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OUSE FOOTPRINT 2,260 sq ft.
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SWIMMING FOOL ARAGE FOOTPRINT 515 sq ft z
0 10"OAK OOL DECK 920 sq ft. w
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__4 L.,ZK 920 sq ft.
022.5' 0 JPERV15US—PAVERS(CIRCLE URIvF) 1,910 sq ft.
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UNLF65 IT BEARS THE SIGNATURE AND THE ORIGINAL RA15ED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER,THIS DRAWING,SKETcH, Dif CC C -P-0
PLAT OR MAP 15 FOR INFORMATIONAL PURP05ES ONLY,AND 16 NOT VALID. CH=2a,25' w Ca C
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NOTES
1.BearirQ.are based on the R..-d PlaL LEGEND DATE 1216112 U) E O:p 0
2.Th[.1.a Boundarj Survaij 0 DENOTES 1/2'[RON PIPE Srr SCALE 1%20' 0<FL
3.Elevation shoWn thus(15.0)rerar to North AInerican Vertical Dat= WITH CAP,R.MILLER 4 ASSOC. z
of lwa,ZVC)08). DENOTES IRON PIPE FOUND JOB No. 2012-460 0 < Cz
4-B9 GrzPhl-PI-EtIrg-19,the Prly-t� hoW.here..If.. IthIn Zone;'X" ts�S�SJ F.5, -
as shown on the Federal Emergan"MaraqcInent AQV(F.E.M.A.),National Flood Irce 0 DENOTES NAIL 4 DISC FOUND page
Flood f—a-.Rate tll�T,(RI.R.M.) 1200-5 0001 D (NOTED)
Map Revised date:4-1-1-59 X DENOTES X-CUT FOUND Comp. FlIe 12-460xiI
5.Unless oth-f-noted,ars ptIn of the parcel that Mau be d-..d a.wetl,nd. DENOTES FENCE Drawn IO� CAM <
ID9 State or Governinental Agencies,has not been clatermireci and ang Iiabillty�.sultlng -1 0
th-.fr-Is not the I-Ponalbilitj of the-:1-mogred. RICHARD A. MILLER 4 ASSOCIATES, INC.
6.The-"be Restrfctiom or Eao�ments of Record evfolerced bij title examiration that PROFESSIONAL LAND SURVEYORS z
have not i� homn her.or, -USED IN THIS SURVEY ST.AUGUSTINE,FLORIDA 32092 Tel-0304)121-1726 (If
ABBREVIATIONS TWAT MAY BE 109 NATURE WALK PARKWAY,UNIT 104 Fax(1304)121-5158 0 w
A13BRFVIATION DEFINITION z
P. e ABBREVIATION DEFNITION
G.P. ermanert Control Point L.5, I-I.Bred Bust— z
p R M. Pernanerit Rfererc.Moru_rt THIS 15 TO C�TIFY THAT THIS SURVEY 15 A TRUE�RESENTATION OF AN ACTUAL
d Land Surv.9- SH-0�,MADE UNDER MY suf`ER�610N AND IN ACCORDANCE WITH THE
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P.0 B, P-Irt of=1,-fn2 J�F_A. =Xnv�ill.El..trf.AuthorfUl M NIMUN TECHNICAL 5TANDARDS.AS OUTLINED AND SET FORTH BY T��RIDA
Po:nt of tur EQUIP Eq.fp,.rt B=D OF PROFESSIONAL LANO�RVEYOR5 AND MAPPERS,IN CHApT�5�11, 0
P.T. PO nt of Tang9 AIG AIr C�nciftfoner -19 CHAPTER �RIDA ADVIINIeTRATIVE CODE PURSUANT TO
F'FP-G. ZrIt or R.V-.Curvatur. C.A,T.V. r-abl.Tel-lsfc sECTION 4�OV,FL�JVA STATUTES.
F.A. F.rt OF Irtersetion OWL Overfeed Lf-. w >-
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O.R Official R..crd.V.Iu- R. Radft�v.quals z
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Pg. page Ch.- Chord.BearlrQ 4 Distance,equals Efy�
B,R�L� Bulldlrg R..trI.tfOn Line ZA D.It.6r Central ArQI.equals
Eseinent Iron Ft.. WILLIAM J.MELROSE,STATE OF FLORIDA,REGISTERED W z E
rorc�t. LAND SURVEYOR,CERTIFICATE No.5843 w CV) 0
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THESE PLANS WERE PREPARED FOR ONE SPECIFIC PROJECT FOR THE CLIENT LISTED IN THE TITLEBLOCK AND
ANY OTHER USE IS PROHIBITED AND VIOLATES COMMON COPYRIGHT LAWS. 0
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GENERALNOTES ALL-THREAD NOTES EPDXY NOTES <
1. CODES USED: 2010 FLORIDA BUILDING CODE, RESIDENTIAL EDITION AND EXISTING BUILDING 1. ALL-THREAD CONNECTORS TO BE 3/8"DIAMETER BARS PLACED AT 6'O.C. IN ALL EXTERIOR 1. ANCHOR BOLTS, REINFORCING STEEL, THREADED RODS, STAIR HANDRAILS, AND OTHER
EDITION,ACI, NDS,APA AND ASCE7-1 0. BEARING WALLS,"4'O.C. IN ALL INTERIOR WALLS, UNLESS NOTED OTHERWISE ON PLANS. EMBEDDED STEEL ITEMS SHALL BE SET INTO HARDENED CONCRETE WITH EPDXY OR EPDXY
GROUT ONLY WHERE DETAILED ON THE DRAWINGS OR WHERE APPROVED BY THE ENGINEER.
2. ALL DESIGN, CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH APPLICABLE 2. ALL-THREAD USE'D IN SHEARWALL AND HIGH UPLIFT TRUSS HOLD-DOWN APPLICATIONS MAY BE Ui
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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:
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3. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO 3. PLACE ALL-THRE,�D RODS WITHIN 6" TO 10" OF EACH CORNER AND AT EACH INTERSECTION OF <
COMMENCING CONSTRUCTION. BEARING WALLS. RECOMMENDED INSTALLATION SEQUENCE IS: HILTI HY1 50, HILTI HSE2421, 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 2
E
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 :3 Z 0
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OTHERWISE ON THE PLANS. C. PLACE CORNER RODS ACCORDANCE WITH APPLICABLE SAFETY LAWS. .0 P W
CL 0
D. PLACE ALL OTHER RODS. R U_
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 L) 0
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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 STRENGTH OF 2,300 PSI. Uj
SOIL PREPARATIONS NOTED IN SAID REPORT SHALL BE FOLLOWED UNLESS MORE STRINGENT SYSTEM, OR APPROVED EQUIVALENT. ALL-THREAD EMBEDMENTS FOR SHEAR WALLS AND HIGH S2
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 BE DRILLED WITH A DIAMETER NO LARGER THAN 1/8" GREATER THAN THE
ASSUMING 200OPSF SOIL CAPACITY. DIAMETER OF THE STEEL MEMBER BEING INSTALLED.
5. WHERE NECESSARY,ALL-THREAD COUPLERS SHALL BE RATED NOT LESS THAN 3200 LB&
6. THE SCOPE OF WORK OF THIS PROJECT IS LIMITED TO THE CHANGES SHOWN ON THESE PLANS, 5. ALL HOLES SHALL BE CLEANED WITH COMPRESSED AIR AND SHALL BE DRY PRIOR TO 7
THE SCOPE OF WORK SPECIFICALLY EXCLUDES ANY AND ALL ARCHITECTURAL, 6. MINIMUM EMBEDMENT OF ALL-THREAD SHALL BE: INSTALLATION OF EPDXY. HOLES SHALL BE FREE OF ALL DELETERIOUS MATERIAL SUCH AS
WATERPROOFING, MECHANICAL, PLUMBING OR ELECTRICAL WORK. LAITANCE, DUST, DIRT,AND OIL. III C)
6"-TYPICAL WALLS, MONOLITHIC FOOTING
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 z . . .
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EXISTING/NEW ELEVATIONS AND TYPE OF CONSTRUCTION OF THOSE STRUCTURES, AND 8"-MASONRY WALLS MANUFACTURER FURNISHING THE EPDXY MATERIALS, AND SHALL HAVE NO LESS THAN FIVE �5
NOTIFY ENGINEER IMMEDIATELY BEFORE BEGINNING NEW CONSTRUCTION OF ANY YEARS EXPERIENCE IN THE VARIOUS TYPES OF EPDXY RELATED WORK REQUIRED IN THIS > 6
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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
DOCUMENTS AND/OR ACTUAL FIELD CONDITIONS. THE CONTRACTOR SHALL PROVIDE ALL THEIR RESPECTIVE DETAILS ON THIS SHEET. TRAINING SHALL BE SUBMITTED TO THE ENGINEER/ARCHITECT ALONG WITH 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. b
CONSTRUCTION. THE DESIGN ADEQUACY AND SAFETY OF ABOVE ITEMS ARE THE SOLE z
RESPONSIBILITY OF THE CONTRACTOR. 9. WHERE THREADED RODS ARE NOT ABLE TO BE INSTALLED DUE TO FIELD LIMITATIONS, IT IS
ACCEPTABLE TO PLACE A DOUBLE 2X STUD GROUP. FASTEN STUDS TOGETHER WITH (1) ROW
CONCRETE NOTES OF 10d NAILS. FASTEN THE STUDS TO THE TOP AND BOTTOM PLATES WITH (2) SPH. PLACE A 1/2" U)
ANCHOR BOLT WITH 6"EMBEDMENT WITHIN 6"OF DOUBLE STUD GROUP.
1. MINIMUM CONCRETE COMPRESSIVE STRENGTH OF ALL CONCRETE IS 3000 PSI AT 28 DAYS. 0
10. IN LOCATIONS WHERE SECOND FLOOR BEARING WALLS BEAR ON BEAMS/HEADERS BELOW, IT IS (y)
Ljj 04
2. 6XIS W1.4 X W1.4 WWM TO BE PLACED IN THE CENTER OF THE SLAB. WWM SHALL BE LAPPED 8". ACCEPTABLE TO DRILL THE THREADED RODS THROUGH THE HEADER AND FASTEN THE BOTTOM 04
THE USE OF FIBERMESH SHALL BE ALLOWED IN LIEU OF WWM. MINIMUM FIBER LENGTH= 1/2". OF THE ROD WITH A 3" SQ WASHER AND NUT. IN LIEU OF THREADED RODS, SEE SECTIONS 3 M
AND 5/S5 FOR STRAPPING ALTERNATIVES. z W <
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3. SLAB THICKNESS IS 4", UNLESS NOTED OTHERWISE ON THE PLANS. SLAB SHOULD BE POURED W Q�
OVER A 6 MIL. VAPOR BARRIER AND THE SOIL SHOULD BE TREATED WITH TERMITE POISON CONVENTIONAL FRAMING NOTES 0 0 0
PRIOR TO POURING. z �e _j
1. ALL CONVENTIONAL FRAMING LUMBER IS No.2 SYP. 0 ILL
4. THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC MATERIAL, W
COHESIVE SOILS OR ANY OTHER DELETERIOUS MATERIAL. SOIL MUST BE COMPACTED TO 95% 2. ALL RIDGE AND VALLEY BEAM SIZES ARE NOTED ON THE PLANS. z
MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR TWO FEET BELOW THE BOTTOM OF THE <
FOOTING. 3. ALL ROOF RAFTER SIZES ARE NOTED ON THE PLANS. Uj
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5. ALL REINFORCEMENT SHALL BE GRADE 40 DEFORMED BARS CONFORMING TO ASTM-A615. 4. FASTEN ROOF RAFTERS TO RIDGE BEAMS WITH(4) 16d TOE-NAILS. 0) F_
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6. VERTICAL AND HORIZONTAL REINFORCEMENT WILL BE LAPPED FOR 36 BAR DIAMETERS OR 24." 5. FASTEN ROOF RAFTERS TO BEARING WALLS WITH A SIMPSON H2.5A WITH (5) 8d NAILS INTO THE
WHICHEVER IS GREATER. RAFTER AND(5)8d NAILS INTO THE TOP PLATE.
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7. CORNER REINFORCEML=NT SHALL BE LAPPED 25". 6. FASTEN ROOF RAFTERS TO SLEjEPER WITH SIMPSON H3 WITH (5) 8d NAILS INTO THE RAFTER
AND(5)8d NALS INTO THE SLEEPER. 0
8. REINFORCEMENT SHALL HAVE THE FOLLOWING COVER REQUIREMENTS; 2 U)
8.1. 3"FOR CONCRET15 CAST AND PERMANENTLY EXPOSED TO EARTH 7. FASTEN HEEL OF RAFTER TO CEILING JOIST WITH (4) 16d NAILS.
8.2. 2"FOR CONCRETE5 EXPOSED TO EARTH AND WEATHER 2'-6-1"- SO.01 0
2
8.3. 1 1/2"FOR CONCRCJTE NOT EXPOSED TO WEATHER OR EARTH FOR THE PRIMARY 8. HIP RIDGE BEAMS TO HORIZONTAL RIDGE BEAM WITH SIMPSON A35 WITH(12)8dX1-1/2"NAILS. co
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REINFORCEMENT. 2
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9. FASTEN RIDGENALLEY BEAM TO WALL WITH (1) MSTA24 WITH (11) 1 Od NAILS IN VALLEY BEAM, J -D
9. ONLY DIMENSIONS FOUND ON THE FOUNDATION PLAN BY ALEXANDER GRACE CONSULTING, (11) INTO STUD BELOW. ----------------------
INC., SHOULD BE USED FOR FOUNDATION CONSTRUCTION. IF DIMENSIONS CAN NOT BE 4' 2
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DETERMINED FROM FOUNDATION PLAN, CONTACT THE ENGINEER OF RECORD. 10. 2XIS No.2 SYP COLLAR TIES TO BE APPLIED. FASTEN EACH END WITH (6) 16d NAILS. BOTTOM OF I I=
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COLLAR-T
,,��S TO BE NO LOWER THAN 1/3 THE DISTANCE FROM THE TOP PLATE TO THE PEAK.
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11. ALL SLEEPERS A CL
STEMWALL WILL EXCEED SIX(6)COURSES IN HEIGHT. ,RE ,-FASTENED TO EXISTING FRAMING WITH (4) 16d NAILS AT EACH c) CL C)
10. STEMWALL TO BE A MAXIMUM OF SIX (6) COURSES TALL. CONTACT ENGINEER OF RECORD IF
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INTERSECTION OF SLEEPER AND EXISTINQ.,fRA
'4'
:11.,, WHERE THREADED ROPSARE EMBEDDED,,�,,�,,12'-',,-,,,-,INT0,4,STEMWA���� HE� COURSES OF
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DOUBLE 2X12 CEILING JOIST FOR RIDGE 24")��'X2 0
VERIFY OR INSTALL
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DEEP
STEMWALL MUST BE FIL E A
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BEAM SUPPORT, UNO. TH(3)#5 BARS EACH WAY
FRAMING NOTES
ROOF RAFTER
1. DESIGN OF WOOD COMPONENTS IN THIS STRUCTURE IS BASED ON THE 2010 FLORID UILDING
CODE, RESIDENTIAL EDITION AND THE NATIONAL DESIGN SPECIFICATION FOR WOOD
CONSTRUCTION. RIDGE BEAM
2. DESIGN LOADING FOR THIS STRUCTURE IS FOUND IN THE LOAD TABLE ON THIS SHEET.
------------ CEILING JOIST 0
3. ALL FRAMING ANCHORS SHOWN ON PLANS ARE SIMPSON. ALTERNATE CONNECTORS ARE
ACCEPTABLE PROVIDED EQUAL OR GREATER CAPACITIES ARE ACHIEVED. CONTACT ENGINEER
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OF RECORD IF EQUAL CAPACITIES ARE NOT APPARENT. ------ COLLAR TIE r-I-
4. ALL WOOD DIRECTLY EXPOSED TO CONCRETE, MASONRY OR SOIL SHALL BE PRESSURE (2)2X4 SYP COLUMN FOR RIDGENALLEY BEAM SUPPORT, FASTENED L _,___j
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TREATED. TOGETHER WITH (1) ROW OF 8d NAILS AT 12"O.C. FASTEN RAFTER TO
COLUMN WITH 18 GA STRAP WITH (9)8d NAILS IN RAFTER, (9)Eld NAILS IN 2
5. ALL WOOD DIRECTLY EXPOSED TO WEATHER SHALL BE PRESSURE TREATED. COLUMN.,FASTEN COLUMN TO TOP PLATE OR HEADER WITH 18 GA STRAP SO.01 44:M�
WITH (9)8 1 d NAILS IN COLUMN, (9)8d NAILS IN TOP PLATE/HEADER. Uj
6. NAILS OR CONNECTORS EXPOSED TO WEATHER SHALL BE GALVANIZED.
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7. DIMENSION LUMBER W
7.1. ALL MEMBER SIZES GIVEN IN THE DRAWINGS ARE NOMINAL DIMENSIONS OVERPOUR EXISTING SLAB
TO EXISTING FINISHED
7.2. WHERE POSTS ARE CALLED OUT, HEADERS SHALL BEAR FULLY ON POSTS. FOOTING AND SLAB POURED WITH 3000psi
FLOOR ELEVATION. A
7.3. ALL BEAMS AND JOISTS NOT BEARING ON SUPPORTING MEMBERS SHA LL BE FRAMED WITH CONCRETE WITH FIBERMESH. T_
SIMPSON STRONG-TIE JOIST HANGERS OR EQUAL PER APPROVAL OF THE ENGINEER OF
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FIELD VERIFY'�'-Z
RECORD. THE JOIST HANGERS SHALL BE NAILED WITH NAILS MEETING THE DIAMETER AND
LENGTH PER THE DETAILS.
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8. ALL NAILS SHALL BE COMMON NAILS, UNLESS OTHERWISE NOTED. NAIL SIZES ARE DEFINED GRADE SO.01 00 C14
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8d=0.131"x 2
BELOW.
M I IEd
6 MIL VAPOR BARRIER OR EQUIVALENT
ca W
I Od=0.148"x 3" IEfl I F1 11-11 1=1 I WATERPROOFING BETWEEN COMPACTED U)
12d=0.148"x 3-1/4" r
_11EIIIE1 �A P111- -111-- SUBBASE AND FOOTING/SLAB 00
16d=0.162"X 3-1/2" 0 LL U_
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ONE STORY: X 12"WITH (2)#4
9. WHERE FRAMING DETAILS SHOW FOOTINGS, SEE FOOTING DETAILS ON THE FOUNDATION PLAN TWO-STORY: > 16"WITH (3)#4
C) CN
C'j C\l
AND/OR THE FOOTING DETAILS SHEET. THREE-STORY:X 20"WITH (3)#5
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10. CONVENTIONAL FRAMING LUMBER IS 2x No.2 SYP UNLESS NOTED OTHERWISE. C U)
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LOAD TABLE SLAB SECTION- Z < C)
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OVER-POUR SLAB THIS >
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9 AREA TO MATCH EXISTING U) .0
ROOF: CUT EXISTING SLAB AS (0 _R
LIVE LOAD: 20.0 PSF NECESSARY TO INSTALL RESIDENCE SLAB ca C)
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DEAD LOAD: 7.0 PSF NEW FOOTINGS. ELEVATION.
CEILING:
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F/E/z
LIVE LOAD: 10.0 PSF
LIVE LOAD-STORAGE: 30.0 PSF
7-/ 9 L---------
DEAD LOAD: 5.0 PSF A NN
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COMPONENT AND CLADDING A
FLOOR: F I I Ed
LIVE LOAD: 40-0 PSF
DEAD LOAD: 10.0 PSF DESIGN PRESSURES
DECK LIVE LOAD: 50.0 PSF E- --El I IE]d I Ed Eld I I- �SO.01'r
IT"
I 1=1 I E] I FEI I F1 .1
INTERIOR ZONES, I I
EFFECTIVE A IL a,,%N
WIND LOADS: END ZONES, PSF I- I 1EI I Fd F--,
WIND SPEED: 130 MPH AREA, SF PSF I I I- S' If-
EE PLAN FOR FOOTING SIZE AND
EXPOSURE: C
IMPORTANCE: 1.0 LOCATION. Sheet No.
0-20 24.4 -32.0 24.4 -26.6
BUILDING CATEGORY: 11 FOOTING TO BEAR ON FIRM
20-50 22.9 -28.8 22.9 -25.3
ENCLOSED BUILDING: UNDISTURBED SOIL. REMIEWID FOR CODE Co
INTERIOR PRESSURE
-27.2 21.6 -24.0 C1Ty0FX'rMN
50-100 21.6 C B IF A Of 1
0.18 'rj
COEFFICIENT: FILF COPY P i I S0 , 01
ROOF PITCH: MATCH EXISTING 9= SEE FERMYIS FOR ADDYIPI&AL
20.8 -24.4 20 -7 -22.9 fn%N REQUIREMBIN'I"'AND cONDIfIONS.
100-200 EW FOOTING DETAIL j
3/4 -0'
DA
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This document,together with the concepts and designs presented herein is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written audxxtmfion by Alexander Grace Ccflsulting,Inc.,shall be without liability to Alexander Grace Consulting,Inc.
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a.
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311— 3" CONVENTIONAL FRAMING - CEILING FRAMING NOTES AND LEGEND
A 1� I 1-1;
LVL BEAM, SEE PLAN. TOP AND BOTTOM PLATE MATERIAL: 2x No. 2 SYP, UNO.
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W
HANGER, SEE PLAN MAX CEILING SPANS WITH 10 PSF LIVE LOAD, 5 PSF DEAD LOAD, STUD MATERIAL: 2x No. 2 SPF, UNO. 6
(2)Y2"BOLTS EITHER SIDE OF AND 1.00 DURATION FACTOR AT 24"O.C. —1
'IT Z
CARRIED BEAM AS SHOWN. GRADE, HEADERS: <
No.1 No.2 ALL HEADERS ARE (2) 2x6 No. 2 SYP WITH TWO KINGS AND ONE CRIPPLE, Z
SYP
UNO. FASTEN HEADER LUMBER TOGETHER USING (2) ROWS OF 16d (0.148"X L: W
2x4 91-101. 9'-3" 3.5") COMMON NAILS AT 12" ON CENTER. USE OSI3 SHIMS AS NECESSARY TO
E Z 0
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MAKE THE HEADER THICKNESS EQUAL TO THAT OF THE WALL IT IS IN. SEE Z 0 0
2x6 15'-6" 'IT-1 1 THE HEADER DETAIL FOR FASTENING SPECIFICATIONS.
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2x8 20'-5" 17'-7" HEADER NOTATION IS: U) W
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THESE PLANS WERE PREPARED FOR ONE SPECIFIC PROJECT FOR THE CLIENT LISTED IN THE TITLEBLOCK AND ANY OTHER USE IS PROHIBITED AND VIOLATES COMMON COPYRIGII T LAWS. ou