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- THE FOLLOWING NOTES APPLY EXCEPT WHERE SHOWN OTHERWISE STRUCTURAL GLUED-LAMINATED LUMBER
<br /> Shall be fabricated to the requirements of Product Standard PS 56, Lumber shell be visually graded western
<br /> CODE International Building Code IBC(2075)
<br /> species,combination 24F-V4 for simple beam°,24F-V8 for cantilever beams,per 2012 NDS Supplement,Table 3.1 SIMPSON"ABUxxZ'
<br /> STRUCTURAL LOADS (beams)and 3.2(column°).Laminated member°to be AITC certified.Use waterproof glue. POST BASE W/
<br /> 5/8"DIA X 4"EMBED P05T PER PLAN
<br /> FLOOR LIVE LOADS: Floor live load-125psf PARALLEL STRAND LUMBER(PSL) TITEN-HD ANCHOR
<br /> PSL shown on plane to be True Joist MacMillan°'PerallamTM or approved equal.Modulus of Elasticity(E)shall be SEISMIC LOADS: Seismic use group: I 2.Ox106 psi minimum,with corresponding base Fb=2,900 psi(not including size S repetitive member factors per OUT EXISTING SLAB
<br /> Seimic Importance factor,Is=1.0 report ERd979:load applies Parallel to wide face of strand)and Fv=290 psi.PSL auembry to be tease under IBC TO A,COMODATE CONCRETE F00TING CUT EXISTING SLAB NEN SHEAR WALL
<br /> Mapped accelerations,Ss=1.142 mating procedures.PSL menu(acturer shell provitle all specialty items far a normal and complete installation of the NEYi POST FOOTING SIZE PER PLAN TO AGC.OMODATE PER PLAN
<br /> S,=0.555 embed.All PSL's other then Parellam shall have ICC a NEW GRADE BEAMS
<br /> S h class=D pprovala submitted to the Architect for review. °
<br /> Design eweleret one S°,-0981 So,=0.555 LAMINATED STRANDLUMBER ILSLI •° ESG DESIGN
<br /> Seism c design category D LSL shown on plans to be Trua Joist MecM Ilene TlmberstrendTM or
<br /> Bas on smlc force roasting system-Plywood shear walla be 1.Sx106 approved equal Modulus of Elasticity(E)shall O. _
<br /> Response mod fcahon factor.R=6.5 psi minimum,mum with coreapontl rig base Fb=2 250 psi(not including sin&repot bve member factors e Q
<br /> Story force factor,F=1 1 report ER-4B79J and Fv=400 pa All LSLa other than Tmberebantl shall have ICC a par
<br /> Architect for review. pprovals submitted o the / ANCHOR BOLTS PER
<br /> ro SHEAR WALL SCHEDULE
<br /> FO1m IONS /\
<br /> Max tell pressure 1600psf(assumed) Exteror shall bear ',A ��A� s�� #3 t}STIRRUP5EDULE
<br /> All footings to bear on fine antl stumed earth Imm o footings (minimum)be ewer d i finish grade
<br /> organic,surtace p I°end shall ci lowered f Suitable so'I ie net \ ,\
<br /> found
<br /> atelevations ns an own on tlraw ngs BROWN tobe thoroughly compelled per specifications.Provide(2)#5 3„ �.(m mmum)continuous bottom of all walls and footings.Where existing foundation meet°With new foundaton,refer REBAR PER PLAN (4)C.ONT
<br /> o ryplcalfoundat on aptceio joint dehl HORIZ BAR 1�W� .GRADE BEAM
<br /> SIZE PER PLAN AT SHEAR se
<br /> ANCHORAGE TO HARDENED CONCRETE SCOPE OF STRUCTURAL ENGINEERING SERVICES I,_4„ WALL LOCATIONS
<br /> Where mechenlcel anchors are specified,use Simpaon'Titen-HD"drilLin fasteners. The Structural Engineer has performed the structural design and PER PLAN d
<br /> g prepared the structural working drawings for this
<br /> Where epoxy project.The construction must be performed in strict accordance with the structural drawings.Any deviation from
<br /> zy anchors are Specified'use Simpson"SET-XP"adhesive. Use ASTM F1564 threaded rod,unless the drawings must be approved In writing by the Structural Engineer. Emore and/or omissions found on the p
<br /> otherwise noted. Holes must be deaned of dust and debris and be free of standing water when epoxy is installed. structural drawings must be brought to the Structural Enimmediately, — Lv Special inspection of epoxy anchor°is requiretl.Do not cut an gin°°ur an drawings
<br /> ThenNEW POST FOUNDATION DETAIL
<br /> shall be filled solid with epoxy. Y einorcing ben to install anchors.Detective holes N
<br /> Structural drawings shall be used In conjunction with Architectural tlrowings.The General Contractor shell verEy and I Q O
<br /> For any substitutions to the above,the contractor shall submit to the Structural Engineer manufacturers literature Archicoordtect
<br /> r dimensions
<br /> o proceedinng all g
<br /> Any discrepancies,or fabrication
<br /> nofthe It (a or omission.shall be reported to the 2 GRADE BEAM DETAIL
<br /> Architectfri resolution g with work or febncetion of the It (a)
<br /> In question.Field measurements SCALE: 3/4"•I'-0'
<br /> describing the anchors and listing ICC approved allowable shear and tension values. and the veocation of field dimensions are not part of the Structural Engineers responsibility.The Contractor must
<br /> check all(assumed)existing conditions shown on theca drawings for accuracy SCALE: 3/4"•I'-0"
<br /> REINFORCING STEEL any disueassume. g cy and notify the Structural Engineer of =s
<br /> ASTM A815 grade 80.Reinfordng steel details shall be prepared by an experienced detailer and conform to O
<br /> standard practice outlined in ACI Report 315.Field welding or tacit welding of reinforcing ben Is prohibltetl,except The Structural Engineer is responsible or the Design of the primary atrvdural system,except or any components
<br /> as approvetl by the Engineer.Any reinforcing to be welded to be ASTM A706,weldable grade.Mechanical splice doled above. Responsibility for any secondary structural and non-stuctural systems not shown on the structural
<br /> devices,H required,shall be ICC approved and shall be submitted to the engineer for approval.Reinfordng bars Plana rests with someone other than the Structural Engineer.The structure shown an these drawings
<br /> Shot
<br /> be lap splicad for tension unless noted otherwise on the drawings.Lap foundation reinorcing 32 diameters. sound only In its completed form.The Contractor shall gs is structurally
<br /> Other lap lengths per drawings. construction.The Structural En provide all necessary bracing to stabilize the building during POST PER PLAN
<br /> Welded Wre Fabric to be ASTM At 85.Fabric to be supported on approved chairs. Engineer is not respoonsibIs for,and will not have control of^what.lion means, HOLD_DO PER
<br /> Reinforcing steel not specifically shown shall be assumed methods,techniques,sWquencas or Procedures, for safety precautions d programs oaten Wlh°Iha _ J typical as similar sections and Details where Btiuctlon rk, II he be re ponsible for the Contractors failure to carry out the construction work `.uFEARWALI�' E POST BASE PER PLAN GUARDRAIL POST PER
<br /> reinforcing is shown. awordanca with the contract documents. DETAIL ,^L
<br /> CONCRETE COVER OF REINFORCING Omissions from the drawings or Specifications or the inadvertent mi.labaaing of details o!work which are manioally � RETE FOOTING "
<br /> 3::Concrete d against earth. PER PLAN
<br /> pours g necessary to carry out the intent of the drawings and specifications,or which are customarily performed,shall In
<br /> 2 Farnetl concrete with earth back(II relieve the Contractor from perorn ng such omitted or inadvertent mislabeled details of the work but they shall b t •,
<br /> 1-1/2'out
<br /> face of walls exposed to weather,slabs on moisture barrier performed as if fully and wractlY Set forth and described In the drawings and specifications.
<br /> TIMBER SPECIAL INSPECTIONS-BOLTS&HARDWARE ;v Structural timber and lumber to be stress grade Hem-Fir or Douglas fir as follow°: _ BEAM PER PLAN -r�
<br /> 4
<br /> ELEMENT: Bo#s in Masonry or Concrete,including embedded bob, Z
<br /> USE SPECIES GRADE Fb and epoxy type anchors. 1 Exterior al bearing wall studs Dougl s-Fe o. 900 ppsi PERIOD: Continuous Special Inspection: - POST GAP Ftl2 PLAN J015T PER PLAN ,il'1 O
<br /> Sheer wall studs plates and blocking Douglas Fir NO.21 900 psi Special Inspector verify size,grade,and embedment of 413 U-STIRRUPS 012 oL "'� \/ ��ll
<br /> Ro Interiors
<br /> fioorlo-b Douglas-Fir No.2 900 psi to prior to completion of installation.Verity hole Is correct \ \� J0157 HANGER PER PLAN < 1
<br /> Intenoartuds at non-bearing walla Hem-Fir Standard j/ / /�/ �j/� 1L f
<br /> All other lumber Hem-Fir 550 psi depth and clean for epoxy and expansion type anchors. / \�� /�\% THICKENED GRAPE BEAM P057 PER PLAN V .�
<br /> Standard/Boner — AT HOLD-DOWN ANCHORS
<br /> Wood and wood based materials used in contact with soil,concrete or masonry,Installed within V of concrete or PERIOD:ELEMEN Periodic Special: Shear wall dl Inspection on all holdowns -downs. (4)CONT#5 HORIZ BAR LOCATION,MIN 3"BELOW
<br /> masonry,or exposed to moisture either Interior or exterior,shall be treated with an approved preservative per the Prior to Completion,special inspector to verify:hold-down is EMBEDMENT DEPTH
<br /> 'Preservative Treatment"section below. Solid blocking of not leas then 2"nominal thickness shall be provided at Y i and.and at all supports ofioists and rafters.Between supports provide blocking or brid present,in the Correct location,is the correct sire,and has the ridging at 8'-o"ate Correct attachment.Special Inspector to verify that hold-down n�All sill plates at shear wells to be 2x_preservative treated Douglas-Fir#2,u.n.c.on the plans.Sill plates shell have post is correct size,and verify that plywood panel is connected 1�
<br /> other
<br /> ma e content of not greeter Man 19%before being covered with insulation,interior wall finish,floor covering or to hold-dDwr with correct edge nailing. GRADE BEAM AT HOLD—DOWN DETAIL w
<br /> the at al. 3 POST (L
<br /> WO It CONeNECTOR3 SCALE, 3/4n•1,_O,1 4 TO BEAM FRAMING OL
<br /> Sill bolts to b 5/8"diameter(minimum). Spacing id sill bolts shall be 48"test.(maximum). Use galvanized each SCALE: 3/4'• I'-0'
<br /> andofwashers 3"x 3"x 1/4"at all Sheer well sill bolts.Provide a minimum of two bolts each piece.Provide one bolt at each end of each piece,not leas than 6"and not mare than 12'from the end.
<br /> Nails shall conform to requirements of ASTM F 1667 and have a minimum bending strength of 90 ksi for shank
<br /> diameters between.142'and.177'.All wood-to-wood nailing shall be per IBC Table 2304.9.1. If plena and detells 42"AFF
<br /> specify Ed,10tl or 1 Bd nails,they shall have the following properties: YYY
<br /> Ed=0.131"dia x 2-1/2"
<br /> 1 Od=0.148"dis x T TOP RAIL PER ARCHT
<br /> 16d=0.162"dia x 3-1/2'
<br /> #M,l4"L5L RIM BOARD 4'-0"MIN LU Lu Dc"o)
<br /> All substitutions shall have the written approval of the engineer of record 4x4 DF#I GUARDRAIL P05BLOCKING AT GUARDRAIL
<br /> prior to use. 048'oc MAXAM PER PLAN
<br /> Lu
<br /> Light veuge metal framing connectors and their required leatenero shell be'Strong-Tie'by Simpson Company,or DBL 2X5 (16)16d NAILS Approved equal TOP PLATE (8)EACH SIDE OF EACHAll(5 Spe ro and connectors in contact with pro9arvel. treated wood shall be hot-dipped galvanized steel with a JOINT GIBS specification or type 304 8 316 stainless steel. Type 304 and 316 stainless steel ahoultl ba used for ell
<br /> wnnectore antl fasteners in wntect with AZCA troehdwsod and same variation"of ADO treated woods.
<br /> Hot-dipped galvanized ateel should never come in contact with stain ass steel PLYWOOVS.
<br /> Plywooe/OSB 1 floor and wall sheathing to be APA rated C-D Exposure i per APA'Plywood Design (2)51MP50N"0PT7Z"PER GUARDRAIL POST
<br /> Specification"(Y510),unless noted otherwise. Maximum nail spacing Shall be as follows: B"o.c.at all supported w/(2)�"x3"LAG SCREW INTO SIDE MEMBERTJI JOISTS PER PLANpanel etlgea,and 12"o.c.at intermediate supports.Nail°shall be as follows:Bd common for 1/2"roof sheathing,Bd ATTACH LSL BLOCKING TOTJImmom or 1/2'well sheathing,10d common or 3/4'Boor sheathing.Staggerendlaps at roof and floor sheathing AND(5)#lOx2�'SD SCREWS TO POSTPER MFR INSTRUCTIONS
<br /> All panel edges to be baodked at shear wells.Support shall be supplied to all plywood etlgea with payclips,blocking, R WALL DBL TOP PLATE
<br /> tongue antl groove plywootl joints or other approved methotla per APA recommentlation. Plyclipa ere not allowetl PLYWD SH7G AT SHEAR WALLS, ETAIL 6) (8) Ibd NAIL$EACH 2x6 SNpS(or floor Sheathing. FRAME PER SH,EI7ULE SIDE OF EACH JOINT
<br /> 24"oc STUDS,7YP
<br /> A7 SHEAR WALLS
<br /> SMEAR WALL SCHEDULE (ALL FASTENER SPACING ARE FOR USE WITH DOU4LAS FIR MATERIAL) GUARDRAIL POST ATTACHMENT DETAIL
<br /> LABEL APA RATED NAIL SIZE AND STUD AND , RIM JOIST OR BOTTOM
<br /> SCALE: 3/4'•P-0' 6 TYP TOP PLATE SPLICE DETAIL N
<br /> LU
<br /> SHEATHING SPACING AT EDGES SIZE AT BLOCK CONN TO PLATE SILL PLATE ATTACHMENT SCALE: 3/4"ADJOINING EDGES TOP PLATE ATTACHMENT
<br /> NAILING TO ANCHOR BOLT SCREW ANCHOR SILL PLATE j
<br /> WOOD BELOW TO CONCRETE (E)TO SIZE AT Z
<br /> (1) (2) (3) (4) (5) (6) (7) (3) (9)(10) CONCRETE FOUNDATION
<br /> (v (io) (") ANCHORED BRACKET SIMPSON"LS,Z'
<br /> Q 15/3I ONE 5/5" 0 AB AT 112" d TITEN-HD ATTAGHMENT TO FOUNDATION STRINGER CONNECTORS
<br /> A SIDE IOd AT 6"O.C. 2x CLIP AT 32"O.C. N/A HOLD—D MIN,,.RUN DESIGN NOTE: LLJ
<br /> 48"O.C. AT 32" O.C. 2x OWN SCHEDULE FASTEN STAIR STAIRS SIZED FOR 100-PSF > J�
<br /> ® IS/32"aJE BACKING PLATE TO K UNIFORM LOAD PER IBC G W
<br /> � SIDE IOd AT 4"O.C. 2x CLIP AT 24"O.C. N/A 5/3" m AS AT I/2" m TITEN-HD "55TB"ANCHOR RIM JOIST w Q
<br /> 32"O C. AT 24"O.C. 2x MINIMUM END ATTACHMENT TO ® "5B"ANCHOR BOLT(4D ® FLAT PLATE gT3y�At 5 U J—I 9
<br /> NAIL SPEC: i3d •0.131"m IOd .0.148"� bd •0.162"m TAG MODEL P05T 512E END STUDS BOLT(O x EMBED) x EMBED)
<br /> O EACH STRINGER a w< d
<br /> MIDWALL/CORNER ENDWALL MIDWALL CORNER (MIN 4) ENGINEERED LVL a Z (n
<br /> ENDWALL STAIR STRINGERS CCoT
<br /> SHEAR WALL INSTALLATION NOTES: HI °HDU4': 57AIR NOTES PER PLAN z z O p
<br /> I. INSTALL WALL SHEATHING PANELS IITFIIR HORIZONTALLY OR VERTICALLY (2)2X_ (10)#"JQ-"5D5 "55TB20n gg'm X b99„ 55 HANDRAILS ON STEPS TO HAVE ENDS �II�� NA
<br /> 2. AND N WALLS WITH WINDOW OPE141NG6 INCLUDED IN S EIRAS INDICATED ARE DESIGNED AS LOCI RATED WALL$.'PROVIDE SO WALL SHE47NING 8� B g"X 2O° °SBS/BX24° "m X Ib" „X IBA RETURNED AND PLACED MIN.34",MAX. W �J
<br /> AND NAILING FOR ENTIRE LENGTH 1 NSIGH7 Or WALLS AS INDICATW ON tHE PUNS.SLEEKING 16 RCGUIRCD AT ALL IS
<br /> EOG[D RE ABOVE STEP
<br /> 9. INTERMEDIATE PRA111NG TO SE WITH 2r MINIMUM MB'mB.B.FIELD N4ILING I2'OG NOSING. THE HAND q
<br /> 4. BASED ON 0.131'1 x Wu'LOW NAILS USED TO ATTAC44 514FAR CLIPS DIRECTLY TO FRAMING.USE 0.I31'/x H2 "HDU2" (2)2X_ (6)#"X2-�"SDS "SSTBI6° GRIP PORTION OF HANDRAIL SHALL NOT
<br /> SNE4THING 215'NAZI:hY4ER!4N6rw.m OVER (6) x 12 " „x 2" "SB5/8x24" „�x 18„ gg BE LESS THAN I-I/2"No
<br /> MORE THAN 2"
<br /> S. SHEAR CLIPS:BIMFSCN'RSC'OR'LTM'OR APPROVED EQUIVALENT S"X Ib" IN GR055-SECTIONAL DIMENSION OR THE
<br /> f. WHERE PLATE A7TACi4Mp1T SPECIFIER TH ROWS Or NAM,PROVIDE DOUBLE J016T,RIM OR E000AL BLCW WALL H3 "DTT2Z" (1)2X_ SHAPE SHALL PROVIDE AN EQUIVALENT EDA
<br /> FROVIDED WITH STEEL Pule WASN[R6 Y'x 3'x R (8)q"XI-°SDS "mX T"F554 GALVANIZED AEOLT GRIPPING SURFACE, THEHANDGRIPN BOLT ANWOR9 REQUIRE glsrs:e 1N6PECT/p4 PER GOXI641.N7rea PORTION OF HANDRAILS SHALL HAVE A
<br /> T. rRmeuRE RE4TWMATgtIA1CAN c4u6CO"ObAs"NIN7NE PA67DIR6.FAOI NOT-DIFFm GALVA41ZEP(VOCTRO-PLATING 16 SMOOTHSURF
<br /> NOT ACCEPTApLE)NAILS AND CONI4ECTOR PLATER(FRAMING ANGLES,ETC)POR ALL CONNSCYOR6 IN CONTACT WI'.FRWSI/RE TREATED AGE WITH NO SHARP
<br /> @gg CORNERS. RAILING SHALL NOT PA55 A
<br /> -� I. MINIMUM SIZE Or POST AT TNC END a SNGRWALL,UNLESS NOTED 004ERWI6E ON FRAMING PLANK. 4"SPHERE.THERE SHALL BE NO MORE
<br /> 2' FOR ALL'#691 AND'SO'A 3'AN BOLTS,MINIMUM RIDE EDGE ACCEPTABLE
<br /> .I�',MINIMUM CORNER OR Q4p Wgly DISTANCES.4J'. THAN A 3/8'VARIANCE BETVEEN THE P.T.2x4 KIGk;ER PLATE ��ET SIZE:
<br /> I. USE OF EITHER'S6TD'8''SB'ANCHORS IS STRUCTURALLY ACCEPTABLE. TALLEST RISER AND THE SHORTEST
<br /> 4. ALL ITEMS LISTED AS'WA'ARE'Nor ALLOWABLE'. R ON ANY FLIGHT E STEPS.
<br /> ppf 6. ALL FASTENBl6 SPSCS ARE FOR USE al/NEM-FIR LUMBER. "ALL BRACKETS/6TRAP3 TO as'SIMPSON STRONG-TIE'OR APloI EQUAL.REFER TO MFR'S INSTALLATION INSTRUCTIONS. CON,SLAB BELOW
<br /> STAIR FRAMING DETAIL DRAWING:
<br /> - -- - SCALE: 3/4'44 S 1
<br />
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