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2000 IBC FRAMING NAILING SCHEDULE ( TABLE 2304. 9. 1 )
GENERAL NOTES: Pinos Del Norte Unit K Remodel. Vail CO JOB �0303-22 a
k. Wood nailer plates installed on steel beams or concrete walls for top- STRUCTURAL MASONRY: A B B R E VI A TI O N L I S T
DESIGN CRITERIA: flange hangers §hall be ripped to match the width of the wall or beam CONNECTION FASTENING °• '" LOCATION
flange. Nailer p�ates supporting top flange hangers from one side only a. Masonry design ossumptions require that special inspection be
Roof Live Load (Snow) --------------------------80 psf shali be installe flush with the face of wall or beam flange at the provided during construction according to the provisions of UBC t. doist to snt or qtrder 3 - Sd common to�aii
han er locations. 3 - 3' x o.t3�" non „ �'3� .
Roof Dead Load ---- --------------------------15 psf 9 Sections 1701 and 2105. A.B. ANCHOR BOLT 3 - 3' 14 gage staple • ;E � ''•��,
Floor Live Load ---- ----- ----------------------40 psf �- Manufoctured joists shall be from an approved manufacturer and shall b. Hoilow load-bearing concrete masonry shall be lightweight units A.F.F. ABOVE FINISHED FLOOR �
Floor Dead Load ---------- --------------------45 psf be equivalent in load carrying capacity and deflection criteria to conforming to ASTM C90. Exterior walls and walls below grade shall A.F.G. ABOVE FINISHED GRADE 2 ertdgtng to )otat 2 - ed cnmmon toenan eoch end co' o�
•. •,.,
Deck Live Load ---- ------------------ ---------100 sf TJI/PRO 250 or 350 series joists in depths and spacings indicated be rade N-1 . Interior walls not ex osed to weather or earth ma be 2 - a' x o.t3t" nan � :� ch
P 9 P Y ADJ. ADJUSTABLE . r � l
Deck Dead Load ---- --------------------------30 psf on plan. Provide blocking, bracing, web stiffeners and other grade N-1 or S-1 . ANCH. ANCHOR 2 - 3' 14 gage stapie o ; ri �;� N
Basic �nd Speed -----------------------------80 mph (Exp. B) accessories as required by manufacturer. c. Mortor shall conform to AS7M C270 and shall be type S with APPROX. APPROXIMATELY 3. t' x 5' subfloor or iess to each ptst 2 - sd common face nan °<a•,.. N _:�;
Seismic Zone -------------- ------------------1 m. Prefabricated trusses shall be designed by a Colorado registered minimum cube strength of 1800 psi. Do not use masonry cement or ARCH. ARCHITECT 4. Mrider th«� 1 ' x 6� aubfloar to each joiat 3 - Sd c«nmon face naii �7 ' ••QRpE�`' �
UBC Edition -------- -------------------------7997 engineer to support the full dead and live loads of the roof, ceiling, admixtures unless approved by the engineer. BD. BOARD s. 2' subfloor to pist or y�rder z - �sd cammon mMe and face nail
ond any other superimposed loads. The fabricator sholl determine d. Grout shall be coarse grout as defined in UBC Table 21 -B with g�pG. BUILDING s. Sole qate to pist or wockinq �sd at ts' ac. typ�cd faae �a�i
web arrangements and member forces. Load duration factor for snow minimum cube strength of 2000 psi. Admixtures shall not be added BLKG. BLOCKING 3" x a.�3t' nnl at 8' o.c.
FOUNDAl10N DESIGN: loads is 1 .0. Calculations and shop drawings shall be submitted to unless approved by the engineer. 3' 14 a p
the architect/engineer for review prior to fobrication. The truss e. Minimum prism strength of masonry walis assemblies shail be f � BM. BEAM q ye sta ie ot tz' o.e.
a. Design of individuaf and continuous footings is based on an manufacturer shall s ecif all truss-to-truss connections. Tem orar 7500 BOT. BOTTOM
assumed maximum allowable bearing pressure of 2000 psf (dead p y P y PS� soie piate to joist or bioekiny at bracea 3 - �5d r �6" bracea wrni pands
and permanent lateral bracing of trusses shall be installed as required f. Conform to size and hei ht limitations set forth in UBC Table 21 -C for B.O.W. BOTTOM OF WALL wdl pand �
load plus full live load). 9 3" x o.137' nan per 16° �
by the truss manufacturer. rout ours. Grout shall be laced in a continuous our in lifts not BRG. BEARING p�
b. Footings shall be placed on the natural undisturbed soil, or n. Laminated veneer lumber LVL shall have the foilowin ro erties• 9 P P P 3' 14 gage ataqe px �6'
� ) 9 P P • exceeding 6 feet. CANT. CANTILEVER 'y �
compacted structural fill, below frost depth. 1 . Flexural stress----------------2600 si 7. Top plate to stud 2 - isd c«nmon end nap o, �.
p g. Bond beam units shall be produced from standard vertically voided units C.J. CONTROL JOINT � ro ,�
c. Provide continuous foundation drains around the perimeter of all 2. Modulus of elasticit 7 ,900,000 si 3 - 3' z 0.731" noil
U � � ^
basement walls and at the base of retainin walls. Contact � P with pre-cut knock-out cross walls. CMU CONCRETE MASONRY UNIT 3 - 3' 14 gage atapie � �
9 3. Tension parallel to grain----------1850 psi h. All masonry shall be laid up running bond with exposed joints tooled. CEM. CEMENT e. Stud io sde p�ate a - 8d c«nman toenaN Z � � a
geotechnical engineer for details 4. Compression parallel to grain------2310 psi i. Use continuous horizontal joint reinforcing in all masonry walls, CLG. CEILING a - 3' x o.�3t" nan � � �
d. A representative of a geotechnical engineer shall verify soils 5. Compression perpendicular to grain consisting of 9 gauge side wire welded to 9 gauge trussed cross wires. C� CENTERLINE 3 - 3' ta qoge ata ie f/1 � .�.�
conditions and types during excavation. Because geotechnical (parallel to glue fine)-------------750 psi �dth of joint reinforcing shall be approximately 2" less than width of CLR. CLEARANCE P F" pi ° Q
information was not available at the time of preparation of the 6. Horizontal shear---------------285 psi wall. Provide refabricated corners and tees. wre shall conform to Z � rn �
P COL. COLUMN 2 - 16d cammon end nae .�.�
construction documents, we have used assumed values based on 7. Connection of multiple-member beams: ASTM Specification A-82. Maximum vertical spacing of joint � '�
CONC. CONCRETE 3 - 3' x o.13t" nail
similar sites in the area. Construction of the foundation may not A. Top-loaded beams reinforcin shall be 16" 3 - 3' ta �
CONN. CONNECTION goqe atap�e J
proceed without verifying these values. Report any discrepancies i) For members 12" deep or less, nail each member j. Provide 1 2" clearance or expansion material between masonry and �
from original design assumptions to structural engineer to the next with 2 rows of 16d nails at 12" o.c. other structural elements unless noted otherwise. CONT. CONTINUOUS 9. Double studs 16d at za' o.c. face nan �
3" x 0.131" noil at 8' o.c. � O� �`1 �
for re-evaluation of foundation design. ii) For members greater than 12" deep, nail each k. Vertical controi mts shall be rovided fuli hei ht of masonr walls as CONST. CONSTRUCTION u�
member to the next with 3 rows of 16d nails at � p 9 y s' 7a gage atapie at e' aa Z [ � �o
located on drawin s. Construct control oints as continuous head C.P. CRIPPLE POST p m � �
9 � 10. Doude t ates 16d at 16' o.c. typied face nail �
REINFORCED CONCRETE: 12" o•�• joints with mortar raked back 3/4" at both faces and 50% of the DBL. DOUBLE °P � U X
3' x0.131° nailati2' o.c. O
B. Side-loaded beams horizontal int reinforcin cut at the mt. Bond beam reinforcin DET. DETAIL p o �
1� 9 10 9 3' 14 gage staple at 12" o.c. � � m
a. Concrete design is based on the "Building Code Requirements for i) For two or three member beams, nail each member and grout shall continue throu�h the joint. DIAG. DIAGONAL 3
Reinforced Concrete" (ACI 318-95). to the next with 3 rows of 16d nails at 12" o.c. 1. Fill all voids and cel�s within 72 either side of centerline of beam or DWG. DRAWING �' o J
b. Structural concrete sha�l have a minimum 28-da com ressive i� For four member beams, bolt throu h with 2 rows Double top piates 8 - 16d common iap spltce a
y p ) 9 column bearing location with (2)-#5 reinforcing bars and grout EA. EACH t2 - 3" x o.i3�' nan � � a �
strength of 3000 psi. of 1 /2' diameter boits at 12" o.c. continuous to foundation unless noted otherwise. E.J. EXPANSION JOINT 12 - 3' 14 yoye ataqe tyPicai faee non `♦ ,;
c. Concrete shall be ro ortioned usin T e I-II sulfate-resistant cement. iii) For beams consisting of more than four members, m. Masonry walls, includin site walls, sholl have a continuous horizontal ELEV. ELEVATION i m
P P 9 YP 9 11. Bladcing between joist or rafters 3 - Sd common toenaN
Admixtures containin chloride salts shall not be used. contact structural engineer. bond beam consistin of 2 - 5 bars and solid rout at the to of the ENG. ENGINEER to t
9 9 � � � 9 p op plote 3 - 3' x 0.13/" nail
o. Framin Notes:
d. Cold weather concreting procedures shall be provided as recommended 9 wall and at 8'-0° maximum vertical spacing uniess noted otherwise. EQUIP. EQUIPMENT 3 - a' 14 gage ataple
1 . Exterior walls: y 9 y 9 joiat to top p�ate Bd at 6' (152mm) o.e. toenaB
in the ACI Manual of Concrete Practice. n. Masonr walls shall be routed onl at those cells containin EQUIV. EQUIVALENT 12. Rim
A. All exterior walls are 2x6 studs O 16° o.c. to a maximum
e. Anchor bolts for beam and column bearing plates shall be placed with reinforcing steel unless specificaliy authorized by the engineer_ EXSTG. EXISTING 3" z o.t3� ' naa at s' o.c.
height of 12'-6", 2x6 studs � 12° o.c. to a maximum
setting tempiotes. (E) EXISTING 3' ta gage staple at 6' ae.
height of 14'-6", and (2)-2x6 studs � 16" to a maximum
f. Expansion bolts shall be located at a minimum of 6 bolt diameters EXP. EXPANSION 13. Top plates, iaps a�d ntersecttona 2 - 16d common wce nan
height of 17'-4" unless otherwise noted. Walls taller
from concrete edge and spaced at 10 bolt diameters unless noted . STRUCTURAL STEEL: 3 - 3' x o.i3�° non p�fice Co y
than 17 -4" shall be framed with manufactured arallam EXT. EX7ERIOR
otherwise. p F.D. FLOOR DRAIN 3 - 3' t4 qaqe atapie
studs, contoct engineer for spacing requirements. Cap
g. Anchor bolts for wood sill plates shali be placed at 4'-0" maximum a. Structural steel shall be detailed fabricated and erected in accordance �a. Conttnua,s neader, two pteces ted eommm 76" o.c. olong edge
with a double to late installed to rovide overla m at ' FDTN. FOUNDAl10N
spacing with one anchor bolt at 12" from each end or corner and p p P PP 9 with the most current editions of AISC Specifications and Code of �5. Ceiiin
a minimum of two anchor bolts er iece. comers and at intersections with other partitions. If Standard Practice. FL.R• FLOOR y I�ata to piate 3 - ee c«nmon toenaa
P P 5 - 3' x0.131" nafl
h. All ex osed ed es and corners shall be chamfered 3 4°. overlap is not possible, strap top plates with metal strap b. Structural steel rolled sha es, includin lates and on les, shall be �MG. FRAMING 5 - 3' ta
P 9 � P 9 P 9 gage staple
ties (Simpson ST292 or equivalent}. FTG. FOOTiNG
i. Concrete floor slabs on grpde and on metal decking supported by steel ASTM A36. Tube shapes shall be ASTM A500 grade B. Pipes shall �s. Conttnuoua heaeer to atud 4 - ae eommon toenan
B. Gable-end walls shall be balloon-framed to the bottom of - . . GA, AUGE . � �
framing shall have sawn or tooled control joints at a maximum spacing be ASTM A53 grade B or ASTM A5d1 . ' ' ' G
rafters or end-wall trusses unless approved by engineer. c. Tube sha GALV. GALVANIZED s - isd eommon mbknum. Table z3os.io.a.t tace nmi
of 15'-0" in each direction. Locate control joints along column grid pes are actual size as specifed on plan. Pipes indicated n. ceiru�q Joista, iapa over partans 4 - 3' x o.�3�" nan
lines where ossible and rovide slab isolotion ints around columns. C. Roor or roof framing members must be aligned to bear on lan are nominal a GEN. GENERAL see sectton 23oe.�o.a.t, rawe 23oe.�o.4.�) �
p p �o p ( pproximate inside diameter) and refer to AISC � a - 3' ta qage stap�e
Concrete covera e for reinforcin steel ACI 318-95 within 5 inches of the studs beneath. i e schedule dimensions. G.L GLUE-LAM
�� 9 9 � �' P P 3 - 76d crommon mtntmum, Table 2308.10.4.1 face noil
1 . Concrete cast against and permanently exposed to earth 3" D. Provide 7/16° thick APA rated sheathing (plywood or d. All bolts used in steel framing shall conform to ASTM Speci£cation GYP. GYPSUM/GYPCRETE t8. Ceil�ng p�sta to paraud raften
2. Concrete exposed to eorth or weather : OSB) rated 24/16, exposure 1 , at exterior face of exterior A325. Anchor bolts and bolts used in timber connections ma be HDR. HEADER (see sectbn 23oe.to.a.t, Table 23os.�o.s.t) 4 - 3' x o.ut" nan
wolls. Block all horizontal ints. y 4 - 3' 14 gage ataple �� • r-1
A. �!5 bar and smaller 1 1 /2" 1° ASTM A307. Bolt sizes sholl be 3/4" diameter unless noted HORIZ. HORIZONTAL 3 - ed eommon toenaa f1 1 �
B. throu h 18 bar 2" E. Provide (3)-2x10 headers over all door and window otherwise. �s. Raftc to 3 - 3' x o.tst° oa�i ��
� 9 � HT. HEIGHT qate
3. Concrete not ex osed to weather or in contact with round: openings, with one 2x6 trimmer and one 2x6 king stud e. Bolts used in structural steel framin sholl be the break-off, tor ue INT. INTERIOR (see seetton z3oe.to.i, r�ie 23oe.to.t) . �
P 9 9 9 3 - 3' 74 goge staple � �
A. Slabs, walls, oists 11 bar and smaller 3 4" each end, unless noted otherwise. indicatin t e or tor ue ins ection sholl be rovided as re uired b
9 P P 9 Y INV. INVERTED O
� # F. At beam bearin locations in stud walls, rovide multi le- 9 � � 2 - sd common face non
B. Beams, columns 1 1 /2" 9 P P the building inspector. 20. �' diagonal bmce to each stud and qate
stud osts e ual to width of bearin member unless K KING STUD z - 3' x o.t3t° nan r l
P 4 9 f. Typical framed beam connections shall consist of pairs of 1 /4° angles JST. JOIST 2 - 3� 14 gage staPie � O `�
noted otherwise. using the maximum number of bolts cailed for in Table 11-A of the
REINFORCING STEEL: 2. Interior load bearin walis: LAM. LAMINATED 21. t' x 8� sheathing to each beartng ran 2 - ed common face nau �
9 AISC Manual (ASD Ninth Edition). LLV LONG LEG VERIICAL
A. Interior load _ bearing walls are 2x4 or 2x6 studs (as y, Expansion bolts shall be wedge type °Hilti", "Rawl", or "Red Head" or z2- wider tnan t' x s' sneatn�nq to 3 - ea c«nmon face aatt
. �
a. Detailin fabrication and lacement of reinforcin steel h il
g, p g s a be in indicated on lan � 1S" o.c. with 1 2" sum LONGIT. LONGITUDINAL each bearing woil � � �
accordance with the ACI Manual of Concrete Practice. P � � 9� approved equivalent with the foilowing minimum embedments: (�
wallboard both sides unless noted otherwise. Cap with a 1 /2' diameter ---- 2 1 /2" LTWT. LIGHTWEIGHT z3. euat-uP comer studs tsd common 2a' o.c. � 1�
b. Except where otherwise noted on the drawings, reinforcing bars shall double top plate installed to provide overlapping at 5�8" diameter ---- 3" LVL LAMINATED VENEER LUMBER 3' x o.131' nail �g• o,�, O �
conform to ASTM Specification A615-79 and shall be grade 60 except comers and at intersections with other partitions. If 3/4" diameter ---- 4" LSL LAMINATED STRAND RIM MATERIAL 3' ia 9oee etap�e t6' o.c (� ) T � �
ties, field bent bars where permitted by note on plan, or bars to be overla is not ossible, stra to lates with metal stra MAX. MAXIMUM 2a. euit-u rder and beama 2od e«nmon at 3Y o.a face non at t and °V `./
welded, which shall be rade 40. P P P P � P h. Adhesive anchors called for on the drawings shall be glass capsule P 9 aP
9 ties (Simpson ST292 or equivalent . types such as "Molly Parabond" or "Hilti HVA" anchor systems. MECH. MECHANICAL 3' x o.�31" naii at za' o.a bott«n ataggerod an � O �
c. At splices in cancrete, lap bars 36 diameters. Do not we�d or use B. Floor or roof framin members must be ali ned to bear MAl'L MATERIAL 3' 14 gage staple at 24" o.c. opposite sides
9 9 Minimum embedments, if not specificall indicated on the drawings,
mechanical splicing devices unless specifically approved by engineer. within 5 inches of the studs beneath. Y O
d. At comers, make horizontal bars continuous or rovide corner bars. shall be according to the manufacturer s specifications. MANUF. MANUFACTURER Q�
P C. Provide (2)-2x10 heoders over all openings in wall, with i, All welding shall be done by an AWS qualified welder. MIN. MINIMUM 2 - 2od c«nmon face nan at ends and at �
Around o enin s and ste s in concrete, rovide 2 - 5 bars extendin 3 - 3' x o.13t' nan ead+ spiee �
P 9 P P � 9 one 2x4 or 2x6 trimmer and one 2x4 or 2x6 king stud j. Delay painting within 3" of field weids until welds are completed. (N) NEW
2'-0" beyond edge of opening or step. each end, unless noted otherwise. k. Where corrosive soil conditions exist, steel angles that are used to NOM. NOMINAL 3 - 3' ta qage atapie � �j
e. Extend reinforcing steel a minimum of 24" through coid 'pints. Unless D. At beam bearing locations in stud walls, provide mulitple- su ort exterior stone veneer shall be 25. 2' planka ted common at eaeh bearing
s ecificall located on lan or details, coordinate cold mt locations PP galvartized and shall be attached O.C. ON CENTER 26. Cdiar tie to rafta 3 - �od common face natt O �
P Y P Jo stud posts equal to width of bearing member unless to the foundation with galvanized or stainless steel expansion anchors. OPNG. OPENING 4 - 3' x o.t31" nail Z Q �
with engineer. noted otherwise.
f. Welded wire fabric shall conform to ASTM S ecification A-185. La OSB ORIENTED STRAND BOARD qage staae faea naa L �
P P 3_ Floor Construction: a - 3' t4
welded wire fabric a minimum af one fuil mesh plus two inches. Laps A. Provide 3/4" thick APA rated Sturdifloor rated 24° GENERAL REQUIREMENTS: R PLATE p7, ,� rofta to htp 3 - �od common toenap e-�
shall be wired together. o.c., tongue and groove exposure 1 . Glue and nail PLYWD. PLYWOOD a - 3' x o.�3t' natl � � (�
g. Metric bar size conversion table: anels to all su orts. Install sheathin with lon a. Structural erection and bracin The structural drawin s illustrate the R.O. ROUGH OPENING 4 - 3' 14 gage sta ie . �
METRIC INCH-POUND P PP 9 9 9' 9 P �
dimension perpendicular to joists and end 'pints completed structure with all elements in their final positions, properly RAD. RADIUS � � w
#� � #3 sta ered. su REF_ REFERENCE
99 pported and braced. The Contractor, in the proper sequence, shall 2 - tsd eommon face naii
#73 � B. Provide solid blocking between floor joists at all bearing provide shoring and bracing as may be required during construction to REINF. REINFORCE/REINFORCEMENT 3 - 3' x o.t3t° naii
#� s #5 locations. Blocking material shall match the floor joist achieve the final completed structure. Contact the structurol engineer for REQ'D REQUIRED 3 - 3' ta yaye stapie
#19 � material. consultation (not in contract) as required. RET. RETAINING 28- Roof rafter to 2-ny r�dge beam 2 - 16d common toenaa � �
#25 #8 4. Roof Canstruction: b. Shop drawings: Submit shop and erection drawings for structural steel, REV. REVISION 3 - 3' ■ o.t3�' nan O
# # A. Provide 5/8" thick APA plywood Sheathing rated 32/16, miscellaneous steel, steel joists and girders, steel deck, masonry R.S. ROUGH SAWN a - 3' ta qaqe ataPie
�29 #9 exposure 1 . Install sheathing with long dimension reinforcing steel, wood trusses, manufactured wood 'pists and glue- SCHED. SCHEDULE ,�.�
#32 �� � perpendicular to rafters or trusses and end joints lam beams to engineer for review prior to fabrication. This review SECT. SECTION 2 - isd c«nmon face nan , �
#36 �» staggered. is for general compliance with the intent of the structural design. SHT. SHEET 3 - 3' x o.t31' nan �
B. Plywood sheathing shall be applied continuously over the The architect and/or contractor are responsible for checking quantities, SIM. SIMILAR s - 3' t4 qage stapie
STRUCTURAL WOOD FRAMING: primary roof inembers (rafters or trusses) below dimensions and coordination with otRer trades. SPEC. SPECIFlCATION 29• .�oist to band 'pist 3 - i5d c«nmon race naii
overframed areas to provide adequate lateral stability. c. Existing structures: If construction adjoins an existing structure, 5 - 3' x o.�31" nail
a. Except where noted otherwise, all 2" nominal Iumber, except studs, C. Provide wind/seismic anchors at supports for all roof contractor sholl be responsible for verifying dimensions, elevations, SQ. SQUARE 5 - 3' ta qage atapie
shali be Dou las Fir-Larch 2 and better, and all solid timber beams STD. STANDARD
,� # joists and trusses. See nailing schedule. framing, foundation and anything else that may effect the work shown 30. Ledger atrfp 3 - t6d comma, race nan
and posts 3 nominal and wider shall be Douglas �r-Larch �2. D. Provide solid blocking between roof rafters, trusses and on the drawings. Underpinning, shoring and bracing of existing SlL. STEEL a - 3' x o.t3t° nan
b. Studs shall be Stud grade and better pouglas Fir-Larch or Hem Fir. lookouts at all bearing locations. Blocking material shall structures shall be the responsibility of the controctor. SlRUCT. STRUCTURAL a - 3' �a qaqe ataPle
c. Built-up posts shail consist of Douglas Fir-Larch or Hem Fir #2 or match rafter, truss chord, or lookout material. d. Dimensions: Check all dimensions against architectural drawings prior T TRIMMER 3t. wood atructural panda ane parttoi�oard:" �/2" and iess ea 4 (per KRM) °
better 2x4 or 2x6 studs per plan and shall be nailed together with 2 5. Wind Bracin to construction. Do not scale drawin s. T&B TOP & BOTTOM Subfloar, roof and wall sneathinq 2 3 ^
rows of 16d nails O fi` on center alon each stud. 9' 9 /e' x o.t3i' non e
9 A. Walis over 4 feet long which are sheothed with gypsum e. Construction practices: General Contractor is responsible for means, T&G TONGUE & GROOVE (�o �i�e} t 3/a' x ts qaqe
d. Built-up beams consisting of multiple 2x members shall be nailed wallboard on both faces ond are indicated as shear walls methods, techniques, sequences and procedures for construction of T.O.C. TOP OF CONCRETE t9/32' to 3/a' ed a�per KRM� + �
together with two rows of 16d nails spaced at 12" on center, or 2 3/8 z o.t3t nan
„ on plan have been designed to resist wind forces in this project. Notify structural engineer of omissions or conflicts T.O.F. TOP OF FOOTING 2' ts a e P
with two rows 1 /2 diameter thru-bolts spaced 24" on center. accordance with Table 25-I of the UBC. between the working drawings and existing conditions. Coordinate T.O.L. TOP OF LEDGE �/a' to t' ad ° 9 9
e. Top and bottom plates shall be Douglas Fir-Larch or Hem Fir �2 and B. At shear walls, screw 1 /2° gypsum wallboard to all studs requirements for mechanical/electrica�/plumbing penetrations through T.O.M. TOP OF MASONRY designed by LRH
better. Plates placed directly on concrete walls or slabs shall be and to top ond bottom plates with /j8 X 1 1 /8` drywali structural elements with structural en ineer. Jobsite safet is the sole T.O. TOP OF t �/e' to � �/a" tod br ea • LRH
pressure-treated Hem Fir #2. screws at 7" maximum spacing. responsibility of the contractor. All methods used for construction T.O.W. TOP OF WALL singie Floor (c«nbinaYan aubfloor- 3/4' ana �ees ed • (per KRM) a drawn by
f. Wood beams bearin in beam ockets in concrete or masonr walls under�ayment to tramtng): 7/a' to t' ed •
9 P Y C. Exterior plywood or OSB wall sheathing is required unless shall be in accordance with the latest edition of the UBC. THRU THROUGH � �/e' to � t/a' �od Br 8d ° checked b
shall bear on a treated 2x6 bearing block. Provide 1 /2" clearance specifically deleted by engineer. f. It is the responsibility of the contractor to contact the structural TRANSV. TRANSVERSE y
around end of wood beam. Block against sides of beam pocket with 32 Pand sidfng (to framing) t/2" or iese se '
engineer at the appropriate time to perform site observation visits. TS TUBE STEEL COLUMN � ISSUed
treated 2x blocking to provide lateral support for beam. Observation visits to the jobsite by the engineer are for determination 5�8� �
wthin floor ists s aces beneath solid or built-u columns noted on TYP. TYPICAL
9- Jo P P BACKFIWNG: of general conformance with the construction documents and shall not 33. Froerboard eheathtiq:9 t/Y No. n qaqe rooeng nan "
plans, blocking of area equivalent to column above shall be provided. U.N.O. UNLESS NOTED OTHERWISE
be construed os inspection. se �m«� �an PRELIM . 04/16 /03
Door or window trimmers consisting of a single stud do not require a, Do not backfiil against retaining walls until supporting elements are in g. Though every effort is made� to provide a complete, and, clear set ,of , �RT. VERTICAL No. ts qaqe staple ' �
special blocking in the joist space. place and securely anchored, or adequate shoring is installed. construction documents, discrepancies or omissions may occur. ' V.I.F. VERIFY IN FIELD � zs/32� No. 11 gage roonng naw REVISED 04/23�03
h. Exce t as noted otherwise, minimum nailin shall be rovided as W.F. WIDE FLANGE ed eanmo� nan
P 9 P Concurrent backfilling of each side of a retaining wall to final grades Release of these drawings anticipates cooperotion and continued No. is qaqe atape '
specified in the "Nailing Schedule" on the drawings (U8C Table 23-II-B-1 ). as indicated on plan or section is required unless temporary shoring is communication between the contractor, architect and engineer to WP• �NATERPROOF
i. Bolts used for wood framing connections shail be installed with installed. provide the best possible structure. These drawings have been WWF. WELDED WIRE FABRIC 3a• interior pa�eling t/a" qdk
standard washers and nuts. b. Verif t e of fill with soils en ineer and structural en �neer rior to re ared for the use of a WD. WOOD 3/8' 6d
Unless noted otherwise, steel connectors such as those manufactured y � 9 9 p P P qualified contractor experienced in the
�• backfilling. construction techniques and systems depicted. W� �T►� NOIES TO TABLE 2304.9.1
by the Simpson Company shail be used to join rafters, joists or beams
to other beams at flush-framed conditions. Use ail specified nails. M1/O WITHOUT pa �: � Meh = 25.4mm. 2 3/e' x o.tta' nana and 3' x o.13t' noas are atandard ed «�d tod q,n nana
Connector conditions not otherwise noted shail utilize Type U or Type
HU hangers of a size specifically designed for the member supported, a Common or boz naws aro pe.mftted to be uaed exexpt wh�e otnerw�sa atated.
as shown in the manufacturer's published tables. Contact structural b. Hana spaced at s tnches on centx at eagea, �z tichea at tntermeaata supporta eucept 6 incnes at supports where
apana aro 48 Mchea or mare. Far nalfng of wood atructural panel and partfd�oard dfaphmgms and shear walls,
engineer for details as required. reier to Section 2305. Nana for wdl sneathtng are permitted to be commai, box or cosinq.
c. Common or deformed shank.
d. Common sheet
e. Defarmed ahank.
� f. Caroelon-reaistant slding or casfng naA.
g. Fasteners �aced 3 (nehea on center at exterfor edges and 6 inchea on centa at tntertnediate aupporta
h. Corrosion-resistant rooflng naNS with 7/16-Mch d(ameter head and 1 1/2 inch length for 1/2-inch sheathing and
1 3/4 Inch length far 25/32-inch aheathing.
i. Cortosion-realatant ataples with nominal 7/76-fnch cown and 1 1/8 inch length for 1/2-Inch sheathMg and 7 1/2 fnch
t�gth for 25/32-Inch sheothMg. Panel supports at 16 Inches (20 Inehes if aU�gth azls fs the long dkecUan of � �
the pand, unleae otherwfse marked).
j Cosing or flnfah nais apaced B ind�ea on panel adgea, 12 fnchea ot fntertnedfate supporta.
k Pmd aupparts as 24 inchea. Casing w flnhh naAs apaced 6 inchee on panel edgea, 12 Y�ches at intertnediate aupports.
I. For rooT sheathing appliwtiona, 8d naila aro the minimum requirod for wood struetural ponds
m. Stoples shall have a mintmum aown width of 7/16 inch.
n. For roof aheathing opplkationa, fastenere apaced at 4 inches an eenter ot edges, 8 Mchea ot intermediate wpporta.
o. Fastene1s apaced 4 inches on center at edges, 8 inches at Mtermediate aupporta for aubfloar and rall sheathing and 3
fnchea on center at edgea 6 Inchea at fntamediate aupportn far roof aheathing
p. Fasteners apaced 4 hMes on center at adges, 8 Inehea at intmmediate aupparta
q. Items noted as 'pa KRM" have been chmged from the IBC achedule to o mare reatrictive requirement. JQB # 0303 - 22
NEW , EXISTING _ 2x6 STUDS O 16" W/� � /2" 0 x 10" A.B.'s O 48"
1 /2" PLYWD. OR OSB IN CONT. TREATED 2x6 f'� �
SHEATHING y� ••�'�yi�y �
4" CONC. SLAB W/ 1 /2" EXP. MAT'L, TYP. � "''
6x6–W1 .4xW1 .4 W.W.F. 2�-0 " � : = c+o
03 � :° N
� ��$ X � � ���-0 � 0��-� O`d •• , � yy �
O 24� i� T.O.W. � � . ' ... : T.O. SLAB � ...�& E�.
100'-0 �
� d . ' T.O. SLAB �e � -
� • � e . °° 98 _4 IUUJ� –0 � � � .,a�,�, � .��' °��it,�;G
�r�— �
°� � � T.O.W. r T.O.W.
m ��`i� CONT. BOND BEAM W/
. , �,6 a � �'��'�s�a � � / ~ � C
(t )–�4 CONT. `� � CONT. BOND BEAM W/ CONT. BOND BEAM W/ _ (2)–�5's CONT. HORIZ.
1 �
' (2)-�5's CONT. HORIZ. (2)-�5's CONT. HORIZ. , . . , � , , � � ' �m � n
� �4 x 24" REBAR DOWELS �5 DI�S x 8" CMU � rn 'r
8' CMU STD. VNRE JOINT REINF. DRIVEN INTO 1 /2"0 x 4" IN GROU7ED s� Z -� � �
p HORIZ. O 16" HOLES O 16" INTO (E) FOUNDATION CELLS A 16' � � .�
� SYSTEM. GROUT CELLS SOLID STD. NARE JOINT REINF. o
�5 DWLS x �` = HORIZ. O 16" � x
IN GRWiED s ST�. WIRE JOINT REINF. � p� � ,Q
CELLS A 16" HORIZ. A 16" � � MA�T�C.H E � Q L rn�,
� � ` ' '•
MATCH E �5 DWLS x - ~ m
• ° T.O.F. IN GROUTED s� (E) FOUNDATION WALL & FOOTiNG � �. (2)-�5's CONT. IN FOOTiNG j �
� . CELLS O 16" ' � , ", � �rn N uaoi
2 - 5's CONT. , ° Z c ^ �o
( ) � . : � . .�MATC�H E � � o a �
IN FOOTING, TYP. T.'r O.F. � � � PERIME7ER DRAIN PER 1 '-4" �
� _��� ��__�� — SOILS ENGINEER O m �
� PERIMETER DRAIN _/� � 3 �
� -4p PER SOILS ENGINEER (2)-#5's CON7. � o Q
iN FOOT1NG, TYP. � 3 d >
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3 SCALE: 3 4" = 1 '- 0" 2 SCALE: 3 4" = 1 '-O" � SCALE: 3 4" = 1 '- 0"
S2 S2 S2
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; ; VERIFY IN FlELD S2 ; ; (N) 2x6 STUD NEW EXTERIOR HEADERS ARE:
� � i � EX7ERIOR WALL (3)-2x10's W/ (1 )-2x6
� � T.O.W. = 100'-0 TRIMMER AND (1 )-2x6
T.O.F. = MATCH (E) NEW EXISTING KING STUD EA. SIDE, TYP. NEW EXISTING
UNLESS NOTED 07HERNASE
designed by LRH
drown by LRH
NORTH NORTH checked by
FOUNDATION PLAN SCALE: 1 4�� _ , � - o �� UPPER FLOOR FRAMING PLAN SCALE: 1 4" = 1 � - 0 ° issued
P�AN NOTES PLAN NOTES: PRELIM . 04/16 /03
1 . ELEVATIONS OF FOUNDATION ELEMENTS INDICATED ON PLAN THUS: 1 . POSTS BELOW ARE INDICATED: 1 NON–CONTiNUOUS POSTS FROM ABOVE ARE INDICAlED: O REVISED O4�Z3�O3
T.O.W.=TOP OF MASONRY WALL T.O.F.=TOP OF CONCREiE F0071N6
THESE ELEVA710NS RELATE TO 100'-0 AS A REFERENCE ELEVA710N AT THE
MAIN FLOOR, AND DO NOT REFLECT ACTUAL SIlE ELEVAiIONS. .
2. TOP OF FOOTING ELEVAT10PiS ARE BASED ON FlNDING ADEQUATE SOIL BEARING
CONDITiONS AT THAT DEPTH. CONTACT ENGINEER IF OVEREXCAVA710N IS REQUIRED.
3. STEPS IN TOP OF FOUNDATION WALL INDICATED: �
4. CON'f1NU0US CONCRETE F0071NGS ARE CENTERED BENEATH MASONRY FWNDATION
WALLS UNLESS NOTED OTHERWISE.
5. MASONRY FOUNDATION WALLS ARE 8" CMU AND CONTINUOUS FOOTINGS ARE 10' sheet
THICK x 16" WIDE UNLESS NOTED OTHERNASE.
6. DO NOT SCALE DRAWINGS.
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JOB 0303 - 22