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Home My WebLink AboutPermit File BLD-2019-0529 3943 Rock Ridge Parkway (4) 0 Ashley& ance 33NW Franklin Ave.,Suite iio Bend, OR 97703 ENGINEERING , I N C (541)647-1445 RFI Memo RFI No.: 003 Date: January 22, 2020 To: Strandberg Design P.O. Box 319 Anacortes, WA 98221r (360) 293-7431 LP-- 2_6' s 6 Project: Neuman Residence 3943 Rock Ridge Parkway Anacortes, WA 98221 Job #: 19748 Subject: Nailing Pattern at Non-Shearwalls Comments: Per the Contractors request, the nailing pattern at non-shearwalls is to be 6" o.c. Max for the perimeter and 12" o.c. for the field nailing. The lateral calculations only rely on the marked shearwalls and therefore all non-shearwalls can be sheathed and nailed as type 6 walls per the shearwall Schedule. Please contact our office with any questions. Sincerely, John D. Fischer, PE 85686 Principal Engineer fop PROp GIN e S f (-./ / 4 - GON ,- O,y'A 13 201�j f, 11 -°AVIDFO 5-3 ......._EXPIRES: IZ/,3 j 7z-zj 1 S311100VNIC,ACC Ali; ri r CIVIL • STRUCTURA I' il; Ong tr� mir ' ` www.ashleyvance.com . Cla r- LO o E 1� NNO 0 vV 3 0) CD d V rnQ ^ C �`(J- di a l0 Vi. Z ' IDM N ryry � t0 V 3 �' J Vi 1 Z '^ C ai es � BriceII- tii Neuman o = 3?, a Z Jd 1 et 664 O m ! - ? ; ! du f9 .0 F ' li Cl- � � = t) 3943 Rock Ridge Parkway �1 Q Q CID W zce w z = Co CO Anacortes , WA 98221 = Z •c.7.7 eel zyw - Z E. r,-- 1.1.1 a LLI co a 4.) -- w cla Cch Q eVI W e ` tL o a m a cc STANDARD DETAILS ABBREVIATIONS PROJECt1N#OAiATION ( r- O AB Anchor Bolt Max. Masonry CLIENT: Nailing per Plan w/Spcg. TYPICAL REINFORCING BAR BENDS A&B Above and Below Max. Maximum Robin Neuman 9 TYPICAL NOTCHING & BORING 6 TYPICAL FLOOR / ROOF NAILING Denoted as @ A", B", C" 4 TYPICAL CONCRETE SLAB JOINTS Abv. Above MB Machine Bolt 3943 Rock Ridge Parkway The use of these plans and specifications shall be A= Boundary Nailing Dimension per Details 1st Pour 2"d Pour -4 / Adn. Addition (al) MF Moment Frame Anacortes, WA 98221 restricted to the original site for which they were prepared PENETRATIONS IN TOP PLATES &SILL PLATES Edge Nailing Along Edge of B= Edge Nailing / r �'° sa P \ Adj. Adjacent, Adjustable Mfr. Manufacture(r) and publication thereof is expressly limited to such use. ea. Panel C = Field 3'-0" Long Dowel to Match 3/4" IIIIIIINI, -o \ Alt. Alternate(ive) Min. Minimum, Minute ARCHITECT I DESIGNER: Reproduction or publication by any method,in whole or in Space Notches 1-1/4"PJ Max. Bored Holes Size&Spcg. of Slab Reinf. = -' ) Appd. Approved Mod. Modif(y), Ication part,is prohibited. Title to these plans and specifications Cont. Panel Joint PP PP ( ) Strandberg Design remain with Ashley&Vance Engineering,Inc. without @ 72"o.c., Min. . Boundary Nailing @Edge , } I Arch. Architectural) Mtl. Metal P.O. BOX 319 prejudice. Visual contact with these plans and of Floor/Roof Frmg. Perp.to Frmg. e ° ° e Avg. Average (N) New Anacortes,WA 98221 specifications shall constitute prima facie evidence of the .1 2 " , , , 1" . S d I O 4d� Bdry. Boundary N/A Not Applicable (360)293-7431 acceptance of these restrictions. gx I I I I I III S " • • 2-1/2"Min. Bldg. BuildingNat. Natural E�i i \ (1 l 1!t l \ m • m COLD JOINT (g Engineer of Record: � m 12d for#6& Larger Blk(g). Block (ing) NTS Not to Scale MSTA24, Center 3-1/2" I, 1'-0" Min. 1'-0" Min. 7 2 • it • c • • ci .- m .<7Bm. Beam o/ Over on Notch Max. f o a o 8 a Fill w/Joint Sealant 118" o Q 6d for#5&Smaller o BBB Boundary Nailing oc On Center �01 /SC o o O o : O VIDE re ' n o m a - _ c� BBB:: By Others Opng. Opening Diameter wASH�tic'y@� Space Notches °o 0 s ° ° ° Dimension per Details Bot. Bottom Opp. Oppositeco ; 2"f3 Max. Bored Holes .2 \ @ 72"o.c., Min. o ' Brg. Bearing Opt. ptlona __ __- _ r. _�• �s SAWCUT JOINT Btwn. Between Para. Parallel DESIGN PARAMETERS N _ �►Ir STANDARD TIES&STIRRUPS STANDARD END HOOKS BW Both Ways PCF Lbs per Cubic Ft. ' .a59 �t fix S 11 I l l l l l ' Exp.Joint 2^ Y Bar Size D H (Approx.) Bar Size D J Cant. Cantilevered) Pen. Penetrate, (lion) � RFGI STERN \ • I CIP Cast in Place Perf. Perforated GENERAL PARAMETERS G\I -19414rC i` c o� i #3 1-1/2" 3" #3 2-1/4" 3" CJ Ceiling Joist Perim. Perimeter Building Code 2015 IBC * /ONALEN MSTA26, Center /5-1/2"/ 1'-0" Min. / 1'-0" Min. / N 2 • 'v r ° ° . CJP Com lete Joint Pe Pe endicular on Notch Max. I H #4 2" 3" #4 3" 4" P �' Roof Loads • tt5 2-1/2" 3-3/4" #5 3-3/4" 5" Penetration PI Panel Index Dead Loads(DL) 13 psf EXPANSION JOINT CL Center Line PJP Partial Joint Pen. Live Loads (LL) 20 psf #6 4-1/2" 4-1/2" #6 4-1/2" 6" CIg. Ceiling PL Plate Snow Loads (SL) 25 psf Space Notches3"0 Max. Bored Holes This Panel Joint Not Cont. Field Nailing Typ. to #7 5-1/4" 5-1/4" #7 5-1/4" 7" CMU Conc. Masonry Unit PLF Lbs per Linear Ft. Floor Loads-Typ. @72"o.c., Min. All Frmg. Members 1st Pour Notes: #8 6" 8'r Col. Column PI. Plate Dead Loads(DL) 15 psf Provide Blkg. & Edge �l 1. Pour Slab in Alt. Bays, 12'-0"Sq. Max. #8 6" 6" Com. Common Ply. Plywood Nailing at Perp. Panel Provide BN @ SW's& 2. Slab be Poured Monolithicall if Live Loads(LL) 40 psf Joints as Occurs per Plan Collector/Dra Members as May y Comp. Component Prep. Prepare, (lion) Floor Loads- Deck in 2 9 "d _Jf Sawcut @ 12'-0" Max. Ea.Way All Bar Bend Diameters& End Lengths Must Conc. Concrete Press. Pressure Dead Loads (DL) 33 psf \ SW as Occurs per Plan Occurs per Plan 2 Pour 3. Exp. Joints per Plan. Conform to the CRSI Manual of Standard Practice Conn. Connection Proj. Project \ Live Loads (LL) 60 psf Const. Construction Prop. Property iv • Cont. Continue(pus) PSF Lbs per Square Ft. SOILS VALUES (Table 1806.2) MSTA26, Center ,5-1/2",, 1'-0" Min. / I' 0" Min. Ctr. Center PSI Lbs per Square In. W on Notch Max. ( co 0 TYPICAL 2x TOP PLATE SPLICE © TYP. PENETRATION THROUGH FOUNDATION © STD. DEVELOPMENT LENGTHS & LAP SPLICES Bearing Pressure 1500 psf d Penny PT Pressure Treated Ftg. Reinf. per Plan & I Dbl. Double R Radius NOTCHING LIMITS FOR WOOD STUDS BORING LIMITS FOR WOOD STUDS Before Next Splice: 2x4 Dbl. TP-4'-0" Splice w/(30) 16d Nails Details t \ Defl. Deflection Rec(s). Recommendation(s) 2x4-(30) 16d Nails X 2x6 Dbl.TP-5' 4"Splice w/(46) 16d Nails �� \ U E I Deg. Degree sh ( Rect. Rectangular 10 Ca 2x6-(46) 16d Nails I ° _N Dep.o Depressed)(tion) Reinf. Reinforce(d), (ment), S. I O DF Douglas Fir (ing) WIND DESIGN BASIS •� 03 00 r t I 1 t I t i _ I III III I Dia. Diameter Req(d). Require(d) Cl)/ Cl. k y O.6w 0.4w o I Diaph. Diaphragm Reqs. Requirements Ultimate Wind Speed, VuLT 110 mph Q r Max. Max. Splice TP over t4 @ m i Dif. Different Ret. Retain(ing) Nominal Wind Speed, V,�o 85 mph s lir / w / w \ O O Stud,Typ. U N a / Stagger Adj. Class A Splices Ld I. Dim. Dimension RJ Roof Joist Risk Category II "p 5/8" 5/8" IrM11 a ` n 2Ld Min., or Use Class B*Splices �T Dist. Distance RR Roof Rafter Exposure B y 1.y NAIL SPLICE *Concrete ONLY DJ Deck Joist RW Redwood Importance Factor, Iw 1.00 Y m m Min. Min. 1\"�� MASONRY DL Dead Load SAD See Arch Dwg's Int. Press. Coefficient, GC,. ±0.18 t� C / w / w CONCRETE Dwg. Drawing Sched. Schedule G t) \ Strap ES Break in TP 6 Min. - Bar Length of Lap, Ld Embed.of Bar Length of Embed. of (E) Existing Sgl. SingleCri fa 2x4- MSTA24 (2) 16d @ 16"oc v = Lap, Ld Lan Ea. Each Shtg. Sheathing SEISMIC DESIGN BASIS Q c> Size Class A Class B Hook, La Size Hook I. 0.4w 0.25w \ 2x6-MSTA36 Provide Dbl.Ties @ ea. EF Each Face Sim. Similar Seismic Design Category D 'f Max. 'f Max. Duct or Pipe Penetration #3 16" 21" 7" #3 15" 5" EFP Equivalent Fluid SIP Str. Insulated Panel Site Class D M f o o I II Bot. Reinf. Bend Loc. #4 22" 28" 9" #q 2g^ 7" j ( ° per Mech. or Plumb. PlansPressure SM Sheet Metal Seismic Factors #5 #6 27" 35" 11" #5 40" 9" Elev. Elevator, Elevation SMS Sheet Metal Screw Ss./Si 1.105/0.438 I DO NOT Locate Pen.w/n (� Ftg. Reinf. = (1)Bar T&B, Use 32" 42" 14" #6 74" 10" Embed.Embed(ed), (ment) SOG Slab on Grade Sps/Sot 0.779/0.456 01) Non-Bearing Bearing 8,./or Non-Bearing Bearing BJor 24"of Any Holdowns ly #3 Vert. w/ 180° Hook ea. End Engr. Engineer Spec. Specifi(ed), (cations) Risk Category II Ftg. Reinf. > (1) Bar T&B, Use #7 38" 49" 16" #7 101" 12" FOR Engineer of Record Std. Standard Importance Factor, la 1.00 Interior Wall Exterior Wall Interior Wall Exterior Wall STRAP SPLICE #3 Stirrup w/ 135° Hooks @ Top #8 43" 56" 18" #8 131" 13" Eq. Equal, Equivalent StI. Steel Resisting System: Wood Shear Walls ES Each Side Struc. Structure, (al) Response Mod. EW Each Way SW Shear Wall Coefficient, R 6.5 TYPICAL SHEAR WALL FRAMING NOTES: ($ Roof Frmg. per Plan © TYPICAL WOOD FRAMED OPENING Exp. Expand, Expansion Sym. Top and(ry), (rival) Design Base Shear V= 0.1199W J TYPICAL SHEAR WALL FRAMING Roof Fr Shtg. per Plan Ext. Exterior T&B Top and Bottom Analysis Procedure: Eqv. Lateral Force 1. Single sided shear walls may be placed on EITHER side of the framed wall. Fdn. Foundation T&G Tongue and Groove (ASCE 7-10,T.12.6-1) 2. Sill plates on masonry or concrete to be pressure treated per Timber/Lumber specifications. Sill plate thickness per SW Sched. Roof BN T . Door T p.Wndw. FF Finished Floor Temp, Temporary * The 2015 International Building Cade(IBC),is the 3. Wall studs and blkg. are required at all adjoining panel edges. Thickness of wall studs and blkg. at panel edges per SW Sched. Cont. Dbl. 2x Top Solid Blkg. per Details Dbl. TP per Specs. All Nailing to Conform FJ Floor Joist Thk. Thickness) 4. Where plywood is applied on both faces of a wall, edge nails shall be staggered on adjacent panel edges OR panel joints shall be Length of SW Cont. Splice per �' +*�`� r w!the Governing Flr(g). Floor(ing) Thru Through governing code in the Slate of Washington. offset to fall on different framing members. Plywood joint and sill plate nailing shall be staggered in all cases. per Plan t / 7/g_1,� II Building Code Table FOC Face of Concrete TN Toe-Nail Revision: 5. Plywood panels shall butt along centerlines of framing members. Minimum plywood dimension for shearwall shall be 12". 1 2304.10.1, Type FOM Face of Masonry TP Top Plate 6. Nails shall be located at least 3/8"from all panel edges. SW BN to Top PI. ? FOS Face of Studs T-O Top of SHEET INDEX 1 Revision 12 Sept. 2019 7. The use of pnuematic nail guns for shear wall nailing is subject to continued satisfactory jobsite performance and subject to the Blkg. to Top PI. Shear I _I, - FOW Face of Wall TOB Top of Beam review and approval by the Engineer of Record and/or Building Inspector. If the nail heads penetrate the outer ply more than -sN/BN Reg d. @ Transfer Hdw. per SW A35 Reqd. @ Top = Frmg. Framing TOGC Top of Concrete /\ would be normal for a hand held hammer, or if the minimum edge distances are not maintained, the performance will be deemed . Panel Edges & Sched. of Dbl. King Stud, Ft. Foot, Feet TOG Top of Grade S-1.1 Structural Title Sheet / as unsatisfactory and the continued use of pneumatic nail for shear wall nailing will not be permitted. Paneltire Perim.dg of SW Typ. Ira Ftg. Footing TOM Top of Masonry S-1.2 Structural Specifications /�8. At all bearing walls (both exterior and interior walls)not noted as shear walls, continuous full depth blocking shall be provided Upper SW per Plan Ga. Gage, Gauge TOS Top of Steel / \ between joists and rafters with LTP4 or A35 to top plates @ 32"oc at floors and 48"oc at roofs, unless noted otherwise per plan. - 12"oc Field Nailing Floor Shtg. per Plan Header per Plan I� Galv. Galvanized TOW Top of Wall 9. Refer to material specifications for additional framing requirements. Reqd. @ Int. of GB Grade Beam TRU To Remain S-2.1 Foundation& First Floor Plan /\ Panel Sill PI.to Blkg./Rim Use Dbl. King Stud GC General Contractor Unchanged S-2.2 Second Floor Framing Plan / \ �� " Shear Transfer Hdw. @ Spans >8'-0", Gyp. Gypsum Trmr. Trimmer Stud S-2.3 Roof Framing Plan A SHEAR WALL LEGEND Q TYPICAL SHEAR WALL INTERSECTIONS f Shtg. Panel per SW Sched. UNO per Plan Hldn. Holdown Typ. Typical "T"INTERSECTION "T"INTERSECTION, HD STRAP II SW BN to Sill Pl. ' Hdr. Header UNO Unless Noted S-3.1 Structural Details /\ HD Strap from Abv., Align TYPICAL OR WITH HD Cont. Stud or Blkg. Use Dbl.Trmr. Stud S Hdw. Hardware Otherwise S-3.2 Structural Details / -0013 w/HD Post BIw. �� Floor BN @ Hgr. Hanger Vert. Vertical HD Strap& Post as @ Panel Edges, Occurs per Plan Frmg. Size per SW Headers 6x10, ( ) VerifyS-3.3 Structural Details /� Solid Blkg. or Rim per 4x12, or Larger, Hor iz . Horizontal VIF in Field / Sched. Details UNOper Plan F Ht. Height VWA Verify with Arch HD to BIw. ��-1r �j1��t^ ID Inside Diameter w/ With Proj. Engr.: D. Shapiro Phone Ext.: 189 ,_��(S, _��r�.e _ SW BN to Top PI. In. Inches) win Within Proj. Mngr.: J. Fischer Phone Ext.: 155 SW Type,o Refer to SW -.I��!'_ -•r►�f.: - PT Sill Plate, Size A35 Reqd. @ Bot• Insp. Inspection) w/o Without 9 " Sched. for Transfer Hdw.,Nailing, f Blk to To PI. Shear of Dbl. KingStud, 101 16d or SDS Tranfer I per SW Sched. 9• P 7 �SW BN, Typ. Transfer Hdw. er SW Int. Interior WS Wood Screw Date: 27 Aug. 2019 Scale: NTS o AB's, Etc. per SW Sched. p Typ. Inv. Invert, Inverted Wndw. Window v HD Post per Plan & Sched. Length of SW (Min.) Oil SW BN,Typ. I �� HD Sched. A&V Job No.: 19748 16d or SDS TranferJst. Joist Wt. Weight PD HD &Post as per SW Sched. Lower SW r Plan Sill PI. per Specs. K Kips (1,000 pounds) WWF Welded Wire Fabric HD Strap from Abv., NOT k -HD as Occurs per Pe Cont. to Level BIw., Align Occurs per Plan KLF Kips per Linear Ft. Yd. Yard ' / Plan PT Sill Plate& King King Stud Post BIw. to Match HD Post a } + 1{' Anchorage per Specs. i * KP King Post @ At Abv. BN per SW Type "L"INTERSECTION, 2x4 WALLS "L"INTERSECTION, 2x6 WALLS Jr STRUCTURAL _y Ab $ yp �' &SW Sched. KSF Kips per Square Ft. Degrees P Dbl. 2x Sill @ Wndw. HD Strap&Post as HD Strap&Post as G c. c. TITLE SHEET HD to Blw. AB Size,Spacing, 1 KSI Kips per Square In. > Greater Than Occurs per Plan f Occurs per Plan and Pl. Washer per toRetightenCoi AB's Prior Recommended Non Str. Int.Wall Hdr. Opng. Lb(s). Pounds) < Less Than to Closing in Hdw. cg.,_ r„=�11 SW Sched. Span 2x4 Wall 2x6 Wall LL Live Load # Number, Pound(s) Refer to Plans for Specific Transfer& i . "AM HD Anchor per HD <4'-0" Dbl. 2x4 Flat Dbl. 2x6 Flat Loc. Location / Per Connection Detail at each Shear Wall Location ►: �C� LW Light Weight % Percent(age) 16d or SDS Tranfer ►��r - Sched. <6'-0" 4x4 4x6 Flat ± Plus or Minusism S _ per SW Sched. S�I V 16d or SDS Tranfer 111 1 < 8'-0" 4x6 6x6 per SW Sched. A SW BN, Typ. >8, 0„ Span in Feet Equals Beam SW BN,Typ. Depth in Inches HD& Post per Plan I HD & Post per Plan SHEAR WALL ELEVATION SHEAR WALL SECTION DO NOT SCALE THESE DRAWINGS. Refer lo Architectural plans for all dimensions. GENERAL NOTES STRUCTURAL STEEL CONCRETE ROUGH CARPENTRY ENGINEERED LUMBER 1. The following notes, details, schedules&specifications shall apply to all phases of this 1. All structural steel and connections shall be fabricated and erected in accordance with AISC 1. All concrete shall have: 1. Refer to latest edition of the the Governing Building Code,Table 2304.10.1.for all minimum 1. Glu-laminated Beams (GLB): project unless specifically noted otherwise. Notes and details on the structural plans shall specifications, Seismic Provisions Supplements No. 1 and 2, and Code of Standard Practice (a) an ultimate compressive strength (fc)of 3,000 psi at 28 days(UNO). nailing requirements. (a) shall be 24F-V4 for simple single spans and 24F-V8 for beams that are cantilevered take precedence over general notes and typical details. Where no details are given, as amended to date. (b) a maximum slump of 5"at point of placement. 2. Refer to individual sections for applicable material specifications. &/or continuous over interior supports. They shall have the following min. properties: CD r c E construction shall be as shown for similar work. 2. Steel fabrication shop drawings shall be submitted for review by the Architect and Engineer (c) a W/C ratio of 0.55 or less for all slabs,walls, and columns, and 0.60 or less for all 3. Fabricate, size, install, connect, fasten, bore, notch, and cut wood and plywood with joints i. Fb= 2400 psi m P1 o v 2. All drawings are considered to be part of the contract documents. The Contractor shall be prior to fabrication. foundations. true, tight, and well-nailed, screwed or bolted as required, all members to have solid bearing ii. Fv= 265 psi CID = rn oo ei responsible for the review and coordination of all drawings and specifications prior to the start 3. Special Inspection: Continuous special inspection of structural welding is required by an (d) a normal dry-weight density (UNO). without being shimmed, unless noted otherwise. Set horizontal members subject to bending iii. Fc= 650 psi V t j Q co v of construction.Any discrepancies shall be brought to the attention of the Engineer prior to inspector pre-qualified by the Building Department. The following exceptions arepermitted for 2. Special inspection is NOT required as the foundations have been designed with fc=2,500 with the crown up. Install framing plumb, square, true and cut for full bearing. Splices are not iv. E = 1800 ksi - ^ the start of construction so that a clarification can be issued. Any work performed in conflict welds not in Special Moment-Resisting Frames: psi in accordance with the Governing Building Code, section 1705.3, exceptions 1, 2.1, and permitted between bearings. Use full lengths unless otherwise specified. (b) shall not be notched, cut or drilled without prior approval from the Engineer Z > - o with the contract documents or any applicable code requirements shall be corrected by the (a) Welding performed in an approved fabricator's shop in accordance with latest edition 2.3, unless explicitly specified herein, on the structural plans,or by the Building Department. 4. Metal framing angles, anchor, dips, straps, ties, holdowns, etc. shall be mfg by Simpson (c) shall have exterior glue and weather-treatment prior to installation - `- R en d Contractor at no expense to the Owner or Engineer. of the the Governing Building Code, Section 1704.2. As a minimum, special inspection is always required on: Strong-Tie Co. No substitutions shall be permitted without prior approval of the Engineer. (d) shall be fabricated by an approved manufacturer.An A.I.T.C. Certificate of1:11 a.0 ee w 3. All information on existing conditions shown on the structural plans are based on best (b) The inspector need not be continuously present during welding of the following (a) structural slabs,flat plates 5. All walls are to have continuous double 2x top plates spliced as followings unless specifically Compliance shall be given to the building inspector prior to installation O c R -u present knowledge available, but without guarantee of accuracy. The Contractor shall be items, provided the materials, welding procedures, and welders qualifications are (b) walls, columns, beams noted otherwise on the plans and details. (e) shall have factory standard camber, except where noted otherwise on the plans J = 'a responsible for the verifications of all dimension and conditions at the site.Any discrepancies verified prior to the start of work; Periodic inspections are made of work in progress; (c) piles, caissons 6. Wall Studs: 2. Laminated Veneer Lumber(LVL) : cgs Z 0 between actual site conditions and information shown on the drawings or in the specifications and visual inspection of all completed welds is madeprior to shipment: weldingspliceepoxy specifically planfollowing guidelines for wall (a) shall be 1-3/4" minimum thickness with the following minimum properties: - a Pt I- g p p p p (d) of reinforcement, installation of mechanical bar devices, a ox (a) Unless s ecificall noted on the and details, use the shall be brought to the attention of the EOR prior to the start of construction. i. Single-pass fillet welds not exceeding 5/16" application framing: i. E = 2000 ksi LCe ~ 4. Refer to the Architecturalplans for the following: ii. Floor and roof steel deck weldingWhen required or U q specified, special inspection services shall conform to the Governing i. Use 2x4 studs at 16" oc for walls less than 9'-0"tall. ii. Fb= 2600 psi 2 (a) Dimensions iii. Welded studs(for nailers, diaphragms or composite deck systems) Building Code, Chapter 17 and shall be provided by an ICC certified inspector or Building ii. Walls 9'-0"to 16'-0"tall shall be constructed of 2x6 studs at 16"oc iii. Fv= 285 psi CID W z tx (b) Size and location of all interior and exterior wall locations. iv. Welded light gauge cold-formed framing members(studs,joists, etc.) Department approved engineer. The Building Department reserves the right to waive or iii. Request specifically engineered wall details for walls greater that 16'-0"tall. iv. Fc(parallel) = 2500 psi c F- (c) Size and location of all floor, roof and wall openings v. Welding of stairs and railing systems require the special inspection requirements [Section 1704.1 and 1704.4] . Nothing in these 7. Blocking: v. Fc(perp.) = 750 psi W m Co (d) Size and location of all drains, slopes, depressions, steps, etc. 4. Testing Procedures: All complete joint penetration welds(aka full penetration, FP, or CJP) plans waives the Building Department's right to require special inspection at any point and on (a) Provide min. one row of nominal 2"thick blocking of same width as stud,fitted snugly vi. Ft(parallel)= 1500 psi Z w • (e) Specification of all finishes&waterproofing groove or butt welded joints and splices in Special Moment-Resisting Frames shall be tested any material. and spiked into studs at mid-height of partitions or walls over 8' high. vii. Specific Gravity= 0.50 (f) All other non-structural elements 100 percent in accordance with AISC Seismic Part I, Section 16 by either ultrasonic testing 3. Testing of materials used in concrete construction must be performed as noted on structural (b) All foundation cripple walls (or"pony walls") less than 14" in height shall be solid (b) shall be fabricated by an approved manufacturer 5. Refer to the mechanical, electrical and plumbing plans for the following: ("UT")or radiography(x-ray). The following exceptions are permitted: plans or at the request of the Building Department to determine if materials are quality blocking. (c) shall bear a minimum of 3-1/2" on specified supports. Provide full depth solid COO 0 > (a) Size and location of all equipment (a) Ultrasonic or radiographic testing is not required for all complete joint penetration specified.Tests of materials and of concrete shall be made by an approved agency and at (c) Refer to shearwall section for additional blocking requirements. blocking at all beating points Z (b) Pipe runs, sleeves, hangers and trenches welds on material less than 5/16"thick;continuous visual inspection is required. the expense of the contractor;such tests shall be made in accordance with the standards 8. Notching: (d) shall be nailed in accordance with mfg's specifications. Unless otherwise approved, C./ (c) All other mechanical, electrical or plumbing related elements (b) At the discretion of the Building Official,the ultrasonic or radiographic testing rate for listed in the Governing Building Code, Table 1704.4. When testing of concrete is required, (a) Is not permitted of any structural member without prior approval nailing into the top edge shall not be spaced any closer than: a W 6. DO NOT scale structural plans. Contractor shall use all written dimensions on Architectural an individual welder may be reduced to 25% provided the reject rate is no more than four(4)test cylinders shall be taken from each 150 yards, or fraction thereof, poured in any (b) In exterior and bearing walls, notches shall not exceed 25% of the stud depth. i. 16d @ 6"oc, 10d @ 4" oc, and 8d @ 3"oc plans. 5% for all welds tested for that individual welder, one day. One (1)cylinder shall be tested at seven (7)days; two (2)at 28 days; one(1)shall (c) Non-bearing partition walls, notches shall not exceed 40% of the stud depth. ii. When nailing must be reduced, stagger rows a minimum of 1/2"apart while 7. Construction materials shall be uniformly spread out if placed on floor or roof so as to not (c) At the discretion of the Building Official, the ultrasonic or radiographic testing may be be held in reserve. If Contractor elects to have additional tests performed for"early-break" (d) Successive notches in the same member shall be spaced a min of 18"apart. maintaining proper edge distances. - overload the framing. Load shall not exceed the design live load per square foot. It is the performed in the shop of an approved fabricator by a qualified inspector of their results, additional test cylinders must be taken.At no time shall the Contractor instruct the 9. Boring: (e) shall be, when comprised of multiple members, connected with 16d nail, 1/2" bolts or Contractor's responsibility to provide adequate shoring and/or bracing as required. employ. testing agency to perform tests on a schedule different than above without the prior (a) is not permitted of any structural member without prior approval 1/4"lag screws in accordance with manufacturer's specifications. 8. Specifications and detailing of all waterproofing and drainage items, while sometimes shown (d) It is the responsibility of the Contractor to verify all the testing requirements of the authorization of the Engineer. Contractor is responsible for complying with applicable testing (b) In exterior and bearing walls, holes shall not exceed 40% of the stud depth. (f) shall not be cut, notched or drilled without specific written approval of the EOR. on the structural plans for general information purposes only, are solely the design local Building Department as the requirements vary with each governing agency. The requirements of theBuilding Department. Copies of all test reports shall be provided to (c) Non-bearing partition walls, may be drilled not greater than 60%of stud depth. 3. Laminated Strand Lumber(LSL) : 0 responsibility of others. testing procedures outlined above apply on to those complete joint penetration welds Engineer and Building Department for review in a timely manner. (d) Successive holes in the same member shall be spaced a minimum of 18"apart. (a) shall be 1-1/4"minimum thickness with the following minimum properties: 9. The Engineer will not be responsible for and will not have control or charge of construction specified in Special Moment-Resisting Frames only; Ordinary Moment-Resisting 4. The Contractor shall remove and replace any concrete which fails to attain specified 28 day 10. Bearing: i. E= 1550 ksi means, methods,techniques, sequences or procedures, or for safety precautions and Frames are exempt. compressive strength if so directed by the Engineer. Any defects in the hardened concrete (a) Provide a min. of 1-1/2" of bearing for all 2x joists and hdrs 4x10/6x8&smaller. ii. Fb= 2325 psi programs in connection with the construction delineated by these plans. It should be 5. Materials: shall be repaired to the satisfaction of the Engineer and/or Architect or the hardened (b) Provide a min. of 3"of bearing for all beams and hdrs 4x12/6x10&larger, UNO on iii. Fv= 310 psi The use of these plans and specifications shall be understood that the Contractor or his/her agent(s)shall supervise and direct all work and (a) Wideflange (W)sections shall conform to ASTM A992 except in moment concrete shall be replaced at the Contractor's expense. plans, iv. Fc(parallel)= 2500 psi restricted to the original site for which they were prepared shall be solely and completely responsible for all construction means, methods,techniques, frames. 5. All concrete work shall conform with the Governing Building Code, Chapter 19. (c) Members bearing on prefabricated hangers are to have full bearing and nailing per v. Fc(perp.)= 800 psi and publication thereof is expressly limited to such use. sequences, procedures and conditions on the job site, including safety of all persons and (c) Hollow Steel Sections sections (HSS)shall conform to ASTM A500 Gr. B. 6. All cement shall be Portland Cement Type I or II and shall conform to ASTM C 150. manufacturer's specifications. vi. Ft(parallel)= 1070 psi Reproduction is prohi toor .publication by any pi nsme and specifications whole or s part,is prohibited. Title to these plans and specifications property during the entire period of construction. Periodic observations by the Engineer, his (d) Pipe sections shall be welded seamless pipe conforming to ASTM A53 Or. B. 7. All aggregates shall conform to ASTM C33. Maximum aggregate sizes: 11. Posts: vii. Specific Gravity= 0.50 remain with Ashley&Vance Engineering,Inc. without staff or representatives are not intended to include verification of dimensions or review the i. STD indicates Standard Wall (a) Footings: 1-1/2" (a) Posts inside walls shall bear on sill plates and shall be continuous between top and (b) shall be fabricated by an approved manufacturer prejudice. Visual contact with these plans and adequacy of the Contractor's safetymeasures on or near the construction site. ii. EXT indicates Extra Strongplates, specifically (c) shall bear a minimum of 3-1/2"on specified supports. Provide full depth solid specifications shall constitute prima facie evidence of the q y (b) All other work: 3/4" bottom unless s ecificall noted otherwise. acceptance of these restrictions. 10. Modifications of the plans, notes, details and specifications shall not be permitted without iii. DBL indicates Double Extra Strong 8. Where not specifically detailed, the minimum concrete cover on reinforcing steel shall be: (b) Provide posts under all beams, girders or double joists equal to the width of the blocking at all bearing points prior approval from the Engineer. (e) All other material(plate, bars, etc.)shall conform to ASTM A36, UNO specifically. (a) Permanently exposed to earth or weather supported member. (d) shall be nailed in accordance with mfg's specifications. Unless otherwise approved, Engineer of Record: 11. All workmanship shall conform to the best practice prevailing in the various trades performing (f) All plate material specified in steel moment frame connections shall conform to i. Cast against earth: 3" (c) Posts on upper levels are to be stacked on posts of equal size at levels below, nailing into the top edge shall not be spaced any closer than: the work. The Contractor shall be responsible for coordinating the work of all trades. ASTM A572 Gr. 50 or ASTM A992. ii. Cast against forms: 2" unless a larger post is specified on the plans. i. 16d @ 6"oc, 10d @ 4"oc, and 8d @ 3"oc pV 1 D F/ 12. it is the Contractor's responsibility to ensure that only approved structural plans are used 6. Bolts: (b) Not exposed to earth or weather (d) Vertically oriented blocking ("squash blocking") shall be used to fully transfer the post ii. When nailing must be reduced, stagger rows a minimum of 1/2"apart while '90.11 during the course of construction.The use of unapproved documents shall be at the (a) All bolts shall be ASTM A307 Gr.A, UNO specifically on the structural plans. i. Slabs, walls,joists: 3/4" area through floors to foundation.Vertical blocking shall be equal to floor thickness maintaining proper edge distances. of WAsyiy 33\ contractor's own risk. Corrections of all work based on such documents shall be performed at (b) High strength bolts complying with ASTM A325 and A490,when specified, shall ii. Beams, girders, columns: 1-1/2" plus 1/16". (e) shall be, when comprised of multiple members, connected with 16d nail, 1/2" bolts or G� ls the Contractor's expense. require special inspection in accordance with the Governing Building Code, Section 9. The minimum lap splice length for all reinforcing steel shall be as noted in the typical details (e) Headers framing into continuous posts without trimmer studs shall be supported in 1/4" lag screws in accordance with manufacturer's specifications. y - ir-' o 13. These plans and specifications represent the structural design only. No information nor 1704.3.3. on sheet S-1.1. All lap splices to be staggered. Simpson HUC hangers unless noted otherwise on the plans. (f) shall not be cut, notched or drilled without specific written approval of the EOR. ni warranty is provided for the work of any other Consultant (Architect, Mechanical, Electrical, (c) Threaded rod,where specified, shall conform with ASTM A307 unless specifically 10. All reinforcing steel, anchor bolts, dowels, inserts, and any other hardware to be cast in (f) Posts when isolated, shall be seated in Simpson post or column bases, unless noted 4. Parallel Strand Lumber(PSL): ?s etc.).This includes, but is not limited to, waterproofing, drainage, ventilation, accessibility,or noted otherwise on the structural plans. concrete shall be well secured in position prior to foundation inspection. All hardware to be otherwise on the plans (a) shall be 2-1/2"minimum thickness with the following minimum properties: : , 9159 row dimensions. (d) Bolt holes shall be drilled 1/32"to 1/16" larger than the specified bolt diameter. installed in accordance with respective manufacturer's specifications. Refer to architectural 12. Roof Framing: i. E = 2000 ksi • FG/STER� 7. Welding: and structural plans for locations of embedded items. (a) Provide wood joists, as specified, laid with the crown up and spaced as indicated. ii. Fb= 2900 psi NG�� TRUSSES (a) All welding shall be performed using SMAW, GMAW or FCAW processes. 11. Locations of all construction joints, other than specified on the structural plans, shall be (b) Provide a minimum of 1-1/2"end bearing unless otherwise shown. iii. Fv= 290 psi ONALE 1. Refer to the structural and architectural plans for additional design loads and conditions. (b) All welded connections to be in accordance with the latest edition of the AWS 01.1. approved by the Architect and Engineer prior to forming. Construction joints shall be (c) Provide full depth solid 2x blkg or cross-bridging between the joists at 8'oc max. iv. Fc(parallel)= 2900 psi Bottom chords shall be designed to resist a minimum ceiling live load of 10 psf. (c) All welding shall be performed by certified welders. thoroughly air and water cleaned and heavily roughened so as to expose coarse aggregates. (d) Provide all cricket framing required to achieve positive drainage per Arch. v. Fc(perp.)= 750 psi 2. Truss calculations and details shall be submitted to the Architect/Engineer and the building (d) All welding shall be performed with E7OXX electrodes with a minimum CVN All surfaces to receive fresh concrete shall be maintained continuously wet at least three (3) (e) Install plywood panels with the face grain across the framing and close joints and nail vi. Ft(parallel) = 2025 psi department for review and approval prior to fabrication. toughness of 20 ft-lb at-20°F. hours in advance of concrete placement. Unless specifically detailed or otherwise noted, at each support. Fully nail with common nails per the plans. vii. Specific Gravity= 0.50 3. All trusses shall be fabricated in the shop of a licensed fabricator approved by the governing (e) Weld lengths specified on the plans are the net effective length required. Where fillet construction and control joints shall be provided in all concrete slabs-on-grade. Joints shall (f) Plywood panels shall not be less than 4'x 8'except at boundaries and changes in (b) shall be fabricated by an approved manufacturer building department. weld symbol is given without indication of size, use the minimum size welds as be located such that the area does not exceed 400 sq. feet. framing direction,where the minimum panel dimension shall be no less than 24", (c) shall bear a minimum of 3-1/2"on specified supports. Provide full depth solid 4. Each truss shall be legibly branded, marked or otherwise have permanently affixed thereto specified in section 1.17.2 of the AISC Manual of Steel Construction 9th Ed. 12. The Architect, Engineer and appropriate inspectors shall be notified in a timely manner for a unless all edges of undersized panels are supported by and fastened to framing blocking at all bearing points the following information located within 2 feet of the center of the span on the face of the (f) No field welding shall be permitted, UNO specifically on the plans or details, reinforcement inspection prior to the placement of any concrete. members or blocking. (d) shall be nailed in accordance with manufacturer's specifications. Unless otherwise bottom chord: 8. No holes other than those specifically detailed shall be allowed through structural steel 13. The Contractor shall obtain approval from the Architect and the Engineer prior to placing (g) Provide Simpson"PSCL"clips at all plywood joints perpendicular to framing. Provide approved, nailing shall not be spaced any closer than: (a) Identity of the company manufacturing the truss members. Burning or torching of holes is not permitted under any circumstances. sleeves, pipes, ducts, chases, coring and opening on or through structural concrete beams, clips midway between framing members at the unsupported edges of plywood when i. Narrow face: 16d @ 6"oc, 10d @ 4"oc, and 8d @ 3"oc (b) the design load, and 9. All structural steel shall be painted one shop coat and touched-up in the field with read lead walls, floors, and roof slabs unless specifically detailed or noted on the plans. All piles or members are spaced at 24"oc or greater. If clips are not used, provide solid blocking ii. Wide Face: 16d @ 8"oc, and 10d &8d @ 6"oc (c) the spacing of the trusses. (or approved zinc chromate primer)as necessary. conduits passing through concrete members shall be sleeved with standard steel pipe for joints perpendicular to framing. iii. When nailing must be reduced, stagger rows a minimum of 1/2"apart while 5. Walls: 10. Any steel member interfacing with wood framing shall have 1/2"diameter studs welded at 24" sections. 13. Floor Framing: maintaining proper edge distances '' ++ (a) Trusses shall bear on exterior walls only unless specifically noted otherwise. oc for attachment of wood nailers. Thru-bolting of nailers shall not be permittedunless 14. The Contractor is responsible for design, installation, maintenance and removal of all (a) Provide wood joists, as specified, laid with the crown up and spaced as indicated. (e) shall not be cut, notched or drilled without specific written approval of the EOR. V (b) All interior walls shall be non-bearing unless specifically noted otherwise, specifically noted on the plans or details. formwork. Forms shall be properly constructed, sufficiently tight to prevent leakage, (b) Provide a minimum of 1-1/2"end bearing unless otherwise shown. 5. Plywood I Joists: (c) All approved interior bearing locations shall be specifically noted on the structural 11. Provide hot dip galvanizing or 3" min. concrete cover around all structural steel below grade. sufficiently strong, and braced to maintain their shape and alignment until no longer needed (c) Provide full depth solid 2x blkg or cross-bridging between the joists at 8'oc max. For (a) type and manufacturer shall be clearly noted on the plans. Substitutions shall not be w+ >> plans. for concrete support. Joints in formwork shall be tightly fitted and blocked, and shall produce floors framed with I joists, refer to the mfg's spec's for blkg requirements. permitted without prior approval of the Engineer. W CU 6. Bearing: FOUNDATIONS a finished concrete surface that is true and free from blemishes. Forms for exposed concrete (d) Provide full depth solid 2x blocking between the joists under all walls and partitions (b) shall be installed in accordance with applicable code approvals and mfg's spec's. 133 N (a) Securing of bearing walls, unless noted otherwise, trusses shall be secured at all 1. Refer to Structural Design Parameters section on sheet S-1.1 for all soil design values used shall be pre-approved by the Architect to ensure conformance with design intent. where the wall or partition is perpendicular to the floor framing (including floors (c) shall bear a minimum of 1-3/4" at all end supports, and 3-1/2" at intermediate v N bearing points with Simpson seismic anchors (e.g. H1) . in calculations. 15. Remove form work in accordance with the following schedule: framed with I joists) supports. Provide full depth solid blocking at all bearing points. 'fa'A ay CO (b) Interior non-bearing walls shall be isolated from the trusses with Simpson truss clips 2. Soils values per Table 1806.2 of the latest edition of the Governing Building Code. (a) Forms at slab edge: 1 day (e) Install plywood sheathingwith the facegrain across supports, U) d to e. STC, DTC, HTC4)or approved g P Yw end supports (d) shall be installed with intermediate blocking or bridging as specified by the Mfr. Only ( g. equal. 3. Unexpected Soil Conditions: Allowable values and subsequent foundation designs are based (b) Side forms at footings: 2 days staggered, and the edges of sheets centered over supports. If T&G plywood issused, omit intermediate blocking when specifically allowed by the Mfr. C1 Q (c) Trusses to be manufactured with necessary camber to account for dead load on soil conditions which are shown by test borings.Actual soil conditions which deviate (c) All other vertical surfaces: 7 days blocking need not be provided at all plywood edges(UNO per plan). If T&G plywood (e) shall not be cut, notched or drilled without specific written approval of the EOR. g) deflections and eliminate accidental bearing on interior non-bearing walls. appreciably from that shown in the test borings shall be reported to the Engineer (d) Beams, columns, girders: 15 days is not used, blocking shall be provided at all plywood edges. Glue plywood to joists 7. Blocking and bracing shall be installed per manufacturer's recommendations.As a minimum, immediately. (e) Elevated slabs: 28 days and fully nail with common nails per the plans. FASTENERS CD the trusses shall be blocked at the following locations: 4. All compaction, fill, backfilling and site preparation shall be performed in accordance with Engineer reserves the right to modify removal schedule above based on field observations, (f) Plywood panels shall not be less than 4'x 8'except at boundaries and changes in 1. Nails: r. Y r (a) All bearing points project soils report or the Governing Building Code Chapter 18&Appendix J.All such work concrete conditions, and/or concrete test results. framing direction, where the minimum panel dimension shall be no less than 24", (a) shall be with "common" nails unless noted otherwise. t1 C (b) Along ridge shall be performed under the supervision of the building official. 16. All concrete(except slabs-on-grade 6"or less)shall be mechanically vibrated as it is placed. unless all edges of undersized panels are supported by and fastened to framing (b) shall not be driven closer than 1/2 their length nor closer than 1/4 of their length to C1 8. Erect trusses according to the approved shop drawings. Lift members only at designated lift 5. Excavate to required depths and dimensions (as indicated in the drawings), cut square and Vibrator to be operated by experienced personnel. The vibrator shall be used to consolidate members or blocking. the edge or end of a member, except for sheathing. R points. Provide erection bracingto keepthe members straight andplumb as required to smooth with firm level bottoms. Care shall be taken not to over-excavate foundation at lower (c) shall be installed inpre-drilled lead holes if necessaryto avoid splitting. M C 9 eq the concrete. The vibrator shall not be used to convey concrete, nor shall it be placed on 14. Shear Walls: P 9• er Q assure adequate lateral support for individual members and the entire system until the elevation and prevent disturbance of soils around high elevation, reinforcing and/or forms. (a) Refer to plans for all shearwall locations, length type and nailing. (d) shall be hot-dipped zinc-coated galvanized steel, stainless steel, silicon bronze, or Cf) sheathing is applied. 6. Foundations shall be poured in neat excavations. 17. Concrete shall be maintained in a moist condition for a min. of five(5)days after placement. (b) Refer to Shearwall Schedule on title sheet for additional information. copper when in contact with preservative-treated wood. = CO 7. Excavate all foundations to required depths into compacted fill or natural soil (as per plans 18. Concrete shall not be permitted to free fall more than six(6)feet. For heights greater than six (c) Shear wall lengths specified on plans are minimum required. i. When used in exterior applications, nails shall have coating types and weights in A+ and details) and as verified by the building official and/or soils engineer. accordance with the treated wood or bolt manufacturer's Recs. A Min. of ASTM W(6)feet, use tremie, pump or other method consistent with applicable standards. (d) Shear walls to be nailed with common nails. All nails to have minimum 3/8"edge 8. All foundations shall be inspected and approved by the appropriate building official and/or a 19. When specified ultimate compressive strength is greater than 2500 psi, Contractor shall distance to panel or framing member. A653, type G185 zinc-coated galvanized steel (or equiv.)shall be used. representative of the soils engineer prior to forming and placement of reinforcing or concrete. submit mix designs to Architect and Engineer for approval seven (7)daysprior to placement. (e) Where 3x framingis requiredper the shear wall schedule, stagger edge nailing. U. When used in an interior,dry environment in SBX/DOT or zinc borate Z 9 9 P Y P q 99 9 9. Foundations shall not be poured until all required reinforcing steel,framing hardware, Mix designs shall be prepared by an approved testing laboratory. Sufficient data must be (f) Oriented Strand Board (OSB) may be used in lieu of plywood. preservative-treated wood, plain carbon nails shall be permitted. sleeves, inserts, conduits, pipes, etc. and formwork is properly placed and inspected by the provided for all admixtures. (e) All nailing shall conform to the Governing Building Code, Table 2304.10.1. appropriate building official/inspector(s). 20. Refer to Architectural plans for locations of all dimensions, slab depressions, slopes, drains, TIMBER/LUMBER 2. Lag screws: 10. It is the responsibility of the contractor in charge of framing to properly position all holdown curbs, and control joints. 1. All structural lumber shall be Douglas Fir-Larch, S4S and shall conform to the Goveming (a) shall be installed into pre-drilled lead holes. Lubricant(or soap)shall be used to bolts, anchor bolts, column bases, and all other cast-in-place hardware. Refer to typical Building Code, section 2303.1.1. facilitate installation and prevent damage to the screws. details. All hardware to be secured prior to foundation inspections. REINFORCEMENT 2. The minimum lumber grade of each member shall be as follows (unless specifically (b) shall be hot-dipped zinc-coated galvanized steel or stainless steel when in contact 11. The sides and bottoms of dry excavations must be moistened just prior to placing concrete. 1. Reinforcing steel shall be to deformed, dean, free of rust,grease or any other material likely notedotherwise on plans and details) : with preservative-treated wood. Conversely,de-water footings as required to remove standing water and to maintain optimum to impair concrete bond. (a) 2x studs, blocking, plates:Stud i. When used in exterior applications, bolts shall have coating types and weights in working conditions. 2. All bars shall conform to ASTM A615, Grade 60 minimum (UNO on structural plans). All weld (b) 2x joists#2 or better accordance with the treated wood or bolt manufacturer's rec's.A minimum of 12. The Contractor shall be solely responsible for all excavation procedures including lagging, wire fabric(WWF)shall conform to ASTM A185. (c) 4x4, 4x6, or 6x6 beams or posts#2 or better ASTM A653,type G185 zinc-coated galvanized steel (or equal)shall be used. Revision: shoring, and the protection of adjacent property, structures, streets, and utilities in 3. Reinforcing steel that is to be welded shall conform to ASTM A706. All welding of (d) 4x8, 6x8, or larger beams or posts#1 or better ii. When used in dry interior environments in SBX/DOT or zinc borate preservative- accordance with all federal, state and local safety ordinances. The Contractor shall provide reinforcement shall be subject to special inspection. It is recommended (but not required)that all exposed members be Select Structural or better treated wood, plain carbon screws, nuts, and washers shall be permitted. 1/� for the design and installation of all cribbing, bracing and shoring required. 4. Contractor shall take necessary steps (standard ties, anchorage devices, etc.)to secure all and free of heart center due to visual characteristics. 3. Bolts: /\ Revision 12 Sept. 2019 reinforcing steel in their true position and prevent displacement during concrete placement. 3. All lumber in contact with concrete or masonry shall be pressure treated Douglas Fir. (a) shall conform to ASTM A307, UNO specifically on plans and details. - - 5. Fabrication, placement and installation of reinforcing steel shall conform to: Whenever it is necessary to cut, notch, bore or splice pressure treated material, all newlycut (b) shall be installed in pre-drilled holes a max of 1/16"larger than the specified bolt dia. A (a) Concrete Reinforcing Steel Institute(CRSI)Manual of Standard Practice surfaces shall be thoroughly painted with the same preservative. (c) when installed against wood surfaces, shall have standard washers under the heads _ (b) the Governing Building Code, Section 1907. 4. Maximum moisture content for all structural members shall not exceed 19%. and nuts. A 6. Shop drawings for fabrication of reinforcing steel shall be approved by the Contractor and 5. All plywood sheathing shall be CDX grade (or better) Douglas Fir with exterior glue. All (d) shall be hot-dipped zinc-coated galvanized steel or stainless steel when in contact submitted to the Architect and Engineer for review and approval prior to fabrication. Shop sheathing shall conform to the Governing Building Code Standard 23-2 and grade-marked by with preservative-treated wood. drawings are not required for slabs-on-grade or foundations unless specifically noted on the the American Plywood Association (APA). Panel index to be 40/20 for floors and 24/0 for i. When used in exterior applications, bolts shall have coating types and weights in structural plans. roofs unless specifically noted otherwise on the plans and details. accordance with the treated wood or bolt manufacturer's rec's. A minimum of 7. Heating of reinforcing steel to aid in bending and shaping of bars is not permitted.All bends ASTM A653, type G185 zinc-coated galvanized steel (or equal)shall be used. in reinforcing steel are to be made cold.All bend radii shall conform to CRSI Manual of ii. When used in dry interior environments in SBX/DOT or zinc borate preservative- Standard Practice. treated wood, plain carbon screws, nuts, and washers shall be permitted. /� 8. Refer to Concrete and Masonry notes for specific minimum splice length and splice 4. Anchor Bolts: / staggering requirements. Lap welded wire fabric(WWF)reinforcement two (2)modules (a) shall be installed at all exterior walls and all interior shear and/or bearing walls. ^ minimum (UNO). All splices are to be staggered. (b) shall be 1/2" diameter with 3x3x0.229" steel plate washers at shearwalls. / \ (c) shall be 1/2"diameter with 2x2x3/16"steel plate washers at non-shearwalls. (d) shall have 7" minimum embedment. (Contractor to coordinate length of bolts with sill Proj. Engr.: D. Shapiro Phone Ext.: 189 plate thicknesses). (e) shall conform to ASTM A307, Proj. Mngr.: J. Fischer Phone Ext.: 155 (f) shall be hot-dipped zinc-coated galvanized steel or stainless steel when in contact Date: 27 Aug. 2019 Scale: NTS with preservative-treated wood. A&V Job No.: 19748 i. When used in exterior applications, bolts shall have coating types and weights in accordance with the treated wood or bolt manufacturer's rec's. A minimum of ASTM A653,type G185 zinc-coated galvanized steel (or equal)shall be used. ii. When used in dry interior environments in SBX/DOT or zinc borate preservative- STRUCTURAL treated wood, plain carbon screws, nuts, and washers shall be permitted. (g) shall not be spaced greater than 72" oc Refer to shearwall schedule for specific SPECIFICATIONS anchor bolt spacing requirements. (h) shall be placed a maximum of 12"from wall corners,wall ends, and sill plate splices (but not less than 7 dia.), and a min. of two bolts per piece of sill plate is required. (i) shall be secured in place prior to foundation inspection. 5. Powder Actuated Shot Pins: S (a) shall be installed at all interior non-bearing, non-shearwalls. 1 • 2 (b) shall be 0.145x3"with 1.5"diameter steel washers. SI (c) shall not be spaced greater than 32"o.c. DO NOT SCARE THESE DRAWINGS. Refer to A•chlletlwal pans for all dimensions. N N N C A B C I E 0 © © © Cl o © 0 0 © © 0 C/ • CO CO 0 T C (• MQdi ti C 1 C O � SEW ft to 1 ems = t ® aco 1n J O C I it 15 � o _ j a yy0 31-6" Z m I Square u -1 +_ -- \ _ o m o 25•• +b 61 a F El El i / ----- !` , _ 1 m i ao 0 ILI Z m \l� N cn I r TT ze, ce 1 6 I 5 L�_rJ, \ 1- O 4 I �❑ S3_f I Z N •kiL M S-3.1 I I 1 Ill I Iy0 > I 1 15 QZ r,' ( I r Square I I S-3.1 w iv77:1j, oi \ r--f - b- S-3.1 (2) 1rl 7/8 LVL h y 11-6" I I t-6" 6+� -. LL FlushI //// ///////////////}/// ///////,(/////-//d , T////U//✓/////////// I I -L - -1_ 1 - 1, 1 _ _ � - 1 I r _ -I C6� _ - • i �_ OI /I _ ' 14The use of these plans and specifiptions shall be Id O ' \ ' ` I I S-3.1restricted to the original site for which they were prepared l� -3/ III and publoduction o t public ii n byeany limth d to suhh le o. 1 Reproduction or publication by any method,in whole or in 6 c� part,is prohibited. Tolle to these plans and specifications _ S-3.1r remain withAshley&VanceEngineering,Inc. without \ I I I ( I +� -r+ra+� \ prejudice. Visualcontactwiththeseplansand;r - (1,::::::;) L _ id - " ��_ J ,� _ _ J L _ _ � - .1L- } 1 specifirations shall constitute prima facie evidence of the O - :IL; //%/// 0.///U/UG/1J�1//� U� // f//l�///// ___., ;__J////////l////%//, O! acceptance of these restrictions. o _7 ' � IL - 1 - I 1\ / I � / 7 6 I 5-3.1 I S-3.1 3,,�" ��p,V I D F/� \ ` Square Align with v/A y r. X i 4•_0^ S-3.1 c„-3) I O Above,Typ. 11-6" 1 $��DF &,,, Fri Above, Typ II . I I I I '� 1/ 6'-- LLL _ I 1 Er CI- -• L, 16 2 16 I • QFG/STE�� <410 ( ( t i€n 4I� L T � _ - I ® S-3.1 S-3.1 �ONALrcNG\LT. (2)A35 Post s"/s m I WSW18x9 D WSW18x9 to Sill Plate, I I J y , 6" '14 x 16 S 3.1 S 3.1 r __- ---- - _ - J \/ Typ. 1 (2) 11 7/8 LVL G 1- i ® 1 �- 14 I �__ �� O Flush- I " •• • sil 11 I i WSW18x11 ° 1 1d ® 12 S 3.1 �3� r o T �-�-1 -� 13 6+6 s+sls p+`O / 6+ -�G ►Ate a+6 6+6 . pp+° u+s I i _-I r-1 �- r alit 01 L A+ 2 11 7/8 LVL. __ \ 1 I W -. �- J _ S 1 'S I I ,1 \ _ 1 �- t_J) S-31 1 Flush GO S-3.1 J 1'-6" S3.1 L 014 �J � t � = II I _ _3' 6" Iri O = 1 0 r it �" 1` 3 _ / / �� 2 rows staggered of 10d nails @ �I-_ I I- I L_ I ( �j'S N v -Li 712:11 17 I 3" o.c., T All Sistered r . I •� / / 11 I Typ. I I L - - - , �� Members I 1 17 Typ. (13) Loc. I I EL- 11 3 1 � C1 Q co co 5 I I S-3.1 I II S-3.1 S-3.1 r / S-3.1 11 I I I [ N -a 15 / / I ( - i - r - J 1 I ( CII Ii -at - tr - - - - �' 1 /////////////m///////////// /////i/////////////// /////7//i / ////////////////// �S I � - 6 , -- - - - - t, a 6 T 1 ,,�„ C two r,g p+ �- - b+ "� 0.+ 2'-0" Square '''6" \ C / / ( -, I / /Typ.All Int. Pad Footings I I 1 _ _ �_ _ - _r_ d Q 01 ® / / I I 40 ( 1 S 3.1 V I I i Q 3 12 0 //�M�� M / / IV , I I O �I I :1 m S-3.1 Z o_ / I Ico / / I 1 _TiiI 0 f - , �, I, 4 - - ' II. _ - T T �? 1 '� [ 6 20 L - -- - " \p T I r F- ®I `, 24'0" " �+ Revision: -'L +a_; z 290 I jr i 3•-6" r 1 CS-3.1 i m ( 15 3 S-3.1 -3.1 Revision 12 Sept. 2019 • A SIMPSON STRONG-WALL A WSW Simpson Strong-Wall Wood Shearwall ANV WSW18x9 w/WSW-AB1"Anchor Bolt& SHEARWALL SCHEDULE GENERAL FRAMING NOTES �� HSR Extension Kit Install per Mfr Specs and ICC-ES ESR-2652 DESCRIPTION NAILING' TRANSFERS2 Beams (per Call-out) GENERAL FOUNDATION NOTES wsw Simpson Strong-Wall Wood Shearwall NO. MATERIALS DBL. SILL PANEL SIZE SPC'G 5I8"fds SDS4 A35,LTP4,s,s,T RBC 16ds All Beams to Bear on Plates w/ Indicated g/ WSW18x11 wl WSW-A81"Anchor Bolt& SIDED PLATE B'DRY AB Screw orLTP5 Foundations per Governing Building Code. Table 1806.2 Post or Doubler Below Unless Noted Otherwise ``:: HSR Extension Kit s At the request of the client(or client's agent), Ashley&Vance Foundation &Stem Waller Details All Lumber 4x6, 6x6 and Smaller to be DF#2 UNO \% Install per Mfr Specs and ICC-ES ESR-2652 7/16" OSB Plywood N 2x 2x 8d 6" 48" 10" 20" 13" 5" Engineering has designed the foundations in conformance with [ ] All Lumber 4x8, 6x8 and Larger to be DF#1 UNO ^^ ,. �F �� , �� Proj. Engr.: D. Shapiro Phone Ext.: 189 Table 1806.2. If the building official determines that expansive Floor sheathing to be 3/4" plywood or OSB, T&G, PI 40/20, 7/16" OSB Plywood N 2x 3x 8d 4" 38" 7" 13" 9" 3" soils are present, or other geologic issues of concern, then they WALL SCHEDULE HOLDOWN SCHEDULE Proj. Mngr.: J. Fischer Phone Ext.: 155 glued and nailed w! 10d commons at 6", 6", 12" \z/ may require that special provisions be made to the foundation ANCHOR! �/ 7/16"OSB Plywood N 2x 3x 8d 3" 29" 5" 10" 7" Date: 27 Aug. 2019 Scale: 1/4"=1'-0 design to safeguard against damage due to the expansiveness or All Walls to have Continuous Double Top Plates, Stud wall locations per Architecturals. TYPE HOLDOWN' MIN. POST DETAILS due to other geologic issues. If this becomes the situation, all All Splices to be per Detail 7/S-1.1 EMBEDMENT \,J A&V Job No.: 19748 Struc.Wood-Framed Cripple Wall V 7/16" OSB Plywood N 2x 3x 8d 2" 23" 4i9 8" 5" foundation construction must be halted and the client, at their own I- - "I A CS14 (2)2x N/A 11/S-3.2 expense, shall: (a)obtain a soils report prepared by a Soils Floor Joists-2x10 D.F. #2 Ca? 16"oc [//////%/////////////////////I ❑ FOOTNOTES: FOUNDATION Pad Foundation per Details in Simpson LUS Hangers, Typ. (UNO) B 2x6 D.F. Stud16"oc, Min. Engineer licensed in the state of the project; (b)commission L. - - P g @ 1. All nails to be COMMONS. DO NOT use box type nails. All"field"nailing to be 12"oc,UNO. FIRST FLOOR Ashley&Vance Engineering to revise the foundation plans and © CMST14 (2)2x N/A 11/S-3.2 2. All transfers to be installed into min. 1-1/2"thick members,UNO.Where Gips are spaced less than 6"oc,stagger clips on each details, and framing plans if necessary, to reflect the Slab-on-Grade, Floor Joists- 11-7/8" BC! 6000-1.8 DF 16"oc Low Wall/Railing,Thk. per Arch. side of wall. recommendations of the soils report; (c)submit the revised plans in Simpson ITS Hangers, Typ. (UNO) ❑ HDU4 (2)2x SSTB24/ 8 or 13/S-3.1 3. All shear walls to have 5/8"anchor bolts,embeded 7"into concrete foundations,with 3"x3"x0.229"thick plate washers, F RAM I N G to the Building Department for approval. per Details 21" Min. UNO minimum.Washers may be slotted(slot length not to exceed 1-3/4")w/standard cut washer placed between nut and plate By Others washer.Washers shall extend within 1/2"of the edge of the bottom plate on the sheathed side. At walls sheathed on 2 sides, PLAN Waterproofing,flashing, &finish details per Architecturals. SST628L I 8 or 13/S-3.1 plate washers shall be alternated to each side of plate.[Governing Bulding Code,Section 2308.3.2][AF&PA SDPWS 4.3.6.4.3] Provide wall length continuous full depth solid 2 HDU8 4x6 9 p 25" Min. UNO 4. Simpson SDS 1/4"x4-1/2"Screws through 2x sill,or SDS 1/4"x6"Screws through 3x sill or double plates.Install into minimum Denotes Step in Slab-on-Grade or blocking (where floor joists perpendicular)or double 1-3/4"thick members(rim and/or blacking).[ICC ESR 2236] See General Notes&Specifications for additional See General Notes& Specifications for additional 1" 0 PAB/ g/S-3 1 5. See details for permitted transfer clipand locations. requirements and material specifications. /y Framing, Step Ht. & Extent per Arch. floor joist(where joists parallel)for all walls above. 3 HDU11 6x6 2 , 1 requirements and material specifications. Per Detail 6. Orient LTP4 and LTP5 clips such that the long dimension is horizontal. S All dimensions per Architectural Dlans Walls above All dimensions per Architectural plans Walls above(See S-2.2) 7. Where LTP4 clips are installed over shear wall sheathing,fasten with full length 8d common nails. (SeeS-2.2) I FOOTNOTES: 8. 16d common nails through the sill plate to rim member or blocking. Contractor to VERIFY all dimensions w/Architectural I Contractor to VERIFY all dimensions w/Architectural plans I 1. Shared holdowns to be installed detail 10/s-1.1, Typical Shearwall 9. Install screws into 3-1/2"wide continuous member,staggered 1-1/2"apart. plans PRIOR to commencement of construction. (shown for clarity) PRIOR to commencement of construction. (shown for clarity) Intersections,(UNO) 10.Install screws into Glulams or solid sawn member. LSL,LVL,or PSL members are NOT acceptable,UNO. `-/`J `/ •--^-a vim`^' `•• -i'S I S •-•1 �' "- v '.`! /'I \/L/`I`� �^1.�---'`-1 ��‘--. 1/4--*` DO NOT SCALE THESE DRAWINGS. Refer to Arcttiteclral plans fa au d'mKvwons. CID Nno o CI o © © o © � © © o R © o X 0 0 JMQy IA�v z 5 a yr.- in 7--\ CC a t v a 2x10 D.E.#2 @ 16"oc -(2)LVL Rim S-3.% �3� O RI J in Simpson LUS Co © Will a J _ Q Hangers I 25'6" t+ p+ Z >- d A sa ® (z)2x& ti mI 1 6 O` / o1�� v�cnN C-- -- -� �_Y--- i s �idrr / //: Q 4x10 Min. 2 I L GGO R U�/ 1 1 [/-/ / // 7//J/�/// ///7"/{////rF--*-br//////3/X//,,// -, 1 r Rim Q - D _ / (2)2x8 S-32 IRoof Rafters t S M //-3 Hdr. I I / n Hatch denotes 2 0 U I A r j i ; I '�J- extents of deck area W N $_3/4 x 12 GLB= L . _ ,!� Co • © I (2) 11-7/8 Flush4 I ? w S-3.2 " Deck Joists S-3.2 2 LVL Hdr, S S 2 I per Framing Notes 'I7 y o E II �� > XI' - z J I Z v = a 12 CO II 0° aQp� o ®16 /20 yG ZJG S-3.2 I I o-`o m 1 CO On �C• . _ W14x61 6x122/ 11 4x12 tiGc �16+ { Flush LJ �� 7 Flush NII0 © P 6 ( u 4+ F+ NOTE: Top of Hdr. 6x10 10 9 G G I Tight to Bot. of 6}rO u ' / 5-1/2 x 15 GLB Flush °) ' � _ S-3.2 �./ ,///// d////' - T.P. I � - - 6 EP 1 �-0 13 ( l\ 5132 ,l �� 0+6 G+6 J S-3.2 �' J tO - , >I NOTE: 3'-0" CS14 '-`p The use of these plans and specifications shall be i4 Deck Joists �f J /r Strap LVL to LVL, = restricted to the original site for which they were prepared 15 per Framing Notes ' I 4 0 m i Typ.this line 6 and publication thereof is expressly limited to such use. . S-3.2 2 ?' ? + +6 a+a 6 Reproduction or publication by any method,in whole or in 5-3.2 6( . / p+ 2 `� 2 ti ti / G O+6 part,is prohibited. Title to these plans and specifications 8 3x Cant. Min. %/ $ +iS +s +s �' ! "]' 1 QiG OJ, remain with Ashley&Vance Engineering,Inc. without O W$x4' = -- x x12 -HX8 I 'lX8 '94 -; 5-1/2 x 15 GLB p prejudice. Visual contact with these plans and I " ;��f _ Z/ 'r, t i`." � // r �.may,///1/ ) _ h I specifications shall constitute prima facie evidence of the J As 1` Hdr. Flush dr. f Hdr.- }1 1 L o- Bottom Flush acceptance of these restrictions. I o I� + NOTE: Top of / `Z` TyA g ! JG Engineer of Record: Cont. Hdr.Tight to All S-3.2 Typ, Flush Wood I 7 �; CDBot. Of T,P. ® S-3.2 S 3. I t . Beams, UNO I1 r� i' 2 rows staggered of 10d nails @ v ' O.4 F/�� J CD On 3" o.c., Typ. All Sistered i �pF y�y �. cox n AC'+iS t- O - Members _. tim o 4\ m c9 r7 2 11-7/8 LVL- .. 2 2x 2 2 _ - .�. ( l .. , 1 1 r1x �� Flush HdrHdr N 1 19 1 19Deck Joists-4x8 LIB S-3.3 S-3.2 S-3.3 S-3.2 QF6 O I Gl STEa G�1 in Simpson LUS 1 ' Q+6' M 1- rO 0 G w t / N Hangers. (UNO) !a }`O I r>+} rt+ 1 19 I WSW18x9 WSW18x9 I ONALE ® �� Gti i I a 4x12 Below, w I / S-3.2 I I A �, �. -� - I zi ^ Flush with stair x 6x10 6x10 12 Hdr. / Zendin WSW18x11 Hd .1 AS+ i t-- 2 / r//,/,, m NB/ / (12)(1,4) 3 \ }r°O C�6 pi) +ro +6 +6 //-}@ N JG h6 I sr co,. 6x12 6x12 I / -- - j Cl 1 �'G d b A 6 / `°Gd �L 2 p Gay I +s �= 6 i. Fir. �� Hdr. �r,///,� % J 4 6x8 i1tea 5-1/2 x 12 GLB / �' _ �' 5 1/2 x 12 GLB-- . 2).2x8 N i} ( / I / \ Hdr. Flush f 5-112 x 12 GLB % � y / / Flush Cco p� 1 Flush �' IHdrNC r__ (2)2x8 4 / IHdr. I 11 /i i m N Y/ z I. d 2 ��a m- Deck Joists I� CO / S-3.� CD1D = 6 6 -r r1 __, Per Framing Notes r} } I u i S-3.2 w DO. b III 2+6 IY %' `� R 17 I!! 5-1/2 x 12 GLB-- (2�2xft p ao t L / -� 3 /////7/tZ////// ///7/ //�/�///////ice//////� I' �� ° r - o N o / i Flush r f Hdr.. : kink Deck Joists a✓r.I r to CO a \ frj m 17 / .=ma i N per Framing Notes 1\ J S-3.2 a P g I 4 I 11 I S-3.2 ? ps I kD / //� a 5-3.2 4x10 Min. I , ca a a V� m �� o J( Co Rim vt % Q CD X r"! w Z J - -NOTE: 3'-0" CS14 F+ e2 e2 i % a�i c m Strap LVL to LVL, +sI6o j y" tr cc000FO 8 m Typ. this line ccJ " a / V O co 0 - i 1 I O Dk - I / s 120" M S-3.2 % I --- Cy1 Wm a / �}�� (2.9 - Z �� 0 4ll • I o Off' t}� y+6 i 2 - l �- 2 , L L �Fs (2)2x8 +s I- • I/ I I 2 i ( 5-3.3 4x10Min j_Hdr._ tC20> Rim _ / ✓'/1i/71V/// ✓l///l l/ //.+F-� 1 (2)2x8 $_ 4//// %1L// /////l///// l / Hdr,__ zziwz//// /////////////////////I////,_ kiQ . ilk @ I ' 29'0" �I� 24'°" 1 I ® , L 1 I I Revision: 1 s-3.2 GENERAL FRAMING NOTESA 1 C-37;1 f 1 Revision 12 Sept. 2019 Beams (per Call-out) All Beams to Bear on Plates w/Indicated _ SIMPSON STRONG WALL -Post or Doubler Below Unless Noted Otherwise n All Lumber 4x6, 6x6 and Smaller to be DF#2 UNO WSW Simpson Strong-Wall Wood Shearwall AAll Lumber 4x8, 6x8 and Larger to be DF#1 UNO \q/ WSW18x9 w/WSW-AB1"Anchor Bolt& flRlPTl HEDULE • Floor sheathing to be 3/4" plywood or OSB,T&G, PI 40/20, v HSR Extension Kit g glued and nailed w/ 10d commons at 6", 6", 12" Install per Mfr Specs and ICC-ES ESR-2652 1 TION NAILING' TRANSFERS2 D A \ Roof sheathing to be 7/16"plywood or OSB PI 40/20, nailed w/ 10d commons at 6", 6", 12" WSW Simpson Strong-Wall Wood Shearwall P g D . SILL PANEL SDS° ASS,LTP4,s,s,T ,SIZE SPC'G RBC 16de) All Walls to have Continuous Double lop Plates, \By WSW18x11 W/WSW-AB1"Anchor Bolt& SIDD PLATE BURY AB Screw orLTPS All Splices to be per Detail 7/S-1.1HSR Extension Kit /�WALL SCHEDULE Install per Mfr Specs and ICC-ES ESR-2652od N 2x 2x 8d 6" 48 10" 20" 13" 5 /Floor Joists- 11-7/8"BCI 6500-1.8 DF @)6"oc Stud wall locations per Architecturals. ""' `^---"^""^^✓`�r %- Th Proj. Engr.: D. Shapiro Phone Ext.: 189 in Simpson ITS Hangers, Typ. (UNO HOEDOWN SCHEDULE v7/16 OSB Plywood N 2x 3x 8d 4" 38" 7" 13" 9" 3" Non-Struc. Wood-Framed Wall, Thk. rArch. ) Proj. Mngr.: J. Fischer Phone Ext.: 155 Denotes bearing point, Typ. \3/ 7/16"OSB Plywood N 2x 3x 8d 3" 29" 5i9 10" 7" Deck Joists -4x10 D.F.#1 @ 24"ocYPE HOLDOWN' MIN. POST ANCHOR/ DETAILS ) Date: 27 Aug. 2019 Scale: 1/4"=1' 0" 4 D.E.D Stud @ 16"oc, Min. EMBEDMENT ) A&V Job No.: 19748 in Simpson LUS Hangers. (UNO) 7/16" OSB Plywood N 2x 3x 8d 2" 23" 4i9 8" 5" Struc. Wood-Framed Wall, Thk. per Arch. ❑A CS14 (2)2x N/A 11/S-3.2 1 Roof Rafters-2x10 D.F.#2 24"oc FOOTNOTES: SECOND FLOOR f ► 1'////////////////////////////,1 in Simpson LUS Hangers. (UNO) 2x6 D.E. Stud @ 16"oc, Min. n CMST14 (2)2x N/A 11/S-3.2 i. All nails to be COMMONS. DO NOT use box type nails. All"field"nailing to be 12"oc,UNO. 2. All transfers to be installed into min. 1-1/2"thick members,UNO.Where dips are spaced less than 6"cc,stagger dips on each ,Pre-Fabricated Roof Trussed Othea a(,2 24" oc� Low Wall/Railing, Thk. per Arch. side of wall. FRAMING All Truss to Truss Hangers per Mfr., Typ. (UNO) I ❑1 HDU4 (2)2x SSTB24 I 8 or 13/S-3.1 3. All shear walls to have 5/8"anchor bolts,embeded 7"into concrete foundations,with 3"x3"x0.229"thick plate washers, 21"Min. UNO minimum.Washers may be slotted(slot length not to exceed 1-3/4")w/standard cut washer placed between nut and plate PLAN Waterproofing,flashing, &finish details per Architecturals. washer.Washers shall extend within 1/2"of the edge of the bottom plate on the sheathed side. At walls sheathed on 2 sides, Provide wall length full depth solid �2 HDUS 4x6 SSTB28L/ 8 or 13/5-3.1 plate washers shall be alternated to each side of plate.{Governing Binding Code,Section 2308.3.2][AF&PA SDPWS 4.3,6.4.3) blocking (where floor joistsperpendicular)continuousfull epth or double 25" Min. UNO 4. Simpson SOS 1/4"x4-1/2"Screws through 2x sill,or SDS 1/4"x6"Screws through 3x sill or double plates.Install into minimum See General Notes&Specifications for additional1-3/4"thick members(rim and/or blocking).[ICC ESR 2236] floor joist(where joists parallel)for all walls above. 1"O PAB/ requirements and material specifications. �3 HDU11 6x6 9/S-3.1 5. See details for permitted transfer dip types and locations. S -2 . 2 ow Per Detail 7. O her LTP4 and Lare csps sucho that tea long sit ansion f s en wit al.All dimensions per Architectural plans Walls above(See S-2.3) 7, Where LTP4 dips are installed over shear watl sfieathi g,fasten w tit fuln length Sd comr wn nails. FOOTNOTES: 8, 16d common nails through the sill plate to rim member or blocking. Contractor to VERIFY all dimensions w/Architectural plans 1, Shared holdowns to be installed per detail 10/3-1i, Typical Shearwa// 9. Install screws into 3-1/2"wide continuous member,staggered 1-1/2" (shown for clarity) apart. PRIOR to commencement of construction. intersections,(UNO) 10.Install screws into Glulams or solid sawn member. LSL,LW,or PSL members are NOT acceptable,UNO. _00 NOT SCALE THESE DRAWINGS. Refer to Architectural plans for as dimensions. N CD CO CO 0 NNC� Cz�E 'F O ! © O O © O O 0 �CU C; C�J I �. � �C; 0 �� Z cu >o , fl 0 A M N Fascia per Details O J `x- s, 2x Cant Min. C ` ® i C 10 Q 4x12 --rL+�T ©- 206" ---- --- ---I Z i mre tiGC, I 1 JGd Flush ti \6/ ❑A I a © l _�- ---- Y -� Fascia • r Details ) 2x; falFeArAW Hdr. / I ---- m / L Hatch denotes GD W Z re yG o N IA y Hdr. m / I extents of Trussed i co y y o I- 2 �` GQlr .i I r II-I / I area, flat ceiling per W y 0 t 2) 11-7/8' LVL,--- ---- I ¢ Arch. z N • -`y / o ///// ////!/////I////A❑ I 1 © - r4 ip Si Flush __.1_ `o / /I 2 J • °' ti+ JG� JG Y / E .>/�ICn ,�v II 1 S-3.3 Ue 0 N -`o (2) 11-7l8" LVL YY 3 f__ --y_ -- 1 a 4x4 la Z U v u 1= II Flush g_3,� Knee Ark co II I 5 1 I N LL II 0 Roof Rafters y+`O �s+b S-3.3 I qir per Framing Notes l I 6 (nI I P. 2I xt� 0 cc 12 �� 7///�%•�� %//..%//L//�/� :_: _6x8 F- N = m I S-3.3 Hdr. `o N I al 0 01 I @ 2 ? U 2_,.._ 2 12 m r-- �i- ,-, +6, s+s I _; i �- 4x4- 12 I ti t Knee 0 ~' S-3.2 S-3.2 a 4x4 6 6 6 Knee ! -fi- o- /wo 6, I2 20The use of these plans and specifications shall be S-3.3 S-3.3 restricted to the original site for which they were prepared I I I and publication thereof is expressly limited to such use. - . / I --- Reproduction or publication by any method,in whole or in c C/ I d' � 2 2 /I \n I/ !G(� part,is prohibited. Title to these plans and specificationsl r - - O Lo �+ �+ _- I �+ 1\' I- J pJ• remain with Ashley&Vance Engineering,Inc. without B 20 I l K LL 6 S •. I `Z` prejudice. Visual contact with these plans and 0 Sim. __� _ _ /2�X8 4x10O. r. 0 I specifications shall constitute prima facie evidence of the S-3.3 0 ��L _ i..___�. I �I� // / Hdr:- 9____.-Flush - 1 �� acceptance of these restrictions. I I > m N, o' O m J) MI I co I Nr-p Engineer of Record: d -J (� _1 , J L I N = Wa O d O d I O I = �Ia x o t ' a x Li- r 17 1 Hatched area �OpV ID F/SC I I x o tN 0` B x o I N a i S-3.3 S-3.3 `°x • denotes extents of OF WAsy� S� l ,t 0` ¢ £' 0 I- j'6 low roof �� +cr A Iti I = e RftNotes - v n1 P! 9 O W, o 1 6 N 1 I N _- -_ _ _ (rO a a Roof Rafters • • 4x4 ) P Framing �� per Framing Notes l •# x 10 1 Knee / iI 12i , C f/ �3� 19 y G f NCj��' v �/y 4 -co 1 w- S-3.3 I ONAL� S-3.3 Sit' Slope per Arch, O a+�Q l / I N 0 1 f / ® (2) 11-7/8" LVL 6x10 _ 6x10 - I 0 L 15 18 N1x- - / // ///�" I - - - - -- -----_ 12 / ._ S-3.3 S-3.3 13 ] Flush y`f-_22+ ! - Hdre'�+ / -22+6 - j �' /H - + - C� �,r LL L I 14 I / sl s / �= I 41111 i• / -' 5-1/2 x 12 GLB -raj / (2) 2x8 ,/ i (2)2xR J 'i//iiiii /iiiiii / '- / / e' /////>"//if//ice /////7 - j_-------- Below Hdr. I Hdr. 1 / 13 2 I / / I 20 I Fascia per Details S 3.3 2+G 2+G % I S-3.3 r. 16 t / g'_6"Min. • - P 1 y -- %-'/ ! ► I V / Backspanl1 I 4x4 - ] nee >+ I_- I ' <E O I l< N N O co_ 11 3 I S-3.3 5-3.3 v= I S 3.3 Typ. Al!l Knee Braces ■� L. CO I !I ro E.' !. m m co 1_4x4 y Q- O1 I JU' a ¢ UJ' v JU' -o CDa K-Inee d Q NI a w = x o a x o x a x a 6 / -mil -- _/ 0 � 2 rows staggered of 10d nails @N o a Not N p rO+ fCt 2 r 3"o.c., Typ.All Fascia !:1 'I r° (NI iA N / /0 1 d NNI O / C 0 0 I alicL R 0 N Roof Rafters ► - M C th m per Framing Notes ` o / Q 0 a, z j a x En M m a = / S-3.3 0 m E A) I 1 x m 0 o m Y/ � U- r ..-1a + - - N2+s (2)2x8 s• 1z) 117/8TVLI' !2S: // //�//%/////// //////////_ Hdr. .l _�/// ////////�/� / 20 �'S" Flush � -Hdr. --� �"x � � i c)1. ant. Min. 2 /6\ II I I Fascia per Details ` ® }J t i r- Revision: I Ga t i I 10 �� 6 / \ Revision 12 Sept. 2019 1 .-3.� �cs, -3.3 A GENERAL FRAMING NOTES A Beams (per call out) SHEARWALL SCHEDULE A All Beams to Bear on Plates w/ Indicated /� Post or Doubler Below Unless Noted Otherwise DESCRIPTION NAILING' TRANSFERSz / \ All Lumber 4x6, 6x6 and Smaller to be DF#2 UNO /� AAll Lumber 4x8, 6x8 and Larger to be DF#1 UNO /1\ NO. MATERIALS DBL. SILL PANEL SIZE SPC'G 5/8"93 SDS4 A35,LTP4,5 sT RBC 16de Roof sheathing to be 7/16" plywood or OSB PI 40/20, \ SIDED PLATE B'DRY AB Screw or LTP5 /� nailed w/ 10d commons at 6", 6", 12" V 7/16"OSB Plywood N 2x 2x 8d 6" 48" 10" 20" 13" 5" / TRUSS DRAWINGS All Walls to have Continuous Double Top Plates, Manufactured truss (i.e. prefabricated truss)drawings are All Splices to be per Detail 7/S-1.1 rr•-""'^r"""�" '�^� ��^" 7/16"OSB Plywood N 2x 3x 8d 4" 38" 7" 13" 9" 3.. Proj. Engr.: D. Shapiro Phone Ext.: 189 required. Truss drawings must be received by the Architect HOLDOWN SCHEDULE Proj. Mngr.: J. Fischer Phone Ext.: 155 Roof Rafters- 11 7/8" BCI 6000-1.8 16"oc \�/ DRAG STRAP SCHEDULE (or designer)in time to ensure adequate coordination with in Simpson ITS Hangers, Typ. (UNO) ANCHOR/ V 7/16"OSB Plywood N 2x 3x 8d 3" 29" 5i9 10" 7" - Date: 27 Aug. 2019 Scale: 1/4"=1'-0" Structural Engineer. Refer to the Material Specifications for TYPE HOEDOWN MIN. POST EMBEDMENT DETAILS additional requirements.Truss drawings shall include (but Denotes bearing, Typ. a A&V Job No.: 19748 DRAG CONDITION W 7/16" OSB Plywood N 2x 3x 8d 2" 23" 4" 8" 5" - are not limited to)the following: A CS14 (2)2x N/A 11/S-3.2 1. All connections related to trusses (i.e. truss to truss, Pre-Fabricated Roof Trusses b Others) 24 oc O..a.----Strap ID conventional framing to truss, truss to top plate, etc. -4 > FOOTNOTES: _ _ All Truss to Truss Hangers per Mfr., Typ. (UNO) C ll CMST14 (2)2x N/A 11/5-3.2 1- All nails to be COMMONS. DO NOT use box type nails. All"field"nailing to be 12"oc,UNO. SW per Plane Provide Blkg. per Sched. 2. All related bracing for trusses. WALL SCHEDULE 2. All transfers to be installed into min.1-1/2"thick members,UNO.Where clips are spaced less than 6"oc,stagger clips on each ROOF FRAMING Blw. Length of Strap 3. Any camber needed to minimize excessive deflection. rebrow Roof Rafters-2x10 D.F.#1.0 24" oc side of wall. 4. Adequate design to prevent any lateral movement. in Simpson LUS Hangers. (UNO) 1 HDU4 (2)2x SSTB24/ 8 or 13/S-3.1 3. All shear walls to have 5/8"anchor bolts,embeded 7"into concrete foundations,with 3"x3"x0.229"thick plate washers, P LAN ID STRAP LENGTH NAILS BLKG.3 5. Adequate design to sustain any vertical load. Stud wall locations per Architecturals. 21" Min. UNO minimum.Washers may be slotted(slot length not to exceed 1-3/4")w/standard cut washer placed between nut and plate 6. The builder agrees to hold the Architect(or Designer)& Waterproofing,flashing, &finish details per Architecturals. SSTB28L/ 8 or 13/S-3.1 washer.Washers shall extend within 1/2"of the edge of the bottom plate on the sheathed side. At walls sheathed on 2 sides, Non-Struc.Wood-Framed Wall,Thk. per Arch. HDUS 4x6 plate washers shall be alternated to each side of plate.[Governing Bulding Code,Section 2308.3.2][AF&PA SDPWS 4.3.6.4.3] OA CS16 79" per Mfr. Spec. 1-3/4" LSL the Engineer harmless for omissions due to delayed 25" Min. UNO 4. Simpson SIDS 1/4"x4-1/2"Screws through 2x sill,or SDS 1/4"x6"Screws through 3x sill or double plates.Install into minimum receipt of truss drawings. See General Notes& Specifications for additional 2x4 D.F. Stud 16"oc, Min. 1" O PA6/ 1-3/4"thick members(rim and/or blocking).[ICC ESR 2236] FOOTNOTES: requirements and material specifications. e° 3 HDU 11 6x6 9/S-3.1 5. See details for permitted transfer clip types and locations. 1. Framing members aligned with straps to be continuously boundary Per Detail 6. Orient LTP4 and LTP5 clips such that the long dimension is horizontal. nailed per Framing Notes. All truss engineering, drawings, truss types, and detailed All dimensions per Architectural plans Struc. Wood-Framed Wall, Thk. per Arch. 7. Where LTP4 clips are installed over shear wall sheathing,fasten with full length 8d common nails. peed 9 P g PP y project g FOOTNOTES: 8. 16d common nails through the sill plate to rim member or blocking. 2- Straps shall be la &nailed to framing members&/or wall framing shop drawings shall be approved b the ro ect engineer K////////////////////////////a S -2 . 3 per LENGTH&NAILS(respectively)as specified in the schedule. PRIOR t0 VERIFY all t dimensions st W/Architectural plans 1. Shared holdowns to be installed per detail 10/5-1.1, Typical Shearwalf 9. Install screws into 3-1/2"wide continuous member,staggered 1-1/2"apart. S 2 3. Refer to Structural Specifications for material grades. prior to the installation of the trusses. PRIOR to commencement of construction. 2x6 D.F. Stud 16"oc, Min. Intersections,(UNO) 10.Install screws into Glulams or solid sawn member. LSL,LVL,or PSL members are NOT acceptable,UNO. DO NOT SCALE THESE DRAWINGS. Refer to Architectural plans for all dimensions. —Al— w SW Transfer per Sched. SW as Occurs per Plan Simpson Holdown per Plan, (SDS, LTP5, etc.) Holdown per Plan Double 2x Blocks or I Floor BN Shearwall per Plan LI Install per Mfr. Specs. E Post per Plan (Install per Mfr. Specs.) Match Post Size Abv. at _� Shear Wall BN Hanger per Plan N N N 0 SW BoundaryHoldown Location lir #3 18"oc EW at m Simpson A35 Clip Shearwall Post per 3x PT Sill PI.w/AB's per @ 4" Conc. SOG " 0D m CID crsi co on Ea. Side of Nailing,Typ. Specs. & SW Sched. :�� Post L;,+ .;,1 Schedule E4 Mid-Depth of Slab f V 0 co v c l (6x Min.) 7t3/4 Cu Refer to Detail 4/S-3.1 for \ Flatwork as occurs by (/ m" zip_ i•- Floor Framing information Coupler Nut as Req'd others Z > -- jr ::II ' 11 rti ta4 • L 6 s „ r-` Footing per Detail 4/5-3.1 _ a co J il„ I I, Simpson SSTB Anchor(Size / „ , „ 1"0 Threaded Rod (ASTM ► Beyond, Cont. Reinf.Thru 0 Q per Mfr. Specs.for Holdown „ F1554 Gr. 36 or Pad Footing ~ Z ` } E uivalent w/ Dbl. Nut& .. m Indicated on Plans) q ) Q I- 1-3/4" Edge 5/8"x 3"x 3" PL Washer #4 Bars E.W. c Appd. Finish Grade ~ Cont.Top &Bot. co Ire I V Dbl. Blkg or Distance Min, a @ 9"oc. ¢ _ Match Post Match Post Size Above N W Z D n a 6" Compacted Gravel MinCID c F D E Vapor Barrier Per Arch. W N N Width Abv. Foundation beyond io w Z co — #4 Bars @ 12"o.c Ea. Way \ \ I I • j (3) BarsMin. Foundation and Reinf. Subgrade per Project J rz a .o per Detail 12/S-3.1 0 ( Specifications y > r_= =� 1 N E :- -'• I d a ' I--. --- — P r-- q C U ` � M � � w W r 9 •\ **Note: 15 of 11-3"** 11-3"** Clearance Req'd from Footing and Reinf. per .t / / / CL of Anchor Rod to Detail 4/S-3.1 I- Per Plan JrPer Plan Edge of Conc. In Ea. f f \ / / Direction INTERIOR PAD FOUNDATION HOLDOWN WITH SSTB ANCHOR HDU11 TO INTERIOR PAD FOUNDATION (5) EXTERIOR RAISED FOUNDATION TYPICAL SLAB ON GRADE (17) (13) (9) 0 Refer to Detail 4/S-3.1 for NOTE: Remove Floor Floor Framing to Stem Wall framing over Elevator pit Garage Door BO, Where Connection w prior to elevator instulation occurs 11_r; The use of these plans and specifications shall be Shear transfer per Detail restricted to the original site for which they were prepared MN ,'ram+ .;+ and publication thereof is expressly limited to such use. 4/S-3.1 Deformable Material& Reproduction or publication by any method,in whole or in Sealant BO part,is prohibited. Title to these plans and specfcations remain with Ashley 8 Vance Engineering,Inc. without :I�� " "� prejudice. Visual contact with these plans and la .. Exterior Flatwork by others specifications shall censtitute prima facie evidence of the it 1/S-3.1 acceptanceoftheserestrictions.Railing as occurs, BO Pavers per Arch. \ SOG per Deta per Arch., Where occurs#4 COnt. Engineer of Record: • IllrIMIIII Appd. Finish Grade � 9PV I D F/SC F-` 8" Conc. Stem wl X • • Cont. Y$ pF WAsy�,y its, Appd. Finish Grade I #4 @ 12"oc EW 0 } 3 Q� 0,, 1> Eq. Eq. I a 11" rli...........4 ' II 4 Subgrade per project specs. 11\ 6"Conc. Stem w/ a a I- III -I II #4@18"ocEW E !?-, - 1 I I I=I I I Opt. Cold Joint Dowels to Match Size& w '. it tv� Footing and Reinf. I I I I ,'I Footing and Reinf. Dowels to Match Size & 18" Spcg. of SOG Reinf. Eq. Eq. �" 4�FG/STER� 4 Beyond per Detail Subgrade per Beyond per Detail Elev. Mat slab w/ �c�, 18• Spcg. of SOG Reinf. (Not Req'd if Poured iv ��O,•159 #4 12"oc EW 15/S-3.1 3„ ) project specs. 0 4/S-3.1 3„ �'(Not Req'd if Poured �° n� Monolithically) E -EClr. I a m Monolithically) \ 41 E -�� — I #4 Bars E.W. w �— — • #4 Bars E.W. Alt w .3 L--1 Cont. Bot. @ r—_i t---, / Cont. Bot. @ 9" Waterproofing &Drainage Opt. Cold Joint JI . II12"oc. I I / O6' Behind Wall BO I I f1 90° Hook, Alt. Direction I == CJ (2)#4 Cont. oc EW • v \ \ I I \v \ \ Pad Footing width Per Plan j \ 90° Hook @ Bot. of Verts, Alt. Direction °' c� Ftg. Widt per Plante Pad Footing width Per Plan I( di'. NOT USED /,i 4• PAD FOOTING IN RAISED FOUNDATION Eic, PAD FOOTING IN RAISED FOUNDATION 6 ELEVATOR PIT FOUNDATION © FOUNDATION AT DOOR OPENING NOTE: If retained height exceeds 4'-0", A+ W 01- see Detail 18/S-3.1 for Footing and V PT Sill PI.&AB's per n Reinf. U Transfer per SW Scehedule Specs. & SW Sched. U r�SW as Occurs per Plan A+ >' �—Railing as occurs, BO Shearwall & (e.g. SDS or 16d) �W Pavers per Arch. \—.... Boundary NailingFloor er _ Shear Wall BN • os co — (Where Occurs) Framing P N 1 Plan \_ \ Li' CD �--#4 Cont. Q 0 d a —#4 Cont. Wall as Occurs per Plan SOG per Detail 1/S-3.1 j W PTSiI1Pl. &AB'sper v\a IIII=II IIII .II Specs. " " a „ d SOG per Detail 1/S-3.1 (2)#4 Cont. @ Bot. * \ V O 6 Conc. Stem w/ 0 C, Subgrade per project specs.— -/ 8" Conc. Stem w/ �� #4 @ 18"oc EW #4@18" ocEWL.. \ M = Subgrade per project specs. Eq. / / /Eq Appd. Finish Grade g C' a Q Eq. f Eq. Appd. Finish Gradejiiiiiir LTP4 (or A35 Other Side) �� Full Depth LSL Blkg M / / Spaced per SW v mr Schedule (48" o.c Max.) —� —� Sheathing/Fastening to Match c ° o Post Per Plan, Match SW Above per Schedule ` ° -d Z v Stud Wall Above where ¢ o e J/ PT Sill Plate&Anchorage - E E no Post Occurs 90° Hook @ Bot. of Verts, w 90°Hook @ Bot. of Verts, \ w `�yr per Spec's& SW Schedule a Alt. Direction \ Alt. Direction \ = Ftg.Width (2)#4 Cont. _ _ \ E _ g Subgrade per project specs. / per Plan / w/3"Cover \ �' l` — \ \l� \ (2)#4 Cont.oc EW o \ \ \ \ (2)#4 Cont. oc EW \ \ \ \ \ \ ir � U Per Plan I. Ftg. Width jrFtg. Width I, Co v f per Plan ((f per Plan � Revision: NOT USEDrTh EXTERIOR FOUNDATION WALL SHOVEL FOUNDATION ® INTERIOR FOUNDATION EXTERIOR FOUNDATION WALL �� 11 �,J �''JNOTE: If retained height exceeds 4'-0", Revision 12 Sept. 2019 (:® see Detail 18/S-3.1 for Footing and __ / Holdown P er Plan Reinf. SW as Occurs per Plan Wall Framing per Plan / U (Install per Mfr. Specs.) SW Transfer per Sched. SW as Occurs per Plan /� ■ Simpson Strom Wall I (SDS, A35, etc.) / \ p 9 Solid Blkg. @ 48"oc Where #3 Hairpin, Refer to Mfr. j per Plan _ / Specs.for Add'I Information Footing Beyond per Plan ►I It: Shear Wall BN Flr. Frmg. Para. to Wall /� **Note:WSW-AB may be `I� " replaced with a 1"0 AT Rod Bolt Coupler as �� Floor BN - (ASTM F1554 Cr. 36)w/double Req'd to Extend Bolt vrt+ "+ II nut and 5/8"x 3"x 2-3/4" Min. __, ' Solid Rim per Specs. &SWA 'IIii plate washers IA 6ched.IIii \ Shear Wall BN it, ,'v`' \ II II a d "-- Fir. Frmg. &Orientation n N / w per Plan >< WSW-AB 1"0 ro Proj. Engr.: D. Shapiro Phone Ext.: 189 Z r v 1 b c_ 1 3/4" PT Sill PI. &AB's per w/HSR I, EdgeSimpson SSTB Anchor(Size SW Sched. &Specs. �q o Proj. Mngr.: J. Fischer Phone Ext.: 155 ® Extension Kit as ,___ �O��f A iv Distance Min. per Mfr. Specs.for Holdown #4 oc o Typical Footing and 8" / / Req'd** o Indicated on Plans) Ctr@ Stem Wa I Date: 27 Aug.2019 Scale: NTS Reinf beyond m m Foundation and \ A&V Job No.: 19748 \ - m a Reinforcement per 4/S-3.1 Appd. Finish Grader 007-8" a E / / d 2 (3)#4 Cont. Bot.w/ 'o w 3"Cover Min. EW N E \ , Deepen Foundation as w STRUCTURAL required Hook Vert. Reinf. into DETAILS O ? ° for min anchor embedment Ftg. &Alt. Dir. of Hook 5 12" 12" cn U / Equal / Equal / \ (2)#4 Bars Cont. Bot. _ \ \ e / 2 0" / I. Ftg.Wate4 S -3 . t Planr SIMPSON STRONGWALL FOUNDATION ( j) HOLDOWN WITH SSTB ANCHOR (-4-) EXTERIOR RAISED FOUNDATION DO NOT SCALE THESE DRAWINGS. Refer to Architecwrel playa for all dimensions. Min. (3) 10d Note: All Shearwalls Roof Boundary Nailing Each Rafter to Stud per Plan �� Refer to Detail 2/S-3.3 for Upper into Champfered 2x SW Boundary Upper SW as Occurs per—`_ CID W Roof to Wall Connection U Blkg. Nailing,Typ. ct N N Railing above as occurs, Plan = co csi o 0 n Roof BN BO Roof Framing per Plan 3 co fo m VFloor BN V co a n 2x6 Blkg. @ 48"o.c. A35 Spaced per SW ' co 3x w/ 1/2" Studs Sched. Z �' Stud Blkg. @ 48"o.c. Roof Trusses by Others Deck Finish, Slope and @ Nailer24" Staggered - Waterproofing per Arch. Sheathing per Plan Countersunk Staggered L v L Floor BN / I Upper Shear Wall BN Solid Rim per Specs. &SW fl to !r/ ( Sched. pi o o c .3.6 co 1 Q Eave and Fascia •� Upper SW Transfer per i N. / IIIIIIPP,Sper Arch. 1\1/2„ Sched. (LTP5, SDS, etc.) ois Z /y\ Floor Sheathing Fascia nailed er it pCont. to Ext.Wall OK to Omit SW TransferL 1 Plan Hdw.Where Sheathing �_ _ ;,; ::Finish per Arch—firfrAu ak , ` Cont. Over& BNtoRim ' ;;; II CID WIIIIILLJ o Fre A35 @ 48" oc. s,A� I Shear Transfer ' ru, lira Z m co �— Sheathe and Nail Cripple per SW Sched. Lower SW Transfer per SW co Wall per Type 6 SW. (e.g. SDS, Sched. (LTP4, A35, etc.) 16d) Deck Frmg. & Hgr. per Plan Joists and Hangers per Plan Beam per Plan Floor Frmg. &Orientation • ir Beam per Plan g Shear transfer per SW ' Cont. Full Depth Cont. 2x Blkg. Nailed into Sched. (e.g. SDS, 16d) Lower Shear Wall BN per Plan > Solid Blkg. Z U Beam w/ 10d to match B.N. Floor Boundary spacing Nailing I� Solid Blkg.g @ 48"oc Where W (2)SDS Screws w/3" Embed, ‘._ Flr. Frm Para. to WallStaggered @ 16"o.c. Lower SW as Occurs per- _LTP4 or A35 on Plan Other Side perJoist, Beam or Cont. Blocking /LSW ScheduleSW Boundary Nailing v LOW GARAGE ROOF TO WALL DECK BEAM TO DECK JOISTS 9 JOIST TO STEEL BEAM © SHEAR TRANSFER AT SETBACK CI) SHEAR TRANSFER: FLOOR AT EXT. WALL 0 1Deck BNSolid 2x Blocking Upper SW per Sched. Roof BNLTP5,Solid Rim per Specs. &SW Floor Joists per 3"x18"x3/8" Plate Each Side Beam per Plan (SDS, SW Transfer etc.) The use of these plans and specifications shall 2x6 Blkg. @ 48"O.C. Sched. W/Full depth Blkg. restricted to the original site for which they were prepared Between Joists Plan, Typ. Steel Beam and Nailer Floor BN and publication thereof is expressly limited to such use. Roof Trusses by Others Floor B.N. 2 per Plan and DetailsReproduction orpublication by anymethod,in while or in snywamrzurr�rycircic��.su�rsyc.m�i�. �•v,�rs �riar Upper SW as—��. . _ OCCUrs per Plan Floor Frmg., Orientation, & Hgr. per part,is prohibited. Title to these plans and specifications i ,�� c D /3/8" Plate larapp Pmam w th Ashley 8 Vance Engneering,Inc. without „ \ Plan�� 3/16" to Web,Typ. Solid Blkg. @ 48"oc Where Flr. re udlce. visual contad with these plans and ' , specifications shall constitute prima facie evidence of the acceptance ofthese restrictions. II c II it 1 „ , Sdgof Wallto Wall Blw.,TYP. ea.1 EngineerofRecord:1 �, ►� Upper Shear Wall Floor BN V I D F/ t ' (2)Rows of 10d to Match Full Depth Blkg + d t BN y��Op` •T�j►. Spacing of Floor B.N. @ 48" o.c. Typ. Y o WASti� lc Deck Frmg. per Plan (2x Ledger to Beam per Plan) pgRALLEL /A/ r OK t0 Omit Upper i i' ' F H� c Fg. :eam per Plan 111 SW Transfer Hdw. 1_ N < p A. Lower SW Transfer per SW 6" • A35 Each Side Where Sheathing "` 1 Cont. Over&BN to 1, " `� Sched. (LTP4, A35, etc.) • �� / Floor Sthg&B.N. per Pla earn per Plan Cont.2x Double Top Plates Post per Plan Rim " I� I I II iN " : -9159 (V L Shear Wall BN Fir Joists &Hngr per Pla Ir Joists& Hngr per Plan I�\\ (2)3/4"0 MB's Each Side (2-2x UNO) Solid 1-3/4" LSL ��J ` RF�I STER�� Flooring per Arc \ I I Rim, UNO per Plan I tl #'" , `k' /ONAL�NG\ (2) SDS Screws w/3"Embed, --- Connection per Plan and Detail(s) 1.1 77 I I ------------- Staggered @ 16" o.c. Solid Blkg. @ 48"oc Where Flr. —•— Post per Plan Frmg. Para.to Wall Abv. Solid Blkg. per Specs. &SW Sched. Lower Shear Wall BN NOTE: (2)A35 Post to Sill Plate (Not Shown for Clarity) Lower SW Transfer per Sched. SW as Occurs per Plan (2)SDWS Scews @ 16"o.c. ull Depth 2x (LTP4, A35, etc.) �L w/ 1 1 (T&B, Embed. 3", Offset Dist.) PERPENDICULAR SW as Occurs per Plan U '/z' Edge STEPPED FLOOR FRAMING f� CONT. TOP PLATE AT STEEL BEAM BEAM SUPPORT AT WALL (2) SHEAR TRANSFER: CANTILEVER FLOOR 18 DECK TO GARAGE ROOF 14 ) (8) C NOTE: Bolts are not required W r 113 from beam to bucket if bucket "tit- N ■� tp ta0 Hardware per Simpson, Continuous Top Plates is wleded to beam in shop ,w Install per Mfr. Specs. Deck Finish per Arch. ' ! Beam per Plan V+ on II Post per Plan CD 21 Q E ill A35 Each Side II Cont. Ri "a E Beam per Plan a° II N ®� ivBeam per Pla 0 II 1 5/8" Nail End Dist. T&B ' ' „ s Y . n I I'll i 2x6 Blkg. @ 48"oc O 0 H NOTES: :1 I''I IVI 1 1/2" Mi . ill II II Roof Boundary �H, — 1.) All Straps bySimpson, See i III - ' „ NailingT Catalogue for Additional Detail. IIIII 11 YP2.) Use Minimum End Length Per Floor Framing ' ' �_ ■11 Table Below UNO per Plan. per Plan e e �� Y cc1 ' 1 _3.)All Straps Fully Nailed into Post. A+I2xTopPlate WC !' Min. L Nail T e �� MST48 Across I'yp �� Break in Plates/V? 3" MinII. _ , i_____, Squash Block To Match Typ. ` 3/16" CS14 15" 10d J II Post Size Abv. I Headers per Plan— y II Post per Plan Roof Joists in CMSTC16 20" 16d Sinker Post per Plan (Match (2)2x UNO Hangers per plan Simpson LTP4 Ea. Side, f Simpson (4)7/8" 0 MB w/ 'A" Bent Steel Bucket, J II Post Above, Min.) �I UNO per Plans& Details Strongwall per Nut/Washers. Locate Width to Match WF. CMST14 30" 10d o II Beam per Plan 1 Height WF Depth. c II Simpson Strap Plan bolts @ center third points 9 P to Double 2x Trimmer(Min.), 1 of beam depth CMST12 39" 10d Holdown per Plan �— Shearwall per Plan Trusses per Plan, By Othe UNO per Plans& Details SIDE VIEW SECTION VIEW Where Occurs STEEL BEAM & BUCKET CONNECTION STRAP HOEDOWN TO BELOW ® BEAM SUPPORT AT WALL 3 ROOF TRUSS TO JOIST TRANSITION Revision: /19 STRONGWALL TO TOP PLATES I J /,� Revision 12 Sept. 2019 NOTE:Verify Dimensions before fabrication Upper SW as Occurs per Plan NOTE: Boltsmt bucketu not required Shear transfer A � � (2) LSL Rim Board from beam to if bucket per SW Sched. is wleded to beam in shop Deck Boundary Nailing /� Joists per plan / Floor BN (3)SDS Screws w13" Embed, Deck Framing per Plan, �� Staggered @ 12" o.c. n Finish per Arch. c Deck Framing /� :eam per Pla c '�I— per Plan / \ _ �� T IIVI n :eam per Pla :■ ■ a' (StFinisloand / \T. ' lil PLAN VIEW G 3/161 1/2" Plates ►� -��1 WateP r Arch) /� Steel Beam l 2.N �� /:'Bent Steel Bucket per Plan 1/4" Plates �� Simpson DTT2Z �. 3/16"r Full DeI pth Blocking @each P Proj. Engr.: D. Shapiro Phone Ext.: 189 Steel Beam w/Nailer instal per Mfr. Simpson DTT2Z per Plan specs @ 4' o.c. Proj. Mngr.: J. Fischer Phone Ext.: 155 I a 8 1/2" x 2"x 1/4" PT Sill Pt. &AB's per hand tighten nuts Date: 27 Aug. 019 Scale: NTS f �� ! Steel Tabs 3/16"� Specs. &SW Sched. on inside of Rim g' 1 1/2" Min. , ,� i ♦ ;, ul Typ / r �'�_ and outside of A&V Job No.: 19748 %�', 3/16"� `— -- Syr Shear transfer Ledger 3"Min. �I. y per SW Sched. Simpson U Hangers to Fit C� Lower SW as occurs Install per Mfr. Specs. y la" ,t_ 1 1/2"Min. Post per Plan STRUCTURAL "� Shear Wall BN (4)7/8" 0 MB w/ 1/4" Bent Steel Bucket, Typ. DETAILS Nut/Washers. Locate Width to Match WF. (2)7/8" 0 MB w/ 2x12 Ledger bolts @ center third points Height>WF Depth. 8 1/2"x 2"x 1/4" . ___ - Nut/Washers. Locate of beam depth Steel Tabs 3/16"T bolts @ center third points Tabs May be Oriented in Either Direction Around Post _ -_-_-_ -_ of beam depth S ^SIDE VIEW SECTION VIEW (2)5/8" MBPost per Plan _ l ■ELEVATION VIEW DECK JOISTS TO FLOOR J NOT USED � 6 STEEL BEAM & BUCKET CONNECTION C 2 STEEL BEAM WOOD BEAM TO POST (8) STEEL BEAM TO WOOD POST D. @(-)) DO NOT SCALE THESE DRAWINGS. Refer to Architectural plans for all dimensions. pper Roof Boundary Nailing Into Cont.Full GO Upper Roof Rafters Per— Beam Dbl. Blkg. Plan Beam per Plan — Eave and Fascia Roof Boundary Nailing N N N See Detail 1/S-3.3 for ' per Arch. 2'-6"Min. / 2-6" Max- / f—2x12's, Spiked to Truss Top Chord v co co O. additional information. w/(2) 16d @ 8" o.c. 3 im CD 1 m Fascia nailed per 3 V N Q d' C Plan (3) 16d Each End -� Roof Boundary Nailing = m -�- > Eave and Fascia ' into Cont. Blkg. a 2X Cast Z )_ per Arch. .0 p 2x6 Cripple Wall per Plan, , k / rT Eave and Fascia a atv w Fascia nailed eHeight per Arch. Where> 14" per Arch. MN O =P Simpson HS per Use padded 2x's. Chamfer Cyot.I �� o _, Q Plan / Detail 8/S-3.3 Plates as Req'd. Sheath andA BC Cap to Fit Z m/ Fascia nailed per King Post per Plan o I- Roof BN Nail per Type 6 SW. J , Plan W e j U Roof BN TP4 @ 48"o.c. �_ in W a- 2x12 Ledger and (2)SDS w/ !kit Z CA • 3"embed. Staggered @ 12" + re — LVL 2x12 ��' W N A oc V BC Cap to Fit LTP4perSWSchedule Max. 32" rp rA — # / II 16"o.c. o.c. Spacing (or A35 Other Side) Z w • Blkg. Between studs Wall as occurs pe Shearwall 8/SIS 3.3n H8 per Detail \\ SW Boundary Nailing — J I along ledger Plan w/BlkgBoundary Nailing at �� fl SW Boundary Nailing ledger �� SW Where Occurs A35 or LPT4 on Other • y ? > Roof Framing per Plan wl R Side per SW Schedule Eave, Fascia &Gutter �\ Z V Full depth Cont. Blkg. @ 48" Shearwall per Plan (Where Occurs) �(48"o.c. Max-) . Detailing per Arch. Shearwall per Plan (Where Occurs) W oc. into Web Filler per Mfr. LTP4 @ 48"o.c. Flush Beam per Plan —A — Shearwall per Plan Beam per Plan 2x12 Ledger w/(2)SDS w/ Or A35 other side Lower Roof Rafters in Balloon Framed . Fascia nailed per Plan 3" Embed. @ Ea. Stud. Simpson Sloped HU Hgr. (17) SHEAR TRANSFER AT ROOF EAVE ® RIDGE CONNECTION 9 SHEAR TRANSFER AT GABLE END 0 KING POST TO BEAM SHEAR TRANSFER AT ROOF EAVE Upper Roof Boundary 0 CD, Nailing Into Cont .Full Roof Frmg. per Plan w/ Upper Roof Rafters Per— Depth Dbl. Blkg. (3) 10d Toe Nails Ea. Roof Boundary Nailin. Side Roof Boundary Nailin• The use of these plans and specifications shall be Plan in Inverted IUS ry Roof Boundary Into Full Depth Blkg. Into Full Depth Blkg. 2'-6"Max Cant. 2x12 @ 16" restricted to the original site for which they were prepared hangers P Nailing into full o c. and pub!cafion thereof is express&limited to such use. Sim son H8 per • I' Eave and Fascia Roof Boundary Nailing Roof Trusses P P depth cony. Reproduction or publication by any method,in whole or in Detail 8/5-3.3 ' per Arch. Into Flush Beam per By Others blkg. part,is prohibited. Title to these plans and specifications -ilea Plan remain with Ashley 8 Vance Engineering,Inc. without Fascia Walled per rI prejudice. Visual contact with these plans and Eave and Fascia Plan X '4 Eave and Fascia specifications shall constitute p ma facie evidence of the per Arch. fiO f Eave and Fascia Eave and Fascia , (2) 16d per Arch. acceptance of these restrictions. • \/„ per Arch. per Arch. " per 2x12 - Engineer of Record: Fascia nailed per , �`�- i 2x6 Cripple Wall per Plan, N , A35 Fascia Waited per i Plan k' Height per Arch. Where > 14" Fascia nailed per Fascia nailed per i Plan d _ pV t D p la asssssss_ Simpson H8 per Use padded 2x's. Chamfer I Plan plan ' I �O /�, 1 , Detail 8/S-3.3per Plates as Req'd. Sheath and -) �� M �in.4 - A35 spaced per pF`NAsiy� ti� Nail per Type 6 SW. I , , SW Sched. 4. �c+o TP4 @ 48"o.c. Roof BN1-L - Sheathe and LTP4 48"o.c. LTP4 or A35 per SW Nail Wood Block per Roof BN °e Roof Framing per Sched. (48"o.c. at Simpson H8 per p per Detail Mfr. Chamferm to Provide �� Plan Non-SWs) 8/S-3.3 4 , Shearwall Below �!', i 2x12 Ledger and(2) SOS w! Cr Bearing for TJIs or �� TP4 or A35 per SW � R •'159 p to Simpson VPA 3"embed. Staggered @ 12" Shearwall Sched. (48"o.c,at Cont. PlywoodFe!sTER� �� oc + or Provide LTP4 1 I Boundary Nailing Non-SWs) 2x4 Gable Brace @ eg ees \ Per SW Schedule /ONALENG S Wall as occurs per Simpson HS per Orient Brace @ 35 to 55 degrees Blkg. Between stud !4 o.c. Plan w/Blkg @ '� �� Detail 8/S-3.3 Wood Chamfer Block per Shearwall Shearwall along ledgerledger �� Shearwall per Plan Mfr. Req'mts to Provide Boundary Nailing Boundary Nailing rime'Ve --\ Bearingfor TJIs or Finish Eave & 2x Backing Shearwall n Simpson WA Shearwall per Plan Fascia per Arch. 16d @ 16"o.c. per Plan 2x12 Ledger w!(2)SDS w/ Balloon Framed 3" Embed. @ Ea. Stud. - Roof Framing per Plan wl Lower Roof Rafters per 24" Min. 24" Max. Full depth Cont. Blkg. @ 48" Plan. wl Blkg. @ 48" o.c. oc. into Web Filler per Mfr. C 8 SHEAR TRANSFER: UPPER TO LOWER ROOF 14 RAFTERS TO DROPPED BEAM 0 TYP. SHEAR TRANSFER AT RAFTERS 6 TYP. SHEAR TRANSFER AT RAFTERS n SHEARWALL AT GABLE END J, Total Shearwall Length per Plan / Roof Boundary Nailin• I I I I - C V Length per Plan,Typ.Qty. r Into Full Depth Blkg. it Roof Boundary Nailin• Roof Frmg. & Hgr. pet Shearwall Segment, CD / Edge Nail!King 2x Cant. Into Full Depth Blkg. Plan May Vary From That Shown "'a N Post Full Height 3 Cant. Roof Boundary Nailing of Wall, Typ. N Into Cont. Blkg.el-----74/ I I I I ■� f1 "� Header per Plan �// Eave and Fascia Full depth flgk @ 48" oc Solid Blkg @ 48"o.c. W 0 Q per Arch. Eave and Fascia ',ili Roof Boundary Nailing Window Opening, Fascia nailed per Veri Sill and mco per Arch. Plan ' Roof Sheathing per Plan Header Elevations • C Y 't Et 2 our Fascia nailed per . t II � �� ` w/Arch. OU�� Plan II A35 � CCI cc fro) ► ... ►�� Simpson or LTP4 ,-' Cont. 11-7/8"LVL I I I C PM Spaced per SW fRi- I 'I III King Post per Plan Shearwafl per Plan, Sheath E 0 Q Wood Chamfer Block per , Schedule (48"o.c. Max ,i Roof Framing per Plan Ea- Side of Opening, and Nail per SW Schedule Above, = M TP4 or A35 per SW Mfr. Req'mts to Provide @Non-Shearwalls) ��,' \�� Typ., 2-2x Min. U i i Below and Ea.I Side of Opening(s) I 2x12, Spiked to Web Blocking Sched. (48" o.c. at Bearing for TJIs or Roof Framing per �� A35 or LPT4 on Other Side I w/(2) 16d @ 8"o.c. Non-SWs) Simpson VPA Shearwall & BN as Plan per2x Trimmer SW Schedule Post and Holdown per occurs per plan LTP4 48" o.c. A Shearwall Boundary Nailing r' Stud, Typ. Shearwall @ Plan, Typ. (Hardware May Boundary Nailing Simpson H8 per Detail 8/S-3.3 Shearwall per Plan Vary From that Shown) Simpson H8 per Detail II (� (I Wood Chamfer Block per Shearwall per Plan n Dropped Beam per Plan 8/5-3.3 NOTE: Mfr. Req'mts to Provide DUI ` SDS Fasten Sill to Rim 1)Condition Similar at Walls With Sloping- Bearing for TJIs or per SW Sched& Floor Top Plates Simpson VPA Shear Transf, Details 2)Window Qty/Configuration May Vary @ Raised Wd. Floors From That Shown TYP. SHEAR TRANSFER AT RAFTERS Q TYP. SHEAR TRANSFER AT RAFTERS . RAFTERS AT DROPPED BEAM O SHEARWALL TO ROOF C PERFORATED WINDOW IN SHEARWALL Revision: 19 HGA10 1 Beam Above per Plan A Revision 12 Sept. 2019 NOTE: Sim. Cond. Occurs where 24" Min. 24" Max. A Ledger is attached to Hdr, instead of / - n studs. Roof Boundary 2x12 @ 16" Roof Trusses Nailing into full o.c. _ Roof BoundaryN 4x4 Beam By Others depth cont. c (4)SDS adln• Simpson n Into Full Depth Cont. CBTZ / \ blkg. Screws from P �� V Top Plate into Blkg. 22" (2)SDS w/3'embed. �� /\ ' (2) 16d A35 spaced per Eave and Fascia Beam tt A Staggered @ 12"o.c. Roof Boundary Nailing ` per 2x12 SW Sched. per Arch. A ,I HUCQ Eave and Fascia ! .•i1 ` ^ I I A 2x Ledger to Solid Blkg. per Arch. Nib- A35 Fascia nailed per il I Plan Fascia nailed perAlla A 6 ti 1i HUCQ Plan ? _ d � _ —L.►1111111 `- m I-- Proj. Engr.: D. Shapiro Phone Ext.: 189 Sheathe and Nail per �� o Roof Framing ' Shearwall Below TP4 or A35 per SW Post per Plan Proj. Mngr.: J. Fischer Phone Ext.: 155 I�� - - Roof BN 6x6 Min. 3/4"MB w/ �� per Plan ' W�.y I Sched. (48"o.c.at ( ) 3/4" Max. i\ Date: 27 Aug. 2019 Scale: NTS l N►�,�� Roof Rafters in Simpson Sloped HU Hgr. Non-SWs) Countersink, � r 4x4 Post A&V Job No.: 19748 L. Beam Below Shearwall Typ. Hangers per Plan 2x4 Gable Brace @ eg0"ees ,N per Plan Boundary Nailing o.c. Orient Brace @ 35 to 55 degrees M R 4x4 Strut Wall per Plan \ Post per Plan p f� a STRUCTURAL ( 1 Sim son H8 into BCI web - stiffener @every other rafter v DETAILS 2x Backing 2x10 Ledger and (2)SDS w/ Shearwall per Plan 3/4" MB 16d @ 16"o.c. 3"embed. Staggered @ 12" (2)A35 oc Shearwall BN _ Beam per Plan 1:` 1 I S -3 . 3 r 3 ) SHEAR TRANSFER AT EYEBROW ROOF \� 6 SHEARWALL AT GABLE END TO BEAM 40, D HEADRS TO POST AN OUBLE E $ TYP. SHEAR TRSFER AT RAFTERS \ KNEE BRACE TO POST & BEAM DO NOT SCALE THESE DRAWINGS. Refer to kchilecWrel plans for all dimensions.