING WALL DIAGONAL BRACE AS REQUIRED GABLE WB DESIGN ATTACHMENT SECTION B-B DB TO RESIST BOTH PUSHING AND PULLING FORCES LATERAL BOTTOM CHORD BRACING LATERAL BRACING WR77CAL BRACE CEILING DIAPHRAGM ND WALL GABLE ALTERNATE DIAGONAL BRCCE MAY BE TIED INTO HEY SECTION C-C BOTTOM CHORD LATERAL BRACING NOTES: STANDARD END SECTION A -A DROPPED TOP CHORD END 1) ACTUAL BRACING REQUIREMENTS WILL VARY DUE TO WIND LOAD, CODE CRITERIA, BUILDING HEIGHT, TRUSS SPAN, WEB LUMBER GRADE/SPECIES/ON CENTER SPACING AND OTHER VARIABLES. BRACING (AND ATTACHMENT) REQUIREMENTS SHOULD BE DESIGNED FOR EACH SPECIFIC JOB. 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL, AS WELL AS THE DESIGN AND SPECIFICATION OF TEMPORARY AND PERMANENT BRACING OF THE ROOF SYSTEM IS THE RESPONSIBILITY Of THE BUILDING DESIGNER. N F U co as CM M tzm M O W N c')) t6 co `o N lL 'O o E � o Z Q N r LO U =Qm O M U rn LL �a co CA 3 E.> U � e- N LO co CL CO Lij N 1 N UMM7 `MJ J UJ U J T_ L W Z W W IN 0 LL W Z Z W N 91t (0 CC)('M) COPYRIGHT @ 2019 These drawings are for the exclusive use of Florida Engineering Solutions, Inc. and therefore, are not to be duplicated or reproduced in any manner without the expressed written consent of Florida Engineering Solutions, Inc. REVISIONS Al 10/31 /19 A2 A Project Number: 19 - 8581 - 999 Check By: J.H. Date: 08 / 09 / 19 Drawn By: J.A. Date: 08 / 02 / 19 DRAWING NUMBER S3 TYPICAL CROSS BRACING DETAIL SCALE: 318" = 1'-0" -