SEA OATS 1633 CCU I ERAT, NOTEs REVISIONS BY
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20 P.S.F.
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EAR WALL JABLE I- DESIGN LIVE LOADS
TRUSS TIE-DOWN SCHEDULE Uplift AUEL GRADE 2-M-W OR 2-M-F - A B ' I C D ROOF
Uplift, <408 408-816 , 817-1408 1409-2000 MINIMUM NOMINAL PANEL THICKNESS 112 -1/2 112 112 112 2. WIND LOADS SHALL MEET THE REOUIREMENTS OF THE FOLLOWING CODES:
HCPR (2)HCPR (I)HCPR Q>RPT18818 (2)RTPGA828T MINIMUM NAIL PENETRATION IN FRAMING 1 -1/2 1 1/2 1 112 1 112 1 112 (1) THE 110 MPH REOUIREMENTS OF COASTAL BUILDING CODE..
Q)R PT18818 NAIL SIZE 8d_ 8d 8d 13d -8d 3. MATERIALS
NAIL SPACING AT PANEL-EDGES 6 .4 3 4 3 CONCRETE f1c- 3.000 PSI
HEADER TIE-DOWN SCHEDULE I-ALLOWABLE SHEAR .#/FT. GROPQ #2 260 REINFORCED BARS ASTM AGIS. A305. GRADE 60
Uplift <210 211-408 409-816 817-1634 1635-2864 1 380 1 490 1760 1 980— WELDED WIRE FABRIC ASTM AISS
I xBOTH -SIDES PANEL- CONCRETE MASONRY ASTM C90. GRADE U-1
A4 ALLOWABLE SHEAR #—/-rf-'ffR-OUP #3 813 3f2 402 623 r-804 STRUCTURAL TIMBER
IolentiFication # 2N SOUTHERN PINE. GRADE MARKED
NO. 2 MEDIUM GRAIN. SURFACE
Top plate to stud HCPR HCPR 0 TPP4/TPP6 (2)RTPGA828 CLUED LAMINATED WOOD BEA.MS SHALL BE DRY. M.C. 19% MAXIMUM
0 RS150 - RS150 SOUTHERN PINE OF THE FOLLOWING VALUESt Fu- 165 PSI. Fb- 2.00 1 0 PSI .
Cripple to top plate 0 HCPR -F—(2)HCPR (2)TPP4/TPP6 (2)SPT24 E- 16 x 106 PSI
Stud to bottom plate 1 0 TIMBER CONNECTZ'ONSI SIMPSON CO. 'STRONG-TIE"
RS150 must be placed vertically over header with 13 inches on each side ENGINEERING LEGFND CONNECTORS OR EOUAL. USE
MANUFACTURER'S RECOMMENDED
of the, crippte with 12-8d mails in every othe hole. No nails in header SHEAR WALL (SHADED WALL S) GALVANIZED.NAILS.
SHEAR WALL TYPE .4.. FOOTING DEPTHS SHOWN REPRESENT THE MINIMUM DEPTH TO WHICH rOOTINGS SHALL
POST ANCHOR HOLD-DOWN SHEAR END-WALL UPLIFT BE CARRIED. FOOTINGS SHALL BE LOWERED AS REOUIRED TO OBTAIN SUITABLE
A HEADER UPLIFT PER BEARING. ALL UNSUITABLE FOUNDATION MATERIAL SHALL BE REMOVED WITH
Uplift' (408 409-1628 1629-2632 SIDE OF HEADER FOOTINGS RESTING Ott UNDISTURBED SOIL WITH A MINIMUM BEARING CAPACITY OF
Identif.ication # —A- A 2K_ A TIE-DOWNS (SEE UPLIFT TABLE) 2,500 P.S.F. UNLESS OTHERWISE SHOWN OR INDICATED.
Header to post HCPR HCPR/RS150 (2)RS150 5. NO FOUNDATIOU WORK SHALL BE INSTALLED UNTIL ALL FOOTING WORK HAS BEEH
COORDINATED WITH UNDERGROUND UTILITIES. FOOTINGS SHALL BE LOWERED WHERE
Post to Concrete PAPGA ABP Cmpm REOUIRED TO AYOID UTILITIES.
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6. TO MINIMIZE WEATHERING. THE LAST 6 INCHES OF EXCAVATION FOR ALL FOOTIIIGS
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mAnchor loott durinQ i3our w
NnTF: SHALL BE MADE IMMEDIATELY PRIOR TO PLACEMENT OF FOOTINGS.
SHEARWALL HOLD-DOWNS SHEAR WALL HOLDDOWN CONNECTORS - 7. ALL REINFORCEMENT SBALL BE DETAILED. FABRICATED. AND PLACED IN
(At pa el ends) TO BE.-SEMCO TPP4 AND LOCATED AT ' ACCORDANCE WITH ACI 315-77 UNLESS OTHERWISE SHOWN.
Reaction .(408 409-1476 1477-2136 2137-2996 2997-4064 4065-5992 EACH END OF SHEAR WALLS SEGMENTS
(UNLESS SPECIFIED OTHERWISE) THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIDNS, ETC. NECESSARY
A A A A
IdentiFication # FOR THE PROPER CONSTRUCTION AND ALIGNMENT OF THE NEW PORTIONS OF THE (fuf
STRUCTURE TO THE EXISTING STRUCTURE. THE CONTRACTOR SHALLVERI FY ALL
Stud to bottom plate HCPR HCPR/TPP (2)TPP MTS27B MTS27B/TPP (2)MTIRP7R MEASUREHEw`rs NECESSARY FOR. PROPER FABRICATIONAND ERECTION OF -ALL
STRUCTURAL MEMBERS.. z
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9. BEFORE PROCEEDING WITH ANY WORK WITHIN OR ADJACENT TO THE EXISTING
STRUCTURE, THECONTRACTOR 9HALL BECOME FAMILIAR WITH EXISTING
L/ CONDITIONS. DURING THE PROCESS OF CONSTRUCTIO1141T SHALL PE THE
K4 14 6/-:,-11 'k-,1\-J'-'1 L\1 L I O&ee� F_`�) t-, A
CONTRACTOR-S qESPONSIBILITY�tOkAINTAIN THE INTEGRITY OF,THE EX I St I M." r-)
STRUCTURE.WHERE-THE EXiSTINO STRUCTURE IS TO BE MODIFIED TO ACCOULHODATE
NEW CONSTRUCTi.ON AND TO, PROTECT FROH DAMAGE THOSE PORTI'MLS OF THE Tj z
x EXISTING SfAOCTUREWHICHARETO REMAIN.
'ALL EXTEqIOR. DOORS- AND WINDOWS -SHA:LL BE CER�I.FiED T 0 .MEET
WIN
THE D 'LOAD REQUIRE-MENTS OF T
HE COASTAL B'.Ul.LDING COtE. '
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