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HomeMy WebLinkAboutSURVEYS - BUILDING SITE PLANSBOUNDARY& TOPOGRAPHIC SURVEY LYING IN SECTION 11, TOWNSHIP 36 SOUTH, RANGE 38 EAST SAINT LUCIE COUNTY, FLORIDA HORSE TRAIL COSSON AREA AND STORM WATER MANAGEMENT COMMON AREA TIE N 89054'26w E FND s 8 IRC 70' R/w o " / FND s/8 IRC N 89 54 26 E 416.00' RLS # 2391 416.00'M N 8905426' E RLS # 23416.00' - —1.41[—[[—tt—�t-1[—�t—�t—�[—[[—�t—u—[[[[—tt—u—�[—[[—[[—[t—�t—�t— t-1 — n=�[�1tiW! - - 10' DRAINAGE EASEMENT 10' DRAINAGE EASEMENT `�3.0 4' PLASTIC FENCE 2 .68 0' DRAINAGE EASEMENT x 2244 x 22.63 LEGAL DESCRIPTION LOT 15, CARLTON COUNTRY ESTATES ACCORDING TO THE PLAT THEREOF ON FILE IN THE OFFICE OF THE CLERK OF THE CIRCUIT COURT IN AND FOR ST. LUCIE COUNTY, FLOTIDA, RECORDED IN PLAT BOOK 46, PAGES 29 AND 30. LEGEND & ABBREVIATIONS A A/C BM C CBS C/L CM CONC DEG OR ' ELEV FFE FND ID IP IR IRC LB LS M MON NAVD NO OR# N TS OHP ORB P PG(S) PLS POB POC PRM PSM R RCP RLS R/W ARC LENGTH AIR CONDITIONER BENCHMARK CALCULATED FROM FIELD MEASUREMENTS CONCRETE BLOCK STRUCTURE CENTERLINE CONCRETE MONUMENT CONCRETE DEGREE ELEVATION FINISHED FLOOR ELEVATION FOUND IDENTIFICATION NUMBER IRON PIPE IRON ROD IRON ROD & CAP LICENSED BUSINESS LICENSED SURVEYOR MEASURED DATA MONUMENT NORTH AMERICAN VERTICAL DATUM NUMBER NOT TO SCALE OVERHEAD UTILITIES OFFICIAL RECORDS BOOK PLAT DATA PAGE(S) PROFESSIONAL LAND SURVEYOR POINT OF BEGINNING POINT OF COMMENCEMENT PERMANENT REFERENCE MONUMENT PROFESSIONAL SURVEYOR AND MAPPER RADIUS REINFORCED CONCRETE PIPE REGISTERD LAND SURVEYOR - RIGHT-OF-WAY _ WATER METER AND AT u u' LOT 14 VACANT 22.73 u 1[ - 416.00' 10' PUBLIC UTILttY EASEMENT N 89'52'33" E >22.03 0 DELTA N 89052'33" E � 931 UTILITY POLE FND NAIL & DISK —�`— LS # 2391 BENCHMARK ELEV. = 23.87 Ef:Y,7[eI;3 PLASTIC FENCE 21155x 22,46 170.3' CONSTR 25. w 0 22.28 15 5,46 EXISTING FORMBOARDS a S 24,30 X PROPOSED c 'ter. MINIMUM FFE = 24.90' u x 22,40 EXISTING ELEV. AS SHOWN v 22,40 x n 25,84� 2 171.0' 29.42' w 25.48 25,78 25,78 2 ,20x x 22,54 � o V � la , x 22,52 22,16 x 4' PLASTIC FENCE 22.44 x 180.5' x 22,42 ELECTRIC TRANSFORM 4' PLASTIC FENCE - ]t--;E-- #—iF)F — ]t it 10' PUBLIC UTILITY EASEMENT 416.00' 1 — N 8905233 w E -------EASTING-SWALE----------- 22.50---------------------EX4STtNs-SWALE---------- 416.00'M 2180.01' N 89052'33" E Y ROAD _ N s9�52'33" E A ga%" A I T T LOT 16 OCCUPIED WELL & SEPTIC OUT OFRANGE 22,L5 I[ a— k 22.45 � 416.00' ND 5/8 IR Y N 89'5233" E _ NO iD 22.5 �( 23.00 LOCATION MAP NOT TO SCALE STREET ADDRESS 18002 BRIDLE WAY ROAD, FT. PIERCE, FL. 34987 DECEIVED FEB 10 2017 GLOBAL POSITIONING SYSTEM (GPS) NOTES 1. REAL TIME KINEMATIC (RTK) METHOD WAS UTILIZED USING A TWO (2) DUAL FREQUENCY TOPCON HYPER GA II SYSTEM, 2. TYPICALLY, A BASE RECEIVER IS SET UP ON AN ESTABLISHED CONTROL STATION WHILE A ROVING RECEIVER LOCATES EXISTING MONUMENTS, IMPROVEMENTS AND CONTROL ON THE PROJECT. 3. GPS SURVEY MEASUREMENTS WERE PROCESSED AND ADJUSTED USING CARLSON SURVEY 2008. 4. THE HORIZONTAL TARGET ACCURACY FOR THIS SURVEY EXCEEDS MINIMUM STANDARDS OF PRACTICE PER FLORIDA ADMINISTRATIVE CODE (F.A.C.) 5J-17-051. GENERAL NOTES 1. THE BEARINGS SHOWN HEREON ARE BASED UPON THE CENTER LINE OF IDEAL HOLDING ROAD, AS RECORDED IN PLAT BOOK 46, PAGE 30, PUBLIC RECORDS, ST. LUCIE COUNTY, FLORIDA, HAVING A BEARING OF N00'15'36"W. 2. FLOOD NOTE: BY GRAPHIC PLOTTING ONLY, THIS PROPERTY is IN ZONE "X", ACCORDING TO THE FLOOD INSURANCE RATE MAP, COMMUNITY PANEL NO. 12111 C 0250 J, EFFECTIVE DATE FEBRUARY 16, 2012. THE EXACT DESIGNATION CAN ONLY BE DETERMINED BY AN ELEVATION CERTIFICATE. 3. ALL ABOVE GROUND FIXED IMPROVEMENTS, IF ANY, HAVE BEEN LOCATED AND SHOWN HEREON. 4. THE SURVEYOR HAS NO KNOWLEDGE OF UNDERGROUND FCUNDATIONS WHICH MAY OCCUPY LANDS OF OTHERS. 5. UNDERGROUND UTILITIES AND UTILITY SERVICES HAVE NOT BEEN LOCATED ON THIS SURVEY, EXCEPT AS SHOWN. 6. LANDS SHOWN HEREON WERE NOT ABSTRACTED BY THIS OFFICE FOR RIGHTS —OF —WAY, EASEMENTS OF RECORD, OWNERSHIP, ABANDONMENT'S DEED RESTRICTIONS OR MURPHY ACT DEEDS. 7. REPRODUCTIONS OF THIS MAP ARE NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR & MAPPER. B. ADDITIONS OR DELETIONS TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING PARTY OR PARTIES IS PROHIBITED WITHOUT WRITTEN CONSENT OF THE SIGNING PARTY OR PARTIES. 9. INFORMATION SHOWN HEREON IS BASED ON DEED AND FIELD MEASURED DATA. 10. THE LAST DATE OF FIELD WORK WAS FEBRUARY 09, 2017. 11. ELEVATIONS SHOWN HEREON ARE IN FEET AND BASED UPON NORTH AMERICAN VERTICAL DATUM OF 1988. 832.26M FND NAIL & DISK 23.42 V N 8905233" E FND NAIL & DISK S 239 LS # 2391 BENCHMARK 23.11 BENCHMARK ELEV. = 23.40 ELEV. = 23.40 St. Lucie Co Date Init. Approved r7 0 r � 00 a � o � .. U. Is WU a o 0 tL U. Ow LL W a � N K P LL co Q ta- O S E0 tL! _ > W =w N to > � zLU N �� z Ca UL co U. O z 13 ❑ 0 rq f Ld ❑ ~ L� v1 a a w w A Q A A d d U U Pq r, `a 0 0 w a Q W o G Z¢z :Rad� 0 O �W>g Uj J F- LL �_ < 0 1`4 �NZ0. O Q Y. c�u WO'a"<a Q y 1 n w > Uj Z' z z I' G W OZ �zInm J C. 0 rN6 > z�ww Q �j J V ` O ul <OZa o 081Ln , J W ,6 O 1„ z wa�-w W` N < ��g8 i O ' a 2 1 Q � zz Cc) z gz Z � <Z�� Fps Q O O V wxU, =1 V F 0,�aCi LU �z (� C5 86wX zoos J o�Q'd 3 DRAWN BYi CA CHECKED BYt CA DATEi SEPTEMBER 17, 2016 HORIZONTAL SCALE, 1'=30' NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR & MAPPER. -N r i SEAL CHARLES ARNOLD PROFESSIONAL SURVEYOR & MAPPER FLORIDA LICENSE NO. 4971 Z. /D / PRINTED DATE SHEET 1 OF 1 PROJECT NO. 16-539 M to BOUNDARY &TOPOGRAPHIC SURVEY LYING IN SECTION 11, TOWNSHIP 36 SOUTH, RANGE 38 EAST TE N 8905426" E FND 5/8 IRC - 416.00' - - RLS # 2391 7t-7[-7t '�21,41u-7[-u-7[-7t-7t- 10' DRAINAGE EASEMENT x 22.63 LEGAL DESCRIPTION LOT 15, CARLTON COUNTRY ESTATES ACCORDING TO THE PLAT THEREOF ON FILE IN THE OFFICE OF THE CLERK OF THE CIRCUIT COURT IN AND FOR ST. LUCIE COUNTY, FLOTIDA, RECORDED IN PLAT BOOK 46, PAGES 29 AND 30. THIS STRUCTURE HAS BEEN DESIGNED AND REVIEWED FOR COMPLIANCE OF 1606.1.4 FOR ONE OF THE FOLLOVIII LEGEND & ABBREVIATIONSINITEIRUALWIN.0PRESSURE A ARC LENGTH WINDBORNE DEBRIS PROTECTION A/C AIR CONDITIONER IMPACT RESISTANCE G[:^.zilaG O�--� (IoL) BM BENCHMARK C CALCULATED FROM FIELD MEASUREMENTS LOT14 CBS CONCRETE BLOCK STRUCTURE VACANT C/L CM CONC DEG OR ' ELEV FFE FND ID IP IR IRC LB LS M MON NAVD NO OR # N TS OHP ORB P PG(S) PLS POB POC PRM PSM R RCP RLS R/W 0 N CENTERLINE CONCRETE MONUMENT CONCRETE DEGREE ELEVATION FINISHED FLOOR ELEVATION FOUND IDENTIFICATION NUMBER 1 6��� IRON PIPE r ST. LUCIE COUNTY IRON ROD BUILDING DIVISION IRON ROD & CAP REVIEWED FOR CO CE LICENSED BUSINESS REVIEWED By DATE LICENSED SURVEYOR PLANS A PERMIT BE KEPT ON JOB OR MEASURED DATA _MUST NO INSPECTION WILL BE MADE MONUMENT NORTH AMERICAN VERTICAL DATUM NUMBER NOT TO SCALE THESE PLANS AND ALL PROPOSED WORK OVERHEAD UTILITIES ARE &18JECTTC)M(CCA°f'OTIONS REQUIRED k f RCLQ III C`rMS THAT OFFICIAL RECORDS BOOK MAY BENECES$ARYINtN OR TO PLAT DATA COMPLY WITH ALL APPWCADLA CODU PAGE(S) PROFESSIONAL LAND SURVEYOR POINT OF BEGINNING POINT OF COMMENCEMENT CONCEALED FASTENERS ORAITACHWA PERMANENT REFERENCE MONUMENT ARE THE RESPONSIBILn OF THE PROFESSIONAL SURVEYOR AND MAPPER CONTRACTOROFRECORD RADIUS 9 Lt REINFORCED CONCRETE PIPE 22 73 REGISTERD LAND SURVEYOR 7E 7t 416.00' 10' PUBLIC UTILITY EASEMENT RIGHT-OF-WAY - - - - WATER METER N 89'52'33" E 22.03 ALL MANUFACTURES LABLES SHMNG p AND U FACTORS AND SHGc COMPLIANCE AT W[THFBCENERGYCODE MUST 22,94 en O DELTA REMAIN ON ALL DOORS AND WINDOWS N 89052'33" E 1931.80' UNTIL INSPECTIONS ARE APPROVED . 23.21 UTILITY POLE FND NAIL & DISK LS # 2391 23,04 BENCHMARK ELEV. = 23.87 x 22,38 PLASTIC FENCE 21155x 22.46 172.5' 172.2' SAINT LUCIE COUNTY, FLORIDA HORSE TRAIL COSSON AREA AND STORM WATER MANAGEMENT COMMON AREA 70' R/W 416.00'M N 89054'26" E 7[-][-][-]C-][-7C-7C-7C-7[-7[- 7- 10' DRAINAGE EASEMENT �3,0 [ 4' PLASTIC FENCE - x 22.64 x 22.28 LOT 15 VACANT --� 1 i 1 22.84 x PROPOSED WELL 75.0' i 20.00' 0 1 24,10 x COVERED a 178.9.1 PORCH PROPOSED I AREA I I I 22,40 FND 5/8 IRC N 8905426" E RLS # 2391 16_00' - -7[-u-7t 27�,68u=7t-7[- 0' DRAINAGE EASEMENT 22.16 x 4' PLASTIC FENCE 22.44 x 7! u SEPTIC e PROPOSED 1 STORY CBS c RESIDENCE m MINIMUM FFE = 24.90' 24,30x 22.40 / pROPCSED x A/C 24SOx 35.25' 16' COWRETE k, / Y 29.42' i COVERED ENTRY 24,20 x « x 22.54 ` O O tv Q x 22. 2 x 22,5E x 22.4E ELECTRIC TRANSFORMER 4' PLASTIC FENCE - IE--IE �lE H I 7E 71 - 1E 71 3E 7 H 31 H ]C H] H 7C- -H --I 3E 11 3E ][ 10' PUBLIC UTILITY EASEMENT 416.00'M c N 8905233" E 1 --�-EXISTINGSWAL---------�22.5C - --------------EX4ST+NGSWALE - -- - - - � 23.09 416.00'M - BRIDLE WAY ROAD - N 8905233" E /TA■ r1Hw■ AA■ A AMl ■ A I T 2180.01' N 89052'33" E LOT 16 OCCUPIED WELL & SEPTIC OUT OFRANGE 22,L5 22.45 416.00' -ND 5/8 IR N 8905233" E NO ID 22.5 23.00 FND NAIL & DISK ELEV. = 23.40 832.26'M N 8905233" E LOCATION MAP NOT TO SCALE STREET ADDRESS 18002 BRIDLE WAY ROAD, FT. PIERCE, FL. 34987 FDOH in St. Lucie County Environmental Health Site Plan Approver! for ConstructT Ipersedes All Previous Sit �s x #66.,sF.r7rsYyz f JI #0-2-S917- Revk GLOBAL POSITIONING STEM GPS NOTES 1. REAL TIME KINEMATIC (RTK) METHOD WAS UTILIZED USING A TWO (2) DUAL FREQUENCY TOPCON HYPER GA II SYSTEM. 2. TYPICALLY, A BASE RECEIVER IS SET UP ON AN ESTABLISHED CONTROL STATION WHILE A ROVING RECEIVER LOCATES EXISTING MONUMENTS, IMPROVEMENTS AND CONTROL ON THE PROJECT. 3. GPS SURVEY MEASUREMENTS WERE PROCESSED AND ADJUSTED USING CARLSON SURVEY 2008. 4. THE HORIZONTAL TARGET ACCURACY FOR THIS SURVEY EXCEEDS MINIMUM STANDARDS OF PRACTICE PER FLORIDA ADMINISTRATIVE CODE (F.A.C.) 5J-17-051. GENERAL NOTES 1. THE BEARINGS SHOWN HEREON ARE BASED UPON THE CENTER LINE OF IDEAL HOLDING ROAD, AS RECORDED IN PLAT BOOK 46, PAGE 30, PUBLIC RECORDS, ST. LUCIE COUNTY, FLORIDA, HAVING A BEARING OF N00'15'36"W. 2. FLOOD NOTE: BY GRAPHIC PLOTTING ONLY, THIS PROPERTY IS N ZONE "X", ACCORDING TO THE FLOOD INSURANCE RATE MAP, COMMUNITY PANEL NO. 12111C 0250 J, EFFECTIVE DATE FEBRUARY 16, 2012. THE EXACT DESIGNATION CAN ONLY BE DETERMINED BY AN ELEVATION CERTIFICATE. 3. ALL ABOVE GROUND FIXED IMPROVEMENTS, IF ANY, HAVE BEEN LOCATED AND SHOWN HEREON. 4. THE SURVEYOR HAS NO KNOWLEDGE OF UNDERGROUND FOUNDATIONS WHICH MAY OCCUPY LANDS OF OTHERS. 5. UNDERGROUND UTILITIES AND UTILITY SERVICES HAVE NOT BEEN LOCATED ON THIS SURVEY, EXCEPT AS SHOWN. 6. LANDS SHOWN HEREON WERE NOT ABSTRACTED BY THIS OFFICE FOR RIGHTS -OF -WAY, EASEMENTS OF RECORD, OWNERSHIP, ABANDONMENT'S DEED RESTRICTIONS OR MURPHY ACT DEEDS. 7. REPRODUCTIONS OF THIS MAP ARE NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR & MAPPER. 8. ADDITIONS OR DELETIONS TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING PARTY OR PARTIES IS PROHIBITED WITHOUT WRITTEN CONSENT OF THE SIGNING PARTY OR PARTIES. 9. INFORMATION SHOWN HEREON IS BASED ON DEED AND FIELD MEASURED DATA. 10. THE LAST DATE OF FIELD WORK WAS SEPTEMBER 13, 2016. 11. ELEVATIONS SHOWN HEREON ARE IN FEET AND BASED UPON NORTH AMERICAN VERTICAL DATUM OF 1988. FND NAIL & DISK LS # 2391 BENCHMARK ELEV. = 23.40 c A i ic rrNn--'v i 0 N '■ppv E M Z d M a O n d Ca G w o N V Z 0 CUc .. Z x W O a.LL Q WoN ILI � W LL W u 0w N Ids i N 7 LL a ' m W N O T- '�� v+ N J Z LL 4 00 0 0 Z W F �> JOB _w N CO w ti ZWO� z" ^/ LL 0 O J Y W Q LL z U a 00 LL a LL z 0 0 Z i a w w � O_ w I- wLd A A a U Pqq Q N N_ W Z �3Z �y LL z�- a o Z y 0 5Z7 wN�S a:Ww W J, Z �» LL < O W_ Q cWi 0' >;0.z00 0 O W �J NW<< O y oWF,MW �oo Z W Z z zZz>-r o<z W C7 UZ000 } �03-L) QI\ O � Woazo QF-a UZ on 1 & O wR 5 V Z' z EE w V wv3o ZQ � oZ~l Q z I+ 0_ DZ Z'Z OU <ZVQ O Z o0 JowWD0N Nw= U '3 o��o W M zz V U 0 wo SCANNEEP Q��; BY t Lucie COU oa<P <MOOS DRAWN BY: CA CHECKED BYi CA DATE: SEPTEMBER 17, 2016 HORIZONTAL SCALE: 1'=30' NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR & MAPPER. SEAL CHARLES ARNOLD PROFESSIONAL SURVEYOR & MAPPER FLORIDA LICENSE NO. 4971 i� PR�EDDATE SHEET 1 OF 1 PROJECT NO. 16-539 .t I I 4 �_-----— — — — — — — — — — — — — — ;71 I\ /I -- — — — — — — — — — — — — I 101_011 O,_0,1 ------------� I Living 2469.5r \ \ PORCH /// E,ntr� 176 sr Rear rorch Z40 SF I 1 141, \ 27,_OI, _0„ I �,_O„ V t \ / I i 2'-4 3/4" 51_411 y1 I � ---- — — — — —. — _.._. -.._ _._. .._.... — — \ 5050 3050 3050 5050 \ 1 1668 6 8 t668 a P wP z468 / 4550 / I I I \., 0d0 O 0d0 \ I \ dress N OM, I \ - \\ I o I = 161_O,I \ \\ o b F 4,_011 LL MASTS R i3DRM69 \ LL GFC \ 0 0 z868 \ O \ SLEEPING ROOMS PROVIDE AN EGRESS WINDOW WITH A NET CLEAR OPENING KITCHEN OF 5 SO. FT FOR GROUND FLOORS, "s \ 5.7 SO. FT. FOR UPPER FLOORS. OPENINGS SHALL NOT BE LESS THAN 24'H OR 20'W 46 SILL NOT MORE THAN 44" ABOVE FLOG 0$ Cdir�g F -7 1111---ILLWJJJII�III / 28�68 i Nw H1 . .ire \ 1 1, v. , 'll v - (\ \ / \ r CL SET 3'-6" J I�_ ATH 30'-7 1/4" \ \ \ \ a / -3 7/ 16' 1 1 / • LAUNDRY `° VV E 0 I .I I I I + _I W FAMILY GARAGE I I I \ ICI O I \\ 4 \\\ \\ \\\ I O I as i o' o" � � "1668 1666 \ \ \ I 0 6 68 1050 3050 4.1_On \-- 1--------------- / o'- 3/ell PORCH / v v 7 vv I _____---- _________I NJ / 5050 5050 3050 5050 \ _ _ _ _ _ _ _ _ _ _ _ _ 41_81, 3-_411 7'-4" T-0" T-81' A CARBON MONOXIDE ALARM SHALL BE INSTALLED IN ACCORDANCE WITH F.A.C. RULE 9B.3.0472 WITHIN TEN FEET OF EACH ROOM USED FOR SLEEPING PURPOSES. PROVIDED ELECTRIC SMOKE DETECTORS WITH BATTERY BACK •LIP IN ALL SLEEPING AREAS AND STAIR LANDING WIRED SO THAT THE ACTIVAT ION OF ANY DETECTOR WILL ACTIVATE ALL. 64'-8" Floor Plan 1/4 1 1 11111111 0 If -' IMMBV INC. MOIA BOWLES VILLAMIZAR & ASSOCIATES CONSULTING ENGINEERING CA#3728 1835 - 20TH STREET VERO BEACH, FL 32960 PH. (772) 569-0035 FX. (772) 778-3617 MELBOURNE, FL - PH (321) 253-1510 FT. PIERCE, FL - PH (772) 468-9055 I RODOLFO VILLAMIZAR, P.E. FL # 61,000 (L1 L_ LO U LLn Cn rn rn 1= ai M N C E LLL O CV CD°- o Ntu Revised Date r Ln aco E u- TO r L m C a_ u— 0 CD CD m U ti CO p °° U L. CN O .� 5 n LL_ Co U Project Sheet DATE: 11 /16/16 —' 1835 - 20TH STREET BV VERO BEACH, FL 32960 PH. (772) 569-0035 FX. (772) 778-3617 ENGINEERING, INC. MOIA BOWLES VILLAMIZAR & ASSOCIATES MELBOURNE, FL = PH (321) 253-1510 CONSULTING ENGINEERING CA #3728 FT. PIERCE, FL = PH (772) 468-9055 r RODOLFO VILLAMIZAR, P.E. FL # 61,000 co L L� i U c) " r 00 °- LT o0 N N L d o p_ C Nt u Revised Date r Lfj m U E TO 1 � L -0 LL �O V Qi O .L > ® O O d- W U >100 . o � d- U) M N (1) E. m a) O CV 0 L. O 00 0_ LL Project Sheet 3 DATE: 11/16/16 M O I9 r STRUCTURAL -GENERAL NOTES DESIGN CRITERIA AND LOADS: 1. WIND DESIGN: WIND SPEED (MPH) V(ADJ)=127 V(ULT)=160 RISK CATEGORY 11 EXPOSURE CATEGORY C ENCLOSURE CLASSIFICATION ENCLOSED INTERNAL PRESSURE COEFFICIENT CPI =+/ 0.18 ENCLOSURE CATEGORY PARTIALLY ENCLOSED ENCLOSURE CLASSIFICATION CPI=+/ 0.55 TOPOGRAPHIC FACTOR KZT =1.0 2. DESIGN LIVE LOADS: a. ROOF LIVE 20 PSF 3. DESIGN DEAD LOADS: a. ROOF DEAD LOAD, TOTAL 17 PSF 4. THE CONTRACTOR HAS THE RESPONSIBILITY TO NOTIFY THE STRUCTURAL ENGINEER OF RECORD (SER) OF ANY ARCHITECTURAL, MECHANICAL, ELECTRICAL, OR PLUMBING LOAD IMPOSED ONTO THE STRUCTURE THAT DIFFERS FROM, OR THAT IS NOT DOCUMENTED ON THE ORIGINAL CONTRACT DOCUMENTS(ARCHITECTURAUSTRUCTURAUMECHANICAUELECTRICAL OR PLUMBING DRAWINGS). PROVIDE DOCUMENTATION OF LOCATION, LOAD, SIZE AND ANCHORAGE OF ALL UNDOCUMENTED LOADS IN EXCESS OF 400 POUNDS, PROVIDE MARKED -UP STRUCTURAL PLAN INDICATING LOCATIONS OF ANY NEW EQUIPMENT OR LOADS, SUBMIT PLANS TO THE ARCHITECT/ENGINEER FOR REVIEW PRIOR TO INSTALLATION. 5. LOADS ON THE STRUCTURE DURING CONSTRUCTION SHALL NOT EXCEED THE DESIGN LOADS AS NOTED IN DESIGN CRITERIA & LOADS BELOW OR THE CAPACITY OF PARTIALLY COMPLETED CONSTRUCTION AS DETERMINED BY THE CONTRACTOR'S SSE FOR BRACING/SHORING. GENERAL REQUIREMENTS 1. PLAN AND DETAIL NOTES AND SPECIFIC LOADING DATA PROVIDED ON INDIVIDUAL PLANS AND DETAIL DRAWINGS SUPPLEMENTS INFORMATION IN THE STRUCTURAL GENERAL NOTES. 2. THE DESIGN AND CONSTRUCTION OF THIS PROJECT IS GOVERNED BY THE "FLORIDA BUILDING CODE (FBC)", FIFTH EDITION, HEREAFTER REFERRED TO AS THE FBC, AS ADOPTED AND MODIFIED BY THE AUTHORITY HAVING JURISDICTION (AHJ). 3. WHERE OTHER STANDARDS ARE NOTED IN THE DRAWINGS, USE THE LATEST EDITION OF THE STANDARD UNLESS A SPECIFIC DATE IS INDICATED. REFERENCE TO A SPECIFIC SECTION IN A CODE DOES NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE ENTIRE STANDARD. 4. REFER TO THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, CIVIL AND PLUMBING DRAWINGS FOR ADDITIONAL INFORMATION INCLUDING BUT NOT LIMITED T0: DIMENSIONS, ELEVATIONS, SLOPES, DOOR AND WINDOW OPENINGS, NON -BEARING WALLS, STAIRS, FINISHES, DRAINS, WATERPROOFING, RAILINGS, CURTAIN WALLS, DEPRESSIONS, MECHANICAL UNIT LOCATIONS, AND OTHER NONSTRUCTURAL ITEMS. 5. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING DETAILS AND ACCURACY OF THE WORK WITHARCHITECT, ENGINEER(S) AND OTHER TRADES; FOR CONFIRMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS; FOR SELECTING FABRICATION PROCESSES; FOR TECHNIQUES OF ASSEMBLY, AND FOR PERFORMING WORK IN A SAFE AND SECURE MANNER. 6. IN CASE OF DISCREPANCIES BETWEEN THE GENERAL NOTES, SPECIFICATIONS PLAN/DETAILS, REFERENCE STANDARDS, THE ARCHITECT/ENGINEER SHALL DETERMINE WHICH SHALL GOVERN. SHOULD ANY DISCREPANCY BE FOUND IN THE CONTRACT DOCUMENTS, THE CONTRACTOR WILL BE DEEMED TO HAVE INCLUDED IN THE PRICE THE MOST EXPENSIVE WAY OF COMPLETING THE WORK, UNLESS PRIOR TO THE SUBMISSION OF THE PRICE, THE CONTRACTOR ASKS FOR A DECISION FROM THE ARCHITECT/ENGINEER AS TO WHICH SHALL GOVERN. ACCORDINGLY, ANY CONFLICT IN OR BETWEEN THE CONTRACT DOCUMENTS SHALL NOT BEA BASIS FOR ADJUSTMENT IN THE CONTRACT PRICE. 7. THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION AND ALL JOB RELATED SAFETY STANDARDS SUCH AS OSHA AND DOSH (DEPARTMENT OF OCCUPATIONAL SAFETY AND HEALTH). B. THE STRUCTURAL DRAWINGS ARE INTENDED TO SHOW THE GENERAL CHARACTER AND EXTENT OF THE PROJECT AND ARE NOT INTENDED TO SHOW ALL DETAILS OF THE WORK. ARCHITECTURAL DRAWINGS SHALL GOVERN THE WORK FOR ALL DIMENSIONS. 9. ALTERNATE PRODUCTS OF SIMILAR STRENGTH, NATURE AND FORM FOR SPECIFIED ITEMS MAYBE SUBMITTED WITH ADEQUATE TECHNICAL DOCUMENTATION TO THE ARCHITECT/ENGINEER FOR REVIEW. ALTERNATE MATERIALS THAT ARE SUBMITTED WITHOUT ADEQUATE TECHNICAL DOCUMENTATION THAT SIGNIFICANTLY DEVIATE FROM THE DESIGN INTENT OF MATERIALS SPECIFIED MAYBE RETURNED WITHOUT REVIEW. ALTERNATES THAT REQUIRE SUBSTANTIAL EFFORT TO REVIEW WILL NOT BE REVIEWED UNLESS AUTHORIZED BY THE OWNER. 10. ALL BUILDING SITES SHALL BE GRADED TO PROVIDE DRAINAGE UNDER ALL PORTIONS OF THE BUILDING AND AROUND THE BUILDING PERIMETER TO ALLOW DRAINAGE AWAY FROM THE STRUCTURE. 11. SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, DIMENSIONS, ELEVATIONS,ETC. 12. SHOP DRAWINGS SHALL BE REVIEWED BY CONTRACTOR PRIOR TO SUBMITTAL TO THE ARCHITECT/ENGINEER. DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. 13. CHANGES AND ADDITIONS MADE ON RE -SUBMITTALS SHALL BE CLEARLY CLOUDED AND NOTED. ARCHITECT/ENGINEER REVIEW WILL BE LIMITED TO THOSE ITEMS CAUSING THE RE -SUBMITTAL. 14. DISCREPANCIES,OMISSIONS, OR INCONSISTENCIES WITH APPLICABLE CODE REQUIREMENTS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT/ENGINEER IN WRITING BEFORE SUBMITTING A BID OR PROCEEDING WITH THE WORK. 15, THE CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL ADJACENT UNDERGROUND UTILITIES PRIOR TO EARTHWORK, FOUNDATIONS, SHORING, AND EXCAVATION. ANY UTILITY INFORMATION SHOWN ON THE DRAWINGS AND DETAILS IS APPROXIMATE AND NOT NECESSARILY COMPLETE, 16, THE CONTRACTOR SHALL VERIFYALL DIMENSIONS AND CONDITIONS AT THE SITE. CONFLICTS BETWEEN THE DRAWINGS AND ACTUAL SITE CONDITIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT/ENGINEER IN WRITING BEFORE PROCEEDING WITH THE WORK. 17. THE CONTRACTOR IS RESPONSIBLE FOR THE STRENGTH AND STABILITY OF THE STRUCTURE DURING CONSTRUCTION AND SHALL PROVIDE TEMPORARY SHORING, BRACING AND OTHER ELEMENTS REQUIRED TO MAINTAIN STABILITY UNTIL THE STRUCTURE IS COMPLETE. DO NOT LOAD STRUCTURES, NEW OR EXISTING, WITH WEIGHT THAT WILL ENDANGER STRUCTURE, IT IS THE CONTRACTOR'S RESPONSIBILITY TO BE FAMILIAR WITH THE WORK REQUIRED IN THE CONSTRUCTION DOCUMENTS AND THE REQUIREMENTS FOR EXECUTING IT PROPERLY. STRUCTURAL CERTIFICATION 1. 1 CERTIFY THAT THE PLANS AND SPECIFICATIONS COMPLY WITH THE STRUCTURAL PORTION OF THE FLORIDA BUILDING CODE FIFTH EDITION. 2. 1 ALSO CERTIFY THAT STRUCTURAL ELEMENTS DEPICTED ON THESE PLANS PROVIDE ADEQUATE RESISTANCE TO THE WIND LOADS SPECIFIED IN SECTION 16091N THE FBC AND CHAPTER 31N THE FBC-RESIDENTIAL. FOUNDATION AND SLABS ON GRADE 1. FOUNDATION IS DESIGNED BASED ON PRESUMPTIVE SAFE ALLOWABLE BEARING PRESSURE OF Z 000 PSF. CONTRACTOR SHALL VERIFY THAT THE MINIMUM BEARING PRESSURE IS OBTAINED PRIOR TO FOOTING PLACEMENT. 2. THE ARCHITECT/ENGINEER ASSUMES NO RESPONSIBILITY FOR ANY INTERPRETATION THAT THE SUBSURFACE CONDITIONS DESCRIBED IN THE TEST BORING LOGS OCCUR CONSISTENTLY THROUGHOUT THE JOB SITE. TEST BORINGS ARE INCLUDED ONLY TO ASSIST THE CONTRACTOR DURING BIDDING AND SUBSEQUENT CONSTRUCTION AND REPRESENT SOIL CONDITIONS ONLY AT THE SPECIFIC LOCATIONS AND AT THE PARTICULAR TIMES THEY WERE TAKEN. 3. REINFORCED FOUNDATION REQUIREMENTS USED IN THE DESIGN: a. MINIMUM DEPTH BELOW FINISHED GRADE... . .................. 1'.O" b. MAXIMUM ALLOWABLE BEARING CAPACITY ........... ......... 2,000 PSF c. MODULUS OF SUBGRADE REACTION .............................. 200 PC/ d. PASSIVE LATERAL PRESSURE ............................................ 250 PSF e. ACTIVE LATERAL PRESSURE (UNRESTRAINED) ............55 PSF f. ACTIVE LATERAL PRESSURE (RESTRAINED)...............35 PSF g. COEFFICIENT OF SLIDING FRICTION ...........................0.4 5. ALL FOUNDATION CONCRETE SHALL BE CAST IN THE DRY. DEWATERING OPERATION SHALL BE DONE IN SUCH A WAY THAT GROUND WATER LEVELS OUTSIDE THE SITE WILL BE MAINTAINED TO AVOID SETTLEMENT AND DAMAGE TO NEARBY BUILDINGS AND STRUCTURES. 6. SYNTHETIC FIBER REINFORCEMENT SHALL COMPLY WITH ASTM-C-1116, AND THE DOSAGE AMOUNT SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATION BUT NOT LESS THAN 1.2 LBS/CY 7. WELDED WIRE FABRIC SHALL CONFORM TO A.S. T.M. A185 (LATEST EDITION), AND BE SUPPORTED ON SLAB CHAIRS SPACED AT 3'-0 O.C.. MAXIMUM. 8. THE CONCRETE STRENGTHS SHOWN IN THE FOLLOWING TABLE ARE THE MINIMUM COMPRESSIVE STRENGTHS AT 28 DAYS AND THE WATER/CEMENT RATIO IS THE MAXIMUM. THE SPECIFIED SLUMP IS THE MAXIMUM PRIOR TO THE ADDITION OF ADMIXTURES. CONCRETE SHALL BE STANDARD WEIGHT CONCRETE (145 PCF). ITEM OF STRENGTH AGG SLUMP WATER/CEMENT CONSTRUCTION (PSI) (IN) (IN) (LB/LB) FOUNDATIONPADS 4,000 1 2-4 0.50 SLABS ON GRADE (STRUCTURAL) 3,000 314 4-6 0.50 9. REMOVE AND REPLACE MINIMUM 1 FEET OF EXISTING SOIL BELOW FOUNDATION WITH COMPACTED, MOISTURE -TREATED, NON -EXPANSIVE FILL MATERIAL. FILL AREA SHALL EXTEND 1 FOOT BEYOND FOUNDATION FOOTPRINT. 10. FOR SITE PREPARATION, REMOVE DELETERIOUS MATERIAL SUCH AS VEGETATION, ORGANIC SOILS AND ROOTZONES, EXISTING FILL, OR LOOSE, SOFT FROZEN, OR OTHERWISE UNSUITABLE MATERIALS FROM BELOW THE PROPOSED FOUNDATION AREAS. 11. SOIL BENEATH SLABS AND FOOTINGS SHALL BE EXCAVATED AS REQUIRED TO REMOVE ALL ORGANIC AND DELETERIOUS MATERIALS. PLACE CLEAN SAND FILL IN MAXIMUM OF 12 INCH LIFTS. SUBGRADE AND EACH LIFT SHALL BE COMPACTED TO A MINIMUM OF 95 PERCENT OF ITS MODIFIED PROCTOR VALUE IN ACCORDANCE WITH ASTM D 1557. 12. SUBGRADE SHALL BE UNIFORM OVER THE ENTIRE FOUNDATION AREA. DEPRESS SLABS ON GRADE FOR FLOOR FINISHES PER ARCHITECTURAL DRAWINGS. 13. FOUNDATIONS SHALL BEAR ON EITHER COMPETENT NATIVE SOIL OR COMPACTED STRUCTURAL FILL AS PER THE GEOTECHNICAL REPORT. EXTERIOR PERIMETER FOOTINGS SHALL BEAR NOT LESS THAN 24 INCHES BELOW FINISH GRADE, UNLESS OTHERWISE SPECIFIED BY THE GEOTECHNICAL ENGINEER AND/OR THE BUILDING OFFICIAL. 14. PROVIDE 6 MIL 'VISQUEEN' VAPOR BARRIER UNDER ALL SLABS ON FILL (UNLESS OTHERWISE NOTED ON PLANS). 15, THE CONCRETE FOR ELEVATOR WALLS BELOW GRADE SHALL BE INTEGRALLY DAMP -PROOFED WITH 'HYDRATITE LIQUID' OR ENGINEER -APPROVED EQUAL, IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. 16. COLUMNS, BEAMS, WALLS ORANY OTHER STRUCTURAL MEMBER PENETRATING SLABS ON FILL SHALL BE ISOLATED BY PRE -MOLDED JOINT FILLER (1/2" THICK) COMPLYING WITH ASTM D1752, TYPE 1. 17. TOPS OF FOOTINGS AND SLABS ON GRADE SHALL BE AS SHOWN ON PLANS WITH VERTICAL CHANGES AS INDICATED WITH STEPS IN THE FOOTINGS; LOCATIONS OF STEPS SHOWN AS APPROXIMATE AND SHALL BE COORDINATED WITH THE CIVIL GRADING PLANS TO ENSURE THAT THE EXTERIOR PERIMETER FOOTINGS BEAR NO LESS THAN 24 INCHES BELOW FINISH GRADE, OR AS OTHERWISE INDICATED BY THE GEOTECHNICAL ENGINEER OR BUILDING OFFICIAL. 18. NON -EXPANSIVE BACKFILL SHALL BE PLACED IN CONTROLLED LIFTS NOT TO EXCEED 12 INCHES AND SHALL BE COMPACTED TO AT LEAST 95% OF LABORATORY MAXIMUM DENSITY (ASTM D 1557). 19. AREA DRAINAGE SHALL BE DIRECTED AWAY FROM THE FOUNDATION. 20. GENERAL CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR SHORING, SHEETING AND BRACING OF EXCAVATIONS. 21. GENERAL CONTRACTOR SHALL INSTALL ALL PIPE SLEEVES, BOXED OPENINGS, ANCHOR BOLTS, ETC., AS REQUIRED FOR THE VARIOUS TRADES. WALL POCKETS TO RECEIVE BEAMS AND SLABS SHALL BE PROVIDED AS REQUIRED FOR THE SUPER -STRUCTURE. SHOP DRAWINGS SHOWING THE POSITION OF OPENINGS SHALL BE SUBMITTED TO THE CONTRACTING OFFICER PRIOR TO PLACEMENT Or CONCRETE. 22. LOCATE SA WCUTS PER PLAN OR IF NOT SHOWN ON PLANS COMPLY WITH AC1224.3. 23. IN NO CASE SHALL TRUCKS, BULLDOZERS OR OTHER HEAVY EQUIPMENT BE PERMITTED CLOSER THAN 8'-0" FROM ANY FOUNDATION WALL UNLESS APPROVED BY ENGINEER. CONCRETEMASOnRY 1. CONCRETE MASONRY WORK SHALL BE IN ACCORDANCE WITH THE FL ORIDA BUILDING CODE REQUIREMENTS FOR MASONRY, AND REQUIREMENTS AND SPECIFICATIONS FOR MASONRY STRUCTURES ACI 530 /ASCE 6 (LATEST EDITION). 2. ALL MASONRY WORK SHALL CONFORM TO ACI 530/ASCE 5 STANDARDS, LATEST EDITION. 3. MOISTURE CONTENT OF BLOCKS SHALL NOT EXCEED 35% OF TOTAL ABSORPTION AT THE TIME OF PLACEMENT. 4. BLOCK UNITS SHALL CONFORM TO FLORIDA CONCRETE AND PRODUCTS ASSOCIATION SPECIFICATIOM "CM-1 ". 5. MAXIMUM LINEAR SHRINKAGE FOR BLOCK UNITS USED FOR EXTERIOR WALL SHALL NOT EXCEED .04%. 6. CONCRETE MASONRY UNITS SHALL BE IN CONFORMANCE WITH ASTM C 90, GRADE N, TYPE 11. MASONRY UNI iS SHALL BE TESTED IN ACCORDANCE WITH ASTM C 140 AND SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 1900 PSI MINIMUM BASED ON THE NET CROSS SECTIONAL AREA. 7. TESTING TO BE DONE FOLLOWING ASTM C 140 "SAMPLING AND TESTING OF CONCRETE MASONRY UNITS". 8. USE ALL GROUT CONFORMING TO ASTM C 476 WITH A MIN. COMPRESSIVE STRENGTH OF 3000 PSI IN 28 DAYS, TEST; D IN ACCORDANCE WITH ASTM C 39, COARSE TYPE WITH MAX. AGGREGATE SIZE OF 3/8"AND SLUMP OF 6" T011 ". TEST SAMPLES FOR COMPRESSIVE STRENGTH EVERY 30 YARDS OR EA DAY OF GROUTING. 2,800 PSI PUMP MIX READY MIX CONCRETE MADE WITH MAX. 318" AGGREGATE AND MAX. 9" SLUMP IS ACCEPTED ALTERNATE. NO ADMIXTURES WILL BE PERMITTED IN MORTAR. 9. GROUT FOR POURING SHALL BEA FLUID CONSISTENCY. 10. USE TYPE "M" MORTAR IN CONFORMANCE WITH ASTM C 270, AND ASTM C 780, TYPES (DO NOT USE MASONRY CE&,EN7). MORTAR SHALL BE FRESHLY PREPARED AND UNIFORMLY MIXED. 11. REMOVE MOR iAR PROTRUDING INTO CELL CAVITIES THAT ARE TO BE REINFORCED AND GROUTED. ALLO W A MIN. )F 24 HOURS FOR MORTAR TO CURE BEFORE PLACING GROUT. 12. REINFORCING STEEL SHALL CONFORM TO ASTM A 615 GRADE 60, FY = 60,000 PSI. ALL SPLICES (LAPS) AND CORNER BARS SHALL BE MINIMUM 30 INCHES OR AS SHOWN ON DRAWINGS. EPDXY COATED BARS SHALL HAVE THEIR LAP LENGTHS 50% GREATER THAN THOSE SPECIFIED ABOVE. 13. ANCHOR SOL7S SHALL BE ASTM A 307, FOR HEADED MACHINE BOLTS. 14. USE PRESSUFE-TREATED WOOD FOR ALL WOOD IN CONTACT WITH MASONRY. 15. DO NOT STACK MASONRY UNITS MORE THAN 2' -8" HIGH AND IN PALLETS OF 45W MAXIMUM SURFACE AREA AND NO LESS THAN 8 FT. AWAY FROM EACH OTHER. 16. WALLS TALLER THAN 8 FEET SHALL BE BRACED TO ENSURE STABILITY OF THE MASONRY DURING CONSTRUCTION. 17. ALL UNITS TO BE LAID UP IN RUNNING BOND WITH CONCAVE COMPRESSED JOINTS UNLESS NOTED OTHERWISE. 18. HEAD AND BED JOINTS SHALL BE 3/8" THICK EXCEPT STARTING JOINT AT FOUNDATION WHICH SHALL BE 114"MINIMUM AND 3/4"MAXIMUM. ALL UNITS SHALL BE LAID WITH FULL MORTAR COVERAGE OF THE FACE SHELLS INS 0TH HORIZONTAL AND VERTICAL OR TRUSS. 19. PROVIDE 9 GAGE LADDER TYPE CONT GALVANIZED HORIZONTAL JOINT REINFORCING (DUR 0 WALL OR EN GINEERA PPROVED SUBSTITUTION) AT ALTERNATE BLOCK COURSES. (16" VERTICALLY) WITH MIN. 6" LAP SPLICE. 20. USE PREFAB RCATED CORNERS AND TEES AT WALL INTERSECTIONS. OVERLAP DISCONTINUOUS ENDS A MIN. OF 12". HORIZONTAL REINFORCING SHALL CONFORM TO ASTMA-82. 21. INTERSECTING WALLS SHALL BE INTERLOCKED WITH RUNNING BOND. 22. 18 GAUGE DOVETAIL ANCHORS (5-8" LONG) AND INSERTS SHALL BE USED EVERY 2ND BLOCK COURSE AT BLOCK -COLUMN INTERSECTIONS. 23. WHERE VERTICAL REINFORCEMENT IS REQUIRED PROVIDE ONE PIECE, NO SPLICES, CENTERED IN THE WALL UNLESS SPECIFICALLY DETAILED. OTHERWISEPROVIDE VERTICAL SUPPORT SPACERS AT 200 REINFORCEMENT DIAMETERS MAXIMUM BUT NOT EXCEEDING 10 FEET. THE CONTRACTOR HAS THE OPTION TO USE ADDITIONAL LAP SPLICES FOR THE PLACEMENT OF THE VERTICAL REINFORCING 24. ALL REINFORCED HOLLOW UNIT MASONRY SHALL BE BUILT TO PRESERVE THE UNOBSTRUCTED VERTICAL CONTINUITY OF THE CELLS TO BE FILLED. WALLS AND CROSS WEBS FORMING SUCH CELLS TO BE FILLED SHALL BE FULL -BEDDED IN MORTAR TO PREVENT LEAKAGE OF GROUT. ALL HEAD (OR END) JOINTS SHALL BE SOLIDLY FILLED WITH MORTAR FOR A DISTANCE IN FROM THE FACE OF THE WALL OR UNIT NOT LESS THAN THE THICKNESS OF THE LONGITUDINAL FACE SHELLS. BOND SHALL BE PROVIDED BY LAPPING UNITS IN SUCCESSIVE VERTICAL COURSES OR BY EQUIVALENT MECHANICAL ANCHORAGE. 25. VERTICAL CELLS TO BE FILLED SHALL HAVE VERTICAL ALIGNMENT SUFFICIENT TO MAINTAIN A CLEAR, UNOBSTRUCTED, CONTINUOUS VERTICAL CELL MEASURING NOT LESS THAN 3. AND HAVING A CLEAR AREA OF 10 SQUARE INCHES. 26. REINFORCING BARS REQUIREA MINIMUM CLEAR DISTANCE OF 1/4"FOR FINE GROUT OR 112"FOR COURSE GROUT BETWEEN ANY MASONRY FACE. A MINIMUM 2" COVER FROM THE EXTERIOR FACE OF THE BLOCK TO THE REINFORCING INCLUDING GROUT SHALL ALSO BE OBSERVED. 27. FOR REINFORCING CONGESTION KNOCKOUT BLOCKS TO BE USED TO FACILITATE CONSTRUCTION. 28. ALL REINFORCING TERMINATING AT BOND BEAMS REQUIRE A STANDARD HOOK WITH AN EMBEDMENT OF 6" MIN. 29, USE MINIMUM 1 #5 IN FILLED CELL AT WALL INTERSECTIONS, EACH SIDE OF OPENINGS IN THE WALL AND AT THE ENDS OF WALLS UNLESS NOTED IN PLANS TO BE DIFFERENT. 30. ALL CELLS CONTAINING REINFORCING OR EMBEDDED ITEMS SHALL BE SOLID GROUTED. 3T, CLEANOUT OPENINGS SHALL BE PROVIDED AT THE BOTTOM OF ALL CELLS TO BE FILLED IN EACH POUR OF GROUT WHERE SUCH GROUT POUR IS IN EXCESS OF 4 FEET IN HEIGHT. ANY OVERHANGING MORTAR OR OTHER OBSTRUCTION OR DEBRIS SHALL BE REMOVED FROM THE INSIDES OF SUCH CELL WALLS. THE CLEANOUTS SHALL BE SEALED BEFORE GROUTING, AFTER INSPECTION. 32. GROUT SHALL BE A CONTINUOUS OPERATION POURED IN LIFTS OF 8 FEET MAXIMUM HEIGHT. ALL GROUT SHALL BE CONSOLIDATED AT TIME OF POURING BY PUDDLING OR VIBRATION AND THEN RECONSOLIDATED AGAIN BY PUDDLING LATER, BEFORE PLASTICITY IS LOST. 33. WHEN TOTAL GROUT POUR EXCEEDS 8 FEET IN HEIGHT, THE GROUT SHALL BE PLACED IN FOUR FOOT LIFTS WITH NOT LESS THAN 30 MINUTES NOR MORE THAN ONE HOUR BETWEEN LIFTS. VIBRATE EACH LIFT AND RECONSOLIDATE PREVIOUS LIFTAFTER PLACING NEXT. 34. WHEN THE GROUTING IS STOPPED FOR ONE HOUR OR LONGER, HORIZONTAL CONSTRUCTION JOINTS SHALL BE FORMED BY STOPPING THE POUR OF GROUT NOT LESS THAN 1/21NCH BELOW THE TOP OF THE UPPERMOST UNIT GROUTED. 35. UNITS WHICH ARE DISTURBED AFTER INITIAL BOND IS ACHIEVED MUST BE REMOVED AND RELAID WITH FRESH MORTAR TO ENSURE ADEQUATE BOND STRENGTH AND MINIMIZE THE LIKELIHOOD OF WATER PENETRATION INTO AN UNBONDED JOINT 36. WHERE ANCHOR BOLTS ARE SET IN MASONRY WALL, FILL BLOCK CELLS WITH GROUT FOR BOLT COURSE, ONE COURSE ABOVE AND TWO COURSES BELOW ANCHOR ELEVATION. 37. CHASES AND RECESSES SHALL BE CONSTRUCTED AS MASONRY UNITS ARE LAID. MASONRY DIRECT ABOVE CHASES OR RECESSES WIDER THAN 12 INCHES SHALL BE SUPPORTED ON PRECAST GROUTED LINTELS. 38. PROVIDE PRECAST LINTELS OVER ALL OPENINGS IN MASONRY CONSTRUCTION UNLESS NOTED OTHERWISE IN PLAN. PROVIDE #5 BAR IN ALL LINTELS GROUTED SOLID AND SHALL HAVE 4" MINIMUM BEARING AT EACH END. FOR RECESSED LINTELS THE MINIMUM BEARING SHALL BE 8". 39. PROVIDE LINTELS OR HEADERS OVERALL MASONRY OPENINGS NOT FLUSH WITH STRUCTURAL FRAME. LINTELS OR HEADERS TO BEAR MIN. 8INCHES EACH SIDE OF OPENING. 40. FOR SPECIAL INSPECTIONS THE ARCHITECT/ENGINEER SHALL BE GIVEN A MINIMUM 72 HOURS NOTICE PRIOR TO EACH REINFORCED BLOCK GROUTING OR CONCRETING OPERATION. 41. LINTELS MAY BE USED IN MASONRY OPENINGS UP TO 6' -6" CLEAR. THESE MAY BE PRE CAST OR CAST IN PLACE. THE LATTER SHALL BE 8"X 12" MINIMUM WITH 2 #5 TOP AND BOTTOM, #3 TIES AT 12"AND SHALL BEAR 8"AT EACH SIDE OF OPENINGS. 42, ALL BEAMS NOT SCHEDULED ARE TIE BEAMS AND SHALL BE 8"X 12"MIN. WITH 2#5 LONGITUDINAL BARS TOP AND BOTTOM AND #3 TIES AT 24". AT CORNERS USE 2#5 TOP AND BOTTOM CORNERS BARS WITH 30" LEGS AND 4 #3 TIES AT 12" EACH SIDE. 43. ALL COLUMNS NOT SCHEDULED ARE TIE COLUMNS AND SHALL BE 8W12" MIN. WITH 4 #5 VERTICAL BARS AND # 3 TIES AT 12" 0. C. 44. STRUCTURE HAS BEEN DESIGNED AS A SKELETON FRAME. LAY UP ALL MASONRY UNITS AFTER CONCRETE PLACEMENT OF NEXT STORY. SECURE MASONRY TO COLUMNS WITH GALVANIZED DOVETAIL ANCHORS IN EVERY OTHER COURSE (OR APPROVED EQUAL). 45. ALL MASONRY WALLS SHALL BE NON -LOAD BEARING (UNLESS OTHERWISE NOTED ON PLANS) AND MUST BE HELD CLEAR OF OVERHEAD SLABS AND BEAMS UNTIL DEFLECTION DUE TO APPLIED LOADS AND SHORE REMOVAL ABOVE HAS OCCURRED. THEN GROUT WALL TIGHT BELOW MEMBER. 46, AFTER UPPER WALL HAS BEEN PLACED ON SLAB OR BEAM ABOVE, LOWER NON -LOAD BEARING MASONRY WALL SHALL BE GROUTED TIGHT BELOW MEMBER. TIMBER AND PRE-ENGINEERED WOOD TRUSSES I. ALL LUMBER SHALL MEET THE STANDARD OF QUALITY AS STATED IN FBC 2303, 2. ALL PRESERVATIVE TREATED WOOD REQUIRED TO BE TREATED PER CODE OR DRAWINGS SHALL BE IDENTIFIED BY THE QUALITY MARK OF AN INSPECTIONAGENCY WHICH HAS BEEN APPROVED BY AN ACCREDITATION BODY WHICH COMPLIES WITH THE REQUIREMENTS OF THE AMERICAN LUMBER STANDARD COMMITTEE TREATED WOOD PROGRAM, OR EQUIVALENT. 3. ALL LUMBER SIZES NOTED AND SPECIFIED ON PLANS ARE NOMINAL SIZES UNLESS SPECIFICALLY INDICATED AS NET SIZE. 4. WOOD IN CONTACT WITH THE GROUND OR BELOW GROUND LEVEL SHALL BE NATURALLY DURABLE OR PRESERVATIVE -TREATED WOOD. 5. WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL. BE NATURALLY DURABLE OR PRESERVATIVE -TREATED WOOD. 6. THE PLACEMENT OF HOLES IN FLOOR JOIST WEBS SHALL BE PER MANUFACTURERS SPECIFICATIONS OR APPROVED BY THE S.E.R. IN WRITING. THE NOTCHING OR CUTTING OF FLOOR JOIST FLANGES IS NOT ALLOWED. 7. SUBMIT TRUSS SHOP DRAWINGS SIGNED AND SEALED BYAN ENGINEER REGISTERED IN THE STATE OF FLORIDA FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWINGS SHALL INCLUDE TRUSS LAYOUT, DESIGN LOADS, TRUSS REACTIONS (DL & ILL AND DL & WL) AND ALL OTHER INFORMATION REQUIRED FOR PROPER TRUSS INSTALLATION. DESIGN OF TRUSSES SHALL INCLUDE THE UPLIFT EFFECTS OF THE APPROPRIATE DESIGN WIND LOAD UTILIZING SHAPE FACTORS FROM THE FLORIDA BUILDING CODE. 8.. TRUSS MEMBERS AND COMPONENTS SHALL NOT BE CUT, NOTCHED, DRILLED, SPLICED, OR OTHERWISE ALTERED IN ANY WAY WITHOUT THE WRITTEN APPROVAL OF THE S.E.R. ALTERATIONS RESULTING IN THE ADDITION OF LOADS TO ANY MEMBER (E. G. HVAC EQUIPMENT, WATER HEATER) SHALL NOT BE PERMITTED WITHOUT VERIFICATION THAT THE TRUSS IS CAPABLE OF SUPPORTING SUCH ADDITIONAL LOADING. 9. STUD PARTITIONS CONTAINING PLUMBING, HEATING, CONDUIT OR OTHER PIPES SHALL BE SO FRAMED AND SPACED AS TO GIVE PROPER CLEARANCE FOR THE PIPING. WHERE PIPES ARE PLACED IN OR PERTLY IN A PARTITION, NECESSITATION THE CUTTING OF THE SOLE PLATE, A METAL TIE NOT LESS THAN 0.058 INCH (16 GAGE) AND 1 % INCHES WIDE SHALL BE FASTENED TO EACH PLATE ACROSS AND TO EACH SIDE OF THE OPENING WITH NOT LESS THAN SIX 16D NAILS. 10. IN LOAD BEARING WALLS AND PARTITIONS, ANY WOOD STUD MAYBE CUT OR NOTCHED TO A DEPTH NOT EXCEEDING 25 PERCENT OF ITS WIDTH. CUTTING OR NOTCHING OF STUDS TO A DEPTH NOT GREATER THAN 40 PERCENT OF THE WIDTH OF THE STUD IS PERMITTED IN NON -BEARING PARTITIONS SUPPORTING NO LOADS OTHER THAN THE WEIGHT OF THE PARTITION. 11. BORED HOLES NOT GREATER THAN 60 PERCENT OF THE WIDTH OF THE STUD ARE PERMITTED IN NONBEARING PARTITIONS OR IN ANY WALL WHERE EACH BORED STUD IS DOUBLED, PROVIDING NOT MORE THAN TWO SUCH SUCCESSIVE DOUBLE STUDSARE BORED. IN NO CASE SHALL THE EDGE OF THE BORED HOLE BE NEARER THAN 5/8 INCH TOTTHE EDGE OF THE STUD. BORED HOLES SHALL NOT BE LOCATED AT THE SAME SECTION OF STUD AS A CUT OR NOTCH. I Z DESIGN CALCULATIONS FOR TRUSSES SHALL CLEARLY SHOW THE DESIGN LOADS FOR BOTH GRAVITYAND UPLIFT CONDITIONS. 13. ROOF PLYWOOD SHALL SPAN RATED STRUCTURAL SHEATHING, ATTACHED TO ROOF FRAMING WITH GALVANIZED NAILS PER DRAWINGS. PROVIDE 1/8" SPACIAG AT PANEL EDGES AND END JOINTS UNLESS OTHERWISE NOTED. 14. PROVIDE TRUSS ANCHORS AT ALL RAFTER/TRUSS TO BEARING CONNECTIONS. ALL TRUSS TO TRUSS CONNECTORS AND TIE DOWNS ARE RESPONSIBILITY OF THE TRUSS MANUFACTURER. 15, ALL WOOD TRUSS/RAFTER/BEAM TO MASONRY OR CONCRETE SHALL HAVEA MOISTURE BARRIER. 16. CHECK SCHEDULE AND/OR SECTIONS FOR VARIATIONS INSTRAPS. PROVIDE MULTIPLE OR SPECIFIC STRAPS AT TRUSS GIRDERS AND GABLE ENDS AS SHOWNON PLANS. 17. ALL NAILS AND METAL HARDWARE EXPOSED TO THE WEATHER SHALL BE GALVANIZED OR COATED WITH AN APPROVED MATERIAL. ALL NAILS SHALL BE COMMON WIRE NAILS UNLESS NOTED OTHERWISE. SPACE NAILS IN STRAPS SO AS NOT TO SPLIT WOOD. 18. ALL STRUCTURAL ELEMENTS MUST BE S.P.F. GRADE 1, S. PINE GRADE 2 OR BETTER. 19. ALL WALL SHEATHING FOR EXTERIOR WALLS SHALL BE SPAN RATED STRUCTURAL, INSTALLED WITH FACE GR41N PARALLEL TO SUPPORTS. CONNECT TO SUPPORTS WITH GALVANIZED NAILS PER THE DRAWINGS. PROVIDE 2X4 BLOCKING AT ALL HORIZONTAL JOINTS. PROVIDE 118" SPACE AT PANEL EDGES AND END JOINTS UNLESS OTHERWISE NOTED. 20. BUILT UP LUMBER (MULTIPLE MEMBERS) MUST BE FASTENED TOGETHER TO ACT AS ONE TO RESIST THE APPLIED LOAD. PROVIDE MINIMUM 2 ROWS OF 16D @ IT 0. C. Li DOORS AND WINDOWS 1. THE DESIGN PRESSURES FOR THE DOORS AND WINDOWS SHALL BE NOT LESS THAN THE VALUES SHOWN IN THE SCHEDULE. 2. THE DOORS AND WINDOWS SHALL BE INSTALLED IN STRICT COMPLIANCE WITH THE MANUFACTURER'S NOTICE OF APPROVAL (MIAMI NOA OR FBC APPROVAL). 3. THE DOORS AND WINDOWS MUST WITHSTAND THE IMPACT OF WIND BORNE MISSILES, OR SHALL BE PROTECTED WITH AN APPROVED IMPACT RESISTANT COVERING. 4. EACH UNIT SHALL BEAR A LABEL WITH THE MANUFACTURER'S NAME AND DESIGN PRESSURES. 5. PRIOR TO INSTALLATION, ALL FRAMES MUST BE CHECKED FOR RACK, TWIST AND OUT OF SQUARE. 6. FOLLOW FMA (FENESTRATION MANUFACTURERS ASSOCIATION) GUIDELINES FOR FLASHING ALL OPENINGS. a. CAULKALL INSIDE CORNERS OF OPENINGS WITH AN APPROVED SEALANT. b. APPLYAN APPROVED FLASHING TO ALL FOUR SIDES OF OPENINGS. c. APPLY A HEAVY, UNINTERRUPTED BEAD OF APPROVED SEALANT TO THE BUCKS PRIOR TO ATTACHING TO THE OPENING PER WINDOW / DOOR DETAILS. d. SEAL BUCKS WITH AN APPROVED FLASHING MATERIAL. e. INSTALL DOOR/ WINDOW AND APPLY BEAD OF APPROVED SEALANT AROUND PERIMETER. 7. APPROVED CORROSION RESISTANT FLASHING SHALL BEAPPLIED IN SHINGLE FASHION INA MANNER TO PREVENT ENTRY OR PENETRATION OF WATER TO THE BUILDINGS STRUCTURAL FRAMING COMPONENTS. B. SELF -ADHERED MEMBRANES USED AS FLASHING SHALL COMPLY WITH AAMA 711. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH. 9. ALL EGRESS WINDOWS SHALL MEET FBC SECTION 1029 OR FBC-R 310, AS APPLICABLE, ABBREVIATIONS AS -ANCHOR BOLT FIG AH✓ -AUTHORI✓YHAVING✓UR/SD/CTION HORLZ ALT -ALTERNATE IN BOTT BOTTOM MAS CMU -CONCRETEMASONRYUN/T MAX COL -COLUMN MFR CONC . CONCRETE MIN CONT -CON77N000S MSC DIA -DIAMETER MPH DIM . DIMENSION NTS ON -DOWN OC EA -EACH PSF ELEV -ELEVA770NIELEVATOR REV ENGR -ENGINEER SCHED EW -EACHWAY TYP EXLST .EXISTIAG LINO ET(P -EXPANWN VERT EXT -EA?FRIOR W/ FBC -FLORIDABUILDING CODE W/0 FF -FINISHFLOOR 9w FND -FOUNDA TION WWM FT -FEET/FOOT #5 -FOOTING -HORIZONTAL -INCH/INCHES -MASONRY -MAXIMUM -MANUFACTURER -MINIMUM • MISCELLANEOUS -M/LESPERHOUR -NOT TO SCALE -ON CENTER - POUNDS PER SQUAREF00T -REVISION/REV/SED -SCHEDULE - TYPICAL - UNLESSN07FD OTHERWISE - VERTICAL -WITH -WITHOUT -14ELDED W/REFABR/C - WELDED W/REMESH . STEEL REINFORCING BAR (REBAR) #5(5187 PRODUCT APPROVAL AFFIDAVIT FORM CATEGORY /SUBCATEGORY APPROVAL NUMBER(S ) MANUFACTURER MODEL NUMBER .. BUILDING DESIGN PRESSURES (+PSF) (-PSF) PRODUCT DESIGN PRESSURES (+PSF) (-PSF) A. EXTERIOR DOORS 1. SWINGING NOA 15-180.19 PLASTPRO SERIES N 31 -40 50 -50 2. ROLL UP GARAGE NOA 15-0304.01 DAB DOOR COMPANY, INC. 824/811 29 -35 36 -44 B. WINDOWS 1. SINGLE HUNG FL# 17499.2 MI WINDOWS & DOORS SH-185 33 -45 60 -60 R IN RO S 1. ROOF FL# 10674 R12 OWENS rORNING ASPHALT ROOFING SHINGLES & STARTERS __ -92 VASD = 150 VuLT = 194 A A w 1 ic W a C miz z-©I3G W U i U W h h O 0 u) ulo rn n 00 C.4 7 �N cl)'✓ as LLLL ww 0w m° Vcn Zw ¢co CN r- �O < 0Ua Q U Z°6U` LU _ rr W:Z Luger Z>w �uCO Z -'�m- U z _Lu02(0) No. Oil STAFF OF w 0 z J D F. U w U z W 0 ) N LL ® N I.!_ 0 z _Q J w U Of w 0- Of O w eTE.. 12/16/16 SHEET S1 OF 4 16-0374 PERMIT SET 20'-0" C9 0 co CD O 0 M 0 �OZ � Z_ m M m 4„ 9'_6" 4' 9'-6" C-1 (TYP.) F-1 F-1 v r — — — — — ---------� P-J LP1J If I I of re 4 LLI ILL I I 64'_8" I 27'-8" 17'-0" 8'-5" 15'-6" 5'-4" 3'-11"— 3'-11" 8'-8" 0 11'-4" T-7" 31/ 40 33/-45 32/-42 33/-45 33/-45 606' DOOR 33/-45 246° DOORI 32/ 42 (2) 3050 WINDOWS (2) 3°3° WINDOWS 16 s WINDOW — — 4"— — 1668 WIN W 4" 4550 WINDOW F-2 F_2 F-2 EGRESS EGRESS I I I I I I I I I I I I I I I I I I I — — I NI I I LL I I oN �M o M 4" THICK CONCRETE SLAB W/ 6x6 - W1.4xW1.4 WWF OR FIBERMESH ON 6 MIL VAPOR BARRIER ON 4 — I I TREATED COMPACTED SOIL y F I I I I I I I I ij" �aF I I I I I I _ 2" SLOPELu 0 4„ N Ism oo Mj o I I< N "vow, A' IlL7lI�M�II�y p I 6 j�2� �I�OSi i�) GARAGE STEP DOWN IR I I I I °W SEE DETAIL I I I I I I I I I I r---------- -- ------------------------� I I I I I I I F-2 F-2 . r (2) 3050 WINDOWS 6°684DOOR DO I I 32/-42 I I 31 L U 10'-9" " T-1" 6'-2" 10'-7" 22'_O" 13'_3" N N ILL 35'_3" L` o I P-1 I co F P-1 IP-1 t I L -- J L-----J-----� I F-1 F-1 F-1 C-2 (TYP.) 1n 00 F-2 EGRESS m (2) 3"5" WINDOWS 32/-42 7T_9" 15'_3" 29'-5" PROPOSED FOUNDATION PLAN SCALE. 1/4" = V-0" (2) r.a.�-m"yam FILLED CELL W/ #5 VERT. 30" LAP SPLICE TYP. ® B" CMU WALL FOUNDATION SCHEDULE MARK W x D x L REINFORCEMENT NOTES F-1 8" X 12" X CONT. (1) #5 BARS CONT. THICKENED EDGE AT PORCH F-2 20" X 20" X CONT. (2) #5 BARS CONT. TYPICAL EXTERIOR WALLS P-1 24" X 12" X 24" (3) #5 TOP & BOTT. 4"X4" WOOD COLUMN T-0" 22'-0" MIN. DESIGN PRESSURE (POUNDS PER SQUARE FOOT) WINDOW COLUMN SCHEDULE MARK TYPE REINFORCEMENT NOTES C-1 4"X4" WOOD COLUMN ABU44@ BASE C-2 8"X8" CMU COLUMN (2) #5 VERT. N in 11 1 2" ® CMU CONCRETE SLAB 7 1/2" ® FRAME SLOPE %M FOOTING AT GARAGE DOOR SCALE: 3/4" = V-0" #4 CONT #5 DOWEL — W/ (1) 90' HOOK 0 EA. VERT. BAR TYP. ISOLATION JOINT 2-15 BARS CONT. DOWEL CONCRETE FOOTER PER SCHEDULE GARAGE EXTERIOR FOOTING SCALE: 1/2" = l'-O" CORNER BARS TO FOOTING REINFORC CORNER W F- a c N S2 Z J5 DOWELS 0 EA. VERT. BASE MOULD BAR W/. 90 DEG. HOOK, N N d a CONCRETE SLAB ;W PER PLANS CLEANOUT 0 DOWEC n19 " ' a CONCRETE FOOTER PER SCHEDULE M W TYPICAL EXTERIOR WALL SECTION SCALE: 1/2" = 1'-O" 1/8" WIDE SAW CUT SHALL BE MADE AS SOON AS CONCRETE HAS HARDENED SUFFICIENTLY TO PREVENT AGGREGATE BEING DISLODGED BY SAW 114 DEEP JOINT WITH SEALANT 1/4" BELOW SURFACE �•� do u-------1'`e a a SPACE SA WCUTS 20' MAX. WHERE NEEDED SAW CUT SECTION SCALE: 3/4" = l'-O" 4" THICK CONCRETE SLAB W/6x6-W10 xW10 WWF ON 6 MIL VAPOR BARRIER ON TREATED COMPACTED SOIL w PROVIDE ADDITIONAL ' J/5 BARS AT THICKENED EDGE FOOTING A MIN. OF 12" BELOW PIPE FOOTING PENETRATION DETAIL SCALE: 3/4"=1 "-O" Li GARAGE STEP DOWN SCALE: 3/4" = l'-0" SIP FOOTING REINFORCING IT. THRU PADS PLAN AT PAD G V PERPENDICULAR NOTE. CONCRETE BEAM CORNER SIMILAR TYPICAL FOOTING INTERSECTION DETAIL SCAT F• 1/9" = l'-0" �INIMId'I�Ic011� co p Lu N m O Y LU U > Z Q O w 1- O wNM� �JOM LL m ID =21nN NIN Wr- f� Lo0 oaLL �\w oLo Lo O �rn MC6 N V N M v as u- u- W W w w Oa w u- VLu > �o Z� C CN im Za tS Z w uu!gz Lu Lu J Z Z - 1�co Z — Lu00 uj 0� 0 ° Z `L ui 0 co �W/ L 1_ N 0 m N n/ LL O o 00 0 Qw ty J 'L i d 0 SHEET S2 OF 4 16-0374 1195Lj►Ti1l1&41a1 PROPOSED FRAMING PLAN SCALE: 114"= 1'-0" ce II II Y fl I� II fl I. -4 1 II II II II i Kol BEAM SCHEDULE MARK TYPE REINFORCEMENT I CONNECTION NOTES TYPICAL 8F16 (1) #5 TOP & BOTTOM NOT MARI<ED BM-1 (2) 2X12 HETA20 @ EA. END Eel ROOFZONES SCALE: 118"= 1'-0" ® PARTIALLY ENCLOSED 0 ENCLOSED ROOF SHEATHING FASTENING SCHEDULE WITH 15/32" PLYWOOD SPACING REQUIRED FOR 8D GALV. RINGSHANK NAILS BUILDING ZONE 1 ZONE 2 ZONE 3 PARTIALLY ENCLOSED 6" O.C. @ EDGES 6" O.C. @ EDGES 3" O.C. @ EDGES 6" O.C. @ FIELD 6" O.C. @ FIELD 6" O.C. @ FIELD DESIGN PRESSURE -40 PSF -81 PSF -92 PSF ALLOWABLE DESIGN PRESSURE —64 PSF —130 PSF —147 PSF ULTIMATE ENCLOSED 6" O.C. @ EDGES 6" O.C. @ EDGES 3" O.C. @ EDGES 6" O.C. @ FIELD 6" O.C. @ FIELD 6" O.C. @ FIELD DESIGN PRESSURE -29 PSF -70 PSF -81 PSF ALLOWABLE DESIGN PRESSURE -46 PSF -112 PSF -130 PSF ULTIMATE a d = 3.0 FEET EDGE DISTANCE STRAPPING SCHEDULE MARK STRAP/HANGER ATTACHMENT MAX. UPLIFT TYP. TRUSS (FRAME) MTS16 (14) 10d NAILS 1,000 LBS O ABU44 (12) 16d NAILS 2,200 LBS LSTA24 (18) 10d NAILS 1,235 LBS © HUC410 (18) 114' x 2 314" TITEN TO WALL & (10) 10d's TO BEAM 1,810 LBS AC4 (14) 16d's TO BEAM & (14) 16d's TO POST 2,500 LBS TYP. TRUSS (CMU) HETA20 (9) 10d NAILS 1,810 LBS © (2) HETA20 (18) 10d NAILS 3,620 LBS OD HGT2 (2) 5/8" A.B. 10,980 LBS NOTES: TRUSS CONNECTORS AND CLIPS NOTED ON THIS LAYOUT ARE MODEL NO'S OF "SIMPSON STRONG —TIE". CONTRACTOR MAY SUBSTITUTE EQUAL STRAPS FROM ANOTHER MANUFACTURER. TAPCONS SHALL BE I" DIA. W/ 1i"EMBED. TYP. a©©o©om CO Q o co w N CD Y Lu U > Z �a0Ir�Q O CD� Lo rn wNp)� Nv J O M M BUT-0)00 aa= 21 L01� JJ U LL LL Q (� N LLi LLi O r` r. c� z U in �W Oa (+) 0 co 00 O� d LL LU Vto Zw Q00 _ N Ll U � 20 �a Q U Z w Wgz W>z w w (D J z -'�m� ■ Q Z �Wg° z W z J 0 N ( 7 LLz 0 Q LL Q LIJ a Q U ° J z w W T NW a ® m n/ LJ_ N O 0 C) 00 Qw U J rr 'L � d 4t SHEET S3 OF 4 16-0374 PERMIT SET 2X P.T. BUCK 1/4" TAPCONS SEE WINDOW DETAILS W./ LIQUID W/ 1j" EMBED. ® 18" O.C. FLASHING PER FBC 2- M MAX. & WITHIN 6" OF EDGES* FILL GAP W./ BACKER CREW WITH SEALANT ROD AND SEALANT j; FOR CONTINUOUS AIR SEAL 1 /4" sAX iH 1/4" TAPCONS SEE HEADER W./ 1 in EMBED. DETAIL ® 11" O.C. MAX. & EXT. FINISH WITHIN 4" OF EDGES* SCREW WITH SEALANT SEE DOOR i DETAILS Z g FILL GAP W./ BACKER DOOR SEALANT ROD & SEALANT FOR SEALANT ix P.T. BUCK CONTINUOUS AIR SEAL W./ LIQUID DOOR SEALANT & FLASHING PER FBC BACKER ROD TYP. HEADER DETAIL TYP. JAMB DETAIL *NOTE REFERENCE NOA INSTALLATION ANCHOR LAYOUT OR SPECIFIC ANCHOR LOCATIONS AT CORNERS AND MEETING RAILS. SHIMS SHALL BE in SHORTER THAN DEPTH OF DOOR AND SHALL BE NON WATER —DEGRADABLE OR COMPRESSIBLE. FLASHING SHALL BE PROTECTO WRAP LWN200 OR EQUAL. DOOR BUCK AT CMU DETAIL SCALE: 3/4" = 1'-0" 2X P.T. BUCK W./ LIQUID FLASHING PER FBC z" SEE WINDOW DETAILS FILL GAP W./ BACKER `ROD AND SEALANT / FOR CONTINUOUS AIR SEAL *SEALANTlx /4" TAPCONS SEE HEADERW./ 1 in EMBED. DETAIL0 11" D.C. MAX. & EXT. FINISH WITHIN 4" OF EDGES* SCREW WITH SEALANT SEE WINDOWDETAILS FILL GAP W./ BACKER NWINDOW SEALANT ROD & SEALANT FOR P.T. BUCK WINDOW HEAD CONTINUOUS AIR SEALW./ LIQUID FLASHINO PER FBC BACKER ROD TYP. HEADER DETAIL TYP. JAMB DETAIL *NOTE REFERENCE NOA INSTALLATION ANCHOR LAYOUT OR SPECIFIC ANCHOR LOCATIONS AT CORNERS AND MEE7ING RAILS. SHIMS SHALL BE in SHORTER THAN DEPTH OF WINDOW SILL AND SHALL BE NON WATER —DEGRADABLE OR COMPRESSIBLE. FLASHING SHALL BE PROTECTO WRAP LWN200 OR EQUAL. WINDOW BUCK AT CMU DETAIL 1/4" TAPCONS W./ 1i" EMBED. ® 18" O.C. MAX. &WITHIN 6" OF EDGES* SCREW WITH SEALANT SCALE: 3/4" = 1'-O" 1 /4. P.E. TRUSSES PER PLAN PLYWOOD SHEATHING PER SCHEDULE INSULATION, TRUSS ANCHOR SEE NOTES PER SCHEDULE SEE SOFFIT DETAIL AND ARCHITECTURALS FOR ADDITIONAL INFORMATION SEE ARCHITECTURALS FOR FINISHES ADJ. GRADE OR PAVERS, o SEE ARCH. PLANS. —� L_ 1/2" GYP. CEIONG BOARD —(2) U—BLOCKS W/ JE CONT. IN EA., SEE SCHEDULE FOR BEAMS — PROVIDE 8" PRECAST LINTEL W/ JJ5 CONT. FULLY GROUTED OVER OPENINGS PER SCHEDULE NOTE: PROVIDE PRECAST LINTEL OVER OPENINGS —8" CMU IN RUNNWO BOND W/ LADDER TYPE HORIZ. REINF. EVERY OTHER COURSE —SEE ARCHITECTURALS FOR FINISH & INSULATION 15 DOWELS ® EA VERT. BAR W/ 90 DEG. HOOK —CLEANOUT ® DOWEL 3/4" RECESS CONC. SLAB PER FOUNDATIQN PLAN p; CONC. FOOTER SEE FOUNDATION SCHEDULE W TYPICAL WALL SECTION SCALE: 1/2" = 1'-O" 3" 8" CMU WALL W . VERT. REINF. AT JAMBS GROUTED SOLID — SEE PLANS CONT 2x6 PRESSURE TREATED PLATE JAMB W/ }" 0 x 3-1/2" J—BOLT ® 24" O.C.n x 3-1/2" WEDGE BOLT 0 24" O.C. OR A" 0 x 3-112" TAPCONS 0 16" * SPACING LISTED IS MAX. ALLOWED O.C. VERT. STAGGERED PROVIDE ONE FASTENER WITHIN 6" FROM THE TOP & BOTTOM OF JAMB PLATE 16 FT. WIDE GARAGE DOOR JAMB ATTACHMENT SCALE: 3/4" = 1'-0" NOTE. PROVIDE CONNECTION TO CONCRETE PER MANUF, SPECS OR PER THE FOLLOWING: ix P.T. HEADER (3) 3/16" X 3" TAPCONS ® 24" O.C. MAX PROVIDE 3 WITHIN 6" FROM ENDS (3) 3/16" X 3" TAPCONS 0 24" O.C. MAX. PROVIDE 3 WITHIN 6" OF EDGES GLASS DOOR GLASS DOOR 1X P.T. DOOR JAMB TYP. JAMB DETAIL TYP. HEADER DETAIL SILL SIMILAR S.G.D. BUCK DETAIL SCALE: 3/4" = 1'-0" (2) TION ADHESIVE, APPLY HATCH PATTERN TO SURFACES 2x 10's 3 ROWS 2x 12's 3 ROWS MORE THAN 2 PLIES) WOOD BEAM PLY JOIN SCALE: 3/4" = 1'-O" 1 #5 TOP U.N.O. 1 1/2" CLEAR S (7 GROUT fc = 3000 P.S.I MIN. Q z o 1 #5 BOTTOM U.N.O. z 8F24 — 1T iB: PRE -CAST LINTEL PROVIDED ' I ' #5 BARS @ TOP WITH REINFORCEMENT AT I� # 5 BARS TT. NOMINAL HEIGHT FILLED / UNFILLED NOMINAL WIDTH NOTE: LINTEL SHALL BE 8F16 - 1B/1T UNLESS CALLED OUT ON PLAN LINTEL DESIGNATION SCALE: 3/4" = V-0" PRE—ENGR'D WOOD TRUSSES 2'-0" O.C. MAX FASCIALDRIP EDGE--' TO MATCH SOFFIT 2X4 1 POINT NAIL EA. __ / 10d TOENAILS AL MINUM SOFFIT NAILED W . 0.12 DIA. SHANK NAILS IN A J INTS AND .10 DIA SHANK NAILS 11j B GROOVES SPACE NAILS 6 O.C. ALONG 2X'S DESIGN PRESSURE.' 45 PSF 2x4 CONT. W/. 3/16 TAPCONS ® 24O.C. J CHANNEL ALUMINUM SOFFIT DETAIL SCALE: 3/4" = 1'-O" PER PLANS (2) LSTA24 WRAPPED OVER CORNER TYP. BEAM PER PLANS HETA20 STRAP ` EA. BEAM TYP. BEAM TO COLUMN CONNECTION (CORNER) SCALE: 3/4" = 1'-O" AC4�� W/ (14) 16d'S TO BEAM, & (14) 16d's TO POST COLUMN PER SCHEDULE BEAM PER PLAN �— HUC410 W.1 (18) 4" x 2j" 77TEN TO WALL & (10) 10d's TO BEAM PORCH SECTION SCALE: 1/2" = 1'-0" CMU WALL L il W a ©©mi O N ao T O C>Lo Lo Lfl . CD T W N M N v W (�')O0 rN JO(h "✓C ILL I 0)CO m= - ELn. �ILDr JJ F-0 LLILL O Q N N LU LU N r Z U Nm�fd of Z)w ma 00 LLLL � LL rW > U� Zw 00 N > . U �_ aju.O J)¢ Q U Z °6 0�W 2Z �w Wgz w>z LU J Z ® CO Z) U z ®W5S J_ Q z Lij Q p cf) J z Q O� U � w U ry w 0 U ° J z w 0 UT a O m N N I..L O O Qc() a_ W U "J w a a Ism SHEET S4 OF 4 16-0374 1 r%r'rlA AIT !•1 r'T f Lf\IVII I JG A=LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that should be read given special attention by all persons installing trusses. SPACING NOTE ALL TRU55E5 ARE TO BE SET AT 2.-0: ON CENTER EXCEPT AS NOTED ASTENED TOGETHER PER ENGINEERING BEFORE SETTING. REFER TO ENGINEERING DRAWING TO DETERMINE A IF MULTIPLE PLY. A DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. 30' Span or less A 0 degrees or less S t —1/2 0 g Line span approx. Truss must be set this way if crane used. Truss is an example, your truss moy not match. lsist crane operator sets truss this way. 30' to 60' Span AL Spreader Bar (Tag 4— 1/2 2/3 to Line 1/2 of Span REFER TO BCSI iss must be set this way if crane used. This is an example, truss may not match. Insist crone operator sets truss this way. All load bearing walls, headers, beams & lintels must be in place at indicated height before trusses A are installed. AL AIR H.41V IlI IE=Fit NOTE UNLESS NOTED ELSEWHERE ON THIS LAYOUT, THESE TRUSSES ARE NOT DESIGNED FOR AIR HANDLERS IN THE ROOF OR FOR ANY OTHER A/C REQUIREMENTS. THIS MAY BE IN CONFLICT WITH BUILDING CODE AND A/C DESIGN REQUIREMENTS. CONSULT WITH BUILDING DEPARTMENT AND A/C CONTRACTOR. Carrying Girder For Truss to Truss Connections see hanger/connectorTDOme be as de tabs oil schedule in engineeringe nails. package. SEAT PLATES BY CHAMBERS U REPRESENTS A HANGER INDICATES LOAD BEARING REQUIRED BY TRUSSES SUPPLIED BY BUILDER AT A HEIGHT OF 9'-0" ABOVE FINISHED FLOOR HIP VALLEYS ARE DIFFICULT TO INSTALL, PROBLEMS CAN BE ADDRESSED BY CUTTING HIP VALLEYS IN HALF & FINDING CORRECT LOCATION. ® ARRANGE WITH CRANE OPERATOR IN ADVANCE FOR A SPREADER BAR OF 25' - 33' IN LENGTH A Do not stand on trusses until they are braced per BCSI & properly nailed to straps & hangers PIGGY BACK TRUSSES MUST BE ATTACHED AND BRACED PER ENGINEERING DETAIL!! I I I I I I I I J1 J1 I I I I I I I I I I I J3 J3 J5 J5 GRK✓� K K1 I .- - : ao � to ry U U U w U oy U (`5 In U ro U ro 0 m O V20 ro NN cp U J1 'F✓) , I1Iz,1 - PIGE m - DO EL YBA m_ a. 0 :KLINE DO a o DO a qMV4 ;4H A J1 J3 VIE 100 15" J3 J5 V12 - J5 J7 V6 J7 J7 VA 000 J7 J7 J7 J7 J7 J7 J7 J7 J7 7r J7 J7 T J7 J7 J7 J7 J7 J7 J7 7/7 J7 J7 J7 5. J7 J7 J7 J7 J7 J5 NMHV4� J7 MV6 J3 MHV6 J7 Jt GRB N > > J7 T I J5 I J3 0 0 o - - - - - - - - - - - - - - - - - - - - - I I I I I I A✓� J5 FJ3 J1 - Jt v 29'-5,r NOTES: * ALL CEILINGS ARE FLAT. * PIGGYBACKS SHOWN OFFSET FOR CLARITY. * LEVEL RETURNS ARE BY BUILDER IF DESIRED, MATERIAL & LABOR TO ATTACH PIGGYBACKS IS THE RESPONSIBILITY OF THE BUILDER. FAILURE TCATTACH AS SHOWN CAN RESULT IN FAILURE OF ROOF, INJURY AND LOSS LIFE. FAILURE CAN OOCUR DURING INSTALLATION OR LATER, Pg9r B*xB' 1/2r WX PLYM.gp WS$T Me tkwwe mt.a Bmcm9 hoe rvr 24" MAX OC �- 36" MAX OC Buaa«/Yves h""II. to oeoU P�aOY Bock corn to bm_ e ® con wIwTthN B4 S tx/ o onl 11 Eo sot a masso o Pi m Bot. sxx o Be p coo .mi. k, .eon.. xxxo of o ,:; [k Tun one top M>a o1 Bose irvet Cuero ve m min racytoter of w a[<t.n t m Pyyy 1ros 2e t..e too am,e or e.:e Tmr .e Bare a mnimum or Y{ txxo wIss Rw ConH.uwe latwel bN[Iny � Iw" ..",o r t®m®e. ,er. All upset=1/4" heel=4 3/16" PLUMB CUT END 2 x 4 Top Chord WALL HEIGHT 9' TYPICAL END DETAIL FABRICATION AGREEMENT' :TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED The legal description of the property where the trusses Will be Installed Is: ]tteDnderelgned adusowiedges and agrees: - a. Trusses will be made In strict accordance with this truss placement diagram layout, which Is the sole outhofity for determining successful fabrication of the trusses. : 2. Ali dimensions In this layout have been verified by the undersigned. ' !ro,S..Unleas written notice Is provided le carilfla" mall to Chambers Truss within ten (10) days of delivery the undersigned agrees that no backrhargas. will be allowed. In the event such written notice Is fumishetl Chambers Truss shell have three (3) business days In which to begin repairs required, or to substitute other trusses, at Chambers op n. ;4rThe undersigned arJmoModges receipt of "BCS11.03 summary sheet by TPI & WTCA. elivary Is to Job she. It la the buys m6Ponslbllhy to make the Job slte suitable for de)h/ery, Chambers Truss has the $ole authority to deternine the aultabllity of the Job site ol, a pdition of the Job site for delivery. Chambers Truss wit be responsible for dump delivery only, The.buyer Is responsible for additional delivery expenses It Chambers Truss has to redellver because Job site Is not prepared for delivery or buyer Is not prepared for delivery of trusses. BuYeals responsible to Chambers Truss for taxing costs due to site conditions. `*@S,,Bdce as shown In paragraph 7 below Is subject to change If any changes are, made Ih thls,kycu A $60 per hour fee for revisions may be charged by Chambers Trues. ' "7,1'[his Is a PURCHASE ORDER to Chambers. Truss of the sum agreed to, or If In #gIQhlant a reasonable price. Invoice will be made on delivery and paid within terms of nef onAelWry. Invoice may be made at scheduled date of delivery R buyer cannot accept 2IalNery'of fabricated trusses. The undersigned agrees to pay Chambers.Truss reasonable attorneys fee for r ollecgbns In event of payment not timely made. 1-1/2 % per month service 'charea will be added for ell sums not geld within terms, A; Signature or Initials anywhere on this sheet constRUlas agreement to all terms herein. .•r9. In consideration of Chambers Truss extending credit for this material the undersigned uncondlUonally guarantees payment when due of any and all Indebtedness owed to Chambers Truss by any entity receiving material and the undersigned agrees to pay such Indebtedness Including aftomeys fees, If default In payment for mat:rdal be made by the ,recipient. 1. 1o: in the event of any litigation concerning this agreement, the Rama fumlahed hereunder .or payments referred to herein, the, parties agree that the sale venue for any such action will 'be Solid Lucie County Florida. , )III.O sign responsibilities are per "National Standard And Recommended Guidelines On Ra iponsiblllges For Construction Using Metal Plate Connected Wood Trusses 'ANSVrPUWICA 4-2002" 1 , 'DATED .•-,�, !SIGNED t i.. :FOR TITLE . Aspreaderbarmaybe LegbfAtred per"BCSI 1-=In PWMtkt-lyB, derma. 'illlultlple ply trusses must be fastened together per engineering ;;tits%re they are set, fallure to do so can result.ln roof collapse. �;tjiporery and permanent bracing are required amd can save life i- And property and Is the responsibility of the truss erector. 'tc, i >.. Study the contents of the Information packet Included on delivery a;sY: before setting trusses, ,-, Tnursesmustbeaetandteasedp�idesigntopreventlr W&damage, Trusses roust be set plumb and square Do riot set bunks or stack of plywood, roofing material or any ,other concentrated loads on trusses, this can cause collapse. DO NOT SET TRUSSES USING THIS LAYOUT USE LAYOUT DELIVERED WITH TRUSSES TO SET TRUSSES ;CHAMBERS TRUSS 'INC > 3105 Oleander Avenue Fort Pierce; Florida 34982.6423 zy 800-551-5932 - i P64 Pierce 772466-2012 Fax 772466-8711 >:'Vero Beach 772-569-2012 Stuart 772-2853302 Wish Site! CHAMBERSTRUSS.COM Lrsy'OtrTEd r 'vS1arKM13 W#91 th8. ,.rI cerhpl4rano.4,, - .• dDcutmerdti "Gnts of the ,,;nslbte for =. ^�rre4ated�t ^imaa Of •.vOf k. vc,%cuunea wSim aALki f W , a ', 92.0/93.2 MITEK 4.2 DESIGN CRITERIA County SAINT LUCIE Building Department ST LUCIE COUNTY Wind Design Criteria ASCE 7-2010 Wind Design Method Main Wind Force Resisting Roofing Material Shingle or Shake Loading in PSF Roof R.D.L. Top Chord Live 20 Top Chord Dead 7 4.2 Bottom Chord Live 10 Non -Concurrent Bottom Chord Dead 10 3 TOTAL Load 37 7.2 Duration Factor 1.25 Wind Speed 160mph Top Chord C.B. Sheeting by builder. Bottom Chord C.B. Sheeting by builder. Highest Mean Height 211-0" Building Type ENCLOSED Building Category II:Non Restrictive Exposure Category C Barrier Island No Conforms to FBC 2014 Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the Chambers Truss Inc. Drawing Name: 73811 Scale: 1 /4 = 1' 154 total trusses, 50 different trusses. MI 4: RLC ACAD: RLC Reviewed By:_CJ,ty>r, Date: 09/27/16 FOR DAVE GOLDEN HOMES INC. DESCRIPTION: CALIANDRIO PAGE 1 of 1 CUSTOMER INITIALS EACH PAGE 50 TRUSS DRAWINGS ARE ATTACHED TO LAYOUT 73811 'li c STRUCTURAL -GENERAL NOTES DESIGN CRITERIA AND LOADS: 1. WIND DESIGN: WIND SPEED (MPH) V(ADJ)=127 V(UL7)=160 RISK CATEGORY 11 EXPOSURE CATEGORY C ENCLOSURE CLASSIFICATION ENCLOSED INTERNAL PRESSURE COEFFICIENT CPI =+/- 0.18 ENCLOSURE CATEGORY PARTIALLY ENCLOSED ENCLOSURE CLASSIFICATION CPI=+/--0.55 TOPOGRAPHIC FACTOR KZT =1.0 2. DESIGN LIVE LOADS: a. ROOF LIVE 20 PSF 3. DESIGN DEAD LOADS: a. ROOF DEAD LOAD, TOTAL 17 PSF 4. THE CONTRACTOR HAS THE RESPONSIBILITY TO NOTIFY THE STRUCTURAL ENGINEER OF RECORD (SER) OF ANY ARCHITECTURAL, MECHANICAL, ELECTRICAL, OR PLUMBING LOAD IMPOSED ONTO THE STRUCTURE THAT DIFFERS FROM, OR THAT IS NOT DOCUMENTED ON THE ORIGINAL CONTRACT DOCUMENTS (ARCHITECTURAL/ STRUCTURAUMECHANICAU ELECTRICAL OR PLUMBING DRAWINGS). PROVIDE DOCUMENTATION OF LOCATION, LOAD, SIZEAND ANCHORAGE OF ALL UNDOCUMENTED LOADS IN EXCESS OF 400 POUNDS. PROVIDE MARKED -UP STRUCTURAL PLAN INDICATING LOCATIONS OFANY NEW EQUIPMENT OR LOADS. SUBMIT PLANS TO THE ARCHITECT/ENGINEER FOR REVIEW PRIOR TO INSTALLATION. 5. LOADS ON THE STRUCTURE DURING CONSTRUCTION SHALL NOT EXCEED THE DESIGN LOADS AS NOTED IN DESIGN CRITERIA & LOADS BELOW OR THE CAPACITY OF PARTIALLY COMPLETED CONSTRUCTION AS DETERMINED BY THE CONTRACTOR'S SSE FOR BRACING/SHORING. GENERAL REQUIREMENTS 1. PLAN AND DETAIL NOTES AND SPECIFIC LOADING DATA PROVIDED ON INDIVIDUAL PLANS AND DETAIL DRAWINGS SUPPLEMENTS INFORMATION IN THE STRUCTURAL GENERAL NOTES. 2. THE DESIGN AND CONSTRUCTION OF THIS PROJECT IS GOVERNED BY THE "FLORIDA BUILDING CODE (FBC)' FIFTH EDITION, HEREAFTER REFERRED TO AS THE FBC, AS ADOPTED AND MODIFIED BY THE AUTHORITY HAVING JURISDICTION (AHJ). 3. WHERE OTHER STANDARDS ARE NOTED IN THE DRAWINGS, USE THE LATEST EDITION OF THE STANDARD UNLESS A SPECIFIC DATE IS INDICATED. REFERENCE TO A SPECIFIC SECTION IN A CODE DOES NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE ENTIRE STANDARD. 4. REFER TO THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, CIVIL AND PLUMBING DRAWINGS FOR ADDITIONAL INFORMATION INCLUDING BUT NOT LIMITED TO: DIMENSIONS, ELEVATIONS, SLOPES, DOOR AND WINDOW OPENINGS, NON -BEARING WALLS, STAIRS, FINISHES, DRAINS, WATERPROOFING, RAILINGS, CURTAIN WALLS, DEPRESSIONS, MECHANICAL UNIT LOCATIONS, AND OTHER NONSTRUCTURAL ITEMS. 5. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING DETAILS AND ACCURACY OF THE WORK WITH ARCHITECT, ENGINEER(S) AND OTHER TRADES; FOR CONFIRMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS; FOR SELECTING FABRICATION PROCESSES; FOR TECHNIQUES OF ASSEMBLY; AND FOR PERFORMING WORK IN A SAFE AND SECURE MANNER. 6. IN CASE OF DISCREPANCIES BETWEEN THE GENERAL NOTES, SPECIFICATIONS PLAN/DETAILS, REFERENCE STANDARDS, THE ARCHITECT/ENGINEER SHALL DETERMINE WHICH SHALL GOVERNN, SHOULD ANY DISCREPANCYBE FOUND IN THE CONTRACT DOCUMENTS, THE CONTRACTOR WILL BE DEEMED TO HAVE INCLUDED IN THE PRICE THE MOST EXPENSIVE WAY OF COMPLETING THE WORK, UNLESS PRIOR TO THE SUBMISSION OF THE PRICE, THE CONTRACTOR ASKS FOR A DECISION FROM THE ARCHITECT/ENGINEER AS TO WHICH SHALL GOVERN. ACCORDINGLY, ANY CONFLICT IN OR BETWEEN THE CONTRACT DOCUMENTS SHALL NOT BE A BASIS FOR ADJUSTMENT IN THE CONTRACT PRICE. 7. THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION AND ALL JOB RELATED SAFETY STANDARDS SUCH AS OSHA AND DOSH (DEPARTMENT OF OCCUPATIONAL SAFETY AND HEALTH). 8. THE STRUCTURAL DRAWINGS ARE INTENDED TO SHOW THE GENERAL CHARACTER AND EXTENT OF THE PROJECT AND ARE NOT INTENDED TO SHOW ALL DETAILS OF THE WORK ARCHITECTURAL DRAWINGS SHALL GOVERN THE WORK FOR ALL DIMENSIONS. 9. ALTERNATE PRODUCTS OF SIMILAR STRENGTH, NATURE AND FORM FOR SPECIFIED ITEMS MAY BE SUBMITTED WITH ADEQUATE TECHNICAL DOCUMENTATION TO THE ARCHITECT/ENGINEER FOR REVIEW. ALTERNATE MATERIALS THAT ARE SUBMITTED WITHOUT ADE QUATE TECHNICAL DOCUMENTATION THAT SIGNIFICANTLY DEVIATE FROM THE DESIGN INTENT OF MATERIALS SPECIFIED MAYBE RETURNED WITHOUT REVIEW. ALTERNATES THAT REQUIRE SUBSTANTIAL EFFORT TO REVIEW WILL NOT BE REVIEWED UNLESS AUTHORIZED BY THE OWNER. 10. ALL BUILDING SITES SHALL BE GRADED TO PROVIDE DRAINAGE UNDER ALL PORTIONS OF THE BUILDING AND AROUND THE BUILDING PERIMETER TO ALLOW DRAINAGE AWAY FROM THE STRUCTURE. 11. SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, DIMENSIONS, ELEVATIONS,ETC. 12. SHOP DRAWINGS SHALL BE REVIEWED BY CONTRACTOR PRIOR TO SUBMITTAL TO THE ARCHITECT/ENGINEER. DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. 13. CHANGES AND ADDITIONS MADE ON RE -SUBMITTALS SHALL BE CLEARLY CLOUDED AND NOTED. ARCHITECT/ENGINEER REVIEW WILL BE LIMITED TO THOSE ITEMS CAUSING THE RE -SUBMITTAL. 14. DISCREPANCIES, OMISSIONS, OR INCONSISTENCIES WITH APPLICABLE CODE REQUIREMENTS SHALL BE BROUGHT TO THEATTENTION OF THE ARCHITECT/ENGINEER IN WRITING BEFORE SUBMITTING A BID OR PROCEEDING WITH THE WORK. 15. THE CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL ADJACENT UNDERGROUND UTILITIES PRIOR TO EARTHWORK, FOUNDATIONS, SHORING, AND EXCAVATION. ANY UTILITY INFORMATION SHOWN ON THE DRAWINGS AND DETAILS IS APPROXIMATE AND NOT NECESSARILY COMPLETE. 16, THE CONTRACTOR SHALL VERIFYALL DIMENSIONS AND CONDITIONS AT THE SITE. CONFLICTS BETWEEN THE DRAWINGS AND ACTUAL SITE CONDITIONS SHALL BE BROUGHT TO THEATTENTION OF THE ARCHITECT/ENGINEER IN WRITING BEFORE PROCEEDING WITH THE WORK. IT THE CONTRACTOR IS RESPONSIBLE FOR THE STRENGTH AND STABILITY OF THE STRUCTURE DURING CONSTRUCTION AND SHALL PROVIDE TEMPORARY SHORING, BRACING AND OTHER ELEMENTS REQUIRED TO MAINTAIN STABILITY UNTIL THE STRUCTURE IS COMPLETE. DO NOT LOAD STRUCTURES, NEW OR EXISTING, WITH WEIGHT THAT WILL ENDANGER STRUCTURE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO BE FAMILIAR WITH THE WORK REQUIRED IN THE CONSTRUCTION DOCUMENTS AND THE REQUIREMENTS FOR EXECUTING IT PROPERLY. STRUCTURAL CERTIFICATION 1. 1 CERTIFY THAT THE PLANS AND SPECIFICATIONS COMPLY WITH THE STRUCTURAL PORTION OF THE FLORIDA BUILDING CODE FIFTH EDITION. 2. I ALSO CERTIFY THAT STRUCTURAL ELEMENTS DEPICTED ON THESE PLANS PROVIDE ADEQUATE RESISTANCE TO THE WIND LOADS SPECIFIED IN SECTION 16091N THE FBC AND CHAPTER 3 IN THE FBC-RESIDENTIAL. FOUNDATION AND SLABS ON GRADE 1. FOUNDATION IS DESIGNED BASED ON PRESUMPTIVE SAFE ALLOWABLE BEARING PRESSURE OF ZOOO PSF. CONTRACTOR SHALL VERIFY THAT THE MINIMUM BEARING PRESSURE IS OBTAINED PRIOR TO FOOTING PLACEMENT. 2. THE ARCHITECTIENGINEER ASSUMES NO RESPONSIBILITY FOR ANY INTERPRETATION THAT THE SUBSURFACE CONDITIONS DESCRIBED IN THE TEST BORING LOGS OCCUR CONSISTENTLY THROUGHOUT THE JOB SITE. TEST BORINGS ARE INCLUDED ONLY TO ASSIST THE CONTRACTOR DURING BIDDING AND SUBSEQUENT CONSTRUCTION AND REPRESENT SOIL CONDITIONS ONLY AT THE SPECIFIC LOCATIONS AND AT THE PARTICULAR TIMES THEY WERE TAKEN. 3. REINFORCED FOUNDATION REQUIREMENTS USED IN THE DESIGN: a. MINIMUM DEPTH BELOW FINISHED GRADE......................V-O" b. MAXIMUM ALLOWABLE BEARING CAPACITY ................... .Z000PSF c. MODULUS OF SUBGRADE REACTION .............................. 200 PCI d. PASSIVE LATERAL PRESSURE ........................................... 250 PSF e. ACTIVE LATERAL PRESSURE (UNRESTRAINED) ............55 PSF f. ACTIVE LATERAL PRESSURE (RESTRAINED)...............35 PSF g. COEFFICIENT OF SLIDING FRICTION ...........................OA 5. ALL FOUNDATION CONCRETE SHALL BE CAST IN THE DRY. DEWATERING OPERATION SHALL BE DONE IN SUCH A WAY THAT GROUND WATER LEVELS OUTSIDE THE SITE WILL BE MAINTAINED TO AVOID SETTLEMENT AND DAMAGE TO NEARBY BUILDINGS AND STRUCTURES. 6. SYNTHETIC FIBER REINFORCEMENT SHALL COMPLY WITH ASTM-C-1116, AND THE DOSAGE AMOUNT SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATION BUT NOT LESS THAN 1.2 LBS/CY 7. WELDED WIRE FABRIC SHALL CONFORM TO A.S.TM. A185 (LATEST EDITION), AND BE SUPPORTED ON SLAB CHAIRS SPACED AT 3'-0 O.C.. MAXIMUM. 8. THE CONCRETE STRENGTHS SHOWN IN THE FOLLOWING TABLE ARE THE MINIMUM COMPRESSIVE STRENGTHS AT 28 DAYS AND THE WATER/CEMENT RATIO IS THE MAXIMUM. THE SPECIFIED SLUMP IS THE MAXIMUM PRIOR TO THE ADDITION OF ADMIXTURES. CONCRETE SHALL BE STANDARD WEIGHT CONCRETE (145 PCF). ITEM OF STRENGTH AGG SLUMP WATER/CEMENT CONSTRUCTION (PSI) (IN) (IN) (LBALB) FOUNDATION PADS 4,000 1 2-4 0.50 SLABS ON GRADE (STRUCTURAL) 3,000 3/4 4-6 0.50 9. REMOVE AND REPLACE MINIMUM 1 FEET OF EXISTING SOIL BELOW FOUNDATION WITH COMPACTED, MOISTURE -TREATED, NOMEXPANSIVE FILL MATERIAL. FILL AREA SHALL EXTEND 1 FOOT BEYOND FOUNDATION FOOTPRINT. 10. FOR SITE PREPARATION, REMOVE DELETERIOUS MATERIAL SUCH AS VEGETATION, ORGANIC SOILS AND ROOT ZONES, EXISTING FILL, OR LOOSE, SOFT FROZEN, OR OTHERWISE UNSUITABLE MATERIALS FROM BELOW THE PROPOSED FOUNDATION AREAS. 11. SOIL BENEATH SLABS AND FOOTINGS SHALL BE EXCAVATED AS REQUIRED TO REMOVE ALL ORGANIC AND DELETERIOUS MATERIALS. PLACE CLEAN SAND FILL IN MAXIMUM OF 12 INCH LIFTS. SUBGRADE AND EACH LIFT SHALL BE COMPACTED TO A MINIMUM OF 95 PERCENT OF ITS MODIFIED PROCTOR VALUE IN ACCORDANCE WITH ASTM D 1557. 12, SUBGRADE SHALL BE UNIFORM OVER THE ENTIRE FOUNDATION AREA. DEPRESS SLABS ON GRADE FOR FLOOR FINISHES PER ARCHITECTURAL DRAWINGS. 13. FOUNDATIONS SHALL BEAR ON EITHER COMPETENT NATIVE SOIL OR COMPACTED STRUCTURAL FILL AS PER THE GEOTECHNICAL REPORT. EXTERIOR PERIMETER FOOTINGS SHALL BEAR NOT LESS THAN 24 INCHES BELOW FINISH GRADE, UNLESS OTHERWISE SPECIFIED BY THE GEOTECHNICAL ENGINEER AND/OR THE BUILDING OFFICIAL. 14. PROVIDE 6 MIL MSQUEEN' VAPOR BARRIER UNDER ALL SLABS ON FILL (UNLESS OTHERWISE NOTED ON PLANS). 15. THE CONCRETE FOR ELEVATOR WALLS BELOW GRADE SHALL BE INTEGRALLY DAMP -PROOFED WITH 'HYDRATITE LIQUID' OR ENGINEER -APPROVED EQUAL, IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. 16. COLUMNS, BEAMS, WALLS OR ANY OTHER STRUCTURAL MEMBER PENETRATING SLABS ON FILL SHALL BE ISOLATED BY PRE -MOLDED JOINT FILLER (1/2" THICK) COMPLYING WITH ASTM D1752, TYPE 1. 17. TOPS OF FOOTINGS AND SLABS ON GRADE SHALL BE AS SHOWN ON PLANS WITH VERTICAL CHANGES AS INDICATED WITH STEPS IN THE FOOTINGS; LOCATIONS OF STEPS SHOWN AS APPROXIMATE AND SHALL. BE COORDINATED WITH THE CIVIL GRADING PLANS TO ENSURE THAT THE EXTERIOR PERIMETER FOOTINGS BEAR NO LESS THAN 24 INCHES BELOW FINISH GRADE, OR AS OTHERWISE INDICATED BY THE GEOTECHNICAL ENGINEER OR BUILDING OFFICIAL. 18. NON -EXPANSIVE BACKFILL SHALL BE PLACED IN CONTROLLED LIFTS NOT TO EXCEED 12 INCHES AND SHALL BE COMPACTED TO AT LEAST 95% OF LABORATORY MAXIMUM DENSITY (ASTM D 1557). 19. AREA DRAINAGE SHALL BE DIRECTED AWAY FROM THE FOUNDATION. 20. GENERAL CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR SHORING, SHEETING AND BRACING OF EXCAVATIONS. 21. GENERAL CONTRACTOR SHALL INSTALL ALL PIPE SLEEVES, BOXED OPENINGS, ANCHOR BOLTS, ETC., AS REQUIRED FOR THE VARIOUS TRADES. WALL POCKETS TO RECEIVE BEAMS AND SLABS SHALL BE PROVIDED AS REQUIRED FOR THE SUPER -STRUCTURE. SHOP DRAWINGS SHOWING THE POSITION OF OPNINGS SHALL BE SUBMITTED TO THE CONTRACTING OFFICER PRIOR TO PLACEMENT OF CONCRETE. 22. LOCATE SAWCUTS PER PLAN OR IF NOT SHOWN ON PLANS COMPLY WITH ACI 224.3. 23. IN NO CASE SHALL TRUCKS, BULLDOZERS OR OTHER HEAVY EQUIPMENT BE PERMITTED CLOSER THAN 8'-O" FROMANY FOUNDATION WALL. UNLESS APPROVED BY ENGINEER. CONCRETE MASONRY 1. CONCRETE MASONRY WORK SHALL BE IN ACCORDANCE WITH THE FLORIDA BUILDING CODE REQUIREMENTS FOR MASONRY, AND REQUIREMENTS AND SPECIFICATIONS FOR MASONRY STRUCTURES AC1530 /ASCE 6 (LATEST EDITION). 2. ALL MASONRY WORK SHALL CONFORM TO AC1530/ASCE 5 STANDARDS, LATEST EDITION. 3. MOISTURE CONTENT OF BLOCKS SHALL NOT EXCEED 35% OF TOTAL ABSORPTION AT THE TIME OF PLACEMENT. 4. BLOCK UNITS SHALL CONFORM TO FLORIDA CONCRETEAND PRODUCTS ASSOCIATION SPECIFICATION CM-1'. 5. MAXIMUM LINEA2 SHRINKAGE FOR BLOCK UNITS USED FOR EXTERIOR WALL SHALL NOT EXCEED 0 .04/. 6. CONCRETE MASUNRY UNITS SHALL BE IN CONFORMANCE WITH ASTM C 90, GRADE N, TYPE 11. MASONRY UNITS SHALL BE TESTED IN ACCORDANCE WITH ASTM C 140 AND SHALL HAVEA MINIMUM COMPRESSIVE S, RENGTH OF 1900 PSI MINIMUM BASED ON THE NET CROSS SECTIONAL AREA. 7. TESTING TO BE DONE FOLLOWING ASTM C 140 "SAMPLING AND TESTING OF CONCRETE MASONRY UNITS". 8. USEALL GROUT CONFORMING TO ASTM C 476 WITH A MIN. COMPRESSIVE STRENGTH OF 3000 PSI IN 28 DAYS, TESTED IN ACCORDANCE WITH ASTM C 39, COARSE TYPE WITH MAX. AGGREGATE SIZE OF 3/8"AND SLUMP OF 8" TO 11". TEST SAMPLES FOR COMPRESSIVE STRENGTH EVERY 30 YARDS OR EA DAY OF GROUTING. 2,800 PSI PUMP MIX READY MIX CONCRETE MADE WITH MAX. 3/8" AGGREGATE AND MAX. 9" SLUMP IS ACCEPTED ALTERNATE. NO ADMIXTURES WILL BE PERMITTED IN MORTAR. 9. GROUT FOR POURING SHALL BEA FLUID CONSISTENCY. 10. USE TYPE "M" MORTAR IN CONFORMANCE WITH ASTM C 270, AND ASTM C 780, TYPES (DO NOT USE MASONRY CEMENT). MORTAR SHALL BE FRESHLY PREPARED AND UNIFORMLY MIXED. 11. REMOVE MORTAR PROTRUDING INTO CELL CAVITIES THAT ARE TO BE REINFORCED AND GROUTED. ALLOW A MIN. OF 24 HOURS FOR MORTAR TO CURE BEFORE PLACING GROUT. 12. REINFORCING STEEL SHALL CONFORM TOASTMA 615 GRADE 60, FY= 60,000 PSI. ALL SPLICES (LAPS) AND CORNER BARS SHALL BE MINIMUM 30 INCHES OR AS SHOWN ON DRAWINGS. EPDXY COATED BARS SMALL HAVE THEIR LAP LENGTHS 50% GREATER THAN THOSE SPECIFIED ABOVE. 13, ANCHOR BOLTS SHALL BE ASTM A 307, FOR HEADED MACHINE BOLTS. 14. USE PRESSURE -TREATED WOOD FOR ALL WOOD IN CONTACT WITH MASONRY, 15. DO NOT STACK MASONRY UNITS MORE THAN 2' -8"HIGH AND IN PALLETS OF 4x4' MAXIMUM SURFACE AREA AND NO LESS THAN 8 FT. AWAY FROM EACH OTHER. 16, WALLS TALLER THAN 8 FEET SHALL BE BRACED TO ENSURE STABILITY OF THE MASONRY DURING CONSTRUCTION. 17, ALL UNITS TO BE. LAID UP IN RUNNING BOND WITH CONCAVE COMPRESSED JOINTS UNLESS NOTED OTHERWISE. 18, HEAD AND BED JOINTS SHALL BE 318" THICK EXCEPT STARTING JOINT AT FOUNDATION WHICH SHALL BE 1/4"MINIMUM AND 3/4"MAXIMUM. ALL UNITS SHALL BE LAID WITH FULL MORTAR COVERAGE OF THE FACE SHELLS IN BOTH HORIZONTAL AND VERTICAL OR TRUSS. 19. PROVIDE 9 GAGE LADDER TYPE CONT. GALVANIZED HORIZONTAL JOINT REINFORCING (DUR 0 WALL OR ENGINEER APPROVED SUBSTITUTION) AT ALTERNATE BLOCK COURSES.(16"VERTICALLY) WITH MIN. 6" LAP SPLICE. 20. USE PREFABRICATED CORNERS AND TEES AT WALL INTERSECTIONS, OVERLAP DISCONTINUOUS ENDS A MIN. OF 124. HORIZONTAL REINFORCING SHALL CONFORM TO ASTM A-82. 21. INTERSECTING WALLS SHALL BE INTERLOCKED WITH RUNNING BOND. 22. 18 GAUGE DOVETAIL ANCHORS (5-8" LONG) AND INSERTS SHALL BE USED EVERY 2ND BLOCK COURSE AT BLOCK -COLUMN INTERSECTIONS. 23. WHERE VERTICAL REINFORCEMENT IS REQUIRED PROVIDE ONE PIECE, NO SPLICES, CENTERED IN THE WALL UNLESS SPECIFICALLY DETAILED. OTHERWISE.PROVIDE VERTICAL SUPPORT SPACERS AT 200 REINFORCEMENT DIAMETERS MAXIMUM BUT NOT EXCEEDING 10 FEET. THE CONTRACTOR HAS THE OPTION TO USE ADDITIONAL LAP SPLICES FOR THE PLACEMENT OF THE VERTICAL REINFORCING. 24. ALL REINFORCED HOLLOW UNIT MASONRY SHALL BE BUILT TO PRESERVE THE UNOBSTRUCTED VERTICAL CONTINUITY OF THE CELLS TO BE FILLED. WALLS AND CROSS WEBS FORMING SUCH CELLS TO BE FILLED SHALL BE FULL -BEDDED IN MORTAR TO PREVENT LEAKAGE OF GROUT. ALL HEAD (OR END) JOINTS SHALL BE SOLIDLY FILLED WITH MORTAR FOR A DISTANCE IN FROM THE FACE OF THE WALL OR UNIT NOT LESS THAN THE THICKNESS OF THE LONGITUDINAL FACE SHELLS. BOND SHALL BE PROVIDED BY LAPPING UNITS IN SUCCESSIVE VERTICAL COURSES OR BY EQUIVALENT MECHANICAL ANCHORAGE. 25. VERTICAL CELLS TO BE FILLED SHALL HAVE VERTICAL ALIGNMENT SUFFICIENT TO MAINTAIN A CLEAR, UNOBSTRUCTED, CONTINUOUS VERTICAL CELL MEASURING NOT LESS THAN 3"AND HAVING A CLEAR AREA OF 10 SQUARE INCHES. 26. REINFORCING BARS REQUIRE A MINIMUM CLEAR DISTANCE OF 1/4" FOR FINE GROUT OR 1/2" FOR COURSE GROUT BETWEEN ANY MASONRY FACE. A MINIMUM 2" COVER FROM THE EXTERIOR FACE OF THE BLOCK TO THE REINFORCING INCLUDING GROUT SHALL ALSO BE OBSERVED. 27. FOR REINFORCING CONGESTION KNOCKOUT BLOCKS TO BE USED TO FACILITATE CONSTRUCTION. 28. ALL REINFORCING TERMINATING AT BOND BEAMS REQUIRE A STANDARD HOOK WITH AN EMBEDMENT OF 6"MIN. 29. USE MINIMUM 1 #5 IN FILLED CELL AT WALL INTERSECTIONS, EACH SIDE OF OPENINGS IN THE WALL AND AT THE ENDS OF WALLS UNLESS NOTED IN PLANS TO BE DIFFERENT. 30. ALL CELLS CONTAINING REINFORCING OR EMBEDDED ITEMS SHALL BE SOLID GROUTED. 31. CLEANOUT OPENINGS SHALL BE PROVIDED AT THE BOTTON OF ALL CELLS TO BE FILLED IN EACH POUR OF GROUT WHERE SUCH GROUT POUR IS IN EXCESSOF 4 FEET IN HEIGHT. ANY OVERHANGING MORTAR OR OTHER OBSTRUCTION OR DEBRIS SHALL BE REMOVED FROM THE INSIDES OF SUCH CELL WALLS. THE CLEANOUTS SHALL BE SEALED BEFORE GROUTING, AFTER INSPECTION. 3Z GROUT SHALL BEA CONTINUOUS OPERATION POURED IN LFTS OF 8 FEET MAXIMUM HEIGHT. ALL GROUT SHALL BE CONSOLIDATED AT TIME OF POURING BY'UDDLING OR VIBRATION AND THEN RECONSOLIDATED AGAIN BY PUDDLING LATER, BEFORE PLASTICITY IS LOST. 33. WHEN TOTAL GROUT POUR EXCEEDS 8 FEET IN HEIGHT, TWE GROUT SHALL BE PLACED IN FOUR FOOT LIFTS WITH NOT LESS THAN 30 MINUTES NOR MORE THAN ONE HOUR BETWEEN LIFTS. VIBRATE EACH LIFT AND RECONSOLIDATE PREVIOUS LIFT AFTER PLACING NEXT 34. WHEN THE GROUTING IS STOPPED FOR ONE HOUR OR LONGER, HORIZONTAL CONSTRUCTION JOINTS SHALL BE FORMED BY STOPPING THE POUR OF GROUT NOT LESS THAN 1/21NCH BELOW THE TOP OF THE UPPERMOST UNIT GROUTED. 35. UNITS WHICH ARE DISTURBED AFTER INITIAL BOND IS ACHIEVED MUST BE REMOVED AND RELAID WITH FRESH MORTAR TO ENSURE ADEQUATE BOND STREN3THAND MINIMIZE THE LIKELIHOOD OF WATER PENETRATION INTO AN UNBONDED JOINT 36. WHERE ANCHOR BOLTS ARE SET IN MASONRY WALL, FILL BACK CELLS WITH GROUT FOR BOLT COURSE, ONE COURSE ABOVE AND TWO COURSES BELOWANCHOR ELEVATION. 37. CHASES AND RECESSES SHALL BE CONSTRUCTED AS MASONRY UNITS ARE LAID. MASONRY DIRECT ABOVE CHASES OR RECESSES WIDER THAN 12 INCHES SHALL BE SUPPORTED ON PRECAST GROUTED LINTELS. 38. PROVIDE PRECAST LINTELS OVER ALL OPENINGS IN MASONRY CONSTRUCTION UNLESS NOTED OTHERWISE IN PLAN. PROVIDE #5 BAR IN ALL LINTELS GROJTED SOLID AND SHALL HAVE 4" MINIMUM BEARING AT EACH END. FOR RECESSED LINTELS SHE MINIMUM BEARING SHALL BE 86. 39. PROVIDE LINTELS OR HEADERS OVERALL MASONRY OPENINGS NOT FLUSH WITH STRUCTURAL FRAME. LINTELS OR HEADERS TO BEAR MIN. 8 INCHES EACH SIDE OF OPENING. 40. FOR SPECIAL INSPECTIONS THE ARCHITECT/ENGINEER SHALL BE GIVEN A MINIMUM 72 HOURS NOTICE PRIOR TO EACH REINFORCED BLOCK GROUTING OR CONCRETING OPERATION. 41. LINTELS MAY BE USED IN MASONRY OPENINGS UP TO W -6"CLEAR. THESE MAY BE PRE CAST OR CAST IN PLACE. THE LATTER SHALL BE 8"X 12"MINIMUM WITH 2 # 5 TOP AND BOTTOM, #3 TIES AT 12"AND SHALL BEAR 8"AT EACH SIDE OF OPENINGS. 42. ALL BEAMS NOT SCHEDULED ARE TIE BEAMS AND SHALL BE 8"X 12" MIN. WITH 2#5 LONGITUDINAL BARS TOP AND BOTTOM AND #3 TIES AT 24". AT CORNERS JSE 2#5 TOP AND BOTTOM CORNERS BARS WITH 30" LEGS AND 4 #3 TIES AT 12" EACH SIDE. 43. ALL COLUMNS NOT SCHEDULED ARE TIE COLUMNS AND SHALL BE 8')'12" MIN. WITH 4 #5 VERTICAL BARS AND # 3 TIES AT 12" O.C. 44. STRUCTURE HAS BEEN DESIGNED AS A SKELETON FRAME. LAY UP ALL MASONRY UNITS AFTER CONCRETE PLACEMENT OF NEXT STORY. SECURE MASONRY TO COLUMNS WITH GALVANIZED DOVETAIL ANCHORS IN EVERY OTHER COURSE (OR APPROVED EQUAL). 45. ALL MASONRY WALLS SHALL BE NON -LOAD BEARING (UNLESS OTHERWISE NOTED ON PLANS) AND MUST BE HELD CLEAR OF OVERHEAD SLABS AND BEAMS UNTIL DEFLECTION DUE TO APPLIED LOADS AND SHORE REMOVAL ABOVE HAS OCCURRED. THEN GROUT WALL TIGHT BELOW MEMBER. 46. AFTER UPPER WALL HAS BEEN PLACED ON SLAB OR BEAM ABOVE, LOWER NON -LOAD BEARING MASONRY WALL SHALL BE GROUTED TIGHT BELOW MEMBER. TIMBER AND PRE-ENGINEERED WOOD TRUSSES 1. ALL LUMBER SHALL MEET THE STANDARD OF QUALITYAS STATED IN FBC 2303. 2. ALL PRESERVATIVE TREATED WOOD REQUIRED TO BE TREATED PER CODE OR DRAWINGS SHALL BE IDENTIFIED BY THE QUALITY MARK OF AN INSPECTION AGENCY WHICH HAS BEEN APPROVED BY AN ACCREDITATION BODY WHICH COMPLIES WITH THE REQUIREMENTS OF THE AMERICAN LUMBER STANDARD COMMITTEE TREATED WOOD PROGRAM, OR EQUIVALENT. 3. ALL LUMBER SIZES NOTED AND SPECIFIED ON PLANS ARE NOMINAL SIZES UNLESS SPECIFICALLY INDICATED AS NET SIZE. 4. WOOD IN CONTACT WITH THE GROUND OR BELOW GROUND LEVEL SHALL BE NATURALLY DURABLE OR PRESERVATIVE -TREATED WOOD. 5, WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE NATURALLY DURABLE OR PRESERVATIVE -TREATED WOOD, 6. THE PLACEMENT OF HOLES IN FLOOR JOIST WEBS SHALL BE PER MANUFACTURERS SPECIFICATIONS OR APPROVED BY THE S.E.R. IN WRITING. THE NOTCHING OR CUTTING OF FLOOR JOIST FLANGES IS NOT ALLOWED. 7. SUBMIT TRUSS SHOP DRAWINGS SIGNED AND SEALED BY AN ENGINEER REGISTERED IN THE STATE OF FLORIDA FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWINGS SHALL INCLUDE TRUSS LAYOUT DESIGN LOADS TRUSS REACTIONS DL & LL AND EL & WL AND ALL OTHER INFORMATION REQUIRED FOR PROPER TRUSS INSTALLATION. DESIGN OF TRUSSES SHALL INCLUDE THE UPLIFT EFFECTS OF THE APPROPRIATE DESIGN WIND LOAD UTILIZING SHAPE FACTORS FROM THE FLORIDA BUILDING CODE. 8. TRUSS MEMBERS AND COMPONENTS SHALL NOT BE CUT, NOTCHED, DRILLED, SPLICED, OR OTHERWISE ALTERED IN ANY WAY WITHOUT THE WRITTEN APPROVAL OF THE S.E.R. ALTERATIONS RESULTING IN THEADDITION OF LOADS TO ANY MEMBER (EG. HVAC EQUIPMENT, WATER HEATER) SHALL NOT BE PERMITTED WITHOUT VERIFICATION THAT THE TRUSS IS CAPABLE OF SUPPORTING SUCH ADDITIONAL LOADING. 9. STUD PARTITIONS CONTAINING PLUMBING, HEATING, CONDUIT OR OTHER PIPES SHALL BE SO FRAMED AND SPACED AS TO GIVE PROPER CLEARANCE FOR THE PIPING. WHERE PIPES ARE PLACED IN OR PERTLY IN A PARTITION, NECESSITATION THE CUTTING OF THE SOLE PLATE, A METAL TIE NOT LESS THAN 0.058 INCH (16 GAGE) AND 1 % INCHES WIDE SHALL BE FASTENED TO EACH PLATE ACROSS AND TO EACH SIDE OF THE OPENING WITH NOT LESS THAN SIX 16D NAILS. 10. IN LOAD BEARING WALLS AND PARTITIONS, ANY WOOD STUD MAY BE CUT OR NOTCHED TO A DEPTH NOT EXCEEDING 25 PERCENT OF ITS WIDTH. CUTTING OR NOTCHING OF STUDS TO A DEPTH NOT GREATER THAN 40 PERCENT OF THE WIDTH OF THE STUD IS PERMITTED IN NON -BEARING PARTITIONS SUPPORTING NO LOADS OTHER THAN THE WEIGHT OF THE PARTITION. 11. BORED HOLES NOT GREATER THAN 60 PERCENT OF THE WIDTH OF THE STUD ARE PERMITTED IN NONBEARING PARTITIONS OR IN ANY WALL WHERE EACH BORED STUD IS DOUBLED, PROVIDING NOT MORE THAN TWO SUCH SUCCESSIVE DOUBLE STUDS ARE BORED. IN NO CASE SHALL THE EDGE OF THE BORED HOLE BE NEARER THAN 5/81NCH TO THE EDGE OF THE STUD. BORED HOLES SHALL NOT BE LOCATED AT THE SAME SECTION OF STUD AS A CUT OR NOTCH. 12, DESIGN CALCULATIONS FOR TRUSSES SHALL CLEARLY SHOW THE DESIGN LOADS FOR BOTH GRAVITY AND UPLIFT CONDITIONS. 13. ROOF PLYWOOD SHALL SPAN RATED STRUCTURAL SHEAThING, ATTACHED TO ROOF FRAMING WITH GALVANIZED NAILS PER DRAWINGS. PROVIDE 1/8" SPACINGAT PANEL EDGES AND END JOINTS UNLESS OTHERWISE NOTED. 14. PROVIDE TRUSS ANCHORS AT ALL RAFTER/TRUSS TO BEARING CONNECTIONS. ALL TRUSS TO TRUSS CONNECTORS AND TIE DOWNS ARE RESPONSIBILITY OF THE TRUSS MANUFACTURER. 15. ALL WOOD TRUSS/RAFTER/BEAM TO MASONRY OR CONCRETE SHALL HAVE A MOISTURE BARRIER. 16. CHECK SCHEDULE AND/OR SECTIONS FOR VARIATIONS IN STRAPS. PROVIDE MULTIPLE OR SPECIFIC STRAPS AT TRUSS GIRDERS AND GABLE ENDS AS SHOWN CN PLANS. 17. ALL NAILS AND METAL HARDWARE EXPOSED TO THE WEATHER SHALL BE GALVANIZED OR COATED WITH AN APPROVED MATERIAL. ALL NAILS SHALL BE COMMON WIRE NAILS UNLESS NOTED OTHERWISE. SPACE NAILS IN STRAPS SO AS NOT TO SPLIT MOOD, 18. ALL STRUCTURAL ELEMENTS MUST BE S.P.F. GRADE 1, S. PINE GRADE 2 OR BETTER. 19. ALL WALL SHEATHING FOR EXTERIOR WALLS SHALL BE SPAN RATED STRUCTURAL, INSTALLED WITH FACE GRAIN PARALLEL TO SUPPORTS. CONNECT TO SUPPORTS WITH GALVANIZED NAILS PER THE DRAWINGS. PROVIDE 2X4 BLOCKING AT ALL HORIZONTAL JOINTS. PROVIDE 1/8" SPACE AT PANEL EDGES AND END JOINTS UNLESS OTHERWISE NOTED, 20. BUILT UP LUMBER (MULTIPLE MEMBERS) MUST BE FASTENED TOGETHER TO ACT AS ONE TO RESIST THE APPLIED LOAD. PROVIDE MINIMUM 2 ROWS OF 16D @ 17" O.C. 0� Al DOORS AND WINDOWS 1. THE DESIGN PRESSURES FOR THE DOORS AND WINDOWS SHALL BE NOT LESS THAN THE VALUES SHOWN IN THE SCHEDULE. 2, THE DOORS AND WINDOWS SHALL BE INSTALLED IN STRICT COMPLIANCE WITH THE MANUFACTURER'S NOTICE OF APPROVAL (MIAMI NOA OR FBC APPROVAL). 3. THE DOORS AND WINDOWS MUST WITHSTAND THE IMPACT OF WIND BORNE MISSILES, OR SHALL BE PROTECTED WITH AN APPROVED IMPACT RESISTANT COVERING. 4. EACH UNIT SHALL BEAR A LABEL WITH THE MANUFACTURER'S NAME AND DESIGN PRESSURES. 5. PRIOR TO INSTALLATION, ALL FRAMES MUST BE CHECKED FOR RACK, TWIST AND OUT OF SQUARE. 6. FOLLOW FMA (FENESTRATION MANUFACTURERS ASSOCIATION) GUIDELINES FOR FLASHING ALL OPENINGS. a. CAULK ALL INSIDE CORNERS OF OPENINGS WITH AN APPROVED SEALANT. b. APPLYAN APPROVED FLASHING TO ALL FOUR SIDES OF OPENINGS. c. APPLY A HEAVY, UNINTERRUPTED BEAD OF APPROVED SEALANT TO THE BUCKS PRIOR TO ATTACHING TO THE OPENING PER WINDOW/ DOOR DETAILS. d. SEAL BUCKS WITH ANAPPROVED FLASHING MATERIAL. e. INSTALL DOOR / WINDOW AND APPLY BEAD OF APPROVED SEALANT AROUND PERIMETER. 7. APPROVED CORROSION RESISTANT FLASHING SHALL BEAPPLIED IN SHINGLE FASHION IN A MANNER TO PREVENT ENTRY OR PENETRATION OF WATER TO THE BUILDINGS STRUCTURAL FRAMING COMPONENTS. 8. SELF -ADHERED MEMBRANES USED AS FLASHING SHALL COMPLY WITHAAMA 711. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH. 9. ALL EGRESS WINDOWS SHALL MEET FBC SECTION 1029 OR FBC-R 310, AS APPLICABLE. ABBREVIATIONS AB -ANCHORBOLT FIG -FOOTING AHJ -AUTHOR17YHAVINGJUR/SDICTION HOR/Z -HORIZONTAL ALT -ALTERNATE /N -INCH/INCHES BOTT -BOTTOM MAS -MASCAR V CMU -CONCRETEMASONRVUN/T MAX -MAXIMUM COL -COLUMN MAR -MANUFACTURER CONC -CONCRETE MIN -MINIMUM CONT -CONTINUOUS MISC -MISCELLANEOUS D/A -DIAMETER MPH -M/LESPERHOUR DIM -DIMENSION NTS -NOT TO SCALE DN -DOWN OC -ONCENTER EA -EACH PSF -POUNDSPERSQUAREFOOT ELEV -ELEVA770NIELEVATOR REV -REVISION/REVISED ENGR -ENGINEER SCHED -SCHEDULE EW -EACHWAY TYP -TYPICAL EXIST -EXIS77NG &NO -UNLESSNOTEDOTHERW/SE FXP -EXPANSION VERT - VERTICAL EXT -EXTERIOR W/ -WITH FBC - FLORIDA BUILDING CODE W/o -WITHOUT FF -F/N/SHFLOOR WWF - WELDED WIRE FABRIC FND -FOUNDATION mm -WELDEDWIRE MESH FT -FEET/FOOT #5 . STEEL REINFORCING BAR (REBAR) #5(5187 PRODUCT APPROVAL AFFIDAVIT FORM CATEGORY/SUBCATEGORY APPROVAL NUMBER(S) MANUFACTURER MODEL NUMBER BUILDING DESIGN PRESSURES +PSF ( ) (-PSF) PRODUCT DESIGN PRESSURES (+pSF) (-PSF) A. EXTERIOR DOORS 1. SWINGING NOA 15-180.19 PLASTPRO SERIES N 31 -40 50 -50 2. ROLL UP GARAGE NOA 15-0304.01 DAB DOOR COMPANY, INC. 824 811 29 -35 36 -44 3. SWINGING FL# 17184.24 PLASTPRO FIBERGLASS DOOR 31 -40 50 -50 B. WINDOWS 1. SINGLE HUNG FL# 16177.1 CUSTOM WINDOWS SYSTEM INC. SH-8100 33 -45 70 -70 _ VULT = 150 MPH 194 MPH 1. ROOF FL# 10674 R12 OWENS CORNING ASPHALT ROOFING SHINGLES & STARTERS 92 N EN61 RHAS VIEWED EABO COMPO NTSO IADDIN NO HA PPROV THEIR IN THI TRUCT E. THES RODUC PROVI DEQU RES/S CE TO EWIND DS AN CES IFIE URR OD ISIO No. *e ST 0 KqL` p I CD N co W - CD Z Y 0r LU Q U O 0Y Q W W O h O O O WN ce) Wco00(0 �JOM � LL 0) 00 U) �- U Nmrr En 0 00 Q� (L LL r- W oM to o N 7 m� 2 S ad LLLL ZU D w Od mF W LL VU) ZLu �00 Q N N e U � �O V' 2)U Za otf C7 Z W WgZ W j Z LL] CO -i Z ®®�OJ Wm,0 °o 2U 07 W 0 z J F- U D ryo U) W U z W 0 W O 0 z Q M m N O O 00 0 rr O J LL w U G' W a O LL r74!` 04/17/16 SHEET S1 OF 4 16-0374 PERMIT SET W o^ 20'-0" a °n 4 9'_6" jr 9,_6 CDU) F-1 — — — F-1 v Z Lu P 11------ L P-1J L--------� P 1 w y Lu F � J z OU) 15 DOWELS 0 EA. VERT, N BASE MOULD U 0 BAR W/. 90 DEG. HOOK. a H CONCRETE SLAB n Q o 1 a PER PLANS W w U 1 I q CLEANOUT 0 DOWEL (j o ti T O J wi iLl in LL 64,_8" p Q® cq Co. d L0to. r- a 8'-5" r 15'-6" 5' 4" 3'-11" — 3'-11" 8'-8" * 11' 4" T-7" D CONCRETE FOOTER n N H 31/ 40 33/-45 I PER SCHEDULE co 31 /-40 33/ 45 33/-45 o e 33/-45 a e 32/ 42 Y W U I z 6 6 DOOR 2 6 DOOM W cD � Q O> T 606' DOOR 2 3030 WINDOWS o 8 WINDOW 4" 106' WIN W 4" 4550 WINDOW r ----------�--- F-z F2--------------- F_z------- EGRESS --TYPICAL EXTERIOR WALL SECTION ------ ------------------------------------ SCALE: 1/2" = V-0" W 2 U y y I °w °w I o 0 0 0 o to I I 11 1 2" O o LO N U � O SLAB 7 1/2" / " y( O 00 CONCRETE ®CMU w i 8 WIDE SAW CUT SHALL BE MADE AS t 4 DEEP JOINTcp ® FRAME N SOON AS CONCRETE HAS HARDENED ITH SEALANT V4" W N N v SUFFICIENTLY TO PREVENT AGGREGATE BELOW SURFACE L� m O (O - N N SLOPE BEING DISLODGED BY SAW t cm,1, I° �LL �C LL ISOLATION JOINT " a <° O Q N (� W W 1 2-15 BARS CONT. m� N Z) w Oa I o SPACE SAWCUTS 20' MAX WHERE NEEDED ®= x w LL _ �WaL Im FOOTING AT GARAGE DOOR SAW CUT SECTION M 1 > 4" THICK CONCRETE SLAB 1 M SCALE: 3/4" = V-0" SCALE: 3/4" = V-0" W/ 6x6 - W 1.4xW 1.4 W W F 1 OR FIBERMESH ON 6 MIL ( ) VAPOR BARRIER ON v TREATED COMPACTED SOIL 4' I Z Q co UIn- I o� 1 - v SEE PLAN FOR O �a I I o � Q U o y REINFORCEMENT Z 06 I 4" THICK CONCRETE SLAB CLEANOUTRATBE4 DOWEL W/6x6-W10 xW10 WWF N W I I R VARIES ON TREMAITEDACOMPACIE SOlL o- W g z 4 CONT I I 5 DOWEL LLI > Z "'• . a w 1 90' HOOK a. O 0 EA. )VERT. BAR TYP. GRIO I w Z 2" SLOPE Q " —�� -' / li O J I to z_ v Iwo g ■ C CO O 4" N O" a CONCRETE FOOTER Z ZO Y z I" I N ..•,..: PER SCHEDULE 0 W U 10 N GARAGE STEP DOWN IRW SEE DETAIL 1 m 1 GARAGE EXTERIOR FOOTING GARAGE STEP DOWN _ I 1 o SCALE: 1/2" = 1'-0" SCALE: 3/4" = V-0" Q �Z I M I 1 D- M I I I z r--------------------------------------------� —--- O 1 F 2 F-2 1-1711111 I 6068 DOOR (2) 3050 WINDOWS Q 1 31/ 40 a 32/ 42 z L 10'_7' U 10'_9" 6-2" 7'_1" e ` +• •/\/\� . d ' 12 LAP 1 a 2T-0" 13'_3"'~ } ` u_ 1 w 35,_3,� ILL \�\/\\/j///: •,•. I /\ BOT/PIPE , I vi \\j C-2 (TYP.) SEE PLAN U O L------------------------- -----J Y PROVIDE ADDITIONAL 1 _4 z L- EGRESS F"2 EGRESS 15 BARS AT THICKENED EDGE FOOTING A MIN. W )SO Rx (2) 3050 WINDOWS (2) 305P WINDOWS OF 12' BELOW PIPE Q 32/-42 32/42 FOOTING PENETRATION DETAIL uj T'_9" 15'_3" 6'_5 6'_8� T'_0„ T,_ 1 �� LLI SCALE: 3/4"= 1 "-0" LL o 29'-5" 22'-0" L O LL. o O co PROPOSED FOUNDATION PLAN FILLED CELL W/ #5 VERT. MIN. DESIGN PRESSURE CORNER BARS TO MATCH SMIP FOOTING REINFORCING 30" LAP SPLICE TYP. (POUNDS PER SQUARE FOOT) COPT. THRU PADS Z W +/-pSF FOOTING REINFORCEMENT U SCALE: 1/4"= 1'-0" Q rr 8" CMU WALL WINDOW J E: 5 X d J_ BAR No. II" I`'r Q IY °' No. 600 PLAN AT PA * ° STAT 0 � A °. :•Q •••"ZOfi IL AMI AR FSS�ONA•#61 00 CORNER PERPENDICULAR ��: 04/17/16 NOTE: CONCRETE BEAM CORNER SIMILAR SHEET TYPICAL FOOTING INTERSECTION DETAIL SCALE: 1/2" = V-0" L �^ OF 4 16-0374 MARK FOUNDATION SCHEDULE W x D x L REINFORCEMENT NOTES F-1 8" X 12" X CONT. (1) #5 BARS CONT. THICKENED EDGE AT PORCH F-2 20" X 20" X CONT. (2) #5 BARS CONT. TYPICAL EXTERIOR WALLS P-1 24" X 12" X 24" (3) #5 TOP & BOTT. 4"x4" WOOD COLUMN COLUMN SCHEDULE MARK TYPE REINFORCEMENT NOTES C-1 4"x4" WOOD COLUMN ABU44@ BASE C-2 8"X8" CMU COLUMN (2) #5 VERT. PERMIT SET Q1 Ip w S4 a i cam �o BM- M-2 — — — — — — — Z w N� I I OULU H� I I > wA I I W oU 0: (j 0 m I I m _1 co U- I I a O O co 0 r (D w c I c O o �� CDo -- — — -- — — — — -- — O Y w U > O O O 0 0 o a O T1 O O U O no O II f'rn M( N OO II WNM�- Nv II WMpcfl "N 02 z II �J0M My LL O O O O II V) (DN (La - II =2LoN II �0� LLLL II pQNN uiui II 02 II NWnN 5w ma -- _ - m�a� LULL II Q 22 > rl Vcn 0 -7 - N wcn w �+ < co I I ROOF ZONES ® PARTIALLY ENCLOSED a� z w 1�¢j ENCLOSED N_ SCALE: 1/8"= 1'-0" g W a I I Wgzo — I Zww II M,Uo5 m� II ,-W0o ^ f I II II II I I Z W z II Q O p_ N LL -- C I -- - - 73 D A � I � 4 a = 3.0 FEET EDGE DISTANCE LL Q El II I m AT T I I BM-2 BM-2 BM-2 LLl � f , O z LL co w A/ N L� -o O m N all o co 0 PROPOSED FRAMING PLAN Z uj SCALE: 1/4"= 1'-0" J w Q d �\CE IlF�1/ oLL No. 600 ` STAT 0 G ICA � �OR , IL MIZ R 04/17/16 NOTES: TRUSS CONNECTORS AND CLIPS NOTED ON THIS LAYOUT ARE MODEL NO'S OF "SIMPSON STRONG -TIE". SHEET CONTRACTOR MAY SUBSTITUTE EQUAL STRAPS FROM ANOTHER MANUFACTURER. TAPCONS SHALL BE J" DIA. W/ 1i"EMBED. TYP. [� 3 OF 4 16-0374 BEAM SCHEDULE MARK TYPE REINFORCEMENTICONNECTION NOTES TYPICAL 8F16 (1) #5 70P &BOTTOM NOT MARKED BM-1 (2) 2x12 HETA20 @ EA. END d' (� M O ROOF SHEATHING FASTENING SCHEDULE WITH 15/32" PLYWOOD SPACING REQUIRED FOR 8D GALV. RINGSHANK NAILS BUILDING ZONE 1 ZONE 2 ZONE 3 PARTIALLY ENCLOSED 6�� O.C. @EDGES 6�� O.C. @EDGES 3�� O.C. @EDGES 6 O.C. @FIELD 6 O.C. @ FIELD 6�� O.C. @ FIELD DESIGN PRESSURE -40 PSF -81 PSF -92 PSF ALLOWABLE DESIGN PRESSURE ULTIMATE -64 PSF -130 PSF -147 PSF ENCLOSED 6�� O.C. @EDGES 6�� O.C. @EDGES 3�� O.C. @EDGES 6�� O.C. @FIELD 6�� O.C. @ FIELD 6" O.C. @ FIELD DESIGN PRESSURE ALLOWABLE -29 PSF -70 PSF -81 PSF DESIGN PRESSURE -46 PSF -112 PSF -130 PSF ULTIMATE STRAPPING SCHEDULE MARK STRAP/HANGER ATTACHMENT MAX. UPLIFT TYP. TRUSS (FRAME) MTS16 (14) 10d NAILS 1,000 LBS O ABU44 (12) i6d NAILS 2,200 LBS LSTA24 (18) 10d NAILS 1,235 LBS OB HUC4f0 (18) 1/4" x 2 3/4" 71TEN TO WALL & (10) 10d's TO BEAM 1,8f0 LBS AC4 (14) 16d's TO BFAM & (14) 16d�s TO POST 2,500 LBS TYP. TRUSS (CMU) HETA20 (9) 10d NAILS 1,810 LBS © (2) HETA20 (18) 10d NAILS 3,620 LBS O HGT2 (2) 5/8" A.B. 10,980 LBS PERMIT SET 2X P. T. BUCK 1 4" TAPCONS W./ LIQUID W/ li" EMBED. ® 18" O.C. SEE WINDOW DETAILS FLASHING PER FBC 2.. M MAX. & WITHIN 6" OF EDGES* FILL GAP W./ BACKER CREW WITH SEALANT ROD AND SEALANT FOR CONTINUOUS AIR SEAL .':?..... i' MAX. ! ti (.;; SHIM 114" TAPCONS SEE HEADER W./ 1" EMBED. DETAIL ®ii" OC MAX & EXT. FINISH WITHIN 4" OF EDGES* SCREW WITH SEALANT SEE DOOR �t DETAILS FILL GAP W./ BACKER N DOOR SEALANT ROD & SEALANT FOR SEALANT 1x P.T. BUCK CONTINUOUS AIR SEAL W./ LIQUID DOOR SEALANT & FLASHING PER FBC BACKER ROD TYP. HEADER DETAIL TYP. JAMB DETAIL *NOTE REFERENCE NOA INSTALLATION ANCHOR LAYOUT OR SPECIFIC ANCHOR LOCATIONS AT CORNERS AND MEETING RAILS. SHIMS SHALL BE }" SHORTER THAN DEPTH OF DOOR AND SHALL BE NON WATER -DEGRADABLE OR COMPRESSIBLE. FLASHING SHALL BE PR07ECTO WRAP LWN200 OR EQUAL. DOOR BUCK AT CMU DETAIL SCALE: 3/4" = 1'-0" 2X P.T. BUCK 1/4" TAPCONS W./ LIQUID W/ 1" EMBED. ®18" O.C. SEE WINDOW DETAILS FLASHING PER FBC 2" M MAX. & WITHIN 6" OF EDGES* FILL GAP W/ BACKER CREW WITH SEALANT ROD AND SEALANT FOR CON77N000S AIR SEAL 1�4° '�''•• MAX. SHIM 1/4" TAPCONS ....::.. SEE HEADER W./ 1" EMBED. EXT. FINISH ,' .., DETAIL ® 11" O.C. MAX. & WITHIN 4" OF EDGES* SCREW WITH SEALANT SEE WINDOW DETAILS ' FILL GAP W./ BACKER WINDOW SEALANT ROD & SEALANT FOR SEALANT 1x P.T. BUCK CONTINUOUS AIR SEAL W./ LIQUID WINDOW HEAD SEALANT & FLASHING PER FBC BACKER ROD TYP. HEADER DETAIL TYP. JAMB DETAIL *NOTE REFERENCE NOA INSTALLATION ANCHOR LAYOUT OR SPECIFIC ANCHOR LOCATIONS AT CORNERS AND MEETING RAILS. SHIMS SHALL BE }" SHORTER THAN DEPTH OF WINDOW SILL AND SHALL BE NON WATER -DEGRADABLE OR COMPRESSIBLE. FLASHING SHALL BE PR07ECTO WRAP LM200 OR EQUAL. WINDOW BUCK AT CMU DETAIL SCALE: 3/4" = V-O" P.E. TRUSSES PER PLAN PLYWOOD SHEATHING PER SCHEDULE TRUSS ANCHOR INSULATION, PER SCHEDULE SEE NOTES 0 1-1/2" GYP. CEILING BOARD SEE SOFFIT DETAIL AND (2) U-BLOCKS W/ J5 CONT. ARCHITECTURALS FOR ADDITIONAL IN EA., SEE SCHEDULE FOR BEAMS INFORMATION PROVIDE 8" PRECAST LINTEL W/ 15 CONT. FULLY GROUTED OVER OPENINGS PER SCHEDULE NOTE - PROVIDE PRECAST LINTEL OVER OPENINGS 8" CMU IN RUNNING BOND SEE ARCHITECTURALS W/ LADDER TYPE HORIZ. REINF. FOR FINISHES EVERY OTHER COURSE SEE ARCHITECTURALS FOR FINISH & INSULATION #5 DOWELS ® EA VERT. BAR W/ 90 DEG. HOOK w U N CLEANOUT ® DOWEL g 3/4" RECESS ADJ. GRADE OR PAVERS, o SEE ARCH. PLANS. "' CONC. SLAB PER FOUNDATION PLAN CONC. FOOTER SEE FOUNDATION SCHEDULE TYPICAL WALL SECTION SCALE: 1/2" = V-O" 3" 8" CMU WALL W . VERT. REINF. AT JAMBS GROUTED SOLID - SEE PLANS CONT 2x6 PRESSURE TREATED PLATE JAMB W/ }" 0 x 3-112" J-BOLT ® 24" O.C., J" 0 x 3-1/2" WEDGE BOLT ® 24" O.C. OR A" 0 x 3-1/2" TAPCONS ®i6" * SPACING LISTED IS MAX. ALLOWED O.C. VERT. STAGGERED PROVIDE ONE FASTENER WITHIN 6" FROM THE TOP & BOTTOM OF JAMB PLATE '16 FT. WIDE GARAGE DOOR JAMB ATTACHMENT Ix P.T. HEADER SCALE: 3/4" = V-0" (3) 3/16" X 3" TAPCONS ® 24" O.C. MAX PROVIDE 3 WITHIN 6" FROM ENDS GLASS DOOR TYP. HEADER DETAIL SILL SIMILAR (3) 3116" X 3" TAPCONS ® 24" O.C. MAX. PROVIDE 3 WITHIN 6" OF EDGES GLASS DOOR 1X P.T. DOOR JAMB TYP, JAMB DETAIL S.G.D. BUCK DETAIL SCALE: 3/4" = V-0" (2) 1/2" (1) 5 '4" MIN. NOTE: CONSTRUCTION ADHESIVE, APPLY IN CROSS HATCH PATTERN TO ALL MATING SURFACES 12d E 110 2 ROWS I 2xID'9 3 ROWS 2 ROWS 2x 12's 3 ROWS SIDES FOR MORE THAN 2 PLIES) WOOD BEAM PLY JOIN SCALE: 14" = T-O" "5 TOP U.N.O. 1/2" CLEAR ROUT fc = 3000 P.S.I MIN. IS BOTTOM U.N.O. PRE -CAST LINTEL PROVIDED WITH REINFORCEMENT NOTE: LINTEL SHALL BE 8F16 - lB/l T UNLESS CALLED OUT ON PLAN LINTEL DESIGNATION SCALE: 314" = l'-O" PRE-ENGR'D WOOD TRUSSES 2'-0" O.C. MAX FASCIA/DRIP EDGE—� ° TO MATCH SOFFIT W/4 rlyPOI dT TOENAILS AL MINUM SOFFIT NAILED W INTS 12 AND 1O H� SHANK IN Ut B GROOVES SPACE NAILS 6 O.C. ALONG 2X'S DESIGN PRESSURE: 45 PSF 2x4 qONT W . 3/16 TAPC NS 0 24" O.C. J CHANNEL ALUMINUM SOFFIT DETAIL SCALE: 3/4" = l'-O" COL PER PI (2) LSTA24 WRAPF OVER CORNER TY. . BEAM PER PLANS 20 STRAP EA. BEAM TYP. BEAM TO COLUMN CONNECTION (CORNER) SCALE: 3/4" = V-0" BEAM PER PLAN AC4__` W/ (14) 16d'S TO BEAM & (14) 16d's TO POST COLUMN PER SCHEDULE `— HUC410 W./ (18) 4" x 2j" TITEN TO WALL & (10) 10d's TO BEAM PO SCALE: 1/2" = 1'-0" N CMU WALL pl Y r w to O N Q O r 0 O O j W W r U W -4 O O O U CO LIJ oLn �CD !�2� WNM� Nv W cM p (0 c cv �JOM �v 0) CO as 22N JJ OQNN uiui rN zU Nmv� Oa O�dLL LLg� D W UU) Z� Q 0° N �U^i U1<r < U Z "tl U M.wz ln�Nuj � w Wgz W>z w w (0 J Z 305 IN(J] D r) ■ Zaz uji°U w U z Lu N(j) I.L. 0v I.1.. Q I+�foov F�' No. ST �.ssic a aD m N O 000 COPY SHEET S4 OF 4 16-0374 Q y O J LL LI PERMIT SEl