3103 TULALIP AVE 2017 Plans 2022-12-27

Install plywood sheets with face grain perpendicular to framing. Stagger joints in adjacent sheets. If Ci011SU�tlllg Stl"UCtUra� not otherwise noted, use nailing schedule,Table 2304.9.1 of the IBC. StI'UCtUCaI NOteS: 6 JANUARY 2017 Engineering Services, Inc. SHEAR WALL SCHEDULE Metal Framin� Connectors: Applicable Codes and Standards: JOHN S. APOLIS, P.E. (Lumber for shear walls is HF#2 or better, unless otherwise noted.) Unless otherwise noted: Metal framing connectors shall be manufactured by the Simpson company, 2015 International Building Code (IBC) and othe►- applicable local building codes. or app►-oved equaL Unless noted otherwise, use U-series joist hangers to match joist size (e.g., U210 ASCE/SEI 7-10- "Minimum Design Loads for Buildings and Other Structures" 63�� 7th AVenU@ NE for 2x10 joist). Provide H1 or H2.5 hurricane ties, or other connectors with similar capacity, at 2010 NDS for wood structures. Edbe A.B. A35 Shear every roof joist, and H6 or H7 at ends of roof beams and girder trusses. Where supported by wood American Wood Preservers Bureau -AWPB Standards for Pressure Treated Materinl. SEATTLE, WA 98115 American Concrete Institute-ACI 315,ACI 318,AC[ 301,ACI 307. T e M2teT'lal Nalllri Fleld Na11111 r SlZe/s aC111 Plate Na11111 PlateS S aC111 Ca aCl posts, wood beams shall be connected to the tops of the posts using Simpson AC, PC or PCC post �2�6� 52� �28$ yp g � p g g p g p � American Institute of Steel Construction - "S eci�cation for the Desi n,Fabrication,and Erection of „ „ „ „ „ „ �� caps, and to the bottoms of the posts bearing on wood fi-aming using Simpson AC connectors. p g �VVl IS/32 wSP gCj @ 6 gd @ IZ 1�2 Q� C�l 4g �2� 16d � 9 �X_ 24 23� plf Where supported by perpendicular beams,wood beams shall be connected by HU-series face mount Structural Steel." 011e Slde beam hangers. Provide Simpson PB post bases to connect posts to concrete foundations. Structural design shall be in accordance with the latest edition of above codes and standards. emaiL' SVVZ IS/32�� w�P 8d @ 4�� gd C�l 12" 1/Z��Q� Cl 32�� 2� 16Cj C! 6�� X 16�� 3S� plf Contractor shall comply with the latest edition of all applicable codes and standards. john@cses-engineering.Com — Connection of New Foundation to Existin�, Note NF: � 011e S1C�e At each location where the new concrete foundation abuts the existing foundation, connect �eSlgii L,OaC�S: luCkeyjO@COmcast.net Sw3 15�32�� wsp I�C� C�l 3�� I�C� CX IZ" $�g��Q� Cl 24�� 2� 16Cj @ 4�� 3X I2�� $$� plf the new to the existing using minimum (3) #4 by 18" long rebar dowels, epoxy grouted into 5/8" Live load: roof 25 psf(snow) (drafting) Orie S1C�e diameter by 5" deep holes drilled into the existing foundation. Each dowel shall be no closer than floors �30 psf tloor live load 3" to any edge or corner of concrete. Minimum spacing between dowels shall be 6". For concrete Decks 60 psf floor live load FOP SZ1eaP Wall Ca110UtS Ori t�le StPUCtUPaI F1'aClllri� PIallS: Sw X �y'� C�eIIOteS a SheaP Wall �pe ��X'� Wlt�l a wall intersections longer than 3'-0" in any direction, additional dowels shall be located at 12" o.c. Wind load: Basic wind speed 110 mph,exposure C,KzT=1.36 « „ for the full height or length of the new foundation concrete. Building Category: Enclosed,Wind Important Factor Iw= 1.0 IrilI11mU111 lerigth Of y feet. Contact the engineer (prior to construction) for evaluation and approval of the existing Refer to calculation page L1 for design wind forces. �� • For SW3 and �reater: studs, plates, and blocking where two WSP panels abut shall have a minimum 3" nominal thickness. Double 2x_ foundation system, if there are any significant cracks in the existing foundation within 6 feet of the Internal pressure 5 psf, Components and cladding design per 1609.61.2 members may be used for studs if the members are connected by plate nailing. Note lOd nails at WSP panel edges. new foundation, or if there is any indication that the existing foundation is in poor condition, �� including visible rock pockets, non-uniform concrete, spalling, noticeable settlement of the existing Seismic loading per IBC Sections 1603 and 1613 through 1622, Site Class D. • "WSP" refers to "Wood Structural Panel", either plywood or other wood materials. footing, or other distress. The basic structural type is a bearing wall system with light framed walls with shear panels. 3� 03 TU LAL�P • Provide double stud minimum at both ends of a11 shear walls. Rw=6.5(wood structural panels), soil type D. • At the roof or to level of an shear wall, A35 s acin and all other relevant connector s ecifications a 1 to assemblies at both the to HOId DOWn NOteS Seismic importance factor 1.0,Seismic Use Group I EVE�ETT, WA �8201 p y p g ' p ' pp y p Design and Analysis by Simpli�ed Design Procedure and bottom of the shear wall. At lower levels, apply to the bottom of the wall only. Convention for showin� shear walls and hold downs: Shear walls are shown on the framing plan Peak Uround Accelerations(PGA) based on USGS Hazards Program,by lat/long. for the floor above. (For example, first floor shear walls will be shown on the second floor pqTE • Provide floor diaphragm edge nailing per diaphragm schedule through floor plywood into blocking, parallel joist framing, or top plates PGA 1 sec=.510 PGA.2 sec=1.343 _ framing plan,and the shear walls for the topmost floor will be shown on the roof framing plan.) � OR�G�NA�SUBM�TTa� 23oCT15 (whichever applies) of all shear walls. Hold downs are located at the bottom of that shear wall, and connect the end of the shear wall to Seismic base shear= 0.138 Dead Load • Provide 3X_ plates, and 4x_rim joists, minimum, where lag screws are specified for plate nailing. wall framing or a structural beam located in the floor below the shear walL Contact the engineer FOUriC�at10I]S: � �- • Where shear wall ed«e nails are s aced closer than 3" o.c. or s aced 3" o.c. with l Od nails foundation sill lates and all framin members of record for clarification if needed. 0 � p � p � P g Soil parameters(assumed): Vertical allowable soil pressure: 2,000 psf Hold downs for each floor must be continuousl connected to hold downs on the floor receiving edge nailing from abutting panels shall not be less than a single 3x member. Y All soil conditions are to be�eld veri�ed during construction. Footings shall bear on firm natural � below(or to othei-intermediate wood framing where so indicated), until they are finally connected � • Provide 4x or double 2x_framing where A35 angles are used on both sides of one piece of wood. soils or on structural fill placed over firm natural soils,and inspected in place. Footings shall extend 4 to the concrete foundation. 18 inches minimum below adjacent exterior�nished grade and shall extend 12 inches minimum –�- • Where a shear wall terminates above the foundation level (no shear wall below), provide minimum 4x_blocking or double joist framing (as Hold downs shall be installed so as to be as far apart as is reasonable. Hold downs may be below existing interior grade unless ott►erwise noted on lans. Structural fill shall be laced in 12- applicable)below the shear wall."&" Plate nailing per this schedule shall be nailed into this blocking at the bottom of the shear wall. located on either the nea�• side or the far side of the post or double stud to which they are attached. � p inch maximum horizontal lifts (loose thickness) and compacted to 90 percent of maximum dry density In no case shall a hold down bolt be located farther than 6" from the end of the sheai-wall,except • Shear wall nails shall be placed no closer than 3/8" from a panel edge or perpendicular face of stud. in accordance with ASTM D-1557. Imported structural fill shall be granular material containing no • Maximum spacing between nails shall not exceed 12". with prior written approval of the engineer. Refer to the latest edition of the Simpson Catalog for more than 5 percent�nes, passing no. 200 sieve. Structu►-al fill in place shall be tested by a licensed • Shear wall nailin r shall be common or Qalvanized box nails unless laQ screws are noted. Galvanized nails shall not be hot di ed or details. soil en ineer or a roved b the buildin ins ector. � � > � PP g PP Y g P � �..��_�.._� tumbled. Where multiple studs are called out at a hold down, nail studs together with (2) 16d nails at 8" o.c. .��`,��,; �. �� • Lag screw plate connectors shall penetrate 3.5" minimum, and plates or beams receiving lag screws shall have a minimum width of 3.5". or 1/4" x 3" Simpson SDS Screws at 12" o.c. Cast in PIaCe COnCrete: ' '..�'' �""`;""��'�'�. �� `� �� ,��,, c� • Where hold downs are specified, the shear wall bolt shall be located within 6 inches of the end of the shear wall, unless otherwise approved Concrete shall attain a minimum compressive strength of 2,500 psi at 28 days (5-'/2 sack mix). An ��- . -., 1•� Strap Hold Downs: alternate mix provided by the concrete supplier and pre-approved by the building department is ,�„�� °`' by the engineer of record. Minimum end studs shall be as specified in the most recent Simpson catalog. Provide a vertically oriented strap hold down consisting of one or two of the Simpson vertical acceptable. Reinforcing steel shall conform to ASTM A-615, Grade 40(Fy=40,000 psi)for all bars � �' �� `� � � • Shear wall edge nailing through shear wall sheathing shall be provided into all studs attached to a hold down. strap ties listed below,connecting the end stud or post of the shea►-wall indicated to new or except retaining wall vertical bars,which shall be Grade 60(Fy=60,000 psi). Provide alt wall and ��": �� .� � �.. •Retrofit anchor bolts shall have a minimum embedment of 5" into the concrete foundation. footing ho�•izontal bars with 2'-0" x 2'-0" corner bars of the same size at all corners and wall �� `� "�'� ��'� �"�� t.,;,� � • Cast in lace anchor bolts shall have a minimum embedment of 7" into the concrete foundation. �.`�` �f-' � '��Y �` � �` � P �, �,r r T ��' • Plate nails shall be nailed into a solid wood rim joist. �"��`�� "'� ��; �� ' � � • 2x_plates may be substited for 3x_plates if panels are nailed with edge nailing directly to the rim joist � ��`�� - � � �° �-� •v • Where 3x_plates are used, (2) 20d common nails must be used instead of(2) 16d common nails to connect studs to the bottom plate. • Where Roof ventilation is required over a shear wall, see roof ventilation detail. existing studs in the wall framing below, or to a wood beam supporting the shear wall,where intersections. Minimum lap splice 32 bar diameters for Grade 40 bars,and 48 bar diamete►-s for � �la 111"a Ill SC11eC�Ule applicable. Grade 60 bars. � p g Straps shall be installed so that the minimum end length is p�-ovided to both connected posts or (Lumber for diaphra�m construction is HF#2 or better, unless otherwise noted.) studs. Concrete protection for reinforcement shall be: � Where a strap is connected to a below below,the strap shall be wrapped around the beam until Concrete exposed to earth or weather 1.5" (#5 & smaller) 2" (#6& larger) the minimum end length is reached. Concrete cast against earth 3" � W Type Material Edge Nailing Field Nailing Edge Blocking Remarks s�abs o.�s�� ROOf 1$�32�� CDX 24�� gd @ 6�� O.C. gC� Cl I2�� O.C. 110 M1ri1111UT11 StariC�aTd CS16 denotes a Simpson CS16 strap,with a minim end length of 14", and (13) 8d nails � Floor 23/32" C�DX 4$/24 8d � 6" o.c. 8d �� 12" o.c. no Minimum Standard ea�h end. Structural steel: � � � � Plates and shapes,ASTM A36,Fy=36 ksi. � . • "WSP" refers to "Wood Structural Panel", either plywood or other wood materials. CMSTCI6 denotes a Simpson CMSTCI6 strap,with a minim end length of 25", and (29) 16d � � sinker nails each end. BOItS: � � • Rim joists at exterior walls shall be continuous for tension. At rim joist splice locations, provide (2) CS 16 horizontal straps, minimum 24" Anchor bolts shall conform to F1554. All other bolts shall conform to ASTM A307. � • Where roof or floor framing is cantilevered over an exterior wall below, provide solid blocking with Diaphragm edge nailing between joists. Rod Hold Downs: Minimum anchor bolt size and spacing shall be %z" diameter bolts (a�6' o.c. Shear wall anchor bolts � • This is the minimum required diaphragm construction. Where otherwise noted on the plans, additional blocking or nailing may be required. per the shear wall schedule. � HDUx denotes a Simpson HDU(2,4,5,8,or 11)-SDS2.5 hold down. For hold down bolts at For cast-in-place anchors,provide 7" minimum embedment into the new concrete foundation. � Q existing concrete foundations,use the following bolts: For retrofitted ancho�-s,provide 5"minimum embedment into the existing concrete foundation. � � � Epoxy grout with Simpson SET epoxy. For HDU2,4,5: 5/8" diameter A307 threaded steel rod may be used,which Provide 3"x3" square x 0.229"thick bolt washe►-s where anchor bolts connect the sill plate to the � J � shall be epoxy grouted into a 3/4" diameter hole with a minimum embedment of concrete foundation. � Q 10". � � � Wood Framin� Specifications: � Special Note: All sill plates and other wood fi-aming which is in contact with concrete or masonry must be pressure � �— �. � All holes for hold down bolts which are installed into existing foundations must be treated. For anchor bolts connecting wood sill plates to concrete or masonry,provide galvanized steel � inspected during the installation of the hold down. Either the building inspector,the structural washers on top of the sill, minimum size 3" x 3" x 1/4" thick. � Q W engineer of record,or the special inspection agency must perform the inspection and approve it � M �/ before the bolts may be epoxy grouted into the holes. The epoxy g►-out used must be Simpson Where toenails are used for stud wall construction, a minimum of(2)toenails at top and bottom of � SET-XP unless otherwise noted by the engineer of record. each stud shall be provided. Toenails shall be 16d nails driven at approximately a 45 degree angle, /� � For drilled holes into existing concrete,no less than 2" must be pi-ovided between the edge with a minimum of 1-U2" of the nail shank shall be embedded in both the stud and the plate. End �� of the hole and the face of concrete. The Engineer of Record or Special Inspecto► must witness nails di iven through the plate and into the stud end g►-ain are not permitted. Simpson A34 clips at � the installation of hold down bolts,including cleaning the holes with compressed air and a wire top and bottom of each stud are permitted where correct toenailing is not provided. brush before the anchor is installed. The hole shall be filled with enough epoxy that when the � anchor is inserted,the epoxy rises to the top of the conc►-ete. Care shall be taken that no air Wherever joists bear on a wall or beam,either a continuous rim joist or solid wood blocking must be � bubbles persist in the epoxy. provided. Blocking shall be connected to the joists with A35 angles at each end. � The contractor must verify that the existing foundation stem wall is uncracked and � continuous, and is sound and in good condition,within 5 feet of any retrofitted shear wall or hold Where LVLs are specified with a thickness g�-eater than 1-3/4",the beam may be built up out of � � � � down,in any direction,except with prior written approval of the engineer. The existing concrete multiple 1-3/4" LVL beams connected per the Truss-Joist TJ-9000 Specifier's Guide. foundation stem wall shall be at least 6" thick and 2'-6" in height. The concrete shall be of good ualit ,hard and uniform with a i o riate a re ate t e size and dist�-ibution, and with no Unless noted otherwise,the following grades and species shall be used for structural lumber: q Y � PP' P gg g YP � visible rock pockets or other similar deficiencies. 2x joists Hem-Fir#2 Any existing cracks located within 10' of any hold down must be completely�Iled with an 2x,3x, and 4x studs DF/L standard for plywood or WSP shear walls appropriate epoxy based concrete repair product. The product to be used shall be approved in Hem-Fir standard for other walls writing by the engineer prior to filling the cracks. 4x and 6x beams DF-L#2 Contact the engineer of record prior to proceeding if any of these ►-equirements are not Microllam LVI. lumber LVL 1.9E, Fb =2600 psi, Fv=285 psi (minimums) Parallam lumber 2A WS,Fb =2900 psi, Fv =290 psi (minimums) met, or if the installation of the hold downs results in any visible damage to the existing Glu-lam lumber 24F-V4 or 24F-V8 as applicable foundation. STR.DESIGN BY: APOLIS All fi-aming connections shall be per Table 2304.9.1 of the IBC,unless otherwise noted. DESIGNED BY: APOLIS � Plywood Thickness, Grade, and Nailing: �RAwN BY: #cA�Te�nn��an F�u Name CHECKED BY: APOLIS PRINTED ON DATE: 9/26/2017 SHEET TITLE S 103 PEPER LIFT& REFURB EVERETT PROPOSED NOVEMBER 2014.p1n;S 103 STRUCTURAL NOTES;100%;9/26/2017 4:47 PM