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3. SERVICE PANEL D ELECTRIC METER LOCATION TO BE
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ZOMPANY.
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ARTICLE 210-12.
5. HVAC DISCONN T TO BE PROVIDED BY MECHANICAL
SUBCONTRACTOR.
16. ALL ELECTRICAL IRING TO BE IN ACCORDANCE WITH LATE
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GENERAL NOTES ALL-THREAD NOTES EPDXY NOT S
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1. CODES USED: 2014 FLORIDA BUILDING CODE, RESIDENTIAL EDITION AND EXISTING BUILDING I. ALL-THREAD CONNECTORS TO BE 3/8'DIAMETER BARS PLACED AT 6'O.C. IN ALL BEARING I. ANCHOR BOLTS, R INFORCING STEEL, THREADED RODS, STAIR HANDRAILS, AND OTHER
EDITION,ACI, NDS,ARA AND ASCE7-1 0. WALLS, UNLESS NOTED OTHERWISE ON PLANS. EMBEDDED STEEL rrEMS SHALL BE SET INTO HARDENED CONCRETE WITH EPDXY OR EPDXY
GROUT ONLY WHERE_DETAILED ON THE DRAWINGS OR WHERE APPROVED BY THE ENGINEER. co
2. ALL DESIGN, CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH APPLICABLE 2. ALL-THREAD USED IN SHEARWALL AND HIGH UPLIFT TRUSS HOLD-DOWN APPLICATIONS MAY BE co
CODES AND AUTHORITIES HAVING JURISDICTION OVER THE WORK. COUNTED AS PART OF THE DESIGNATED O.C.SPACING. 2. MANUFACTURER'S DATA FOR ALL EPDXY AND EPDXY GROUT SHALL BE SUBMITTED TO THE w
ENGINEER FOR APPROVAL PRIOR TO INSTALLATION.ACCEPTABLE EPDXY PRODUCTS ARE:
3. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO 3. PLACE ALL-THREAD RODS WITHIN 6"TO 10" OF EACH CORNER AND AT EACH IN ERSECTION OF
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COMMENCING CONSTRUCTION. BEARING WALLS. RECOMMENDED INSTALLATION SEQUENCE IS: HILTIHY150,HILTI SE2421,SIMPSON STRONG-TIE SET OR APPROVED EQUAL.
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4. DETAILS FOUND WITHIN THESE DRAWINGS SHALL BE ASSUMED TO BE TYPICAL DETAILS FOR A. PLACE SHEARWALL RODS(SPECIFIED ON PLANS) IN USING THE ABOVE PRODUCTS, FOLLOW STRICTLY THE MANUFACTURER'S SPECIFICATIONS w z z
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THIS JOB ONLY. DETAILS SHALL GOVERN CONSTRUCTION FOR THIS JOB UNLESS NOTED B. PLACE HIGH UPLIFT RODS(SPECIFIED ON PLANS) AND DIRECTIONS FOR MIXING AND APPLICATION. HEED ALL LABEL WARNINGS. INSTALL IN M. - :3 z
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OTHERWISE ON THE PLANS. C. PLACE CORNER RODS ACCORDANCE WITH APPLICABLE SAFETY LAWS. 0 0 0 M I
D. PLACE ALL OTHER RODS. z 0 it Ix w w
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5. SUBSURFACE SOIL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN. THE 3. ALL EPDXY AND EPDXY GROUT SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 8,000 u- a a
OWNER SHALL PROVIDE TO THE CONTRACTOR A REPORT OF THE SUBSURFACE CONDITIONS. 4. ALL-THREAD SHALL BE DRILLED AND EPDXIED INTO FOOTING WITH SIMPSON SET EPDXY PSI AND TENSILE STI ZENGTH OF 2,300 PSI. 0 w w
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SOIL PREPARATIONS NOTED IN SAID REPORT SHALL BE FOLLOWED UNLESS MORE STRINGENT SYSTEM, OR APPROVED EQUIVALENT. ALL-THREAD EMBEDMENTS FOR SHEAR WALLS AND HIGH w 5; 5; 2
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DESIGN IS SPECIFIED WITHIN THESE PLANS. DESIGN OF THIS STRUCTURE WAS PERFORMED UPLIFT TRUSS CONNECTIONS ARE SPECIFIED IN THEIR RESPECTIVE DETAILS. 4. ALL HOLES SHALL E E DRILLED NTH A DIAMETER NO LARGER THAN 1/8" GREATER THAN THE S2 w
ASSUMING 200OPSF SOIL CAPACITY. DIAMETER OF THE STEEL MEMBER BEING INSTALLED.
5. WHERE NECESSARY,ALL-THREAD COUPLERS SHALL BE RATED NOT LESS THAN 111200 LBS.
6. THE SCOPE OF WORK OF THIS PROJECT IS LIMITED TO THE CHANGES SHOWN ON THESE PLANS, 5. ALL HOLES SHALL BE CLEANED NTH COMPRESSED AIR AND SHALL BE DRY PRIOR TO 0 0
THE SCOPE OF WORK SPECIFICALLY EXCLUDES ANY AND ALL ARCHITECTURAL, 6. MINIMUM EMBEDMENT OF ALL-THREAD SHALL BE: INSTALLATION OF E OXY. HOLES SHALL BE FREE OF ALL DELETERIOUS MATERIAL SUCH AS
WATERPROOFING, MECHANICAL,PLUMBING OR ELECTRICAL WORK. LAITANCE, DUST, DIF T,AND OIL. c�
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6"-TYPICAL WALLS, MONOLITHIC FOOTING 0 0
7. EXISTING STRUCTURES ARE SHOWN ON DRAWINGS FOR CLARITY ONLY. VERIFY ALL 7--EXTERIOR WALLS,STEMWALL FOOTING 6. CONTRACTOR PERFORMING EPDXY WORK SHALL BE AN APPROVED CONTRACTOR BY THE co
EXISTING/NEW ELEVATIONS AND TYPE OF CONSTRUCTION OF THOSE STRUCTURES, AND 8"-MASONRY WALLS , z
MANUFACTURER FU NISHING THE EPDXY MATERIALS, AND SHALL HAVE NO LESS THAN FIVE 0
NOTIFY ENGINEER IMMEDIATELY BEFORE BEGINNING NEW CONSTRUCTION OF ANY YEARS EXPERIENCE IN THE VARIOUS TYPES OF EPDXY RELATED WORK REQUIRED IN THIS
INTERFERENCES AND/OR DISCREPANCIES THAT MIGHT EXIST BETWEEN CONSTRUCTION 7. ALL-THREAD EMBEDMENTS FOR SHEARWALLS AND HIGH UPLIFT CONNECTIONS ARE SHOWN IN PROJECT. A NOTARIZED CERTIFICATION FROM THE MANUFACTURER ATTESTING TO THE Z N CO
DOCUMENTS AND/OR ACTUAL FIELD CONDITIONS. THE CONTRACTOR SHALL PROVIDE ALL THEIR RESPECTIVE DETAILS ON THIS SHEET. TRAINING SHALL BE 31UBMITTED TO THE ENGINEERIARCHITECT ALONG NTH THE PROPOSAL TO
TEMPORARY BRACING/SHORING, TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTHER DO THE WORK.
MEASURES NECESSARY TO PROTECT THE STRUCTURE AND ANY PERSONNEL DURING 8. USE 2"SQUARE WASHERS ON ALL-THREAD AND ANCHOR BOLT LOCATIONS, U.N.O.
CONSTRUCTION. THE DESIGN ADEQUACY AND SAFETY OF ABOVE ITEMS ARE THE SOLE
RESPONSIBILITY OF THE CONTRACTOR. 9. WHERE THREADED RODS ARE NOT ABLE TO BE INSTALLED DUE TO FIELD LIMITATIONS, IT IS SHEATHING NOTES
ACCEPTABLE TO PLACE A DOUBLE 2X STUD GROUP. FASTEN STUDS TOGETHER NTH (1) ROW FOR WALL SHEATHING:
CONCRETE NOTES OF 10d NAILS. FASTEN THE STUDS TO THE TOP AND BOTTOM PLATES WITH (2)SPH. PLACE A 1/2"
1. ALL REINFORCED CONCRETE WORK SHALL BE IN CONFORMANCE WITH ACI 318, LATEST ANCHOR BOLT WITH 6"EMBEDMENT WITHIN 6"OF DOUBLE STUD GROUP. 1. USE EXPOSURE I ARA RATED OSB. SPAN RATING MUST BE MINIMUM 24/16,AND NOT LESS THAN
7/16"THICK. FASTEN WITH 8d NAILS AT 6"O.C.ON EDGE, 12"O.C.IN FIELD.
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EDITION, "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE", AND ACI 301, LATEST
EDITION,"SPECIFICATIONS FOR STRUCTURAL CONCRETE" 10. IN LOCATIONS WHERE SECOND FLOOR BEARING WALLS BEAR ON BEAMS/HEADE S BELOW, IT IS 2. 5/16"HARDI-PANEL IV AY BE USED IN LIEU OF OSB. FASTEN TO STUDS WITH 8d RING SHANK NAILS 0
ACCEPTABLE TO DRILL THE THREADED RODS THROUGH THE HEADER AND FAS N THE BOTTOM AT 6"O.C.ON EDGE, 3"O.C. IN FIELD. FASTEN TO TOP AND BOTTOM PLATES AT 4"O.C.
OF THE ROD WITH A 3" SO WASHER AND NUT. IN LIEU OF THREADED RODS,
2. ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE, (145 PCF +/-) ALL CEMENT SHALL EE SECTIONS 3 cr)
AND S/S5 FOR STRAPPING ALTERNATIVES. FOR ROOF SHEATHING: < cr)
CONFORM TO ASTM C150, TYPE 1. MAXIMUM AGGREGATE SIZE SHALL BE IY2" INCHES FOR CN
I. USE EXPOSURE I AF A RATED OSB. SPAN RATING MUST BE MINIMUM 24116,AND NOT LESS THAN > N
FOUNDATIONS,AND Y47FOR ALL SLABS AND SHALL CONFORM TO ASTM C33. 7/16"THICK.FASTEN I MTH 8d NAILS AT 6"O.C.ON EDGE, 12"O.C.IN FIELD. ca 0
CONVENTIONAL FRAMING NOTES
2. SINGLE CLIP PANEL EDGES. INSTALL PANELS CONTINUOUS OVER TWO OR MORE SPANS WITH Z 0 u-
3. MINIMUM CONCRETE COMPRESSIVE STRENGTH OF ALL CONCRETE IS 3000 PSI AT 28 DAYS. 1. ALL CONVENTIONAL FRAMING LUMBER IS No.2 SYR. STAGGERED END JO NTS. WHERE PANELS ARE INSTALLED OVER SINGLE SPANS DUE TO FIELD w
CONDITIONS,BLOCK DANIELS AT 1201 O.C. w :E
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4. 4" 300OPSI CONCRETE SLAB WITH 6X6 WIA X W1.4 WWM OR 1/2" FIBERMESH OVER A 6 MIL. 2. ALL RIDGE AND VALLEY BEAM SIZES ARE NOTED ON THE PLANS. 0
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3. ALL ROOF RAFTER SIZES ARE NOTED ON THE PLANS. I. USE EXPOSURE I ARA RATED PLYWOOD. SPAN RATING MUST BE MINIMUM 48/24, AND NOT LESS w LL I.-
5. THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC MATERIAL, THAN 3/4"THICK.FASTEN WITH 8d NAILS AT 6"O.C.ON EDGE, IZ'O.C. IN FIELD. z 0 0
COHESIVE SOILS OR ANY OTHER DELETERIOUS MATERIAL. SOIL MUST BE COMPACTED TO 95% 4. FASTEN ROOF RAFTERS TO RIDGE BEAMS NTH(4) 16d TOE-NAILS. 2. USE OF ARA RATED STURD4-FLOOR IS ALLOVVgD WITH A MINIMUM SPAN RATING OF 24- AND Z Z N Z
MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR TWO FEET BELOW THE BOTTOM OF THE MINIMUM 3/4'THICKNESS. < < :5
FOOTING. 5. FASTEN ROOF RAFTERS TO BEARING WALLS WITH A SIMPSON H2.5A WITH (5)8d NAILS INTO THE F-
RAFTER AND(5)8d NAILS INTO THE TOP PLATE. <
6. ALL REINFORCEMENT SHALL BE GRADE 40 DEFORMED BARS CONFORMING TO ASTM-A615. ALL D 0
CONCRETE REINFORCEMENT SHALL BE FABRICATED, INSTALLED, SUPPORTED AND SPACED IN 6. FASTEN ROOF RAFTERS TO SLEEPER WITH SIMPSON H3 WITH (5) 8d NAILS INTO THE RAFTER
FORMS AND SECURED IN PLACE IN ACCORDANCE WITH ACI 315, -DETAILS AND DETAILING OF AND(5)8d NAILS INTO THE SLEEPER.
CONCRETE REINFORCEMENT"
7. FASTEN HEEL OF RAFTER TO CEILING JOIST WITH(4) 16d NAILS.
7. CONTRACTOR SHALL VERIFY DIMENSIONS AND LOCATIONS OF ALL SLOTS, PIPE SLEEVES, ETC.,
AS REQUIRED FOR MECHANICAL TRADES BEFORE CONCRETE IS PLACED. 8. HIP RIDGE BEAMS TO HORIZONTAL RIDGE BEAM NTH SIMPSON A35 WITH(12)8dXl-It2"NAILS.
8. VERTICAL AND HORIZONTAL REINFORCEMENT WILL BE LAPPED FOR 36 BAR DIAMETERS OR 2414, 9. FASTEN RIDGE/VALLEY BEAM TO WALL NTH (1) MSTA24 NTH (11) 1 Od NAILS IN VALLEY BEAM,
WHICHEVER IS GREATER. (11)INTO STUD BELOW.
9. CORNER REINFORCEMENT SHALL BE LAPPED 250f. 10. 2X6 No.2 SYP COLLAR TIES TO BE APPLIED. FASTEN EACH END WITH(6) 16d NAILS. BOTTOM OF
COLLAR TIES TO BE NO LOWER THAN 1/3 THE DISTANCE FROM THE TOP PLATE TO THE PEAK.
10. REINFORCEMENT SHALL HAVE THE FOLLOWING COVER REQUIREMENTS;
10.1. 3"FOR CONCRETE CAST AND PERMANENTLY EXPOSED TO EARTH 11. ALL SLEEPERS ARE FASTENED TO EXISTING FRAMING WITH (4) l6d NAILS AT EACH
102 OD
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10.2. 2"FOR CONCRETE EXPOSED TO EARTH AND WEATHER INTERSal�TION OF SLEEPER AND EXISTING FRAMING.
10.3. 11/2"FOR CONCRETE NOT EXPOSED TO WEATHER OR EARTH FOR THE PRIMARY
REINFORCEMENT. DOUBLE 2X12 CEILING JOIST FOR RIDGE
11. ONLY DIMENSIONS FOUND ON THE FOUNDATION PLAN BY ALEXANDER GRACE CONSULTING, BEAM SUPPORT,UNO.
INC., SHOULD BE USED FOR FOUNDATION CONSTRUCTION. IF DIMENSIONS CAN NOT BE ROOF RAFTER
DETERMINED FROM FOUNDATION PLAN,CONTACT THE ENGINEER OF RECORD.
12. STEMWALL TO BE A MAXIMUM OF SIX (6) COURSES TALL. CONTACT ENGINEER OF RECORD IF RIDGE BEAM co
STEMWALL WILL EXCEED SIX(6)COURSES IN HEIGHT.
13. WHERE THREADED RODS ARE EMBEDDED 12" INTO STEMWALLS, THE TOP TWO COURSES OF ------------ CEILING JOIST
14. STEMWALL MUST BE FILLED. 0
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FRAMING NOTES (2)2x4 SYR COLUMN FOR RIDGEIVALLEY BEAM SUPPORT, FASTENED TOGETHER
I DESIGN OF WOOD COMPONENTS IN THIS STRUCTURE IS BASED ON THE 2014 FLORIDA BUILDING WITH(1)ROW OF 8d NAILS AT 12"O.C. FASTEN RAFTER TO COLUMN WITH III GA
CODE, RESIDENTIAL EDITION AND THE NATIONAL DESIGN SPECIFICATION FOR WOOD STRAP NTH(9)8d NAILS IN RAFTER, (9)8d NAILS IN COLUMN.FASTEN COLU WN
CONSTRUCTION. TO TOP PLATE OR HEADER WITH 18 GA STRAP WITH(9)8d NAILS IN COLUMN,(9)
8d NAILS IN TOP PLATE/HEADER.AT CMU LOCATIONS, FASTEN POST TO CML I uj
2. DESIGN LOADING FOR THIS STRUCTURE IS FOUND IN THE LOAD TABLE ON THIS SHEET. NTH(2)HTSM 16, (4)&2-1/4"TITENS IN BLOCK,(10) 1 Od NAILS.
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3. ALL FRAMING ANCHORS SHOWN ON PLANS ARE SIMPSON. ALTERNATE CONNECTORS ARE w
ACCEPTABLE PROVIDED EQUAL OR GREATER CAPACITIES ARE ACHIEVED. CONTACT ENGINEER
OF RECORD IF EQUAL CAPACITIES ARE NOT APPARENT. LOAD TABLE COMPONENT AND CLAE DING 0
4. ALL WOOD DIRECTLY EXPOSED TO CONCRETE, MASONRY OR SOIL SHALL BE PRESSURE ROOF: DESIGN PRESSURES
TREATED. LIVE LOAD: 20.0
5. ALL WOOD DIRECTLY EXPOSED TO WEATHER SHALL BE PRESSURE TREATED. DEAD LOAD: 7.0 PSF EFFECTIVE END ZONES, PSF INTERIOR ZONES,
CEILING: AREA, SF PSF
6. NAILS OR CONNECTORS EXPOSED TO WEATHER SHALL BE GALVANIZED. LIVE LOAD: 0.0 PSF co
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LIVE LOAD-STORAGE: 30.0 PSF 0)r.-
7. DIMENSION LUMBER DEAD LOAD: 5.0 PSF 20-50 22.9 -28.8 22.9 -25.3
7.1. ALL MEMBER SIZES GIVEN IN THE DRAWINGS ARE NOMINAL DIMENSIONS 0-
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SIMPSON STRONG-TIE JOIST HANGERS OR EQUAL PER APPROVAL OF THE ENGINEER OF DEAD LOAD: 10.0 PSF 0 U.U-
100-200 20.8 -24.4 20.8 -22.9 0
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GENERAL NOTE,' ALL-THREAD NOTES EPDXY NOTES
N ITI 11
1 EDTION Or M14 FL RID BUILDING CED TION AND EXISTING BUILDING 1, ALL-THREADCONNECTORS TOM 3V DIAMETER BARS PI-ACEDAT 6 0 1 INALLSEMING 1 E BEDDED STE ITEMS SMELL.BE SET INTO HARDENED CONCRETE WTH EPDXY OR EPDXY
AM �0-1 WALLS,UNLESS NOTED OTHERVISE ON PLANS 4 APPLICATIONS MAY SE GROUt ONLY MERE DETAILED ON THE DRAWNW OR MERE APPROVED BY THE ENGINEER.
ITHIN THESE PLANS IRE DESIGNATED LEVEL 3 ALTERATIONIS IN A1.1-THR AD USED IN SHEARWAILL AND HIGH UPLIFT TRUSS HOLDDOA 2, MANUFACTURER'S DATA FOR ALL EPDXY AND EPDXY GROUT SHALL BE SUBMITTED TO THE
WL11
1 1�_ EXEST"�R.U���
'L CODE COUNTED AS PART OF THE DESIGNATED 0 C.SPACING.
I OF THE EMSTING BUILDING ENGINEER FOR APPROVAL PRIOR TO INSTALLATIM ACCEPTABLE EPDXY PRODUCTS ARE
NET APPLE'
�.LE P CE ALL-THREAD ROM WTHIN W TO 1T OF EACH CORNER AND AT EACH INTERSECnON OF
I ALL DESIGN.CONSTRUCTIC 4 AND MATERIALS SHALL SE IN ACCORDINCE WTH��PLI�BLE HILTI WIM.HILTI HSE2421.SIMPSON STRONG�TIE SET OR APPROVED EOUAL,
CODES AND AUTHORITIES K- -WORX BEARINGWAUILS.RECOMMENDED INSTALLATION SEQUENCE IS:
'S SPECIFICATIONS
IN USING THE MOVE PRODUCTS,FOLLOW STRICTLY THE MANUFACTURER
4 CONTRACT SHALL WRIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO A PLACE$HEARWALL RODS(SPECIF�E ON PLA AN C
D W CORDANCE WTH APPLICABLE SAFET"Y
COMMENCING CONSTRUCTK N. B PLACE HIGH UPLIFT RODS(SPECIF ED ON PLANS .0 DIRECT o�FOR MIXING AND APPLICATION NEED ALL LABEL WARNINGS.INSTALL IN
C PLACE CORNER ROM
5 DE ILS FOU1,ED WTHIN THE BE DRAWINGS SHALL BE ASSUMED TO E TYPICAL DETAILS FOR D PLACE ALL OTHER RODS. 3, ALL EPDXY MO EPDXY GROUT SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 8.00D
THIS I0B ONLY DETAILS SHALL GOVERN COMTRUCTION FOR THIS JOB UNLESS NOTED I AND TENSILE STRENGTH OF 2.3(XI PSI,
OTHERWISE ON THE PLANS 4, ALL-THREAD SHALL B MILLED MD EPDXIED INTO FCOTtW3 WT SIMPSON SET EPDXY PS
SYSTEM,OR APPROVED EQUIVALENT,AILL-THMAD EMBEDMENTS FOR HEARWkILLSANDHIGH
6 SUBSUFFACESCILCO ITI DNS WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN.THE UPLIFT TRUSS CONNECTIONS ME SPECIFIED IN THEIR RESPECTIVE DE AILS 4. ALL HOLES SEHAU BE DRILLED WITH A DIAMETER NO LARGER THAN 1V GREATER THAN THE
OWNER SHAUL PROVIDE TO THE CONTRACTOR A REPORT OF THE S BSURFACE CONDITIONS. DIAMETER OF THE$TEEL MEMBER BEING INSTALLED. V.?
SOIL PREPARATIONS NOTE IN SAID REPORT SHALL BE FOL D UNLESS MORE STRINGENT 5� MERE NECESSARY,ALL-THREAD COUPLERS SHALL BE RATED NOT LEI 8 THAN 3=LBS. 5. ALL HOLES SHALL BE CUEWED WITH COMPRESSED AIR AND SMELL BE DFIN'PREOR TO A A
DES ON IS SPECIFIED WTH N THESE PLANS.DESIGN OF THIS STRUCTURE WAS PERFORMED
AS IC 6 ED
SLIMING 2X)0PSF SOIL CA'ACITY. MINIMUM EMBEDMENT OF ALL-THREAD SHALL BE NSTALI.AT ON OF EPDXY.HOLES VALE.BE FREE OF ALL DELETERIOUS MATERIAL SUCH AS
LAITANCE.DUST DIRT.AND OIL.
7 THE SCOPE OF WID K OF TF 3 PROJECT IS LIMITED TO TH CHANGES SH ON THESE PLANS. r T"YP ALWAU-S.MONOUTHICF001ING CONTRACTOR PERFORMING EPDXY WORK SHALL BE AN APPROVED CONTRACTOR BY THE
THE SCOPE OF WORK SPECIFICALLY EXCLUDESEANY AND ALL ARCHITECTURAL, T:EXTERIOR WALLS.STEMWki.t.FOOTING 6 MANUFACTURER FURNISHING THE EPDXY MATERIALS,AND SHAU�HAVE NO LESS THAN FIVE
WATERPROOFING.MECHANI�,KUMBING OR ELECTRICAL WORK W MASONRY WALLS YEARS EXPERIENCE IN THE VA IDLES TYPES Of EPDXY RELATED WORK REWIRED IN THIS
& US�W STRUCTURES A tE SHONq ON DRAWINGS FOR CILARITY ONLY.VERIFY ALL 7 ALL-THREAD EMBEDMENT$FOR S#1EMWALLS AND HIGH UPLIFT COW EC71OW ME SHOWN IN PROJECT,A NOTARIZED CERTIFICATION FROM THE MANUFACTURER ATTESTING TO THE
TRAJNNG SHALL BE SUBMITTED TO THE ENGINEEIUARCHITECT ALONOWTH THE PROPOSAL TO
=TT NGNEW ELEVATIONI MD TYPE OF CONSTRUCTION OF THOSE STRUCTURES,AND THEIR RESPECTIVE XTALS ON THIS SHEET. DOTHEWORK
NEDTIFY ENGINEER IMMEI iATELY BEFORE BEGINNING NEW CONSTRUCTION OF My
INTERFERENCES M=R DISCREPANCIES THAT MIGHT EXIST BETWEEN CONSTRUCTION 8 USE T SQUARE WASHERS ON ALL-THREAD AND MCHOR BOLT LOCATK NS,U,N.O.
DOCUMENTS MIDAIR ACT AL IELD COtINTIONS THE C WRACTOR SHALL PROVIDE ALL
TEMPO RY SPACE ING,TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTHER 9. MERE THREADED RODS ARE NOT ABLE TO BE INSTALLED DUE TO MELD LIMITATIONS.IT IS SHEATHING NOTES
MEASUR NECESSARY ID PROTECT THE STRUCTURE AND MY PERSONNEL WRING ACCEPTABLE TO PLACE A DOUBLE 2X STUD GROUP.FASTEN STUDS OGET"R NTH T ROW
CONSTRUCTION THE DES15N ADEQUACY MID SAFETY OF ABOVE ITEMS ARE THE SOLE OF EIRE NAILS.FASTEN THE STUDS TO THE TOP AND BOTTOM PLATES V IITH(2)SPH PLACE A 1Z FOR WALL SHEATHE z
1 USE EXPOSURE 1 APA RATED OS8.SPIN RATING MUST BE MINIMUM ZU16,AND NOT LESS THAN
RESPONSIBILITY OF THE C01 ITRACTOR. ANCHOR�T NTH�EMBEDMENT WITHIN V OF DOUBLE STUD GROUI-. 7fW THICK FASTEN WITH W NAILS AT T O.C.ON EDGE,1 TO C INFIELD
10.IN LOCATI NS MERE SECOND FLOOR MARINO WALLS BEAR ON BEM SMEADERS BELOW,IT IS 2 "�HAROI-PANEL Y BE USED IN LIEU OF OSB FASTEN TO STUDS WTH M RING S.NAJILS
CONCRETE NOT�S TEN THE BOTTOM AT r DC.ON EDGE.W D.C.IN FIELD.FASTEN TO TOP AND BOTTOM PLATES AT 4-OC
AC EPTABLE TO DRILL THE THREADED ROM THROUGH THE HEADERA NO FAS
1 ALL REINFORCED CONCRETE WOW SHALL BE IN CONFORMANCE WITH ACE 318,LATEST OFT EROOWTHA3`SQWASHERANDNUT INUEELEOFTHREADE ROM.SEESECTIMS3 FOR RCCEF SHEATHING �0>
E TI.N�:BULONG CODE R- IREMENTS FOR REINFORCED CONCRETE'.AND ACE WE.LATEST AND S(S5 FOR STRAPPING ALTERNATIVES, I, USE EXPOSURE I APA RATE GSg,SPIN RATING MUST BE MINIMUM 2016,AND NOT LESS THAN
D 'OU z 0
ED ON SPECIFICATIONS F OR STRUCTURAL CONCRETE' 7/6'THCKFASTENW1THSdNAELSATVOC ON EDGE.170C.INFIELD
CONVENTIONAL FRAMING NOTES 2 SINGLE CLIP P NEL EDDIES,INSTALL PANELS CDWNUOUS OVER TWCI OR MORE VMS NTH LLI LL.
2 ALL CONCRETE SHAU_BE NORMAL WEIGHT CONCRETE.(M PC'-,ILI--.- STAGGERED END M WS.MERE PANELS ARE INSTALLED OVER SINGLE VMS ME TO FIELD z
CONFORM TO ASTM CM WPE 1.MAXIMUM AGGREGATE SIZE SHALL.BE IY,'INCHES FOR 1 ALL CONVENTIONAL FRAMING LUMBER IS No 2 SYR CONDITIONS BLOCK PAWLS AT 17 CC
LL t=
FOUNDATIONS AND Y'FOR ALL SLABS AND SHALL ODNFORM TO ASTM C33, 2. ALL RIDGE AND VALLEY BEAR SIZES ARE NOTED ON THE PLANS FOR FLOOR MCIUNG. UJI LL
1 U E EXPOSURE 1 APA RATED KYWOW SPIN RATING MUST BE MINIMUM�4,AND NOT LESS z 0
3 MINIMUM CONCRETE ODMPRESSIVE STRENGTH OF ALL CONCRETE IS 3DIX)PSI AT 28 DAYS 3 ALL ROOF RAFTER WES ARE NOTED ONE THE PLANS THAN W�T ICK FASTEN WTH U NAILS AT T O,C ON EDGE,17 OC.N FIELD z z Z5
2 USE OF APA RATED STURN-FLOM IS ALLOWED WITHI A MINIMUM SPM RATING OF 2C AND <
4 31 CONCRETE BELA I WITH GX6 WIA X WE 4 WWM OR 1,T FIBERMESH O�R A 6 MIL 4. FASTEN ROOF RAFTERSI TO MOORE BEAMS WTH(4)16d TOE-NAIES MINIMUM WW THICKNESS
VAPOR BARRIER AND TERM TE TREATED SOL. FAST N ROOF WTERS TO BEARING WALLS WTH A SIMPSON H2.5A V�TH(5)W NAILS INTO THE 0
5 THE FILL BELOW THE M UNDAkTION SHOULD BE FREE OF DEBRIS,ORGANIC MATERIAL. 6 RAFT:RANDS�MNAILSINT 7HETOPP1_ATE.
COfIESIVESOILSORANYC HERDELETERIOUSMATERAL,SOILMUSTSECOMPACTEDT095%
MODIFIED PROCTOR MA)0111 UM DRY DENSITY FOR TWO FEET BELOW THE BOTTOM OF THE , FAST N ROOF RAFTERS TO SLEEPER WTH SIMPSON 113 WTH(5)k NAILS INTO THE RAFTER
FOO ING AND(5)8d NAILS IWO THE SLEEPER.
6 ALL REINFORCEMENT SHAi.BE GRADE 40 DEFORMED BARS CONFORMING TO ASTWA615.ALL 7 FASTEN HEEL OF RAFTER TO CEILING JOIST NTH(4)16,1 NAEL&
CONCRETE REINFORCEMEI T VALE.BE FABRICATED.INSTALLED,SUPPORTED AND SPACED IN
FORMS MID SECURED IN I I-ACE IN ACCORDANCE WTH ACE 315.'DETAILS AND DETAILING OF & HIP RIDGE BEAMS TO HORIZONTAL RIDGE BEAM NTH SIMPSON�w rH(12)WX1-10 NILS,
L
CONCRETE FEEINFORCEME�T' 9 FAB EN RIDGENALLIFY BEAM TO WALL WITH(1)MSTA24 NTH(11)11 d NAILS IN VALLEY SEAM.
7. C RACTOR SHALL�RIF DIME IONS AND LOCATIONS OF ALL SLOTS,PIPE SLEEVES,ETC., (11)INTO STUD BELOW.
OUT
ASMOUIREDFORMECHAh CALTRADES BEFORE CONCRETE IS PLACED 10.2X6 Nol SYP COLLAR TIES TO BE APPLIED.FASTEN EACH END WTH 6)16d NAILS,BOTTOM OF
S. VERT CAL AND HORIZONTA-REINFORCEMENT WELL BE LAPPED FORM MR DIAMETERS OR 24', COLLAR TIES TO BE NO LOWER THAN la THE DISTANCE FROM THE TO I PLATE TO THE PEAK
WHICHEVER IS GREATER I I ALL SLEEPERS ME FASTENED TO EXISTING FRAMING WTH 4�16d NAILS AT EACH
9� CORI�IER REINFORCEMENT 33HALL BE LAPPED 25' INTERSECTION OF SLEEPER AND EXISTING FRAMING.
10 REINFORCEMENT SHALL HA VE THE FOLLOW NG DOVER REWIREMEWS. DOUBLE ZX 12 CE LING JOE ST FOR RIDGE
1021. rFF��CRETTE�SfMD�R�ENTLY��SEDTO�RTH BEAM SUPPORT,UNO
0 2.DER OCHCRE E Up ISEDMEARIHANDWEATHER
103. 1 la FOR CONCRETE P OT EXPOSED TO�THER OR EARTH FOR THE PRIMARY ROOF RAFIER
REINFORCEMENT� uj
11 ONLY DI ENSIONS FOLENC ON THE FOUNDATION PLAN BY ALEXMIDER GRACE CONSULTING. RIDGE BEAM
INC,SHOULD BE USED I OR FOUNDATION CONSTRUCTION, IF DIMENSIONS CAN NOT BE
DETERMINED FROM FOUNE ATION PLAN,CONTACT THE ENGINEER OF RECORD. 0
12.VEMW�LTOBEAM"%W�SIX(6�OOURSESTAU.CONTACT ENGINEER OF RECORD IF ------------ CEILING EIDIST z
STEMWALL WELL UCIEED S X(6)COURSES IN HEIGHT _j
--------- COLLAR TIE
R
M
13,MERE TH EADED ROM WE EMBEDDED IT INTO STEMWALLS.THE TOP TWO COURSES OF
STEMWALL USTBEFILLEO. (2)W SYP COLUMN FOR RIDGIWAULEY MAJO SUPPORT.FASTE NED TOGETHER
14 W1THT)RO%NOFWWLSAT1TOC.FASTENRAFTERTOCOUJMNWTH19GA
STRIP WTH(9 So NAILS IN RAFTER,(9)U NAILS IN COLUMN FA STEN COLUMN
FRAMING NOTES TO TOP PLATE)O�R HEADER WITH 18 GA STRIP WITH(9)So NAIIA'IN COLUMN.(9) Ql) z
I DESIGN 0 NOW COMM[ENT$IN THIS STRUCTURE IS SA ED ON THE W14 FLORIDA BUILDING N NA L$I N TOP PI.ATEIHEADER.AT CMU LOCATIONS.FASTEN F DST TO CARE uj
EwrtoN AND THE NATIONAL DESIGN SPECIFICATION FOR WOOED WTH(2)WSM16,(4)i�1/4-TrrENSINBL�K(10)lW�ILS
CODE,RESIDENTIAL
CONS RUCTIOI,L
2, DESIGN LOADING FOR TM STRUCTURE IS FOUND IN THE LOAD TABLE ON THIS SHEET. LOAD TABLE COMPONENT AND CLADDING
3. ALL FRAMING ANCHEMS;HONE ON PLANS ME SIMPSON ALTERNATECCOMECTORS ARE ROOF: DESIGN PRESSURES UJ
ACCEPTABLE PROVIDED E DUALOR GREATER CAPAcATIES ARE ACHIEVED ONTACTENGMER LIE LOAD
OF RECORD IF EQUAL CAP kCITIES ME NOT APPAREW, "u INTERIOR ZONES� uj
DEAD LOAD: 7 0 P.F E��ECCT"E SF �F CC
, ENE)ZONES.
4 ALL WOOD DIRECTLY EXPOSED TO CONCRETE.MASONRY OR SOIL SHALL BE PRESSURE 0,0 PSF __T_NO
TREATED CEILING
LIVE LOAD 0-20 24.
LIVE LOAD�STORAGE: m a PSF -
ALJ_WOOD DIRECTLY EM 6ED TO WEATHER SHALL BE PRESSURE TREATED DEAD LOAD: 60 ps, 20-50 229 -ES 22 9 -25S <
NAILS OR CONNECTORS UMSED TO WEATHER SHALL BE GALVANIZED. FLOOR 50100 210 .212 21S .240
LIVE LOAD, 40.0 PSF - 2
UJ
7.71DEMENSI NLUMBER DEAD LOAD 10.DPSF IM200 2.8
ALL MEMBER SIZES GI dEN IN THE DRAWINGS ARE NOMII�DIMENSIONS DECK UVE LOAD SO 0 PSF -
2 MERE POSTS ARE C LLED CUT,HEADERS SHALL BEAR FULLY ON POST&
3 ALL BEAMS AND JOEST S NOT SEARING ON SUPPORT NO MEMBERS SHALL BE FRAMED WTH WNDLO S:
IrR APPROVAL OF THE ENO AD
SIMPSON STRONG�TIE JOIST HANGERS OR EQUAL PE 4NEER I WND SPEED. 130 MPH <
RECORD THE JOIST I ANGERS SHALL BE NAELED NTH NAILS MEETING THE OIAMETEIOA EXPOSURE C <
LENGTHPERTIHEDET I.S. IMPORTANCE. '0
6, ALL NAILS SHALL BE COO MON NAILS,UNLESS OTHERWISE NOTED NAIL SIZES ME DEFINED 0 ILDING CATEGORY: 11 Ca a
ENCLOSE BUILDING:
BELOW INTERIOR PRE SURE
COEFFICIENT 018
W-0131 0-1,7 ROOF PITCH: MATCH EXISTING Digkahy signed by Geoff Gar-
DN:--C�ffGartner,
Geoff
16d.O.T.3-/T -A1n&IGmceC su.ng,
9, WHEREFRAMNODETAU SHOW FOOTINGS,SEE FOOTING DETAILS ON THE FOUNDATION PLAN t�c,--AGC Inc.
ANDORTHEROOTNODE _SSHEET. 4eoff@aIE,,ca rgiraceji
6,,t�US
10 NWWIONAL FRAMING�UMBER IS ZI No.2 SYP UNLESS NOTED OTHERWSE, Gartner',)'.'.,:20,6..9.,21.,.14:33-
711T 08B ROOF DECK FASTENED TO
FRAMING WTH Sd RING SHANKS AT r 0 C
N EDGE AN.11 Or.IN FIELD, F71le OSB ROOF D CK FASTENED TO
RA INGWTHURINGSHANKSATeOC
M BAN EMBEDDED r INTO
ON EDGEAND1TOC INFIELD
-------------- cow FTEDONDBEAMAND25'
----------
TRUSS TO TOP PLATE C NNECTION H2.5A INTO PILLED CELL
WTHj1SU NAILS FOR UPUFTS LESS SEE CONVIENTIONAl-FRAMING NOTES TO
TH SIK)USS,(2�HZ5A WTH(10)W NAILS
'AN
FOR UPLIFTS LESS THAN I—UBS. EXISTING CONCRETE BOND FASTEN RAFTERS TO BEAM,
BEAM 2-PLY2XHEADER.SEEPI-ANFO SIZE
M PT SYP TOP PLATE,FASTEN TO BOND FASTEN PLIES TOGETHER WTH(2)ROWS OF
BEAM Tlll�ANCHORBOLTSATW
ANGLE FASTEN TO 1. 1.AT 110 C FASTEN
DC ANCHOR BOLTS EMBEDDED V INTO L 4-X4118 SEAMT POSTWTHMSTA24STRARALL
BOND SEA..PLACE ANCHOR BOLTS EXISTING FILLED CMU CELL
WTHIN 6�OF SPLICES.AS REQUIRED. WT JWI-AGBOTLS2�OC HOLES FILLED VATH IW NALS.
'TH
H 12110 LAG BOLTS AT
INSTALL 17 TALL CMU ABOVE EXISTING ENDS
BOND BEAM
THROUGH BOND BEAM EXTEND TO r
EXISTING BOND BEAM A V�PLATE EXISTING LINTEL OVER OPENING
HE GHT NEW VERTICAL$INSTALLED VERIFY EXISTING FILLED CELL.
FILLED INTO CMU CELL 111115
IF NOT USE 3(XX)P I CONCRETE
4 FILL.N OPENING WTH 2X8 PT NO2,
EXI$NGBN8�1rMASONRYBDOCK SPF STUDS AT 16 D.C.AND AT
BELOW TOP Of NEW PLATE HEIGHT,
MUL.VERIFY OR INSTALL ft VERTICAL EACH SIDE OF OPENING.
REINF RCE.ENT AT CELL$ADJACENT TO
FINER EA HSIDEOFOPENtNGS.AND
0,FILL CELI.S WTH 3(XX)PSI
PERMETER 2XS PT MEMBERS
FASTENED TO EX STING CMU WTH
CONCRETE,
NEW EPDXIED MRS AND VERTICAL BASIS
1977 TAPCONS AT 17 0 C,AND
V FROM ENDS.
IN SAME.—I REMOVE BLOCKFOR NEW
OPE
NING,
T-
PT NO.2 SYP POST SEE PLAIN FOR SIZE
VERlFYii5BARSAT4rO. MAXAFNONE,
TO EXISTING FOOTING.EXTEND n'INTO �T
NSTALL�BAR.DRILLED AND EPDXIED 8'
SHEATH NEW STUD FRAMING NTH
10 PT PLYVICCO.FAST NEDVATH
EM PTY CELL. Z 0
8dNAIL ATrOC,ONEDGI�.lr
BAR INTO FILLED CELL
AN O.C.IN FIELD.
0 DRILLED AND EPDXIED W
INTO EXISTING FOOTING ABU.USE 10 ANCHOR EMBEDDED 6�AND LL 0
I.
ALL HOLES FIULEDWTH IW NAILS,
w LL
EX.TING�MUWAU-. z 0
EXISTING NORAEGAN BRICK
WALLS z z
<
EX STING STRIP FOOTING
BELOW
EXISTING FOUNDATION
S E FOUNDATION PLAIN FOR FOOTING
Lul
I I-IT! -L-T
SPECIFICATIONS.
TYPICAL WALL SECTION f=,VROPOSED OPENING. FILL IN DETAIL G�TION
we=
U)
2�RAFTER <
SEE PLAN ui
Sp�'"G MAX 111-...SHEATH...SEE WALL
SECTIONS,
z
N RAFTE.SEE CONVENTIONAL
FRAMING PLAN FOR SIZE AND SPACING.
2X FLAT EDGE OUTILOOKERS AT 24'0 C.
FASTEN TO RAFTER WITH 111111
TOE-NAJLS. u-
NOTCH RAFTER TO FIT OUTLOOKER
RIDGE SUPPORT BEYOND
e�,NOLITLOOKER DETAIL
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