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Approved Structural PlansI A. I GENERAL 1 The Contractor shall verify all dimensions prior to starting construction. The Architect shall be notified of any discrepancies or inconsistencies. 2 Dimensions shall take precedence over scale shown on drawings. 3 Notes and details on drawings shall take precedence over general notes and typical details. 4 All work shall conform to the minimum standards of the 2015 edition of the International Building Code and any other regulating agencies which have authority over any portion of the work and those codes and standards listed in these notes specifications. 5 See Architectural drawing for the following: - Size and location of all door and window openings, except as noted. - Size and location of all interior and exterior non -bearing partitions. Size and location of all concrete curbs, floor drains, slopes, depressed areas, changes in level, chamfer, grooves inserts, etc, �- Size and location of all floor and roof openings except as shown. -� Floor and roof finishes. - Stair framing and details (except as shown). Dimensions not shown on Structural Drawings. 6 See Mechanical, Plumbing, and Electrical drawings for the following: - Pipe rums, sleeves, hanger, trenches, wall and slab openings, etc., except as shown or noted. - Electrical conduit runs, boxes, outlets in walls and slabs. Concrete Inserts for electrical, mechanical or plumbing fixtures. - Size and location of machine or equipment bases, anchor bolts for mounts. 7 The Contract Structural Drawings and Specifications represent the finished structure. They do not indicate the method of construction. The Contractor shall provide all measure necessary to protect the structure during construction. Such measures shall include, but not be limited to, bracing, shoring for loads due to construction equipment, etc. Observation visits to the site by the Structural Engineer shall not include inspection of the above items. 8 Openings, pockets, etc. larger than 6 inches shall not be placed in slabs, decks, beams, joists, columns, walls, etc., unless specifically detailed on the Structural Drawings. Notify the Structural Engineer when drawings by others show openings, pockets, etc., not shown on the Structural Drawings, but which are located in structural members. 9 ASTM Specifications noted shall be the latest revision. 10 Contractor shall investigate site during clearing and earthwork operations for filled excavations or buried structures such as cesspools, cisterns, foundations, etc. if any such structures are found, the Structural Engineer shall be notified immediately. 11 Construction materials shall be spread out if placed on floor or roof. Load shall not exceed the design live load per square foot. Provide adequate shoring and/or bracing where structure has not attained design strength. 12 Design Code: IBC 2015 13 Design Loads (PSF): DEAD LOAD LIVE LOAD SNOW LOAD ROOF 18 20 25 FLOOR 34 40 14- IncividUCII piers shall project 8" above grade unless approved redwood or presure treated posts are used. B. I FOUNDATION 1, Footings are designed in accordance with recognized engineering practice for soil conditions : SOIL BEARING W 3000 PSF AS PER SOIL REPORT BY: GEO T ECH MNSULTANTS, INC. 2401 10TH AVE. E SEATTLE. WASHINGTON 98102 PROJECT No.- JN 18021 DATED- JANUARY 25, 2018 PHONE Rio,- (425) 74-7-5515 2, Contractor shall provide for proper de -watering of excavation from surface water, ground water, seepage, etc. 3. Footings shall be placed and estimated according to depths shown on the drawings, and as recommended in the soils report. 4. Footing backfill and utility trench backfill within building area shall be mechanically compacted in layers. Flooding will not be permitted. 5. All abandoned footings, utilities, etc. that interfere with new construction shall be removed. 6. Preparation of soils beneath building footings and floor slabs shall be in accordance to the project soils report. C. REINFORCING STEEL (for concrete and masonry) 1. Reinforcing bars shall conform to the requirements of ASTM A-615 Grade 60. 2. All reinforcing bar bends shall be made cold. 3 Minimum lap of welded wire fabric shall be 6 inches or one full mesh and one half, which ever is greater. 4. All bars shall be marked so their identification can be made when the final in --place inspection is made. 5. Lap splices of reinforcing bars shall utilize the noncontact lap splice method with a minimum clearance of 2 inches. 6. Reinforcing splices shall be made only where indicated on the drawing. 7. Dowels between footings and walls or columns shall be the some grade, size and spacing or number as the vertical reinforcing, respectively. EPLYWOOD All plywood OSB shall be C-D interior sheathing with exterior glue and shall bear the stamp of an approved testing agency. Lay up plywood/osb with the face grain perpendicular to supports, use a minimum of 5--ply plywood/osb. Stagger joints. All nailing, common nails. All plywood/osb shall be of the span/Index ratio and shall be as shown on plans. E, CONCRETE 1. All phases of work pertaining to the concrete construction shall be in accordance to the project Concrete" (ACI 318 latest approved edition) withsoils report. modifications as noted in the drawing or specifications. 2. Reinforced concrete design is by the "Ultimate Strength Design Method", ACI 318--99. 3. Schedule of Structural Concrete 28--day strengths and types: Location in Structure Strength PSI Slabs on grade 3000 Footings 3000 Retaining wall 3600 4. Po Cicild Cement shall conform to ASTM C-150, Type "V" W/ water cement ra►]o 16.ss than 0.45 5. Aggregate for hardrock concrete shall conform to ASTM C-33 and aggregates for light weight concrete shall conform to ASTM C-330. Exceptions may be used only with permission of the Structural Engineer. 6. Concre e, mixing operations, etc. shall conform to ASTM C-94. 7. Placement of concrete shall conform to ACI standard 614 and project spe.�i;`ico ions. 8. C€eci c�,,verage of concrete over outer reinforcing bars shall be as follows, CO.,,-;-ete poured directly against earth - 3 inches clear to reinforcing Str-.-, tb.arol slabs - 3/4 inch clear (top and bottom) Formed concrete with said-, h...ckfill - 2 inches clear 9. Al! reinforcing bars, anchor bolts and other concrete inserts shall be well Secs: roc: In position prior to placing concrete. 10. Pro -.-Ida sleeves for plumbing an electrical openings in concrete before plo6ng. Do not cut any reinforcing which may conflict. Coring in can : r ei e is not permitted except as shown. Notify the Structural Engineer ii1 c;clv,ari�e of conditions not shown on the drawings. 1 1. Can _luit or pipe size(O.D.)shall not exceed 30% of slab thickness and shall be .Ioc .-�(! between the top and bottom reinforcing,unless specifically ciE)cc ,ice[: �,therwise. Concen-- trations of conduits or ipes shall be avoided ulnere detailed openings are provided. of elasticity of concrete, when tested in accordance with A'_,T!1 C-469, shall be at least the value given by the equations in `sec.! )n L,.5.1 of ACI 318 for the specified 28--- day strength. of concrete, when tested in accordance with ASTM C-157, shc:: ! not exceed 0.00040 inches/inch. 14. Con _-1 , design is based on^ 3600 psi and special inspection is required. See ep,,irate inspection note under S101A ----- _ . .............. _. F,. , ;.EISMIC DESIGN DATA 1. Sr;,,is,-nic importance factor : 1.0, Risk Category : III 2• Respon�3e spectral accleration Ss(❑.2 sec) =1.33g ;S1(1 .0 sec) = 0.520g 3. Site doss : ❑ 4. Basic seismic -farce -resisting system (MAIN BUILDING): Bearing wall system: Light frame walls with Sheathed with wood structural panels (R=6,5) Design base shear (V) : CsW = 0.1364W Analysis procedure: -Equivalent lateral force procedure per section 12.8 of ASCE 7-10 G. I WIND DESIGN DATA 1. Basic wind speed VOLT . 110 MPH 2. Wan. 'importance factor 1.0 3. Wind exposure : B 4. Into ;,af pressure coffecient ! 0.18 5. Desicir, wind pressure at Exterior Wails = 20.16 PSF(Interior Zone) +16.00 PSF (End Zomn ) H , i WOOD 1. Frornir,g lumber shall be Douglas Fir--Larch(North)No. 2 Grade. or better( 2xr3 DF#2 ). 2, Bo,4 holes shall be 1/16" maximum larger than the bolt size. Re --tighten ail prior to closing in. 3. St^r, ; d cut washers shall be used under bolt heads and nuts against wood. 4. Al, ] . , or plates resting on concrete or masonry shall be pressure try +i .l Douglas Fir. Bolts shall be placed 9 inches from the end of a plate, ir frorn a notch greater than 1 /2 the width of a plate, and spread at 'rniervals noted. 5. Do not notch joists, rafters or beams, except where shown in details. Obtain enclineer's approval for any holes or notches not detailed. Holes through sille. -dates, studs and double plates in interior, bearing and shear walls shall M C.-,-.,eed 1 /3 the plate width. Use bored holes located in the center of the s,.J.:d or plate. 6. Approved cross -bridging or solid blocking shall be spaced as follows: For Rafters more than 8 inches in depth, at 1 ❑ feet o.c. maximum, For floor joist more than 4 inches in depth, at 8 feet o.c. maximum. 7. Nailing schedule per 2015 Edition of the International Building Code, Table No. 2304.9.1 Unless noted otherwise. NAILING SCHEDULE CONNECTION FASTENING a'm LOCATION 1. Moist to sill or girder 3-8d common 3-3NO.131 " nails toenail 3--3"14 goge staples- 2. Bridging to joist 2-8d common 2--3"0.131 " nails toenail each end 2-3"14 gage staples _ 3, 1':x6" subfloor or less to ea. joist 2-8d common face nail 4. W1d6r-~thanl %6"subfloor to ea. joist 3-8d common face nail 5 -`?" subfloor to joist or girder 2-16d common blind & face nail 6. Sole plate to joist or blocking 16d „at 16 , o.c. 3-3 x❑.131 nails at » 8 o.c. typical face nail 3-3"14 gage staples at 12" o.c. Sole late to 1 oist or blocking,3--16d at 16" " at b; aCed wall panels 4-3"xO.131 nails at 16" braced wall panels 4-3"14 gage staples per 16" 7. To,} plate to stud 2-16d common 3-3"xO.131 " nails at 16" end nail 3-3"14 gage staples 8. Stud to sole plate 4-8d common 4-3"xO.131 " nails toe nail 3-3"14 gage staples 2---16d common 3-3"xO.131 " nails at 16" end nail 3-3"14 gage staples 9. Double studs 16d at 24" o.c. 3"xO.131" nails at 8" o.c, face nail 3"14 gage staples at 8" o.c. 10. Double top plates 16d at 16" o.c. 3%0.131" nails at 12" o.c. typical face nail 3"14 gage staples at 12" o.c. Double top plates 8-16d common 12-3"x0,131 " nails lap splice 12-3" 14 gage staples typ, face nail 1 ? . Blocking between joists or 3-8d common rafters to top plate 3-3"xO.131 " nails 3--3 14 toenail gage staples 12. Rim joist to tap plate Sd at 6"�152 mm.) o,c. 3"xO.131' nails at 6" o.c, toenail 5-3"14 gage sta les at 6" o.c. 13. Top plates, laps and intersections 2-16d common 3-3"xO.131" nails face nail 3-3"14 gage staples 14. Top plates, laps and intersections 16d common 16"o.c. along edge 15. Ceiling joists to plate 3--8d common 5-3"x0.131 " nails toenail 5-3"14 gage staples 16. Continuous header to stud 4-8d common toenail 17. Ceiling joists, laps over partitions 3-16d common minimum, (see section 2303,10.4.1, table 2308.10.4.1 face nail table 2308.10.4,1) 4-3 xO.131 nails 4-3"14 gage staples 18. Ceiling joists to paraliel rafters 3-16d common minimum, (see section 2308,10.4.1 , table 2308.10.4.1 face nail table 2308.10.4.1) 4-3"xO.131 " nails 4-3"14 gage staples 19. Rafter to plate (see section 230i3,10.1 3--3" 3-3commonx0.131 " nails face nail table 2308.10.1 3---3"14 gage staples - 20. 1" brace to each stud and plate 2-8d common 2-3"0.131 " nails face nail 2-3"14 gage staples face nail - 21, 1 " x 8" sheathin 1 or less 2-8d common face nail to each bearing wall 22. Wider than I" x 8" sheathing 3--8d common face nail to each bearing 23. Built-up corner studs 16d common 24" o.c. 3"x0.131" nails 16" o.c. 3"14 gage staples 16" o.c. 24. Built-up girder aid beams 20d common 32" o.c. �� 3 24 face toenail at top and bottom xO.131 nails at o.c. 3-3"14 gage staples at 24" o,c.,tuggered on 2--20d common opposite sides 3-3"xO.131 " nails face toenail at ends 3-3"14 gage staples and each splice 25, 2" planks 16d common at each bearing 26. Collor tie to rafi:er 3-10d common 4--3 x0.131 nails 4-3"14 gage staples face nail face nail 3-10d common 27. Jack rafter to hip 4-3"x0.131 " nails 4---3"14 gage staples toe nail 2-16d common 3-3"0.131 " nails face nail 3--3"14 gage staples 2-16d common 28. Roof rafter to 2--by ridge beam 3-3"0.131" nails toe nail 3-3"14 gage staples Z---16d common 3-3"x0.131 " nails face nail 3-3"14 gage staples Y a 3-16d common 29, JOIST TO BA,11!D MOIST 5-3"x0.131 " nails face nail 5---3"14 gage staples NOTE: - A. Common or box nails are permitted to be used except where otherwise stated. B. Nails spaced at 5 inches on center at edges, 12 inches at intermediate supports except :, inches at supports where are 48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear walls, refer to Section 2305. Nails for wall sheathing are permitted to be common, box or casing. C. Common or deformed shank D. Common E. Deformed shank F, Corrosion --resistant siding nail. G. Fasteners spaced 3 inches on center at exterior edges and 6 inches on center at intermediate supports. H. Corrosion -resistant roofing nails with 7/16" diameter head and 1-1/2" length for 1 /2" sheathing and 1-3/4" length for 35/22" sheathing. 1. Corrosion-resistontstaples with nominal 7/16" crown and 1-1/8" length for sheathling and 1-1/2" length for 25/32" sheathing. Panel supports rat 16 inches (20 inches if strength axis in the long direction of the panel, unless otherwise marked). J. Casing or finish nails speed 6 inches on panel edges, 12 inches at intermediate supports. IC• panel supports ,3T. 2.4 inches, Casing or finish noils speed 6 inches on panel edges, 12 inches at intermediate supports. L, For roof sheathing applications, fasteners spaced 4 inches on center at edge:,,, 8 inches at intermediate supports, M. Staples shall hsve a minimum crown width of 7/16". N. For roof sheathing applications, fasteners spaced 4 inches on center at eclge�;, 8" at intermediate supports. 0. Fasteners spacr:d 4 inches on center at edges, 8" at intermediate supports for subfloor and wall sheathing and 3 inches on center at edges, 6 inrhzs at Intermediate supports for roof sheathing. P. Fasteners spac:vd 4" on center at edges, 8" at intermediate supports. Q, Where a single 3-inch nominal sill plates is used, 2-20d box end nails shall be substituted for 2-16d common end nails found in line 8 of naiJim ::schedule. I. TLAMMATED BEAMS (GLULAM)-- 1. Glued -laminated beams shall be 24 F-V4 and hove the following minimum properties: FB=2400 psi, FV=165 psi, FC (perpendicular) = 650 psi, E=1,800,000 psi. All beams shall be fabricated using waterproof glue. Fabrication and handling per latest A1TC and WCCA standards. Beams to bear grade stamp and AITC stamp and certificate. Moisture content shall be limited to 12% or less. J. STRUCTURAL STEEL 1. All phases of work pertaining to structural steel construction shall conform to the building code required for structural steel (latest edition of the IBC Code and Manual of Steel Construction). 2. Structural steel for plates and angles shall conform to ASTM A36 (Fy= 36ksi) 3. Structural steel for pipe shall conform to ASTM A53 Grade B(Fy=36 ksi min.) and Structural steel tube would be ASTM A500,GRADE B cold formed with FY=46 KSl and all W beams shall conform to ASTM A992 Grade 50 4. All anchor bolts shall be A307, unless noted otherwise, 5. All bolts for structural steel joints shall be ASTM A325,unless noted otherwise, 6. All we{ding shrill be by welders holding valid certificates and having current experience in the type of weld shown on the drawing or notes. Certificates shall be issued by a 000roved testing aaencv 7. All welding shall be done us -!;:.a E70 Series Low Hydrogen Rods and be in accordance with the latest of the American Welding Standards. 8. Seismic Desi n Manual by AISC 341 -10 9. Contractor to specify if the steel coiums are to be fabricated on site v~ on in a certified mill shoe K. SHOP DRAWINGS 1. Shop drawings shall be subrr,itted for all structural items in addition to items required by architectural specifications. 2. The contractor shall review e'ii shop drawings prior to submittal. Items not in accordance with contract drawings shall be flagged upon his review. 3. Verify all dimensions with ,fir_ hitect, 4. Any changes, substitutions; 6r deviations from original contract drawings shall be grounded or flaggrr d by submitting parties, shall be considered approved after engineers r.,view, unless notified otherwise. 5. The engineer has the righi't t:7 approve or disapprove any changes to original drawings at anytirr;c, before or after shop drawing review. 6. The shop drawings do not : c:,3lace the original contract drawings. Items omitted or shown incorrect;.," and are not flagged by the Structural Engineer or Architect are not to be c l-insidered changes to original drawings. 7. The adequacy of engineerir ,, design: and layout performed by the others rests with the rl.,:;igning or submitting authority. 8. Reviewing is intended only ,:r: an old to the contractor in obtaining correct shop drawings. Responsibili,.,,, for correctness shall rest with the contractor. L. STATEMEN OF SPECIAL INSPECTIONS This statement of special ins.. c'rion is submitted in fulfillment of the requirements of IBC sections 1704.3. the ic';Iowing attachments summarize the special inspections and structural tests required -car this project. These requirements have nIW been made part of the approved plans. The owner recognizes his or i,er obligation to ensure that the construction complies with the approved permit documents and to implement this program of special inspections. In partial fulfillment of these obligations, the owner will retain and directly pay for the special inspections as required in IBC section 1704.2 Special inspectors will refer 4- the approved plans and specifications, the above referenced schedules, and the relevant IBC sections for detailed special inspection requirements. any ;additional tests and inspections required by the approved plans and specificcat:cl,,s will also be performed. Interim inspection reports sho,i be submitted to the building department and to hohbach-lewin, inc. in accordance with 18C section 1704.2.4. ❑ final report of special inspections documenting required special inspections, testing, and correction of any deficiencies toted in the inspections shall be submitted prior to issuance of a certificate of t_rse and occupancy. This plan has been developed with the understanding that the building official will: 1. Review and approve the qualification of the special inspectors performing the inspections 2. Monitor special inspection t ctivities to assure compliance with project requirements. 3. Review submitted insp&c'J,,�,Y; reports. 4. Perform inspection SCHEDULE OF S:?ECIAL INSPECTIONS Inspection frequency C - continuous inspect cn P - periodic inspection X - denotes inspection 'thsc:t 3 either one-time or at a frequency defined in snc: other manner CONCRETE CONSTRUCTU.: IP; R 2015 JEC 1.705.3 TABLE 1.705.3 CONCRETL ITEM - FREQ. NOTES 1. Verify use of required rnix P see ACI 318-14:26.4 2. At time fresh concrete is sarr,pl,,d: fabricate see ASTM C 172, C specimens for strength tests, per' :.,rm slump ! C 31; and air content tests, and deterrr:ine the ACI 318-14-26.12 temperature of the concrete. , I- 3. Inspection of concrete placement fr.r see ACI 318-14:26.5.2 proper application techniques. C 4. Inspection for maintenance of proper specified curing temperature and P see ACI 318-14.26.5.3 techniques. 5. Inspect framework for shape, location and dimension of concrete members being P see ACI formed. 1 318-14:26.11 ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE APPROVED PLANS MUST BE ON JOB SITE City of Edmonds Building 1epan meat r AN APPR%li'VED CITY COPY RESUB MAY 2 8 2019 BUILDING DEPARTMENT CITY OF EDMONDS JS IJS IKKIKKIKK La z U CIO d ca U o U W M U Ci - C C5 0- < 0- Q Z � uy en Un O o W U) La La V) Ld V) arn (n W Of W � FE cn � o N O C N N rl N ' M Z a MAINLAND ENGINEERING CONSULTANTS CORPORATION Suite 206, 8363 128th Street Surrey, B.C. V3W 4G1 Tel: (604) 543 8044. Fax: (604) 543 8104 PROJECT TITLE SINGLE FAMILY DWELLING 15712--72 AVE. WEST, EDMONDS, WA, U.S.A. STAMP r` MAY T 9F-2019 V.OLM uw.f i L 5uP 2om CONTENTS STRUCTURAL NOTES CONTACT. AB REVISION PROJECT NO. M. NO. STATEMENT OF SPECIAL INSPECTIONS THIS STATEMENT OF SPECIAL INSPECTION IS SUBMITTED IFl FULFILLMENT OF THE REQUIREMENTS OF IBC SECTIONS 1704.3. THE FOLLOWING ATTACHMENTS SUMMARIZE THE SPECIAL INSPECTIONS AND STRUCTURAL TESTS REQUIRED FOR THIS PROJECT, THESE REQUIREMENTS HAVE ALSO BEEN] MADE PART OF THE APPROVED PLANS. THE OWNER RECOGNIZES HIS OR HER OBLIGATION TO ENSURE THAT THE CONSTRUCTION COMPLIES WITH THE APPROVED PERMIT DOCUMENTS AND TO IMPLEMENT THIS PROGRAM OF SPECIAL INSPECTIONS, IN PARTIAL FULFILLMENT OF THESE OBLIGATIONS, THE OWNER WILL RETAIN AND DIRECTLY PAY FOR THE SPECIAL INSPECTIONS AS REQUIRED IN IBC SECTION 1704.2 SPECIAL INSPECTORS WILL REFER TO THE APPROVED PLANS AND SPECIFICATIONS, THE ABOVE REFERENCED SCHEDULES, AND THE RELEVANT IBC SECTIONS FOR DETAILED SPECIAL INSPECTION REQUIREMEI,,ITS. ANY ADDITIONAL TESTS AND INSPECTIONS REQUIRED BY THE APPROVED PLANS AND SPECIFICATIONS WALL ALSO BE PERFORMED. INTERIM INSPECTION REPORTS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT AND TO HOHBACH-LEWIN, INC. IN ACCORDANCE WITH IBC SECTION 1704.2.4. A FINAL REPORT OF SPECIAL INSPECTIONS DOCUMENTING REQUIRED SPECIAL INSPECTIONS, TESTING, AND CORRECTION OF ANY DEFICIEFICIES NOTED IN THE INSPECTIONS SHALL BE SUBMITTED PRIOR TO ISSUANCE OF A CERTIFICATE OF USE AND OCCUPANCY. THIS PLAN HAS BEEN DEVELOPED WITH THE UNDERSTANDING THAT THF BUILDING OFFICIAL WILL: 1. REVIEW AND APPROVE THE QUALIFICATION OF THE SPECIAL INSPECTORS PERFORMING THE INSPECTIONS 2. MONITOR SPECIAL INSPECTION ACTIVITIES TO ASSURE COMPLIANCE WITH PROJECT REQUIREMENTS. 3. REVIEW SUBMITTED INSPECTION REPORTS. 4, PERFORM INSPECTION WIND -I- SEISMIC REQUIREMENTS (IBC SECTION 1705.10, 170511 AND 1705.12) DESCRIPTION OF THE SEISMIC OR WIND LOAD RESISTING SYSTEM (SLRS) AND DESIGNATED LATERAL SYSTEMS SUBJECT TO WOOD CONSTRUCTION PRE 2015 IBC SECTION 1705.5 ITEM FREQ. MOTES 1. VERIFY FABRICATOR QUALITY C014TROL X I,•IOT REQUIRED IF THE FABRICATOR IS PROCEDURES 11\I ACCORDANCE WITH IBC APPROVED II`! ACCORDANCE WITH IBC SECTION ! 704.2.5 SECTION 1 704.2.5.2 2. INSPECT SITE -BUILT ASSEMBLIES: SEE IBC SECTION 1 707.5.10,1 A. FIELD GLUII,,IG OF ELEMENT OF THE SLRS. C SEE IBC SECTION 1707.5.11.2 B. NAILING, BOLTING, ANCHORING, AND OTHER p SPECIAL INSPECTION IS NOT REQUIRED FASTENING OF COMPONNENTS WITH THE SLRS, FOR SHEAR WALLS, DIAPHRAGMS, AND INCLUDING SHEAR WALLS, DIAPHRAGMS, DRAG SHEAR PANELS, INCLUDING ATTACHMENT STRUTS, BRACE, SHEAR PANELS, AND TO OTHER COMPONENTS OF THE SLRS HOLD --DOWNS, WHERE THE I,,IORMAL PANEL EDGE HAILII,�I.+ IS MORE THAN 4 INCHES ON CEIlTER. 3. INSPECT HIGH -LOAD DIAPHRAGMS: SEE IBC SECTION 1705.5.1. HIGH -LOAD DIAPHRAGMS REQUIRING INSPECTION ARE DESIGFIED 01',l THE STRUCTURAL DRAWINGS. A. VERIFY GRADE AND THICKNESS OF SHEATHING. P VERIFY NOMINAL SIZE OF FRAMING MEMBERS P B. AT ADJOINING PANEL EDGS. C, VERIFY: 1. NAIL OR STAPLE DIAMETER AND LENGTH. P 2, NUMBER OF FASTEI,,lER LINES. F, SPECIAL INSPECTION IF! ACCORDANCE WITH IBC SECTION 1705.3: 3, SPACING BETWEEN FASTENERS IN EACH LlllE P 1704.3.2 & 1704.3.3. I AND AT EDGE MARGINS. THE EXTENT OF THE SEISMIC LOAD RESISTING SYSTEM IS DEFINED IN MORE DETAIL IN THE CONSTRUCTION DOCUMENTS. CONCRETE CONSTRUCTION PER 2015 IBA:: 1705.3 SCHEDULE Or SPECIAL INSPECTIONS I TABLE 1705.3 CONCRETE------� � . I ITEM FREQ. FIOTES INSPECTION FREQUENCY j 1. INSPECTION OF' REINFORCING STEEL, INCLUDING [ p SEE ACI 318. 1.4:26.13,13 C --- CONTINUOUS INSPECTION I PRESTRESSING TENDONS AND PLACEMENT. P - PERIODIC INSPECTION 2. INSPECTION Or RE1[,IFORCIFIG STEEL, WELDING SEE AWS D1 .4; ACI 3 ! 8-14:26.113. 1 ,6 X - DENOTES INSPECTION THAT IS EITHER ONE-TIME OR AT A IN ACCORDANCE WITH TABLE ! 704.3 ITEM 5B SEE TABLE 1704.3 ITEM 5B FOR FREQUENCY DEFINED IN SOME OTHER MAFII\IER 1705.2.2 ITEM 2 B REQUIREMENTS. N INSPECTIOhI IS NOT REQUIRED 3. INSPECT ANCHOR TO BE PLACED IN CONCRETE SEE STRUCTURAL ❑RAWII�IG FOR PRIOR TO AND DURING PLACEMENT C SPECIFIC LOCATION WHERE THIS STRUCTURAL STEEL CONSTRUCTION PER 2015 IBC' WHERE ALLOWABLE LOADS HAVE BEEF] INCREASED IS REQUIRED. SECTION 1705.2.1 W OR WHERE STRENGTH DESIGI%I IS USED. ITEM -1. SPECIAL INSPECTION FOR STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE QUALITY ASSURANCE INSPECTION REQUIREMENTS OF AISC 360 FREQ. NOTES _� 5EE IBC SECTI011 1705,2,1 _+ 4. INSPECTIOI�I OF ANCHOR POST -INSTALLED 11•,I HERDED CONCRETE MEMBERS P SEE ACI 31 g- 1 :26 7 j 5. VERIFY USE OF REQUIRED Mix DESIGN P SEE ACI 318-14:26.4 ; 6, AT TIME FRESH CONCRETE IS SAMPLED: FABRICATE SPECIMENS FOR STRENGTH TESTS, C SEE ASTM C -1 72, C 3 1; ACI 318- 14:26.1 2 2, MATERIAL VERIFICATION OF HIGH- STREIIGTI-1 BOLTS, NUTS, AND WASHERS: I PERFORM SLUMP AND AIR CUN I EN 1 TESTS, AIV❑ A, IDENTIFICATION MARKINGS TO CONFORM TO SEE APPLICABLE AS i'M MATERIAL ----I DETERMINE THE TEMPERATURE OF THE CONCRETE. ASTM STANDARD SPECIFIED IN THE APPROVED P SPECIFICA.TIOI•J AND AISC 360 7. INSPECTION OF CONCRETE AND SHOTCRETE CONSTRUCTION DOCUMENTS SECTION A3.3 [ PLACEMEl,,IT FOR PROPER. APPLICATION C SEE ACI B. MANUFACTURER'S CERTIFICATE OF COMPLIANCE P TECHNIQUES. 318-14:26.5.2 3, INSPECTION OF HIGH -STRENGTH BOLTING A. BEARING TYPE CONNECTIONS B. SLIP -CRITICAL TYPE CONI,,IECTIONS 4, MATERIAL VERIFICATION Of STRUT. STEEL A. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARD SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS B. MANUFACTURER'S MILL TEST REPORTS 5. MATERIAL VERIFICATION OF WELD FILLER MATERIALS A, IDENTIFICATION MARKINGS TO CONFORM TO AWS DESIGNATION LISTED 11J WPS B. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED 6, INSPECTION OF WELDING A. STRUCTURAL STEEL Q SEE SIRS QUALITY ASSURANCE ' B. INSPECTION FOR MAINTEFIAE,,ICE OF PROPER PLAN ON THE STRUT. DRAINII�IGS ; SPECIFIED CURING TEMPERATURE AND P SEE ACI i TECHNIQUES. 31 S-1 ,1-:26.5.3 FOR AD❑ L RE:.[�UiREfvtEi\1TS 9. INSPECTION OF PRESTRESSED CONCRETE; SEE AISC 360 SECTION M2.5 I A, APPLICATION OF PRESTRESSING FORCES. C SEE ACI 318- 14:26. 10.1 (�} SEE AISC 360 SECTION M2.5 I B. GROUTING OF BONDED PRESTRESSING TENDONS C SEE ACI 3-18-1,1:26.10.1 (g) I IFI THE SEISMIC FORCE RESISTING SYSTEM. ' 1 D. ERECTIOFI OF PRECAST CONCRETE P SEE ACI 318-1=1:25.0 MEMBERS. X SEE ASTM A0 OR ASTM A 568 X SEE ASTM A6 OR ASTM A 568 SEE SLRS QUALITY ASSURANCE FLAN ON THE STRUT. DRAWING FOR ADD'L REQUIREMENTS X X SEE AISC 360 SECTION A3.5 SEE SLRS QUALITY ASSURANCE- PLAN ON THE STRUT. DRAWINGS FOR ADD,L REQUIREMENTS 1. COMPLETE AND PARTIAL PENETRATION GROOVE WELDS C SEE AWS D1.1. 2, MULTI -PASS FILLET WELDS C SEE AWS D1.1. 1 3. SINGLE -PASS FILLET WELDS 5/ 16" C SEE AWS D -1 .1 . 4. SINGLE -PASS FILLET WELDS 5/ 16" P SEE AWS D 1 A . I 5, FLOOR AND ROOF DECK WELDS P SEE AWS ❑ 1.1 . F 6. STUDS USED FOR STRUCTURAL DIAPHRAGMS P SEE AWS D '1.1. [ 7. WELDED SHEET STEEL FOR STUDS AND JOISTS P I 8, STAIR AND RAILING SYSTEMS P 7, INSPECTION OF STEEL FRAME JOINT P SEE SLRS QUALITY ASSURANCE DETAILS FOR COMPLIANCE W/ APPROVED PLAN ON THE STRUT. DRAWINGS CONSTRUCTION DOCUMENTS FOR ADD'L REQUIREMENTS 11.VERIFICATION OF IN -SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF TENDONS IN POSTEI\ISIOFJED CONCRETE AND PRIOR TO P SEE ACI REMOVAL OF SHORES AND FORMS FROM BEAMS 318-1 4:26.1 1.2 AND STRUCTURAL SLABS. 12.INSPECT FRAMEWORK FOR SHAPE, LOCATION AND DIMENSION OF CONCRETE P SEE ACI MEMBERS BEGfP•! FORMED. 318-14:26.1 1 13, POST -INSTALLED ANCHOR: A. A VERIFY DIAMETER AND DEPTH OF HOLE TO CONFORM TO MANUFACTURER'S GUIDELINES AND C VALUES SHOWIl 01\1 THE STRUCTURAL DRAWIFIG. � B. VERIFY EPDXY OR EXPANSION Af,,1CHOR IS SUBSTITUTIONS MUST BE OF TYPE INDICATED ON THE STRUCTURAL X SUBMITTED TO THE E.Q.R. FOR DRAWING. ACCEPTANCE PRIOR TO USE, C. OBSERVE MIXING OF EPDXY AND ION SEE DRAWII-,IG FOR LOCATION INSTALLATION OF AI,1CI.10RS. VERIFY C WHERE INSPECTION IS HOT TORQUE OF EXPANSION ANCHORS. REQUIRED. SOILS PER 2015 IBC SECTION 1705.6 TABLE 1705.6 SOILS - ITEM FREQ MOTES 1 VERIFY MATERIALS BELOW FOOTINGS ARE INSPECTIONS REQUIRED IN THIS TABLE , ADEQUATE TO ACHIEVE THE DESIRED BEARING p SHALL BE PERFORMED BY THE PROJECT CAPACITY. GEOTECHNICAL ENGIFIEER. I 2. VERIFY EXCAVATIONS ARE EXTEf•-IDED TO PROPER, DEPTH AND HAVE REACHED PROPER MATERIALS. P 3. PERFORM CLASSIFICATION AND TESTING P OF. CONTROLLED FILL MATERIALS. 4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESS DURING PLACEMENT AND C i COMPACTION OF CONTROLLED FILL. 5, PRIOR TO PLACEMENT OF CONTROLLED FILL, OBSERVE SUBGRADE AND VERIFY THAT SUET HAS P BEEN PREPARED PROPERLY. RESUB MAY 2 8 2019 BUIl DWG OE ARTMENT CITY OF EDMONDS A . A.1: 1 HD7B SIMPSON F-1 MFSL-18-6� ANCHORAGE SEE f 1/S304. SIMPSON MFSL-18-6 ANCHORAGE SEE 1/5304 B E F� I I 1/2'.' _........ ..__.......... ......-._................- ----- - I I I 22'-5 112" 12*-11T_-_..._.._.._.._. _. 11 14'-11 1 2" 1.1'-0 1 2" P. I 18'-I" CS3( T 27'-1 1/2 YP _._. ..- _ _ - - _ _.. _ _. _......._.....�.-..,.�.._._.........._..................................... --- ......_.-._ _....._....._� _ i ,� 13 TY I 7 TAP' 18"X18" CONC. PIER-2 �G� 11. € 18"X18" CONC. PIER-2 ��' S301 F--1 � S3C11 W/ 4-#5 VERT. & #3 if I W/ 4-#5 VERT, & #3�-- I , F �; f7 TIES 0 12 O/C � 7 � ! , TIES 0 12 O/C .... ..... �- - _----- - - _. ... ...... ..... _ ....... _ I € 14131 L J I J PL 11 "X8"X1" BASE PL 12"X12"X " BASE PLATE )) 4 "O PLATE - 4 "O ANCHOR BOLTS X114" ANCHOR BOLTS X114" f �� I I ; LONG+4" HOOK LONG+4" HOOK f TYP. 35 ............8 1/2 I i i S3U1 I I 1'-fi" a I P �� P 6 I ; ,� I....... ... ... ...._._.. 17_ �J I C I STAIR FOOTING L! J L I J ! (58"X20"h1 u") [ _ 00 I HD9B `r' I ___,_! --- ..... M...... ....- .... . w.._...... .. __.........._....._.. _._._.� _ _.._...._ .._..... _....... .. - r _ - _ CF 3 -- _ .- rj®E w �..... _......__ I _ J r,n Lr J H D S B - L.. .J I ILo :� ' #4 AT 1 S" Q.C. 1: `� REINF. TO BE SUPPORTED � 1 I HD7B- P6 r Hp7B �' 3 "I E.W. SLAB REINF. HD7B AB 3 — r Hd7B ON CONCRETE BLOCKS S-, 1 HD5B I , S30I 1 0 + -0 O,C. EA. WAY dl I ---- -_- __�--�__--___- ___ ________-� -___ --- ---- - -- ---- . -_ __ -_ _ i _._-- CF--1 ---------- i {„ 5 MIN, CONC. SLAB TYP. W/ 6X6--#10 5" COARSE GRAVEL' r r I 13 NON EXPANSIVE FILL FOR SUBGRADE PREPARATION----6'_.__. F2 F1 U i MESH OR '13-18" "O/C E.W. OR #4-24" __.__.... _ f I i O/C E.W. OVER 2 SAND, OVER 10 MIL. SEE SOIL REPORT Sc SPECIFICATIONS 9 E -16, •. I I VISQUEEN MEMBRANE, OVER 4 TY CAB-1 1 I PE !! SLAB CROSS SECTION f 53J1 ;� F I f li _+.i 2._1. PL 11"XB"X1" BASE Ho --. 7 PLATE -- (2) J"� ? '- _�I8`........ __ _.._...-- `r t ANCHOR BOLTS X14' . ........._. ......._.! -fi.. TYP. i -- LONG+4" HOOK j I ES3'01U _HDSBI .. ,i i L HdSB AB 3 �Hd5 rHD58 �AB -3 _ 4 I SF1 F-2 � ��i � C _ .---- _ - - - _ _ �. _ _ ._ _ J CF 1 I L F 2 A. � - - � .---_.-_.--- -._ ._-- I HD5B_ PIS 4 I HD5B �I HD 5B - I I _ . _._ -.. ^ -.- CF_2 HD12 rHD12 I I I - -------- �ii DEPTH OF ELEVATOR 11 -- I r F.QQMG__A5—PEEL I I i i HD5B i i MANUFACTURER ciILI- U I! t f fc i ' I AT STAIR LANDING L �! y.- HD5B I �I f .... ,.., �. i — 1 — — .. — — — __ �._ — _1 I v...............:.- -- I:I.. t r. CONC OASEM NE T WALL SEE DETAIL / 2 , 14/S301 FOUNDATION NOTES: 1. FOR ADDITIONAL DIMENSIONS AND DETAILS, SEE ARCHITECTURAL DRAWINGS. 2. FOOTINGS ARE TO BE FOUNDED 18" MINIMUM BELOW LOWEST ADJACENT GRADE. 3. FOR GENERAL NOTES. SEE SHEET S101 4. FOR ANCHOR BOLT SIZES AND SPACING, SEE ANCHOR BOLT SCHEDULE 5. ALL WOOD SILL PLATES FOR SHEAR WALLS SHALL INCLUDE STEEL PLATE WASHERS, A MINIMUM OF 0.229"x3"x3" IN SIZE, BETWEEN THE SILL PLATE & NUT. 6. WOOD STRUCTURAL PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED, WHERE 3x SILL PLATE IS USED. 7. FASTENERS FOR PRESERVATIVE TREATED WOOD SHALL BE OF HOT DIPPED ZINC --COATED GALVANIZED STEEL,STAINLESS STEEL,SILICON BRONZE OR COPPER AND SHALL COMPLY WITH CODE SECTION 2304.9.5 8. CONTRACTOR T VERIFY MINIMUM PROPOSED FOOTING SIZE. i FOUNDATION FLAN (SCALE : 1./4" = 1'—C) ANCHOR BOLT SCHEDULE MARK 0 DESCRIPTION PER ANSI/AWC NDS 2012 TABLE 12E SHEAR #/FT. BASED ON 2xSILL Age--..1 5/8" D!A.x12" ANCHOR BOLTS @ 48" O/C IN 2xPLATE 372 AB--2 5/8" DIA.x12" ANCHOR BOLTS @ 32" O/C IN 2xPLATE 558 A13-3 3/4" DIA.x12" ANCHOR BOLTS @ 24" O/C IN 3xPLATE 744 AB-4 3/4" DIA.x12" ANCHOR BOLTS @ 16" O/C IN 3xPLATE 1119 AB--5 3/4" DIA.x12" ANCHOR BOLTS @ 8" O/C IN 3xPLATE 2238 i HOLDOWN SCHEDULE EMBEDMENT: INSTALLATION EXTERIOR SLAB EDGE —CLOSE ALL OTHER FOOTING- SCHEDULE FOR WET SLAB EMBED "J" CORNER INSTALLATION LOCATIONS ALLOWABLE LOADS BOLTS ALL THREAD W/ NUT ON EMBEDDED END 5" milL SOIL HEARING = 3000 PSF NO SPECIAL INSPECTION REQ'D AS PER GEOTECHNICAL ENGINEERING REPORT PREPARED BY -- 1 b"111. GEOTECH CONSULTANTS, INC. WOOD I HOLDOYFN CAPACITY BOLT MEMH. I �' 5" �a€rl. 2401 10TH AVE. E SEATTLE, WAS!-'IINGTON 98102 _ _ PROJECT NO.--- JN 18021 DATED— JANUARY 25, 2018 HD5B 3750# 5/8"0 2--2Xta g" 7" ;6" PHONE NO.-- (425) 747-5618 HD713 6215# 7/8"0 3-2X6 10 $" 7" HD9B 9920# 1/8"0 3-2X6 12" 10" 8" A-_CQNTINUOUS FQQTIUGS, HD12 14220# 1"0X24" 4-2X6/ f! 18" WIDE X 18" THICK W/1—#4 AT TOP & 2—#4 AT BOTTOM HEAVY HEX 51"X541 . 18 18 18 W/#4 TRANSVERSE REBARS 0 24" O.C. BOLT, F1554 POST CF '? 24" WIDE X 18" THICK W 1— 4 AT TOP 4 AT BOTTOM NOTES: Gr- 36 2/# & 3— # CI'-3 30W/"#WIDE X 18" THICK W/3--#5 CONT. REBAR AT BOTTOM TRANSVERSE REBARS 0 24" D.C. � 1 CONTRACTOR IS RESPONSIBLE FOR PROVIDING ADEQUATE BOLT LENGTH ABOVE W/#4 TRANSVERSE REBARS @ 24" Q.C. THE TOP OF CONCRETE TO ACCOMMODATE THE SPECIFIC HQLDOWN 2 PROVIDE ADEQUATE FOOTING DEPTH TO ENSURE 3" CLEAR OF CONCRETE FROM FF-- .. 3'—O" X3'—O" X 18" DEEP W/ 4 #5 EACH WAY AT BOTTOM BOTTOM OF BOLT. ! E 2. 4'--O'PX4'—O" X 16" DEEP YV/ 5 #5 EACH WAY AT BOTTOM) r. 4 {5 6.1 WALL LEGEND CONCRETE STEM/RETAINING WALL COLUMN/POST SCHEDULE MARIK SIZE scz HSS 5"X5" X1 /4" P26 2---2X6 BUILT --UP POST P36 3-2X6 BUILT --UP POST P48 - 4 -2X6 BUILT-UP POST P56 4-2X6 BUILT-UP POST P28 3--2X8 BUILT-UP POST p6 6X6 ❑FIR#1 POST pg 8X8 DFIR#1 POST RESU B MAY 2 8 2919 BUILD NG DEPARTMENT Crry OF EDMONDS JS JS KK KK KK Tw 6 d U 111 !e! J w Q F. a � CL V U o F < z 9 a_ z ex LLI a- m z d 4 � Q O 0 in cr o= Of N a' N c' m N [V m N N tO tCV d d Q C6 LL. z � ci a MAINLAND ENGINEERING CONSULTANTS CORPORATION Suite 206, 8363 128th Street, Surrey, B.C. V3W 4G1 Tel; (604) 543 8044 Fax: (604) 543 8104 PROJECT TITLE SINGLE FAMILY DWELLING 15712--72 AVE. WEST, EDMONDS, WA, U.S.A. STAMP CONTENTS FOUNDATION PLAN CONTACT: AB REVISION U PROJECT NO. DWG. NO. UR801 S201 D k t - 94'-4 1/2- 19'71" .. _............ _..- I 14'-11 1 2" I TYP. 43 P6 W/ 1 S303,�`• s� I STRAP TIE ��,�� j STRAP TIE 1 ' (B-28) 5j"X15" GLB 6 "X18" GLB..- - _�`�. .........._....__ .......... _. ............ - -TI I I III .. Iiil STRAP TIE { IMP oN� ! I , f I I I I I l I I I I I 1 I I i l I rUC 21-2-1SD5 l co 111 IIII + 1 1 I I E I I I I I �! I I I I I I I i 1 p I�—` �� z 1 - I I N 1 U �7 I I I I I I I I I Ld v Li P6 W/ 51MPSON I ' FULL HEIGHT WALL I STRAP TIE WNP210--2 ! P W, I I II^ I I I I I 1 1 I 1 I I, > 1! 2--2X10 ST TIE #5 BARS 0 12,E O.C. VERT. AP -! I I I I I �I=III I I I I I I I I r l I� I C�SCENTER OFWALL HORIz. — - - - - Pg - �.. 1 ` 1 5THD10 �— _ - _ _ I I - 3.1; .� I _ . I0 I POST x --� IGLBI DR P "'Ir I I I 1 ,,-HD12H 12� HD12 STRAP TIE P6 W/ F 2•-2XI0 AS A - AB-1 SIMPSON CC 1 P6 W/ POST CAP STRAP TIE I 5j"X9" GLB (B-35) k 11_ ` i_- -_�� 1 IfP I a. 1r- l.� 'J. •.J _�GL 3jX12 DRAG STRUT 83 DRIP (8Pg 4 -T_� _I I .SIM04 3 83 I 7 11 C E E I I I I I I I HUQQ210-3-5 5 STRAP_ 2 AIGX1 BRAG T[% _._ _._..... . I I 2X8 @ 16 O.C. STUD WAS 0 1 1 1 1 I 1-��2X110 D 1IR#11 �1 I E P6 PD6T i I IMP`aaN :. BLOCKED HD56 S I I. I I I 1 I I I I I I I` I 1 I i I I [ to P8 ,THRU POST , I i �H 513 HD7B i I ,1Q1 I TSC JDE 1t H C2 --2 �j' W STRAP ;TIE , aIVA❑PHCRAGM� -� � I I I I I I I III I I I I� I I I a I I I I I i !III E M I `�a� cti! �, '' _ !?3 WI .� f. -2 Om i ❑. M _ t E I I I i E [ I I I , I I I ," �'� ! I I I I I HDI B I 4 `� 1 r HD I B 1 I V HDI B STRAP T�f-� A�VE �'IE II CANT. 3 X11�HD7B `rHD58 f ( II ;I r_3 FLQDR-1 PS1 - - - I I E l I I I I I I I I I I I f I I I I- 1 I -�; E IJ� — 1 DRAG STRUT TYP — - _ — III } III I I I I I I I I i ; � D5B "343 I 1 I I 1 3-2X1O HEADER I II _ STRAP— P6_ _ _ P6 POST m 1. J h N _ --rT , I 11 CD I E I O 3 HEADER _ TYP. U N I T#E _ o - - - - - SUPPORT TYP. UANI-to:_^;�i �I�N II�IIII IIIIIlII1IlI 1111�I:IIi1I IIIII111 IE � _ _ - 2-» }(1%� DIrCK. JOISST x m -_- I I I I I E I I - 0 12" O:C. �(�-4) ---�; I� AB 1 _ —� �� I I 1 I I I I ! I_ ___- I I I< 3-12XABOV F20 I I III PL 11"X8"X1" BASE I I I I I I I I I I l I I I III i r m - - P36 W s r �' FLOOR--1 STRAP T?!' 1 '� �® E 1A�pV I I I 1 � _ _ - _ . _ _ - , I I I I I CONT. RIM BOARD PLATE - (2) I I - ! .1� AS A DRAG STRU- F - t�V I, �l �.Yr I i I I I + 11- CD ANCHOR BOLTS X14 m 11 TJI 230 C�i 16" O.C. T P. U_ HD76 - I- S7LID�BLCKII�G I I I �i 'I- �` LONG+4" HOOK I I I I STRAP c� - �'°° _ -- _ -. _ _ �- - - 1 to _ _ _ _ _ �, _ __ _ . _ ___ _ _ - -_ - -a- -��,•1I1 + , "XI� I 3ULIIIU(J-2) B/WJOISTS OVER _... � Q1 II , II , .. I 1 CON YCP. . BASEMENT SAP SHEAB/W JOISTS OVER I- _ --m• -WALL SEE DETAILTIE R WALL P36 lSHEAR WALL 14 S30iTIE 8X8 DFIR#1 H.7 5 - -H❑D5p SOLID BLOCKING —3' I I- - P26 ABOVE OI7-XP36 36-LE ........... 2-2B/W CANT. 0 �HDI_ STAP I (3) ROT---- _ -S[1D 13 SEE 2" LB B-3i`HD B HDB CANT. 11" TJi �1',TrF 2 IDETAIL TIE TRA1�amSTRAj-SIMPS230 16� O.C. S303 GL346 JQ3_ _ _ ISTS _2X ROOF JO—1 SOLID BLOCKING II! (8-32) DRPP DROP6P63� X12 GL3CANT. 6 X15,�GLB/W10X26 W/ NAILER Pn 2-2 - - - - - - - 1 I " - ND12 >' I H012 II TIEF -- -I SA I I I �I� I I I I I r -i - HORI2. TIE HD58 I II....:- C�bB - -- - �---= -I TI I ! j I �-I� I I k i- P6 P6 I P6 -- II C .w..l 1r1r7 �L Q� 2 •_==�1=.==Xf.:..O-....—I2X----O rft {/j(o — I FLOOR -1 D; x I 1 1 I II a I U I fX EA 5B 6� 1�O.K 11 I[s 11,T I-5IC� xx by CO I IQ@Iz HD5B ................. .....--...... H05 z_ - . _ I C III � �B-1 - - 8" THK. FULL HEIGHT WALL 2X10 DFIR#1 I I CONIC. HEADER 1 - - - - #5 BARS 0 12" O.C. VERT. i �_HD-N61�NG JOISTS �- � � I 1 4/5301 TYP. U/N r DEPTH OF ELEVATOR _ AB--1 #5 BARS @ 16 O.C. HOR12. I. CAD 16 O.C. • I 1 , 1 CENTER OF WALL [. FOOTING AS PER - I ` MANUFACTURER LOA 4; _ 5 - -- --- �. -HD5B 1j"X11A„ LVL + 7 HD12 N4AIN FLOOR FRAMING PLAN BLOCKING SOLID BLOCKING B/W CANT, JOISTS I (SCALE 1/4' _ 1,_O„ T P. U N � I I SHEAR WALL SCHEDULE FRAMING NOTES, A) WHERE PANELS ARE APPLIED ON BOTH FACES OF WALL & NAIL SPACING IS LESS THAN 6" Q.C. ON EITHER SIDE, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL BE 3-INCH OR THICKER AND NAILING SHALL BE STAGGERED 8) A MINIMUM OF 3/8" EDGE DISTANCE IS REQUIRED FOR THE NAILING AT THE BOUNDARY AND PANEL EDGE MEMBERS OF THE SHEAR WALK UNLESS OTHERWISE NOTED C) MINIMUM 7" EMBEDMENT IS REQUIRED FOR ANCHOR BOLTS AT SHEAR WALL PANEL. D) SHEAR WALL TYPES 12 AND 13 REQUIRE 3" NOMINAL FRAMING AND STAGGERED COMMON NAILING AT COMMON FRAMING MEMBERS AT ADJACENT PANEL EDGES. MARK DESCRIPTION (PER 2015 IBC) SHEAR (SEISMIC) SHEAR (WIND) PLATES TO BI..KG. #/FT. #/FT. NAILING REQ. IL 15 32 STRUCTURAL I PLYWOOD WITH 8d NAILS 0 fi O.C. AT 16d 0 5 ON CENTER OR 9 EDGES & 12" O.C. FIELD WZ 2x FRAMING@16" O.C. 280 307 A35 0 20" ON CENTER 15 32 STRUCTURAL I PLYWOOD WITH 8d NAILS ® 4 O,C. AT 430 447 16d 0 3-1/2- ON CENTER OR EDGES & 12" O.C. FIELD W 2x FRAMING@16" O.C. A35 0 12" ON CENTER 15 32 STRUCTURAL I PLYWOOD WITH 8d NAILS @ 3 O.C. AT 1fid 0 3 ON CENTER OR EDGES & 12" O.C. FIELD WZ 2x FRAMING@16" O,C. 550 575 A35 0 1OR ON CENTER 15 32 STR CTURAL I PLYWOOD WITH 10d NAILS @ 3 O.C. AT 1 & 12 O.C. FIELD W 3x FRAMING016 O.C. 665 840 A35 7" ON CENTER 1/2" STRUCTURAL I PLYWOOD/OSB NTH 10d NAILS 0 2" O.C. AT 870 1077 A35 0 7" ON CENTER EDGES & 12" 4,0, FIELD W/ 3x FRAMiNG016" 04. FLOOR DIAPHRAGM SCHEDULE MARTS DESCRIPTION SHEAR (SEISMIC) SHEAR (WIND) PER TABLE 4.2A/4.2C 2015 SDPWS #/FT. #/FT. FLOOR-i 19,32" OSB CDX PLYWOOD UNBLOCKED W 10d NAILS 0 6" 6", & 12 O/C AT BOUNDARY, EDGE AND FIELD RESPECTIVELY ALL CASES 215 300 kJOTE: USE FLOOR-1 TIT. ❑.N.O ON PLANS COLUMN/POST SCHEDULE MARK SIZE MARK SIZE set H5S 5"X5"X1/4" P03 3-2X6 CRIPPLES + 1 STUD P26 2-2X6 BUILT-UP POST P82 2-2X8 CRIPPLES + 1 STUD P36 3-2X6 BUILT-UP POST P83 3--2X8 CRIPPLES + 1 STUD P46 4-2X6 BUILT-UP POST P61 6X6 DFIR#1 POST AS CRIPPLES + 1 STUD P58 5-2X6 BUILT --UP POST PB 6X6 DFIR#1 POST P28 3-2X8 BUILT-UP POST pe 8X8 DFIR#1 POST P36 3--2X8 BUILT-UP POST P132 2-2X6 CRIPPLES + 1 STUD / -b JOIST/DRAG STRUT SCHD. MAX. SPAN SIMPSON MOIST HGR. (U. N.0) ALOOWABLE LOADS #} J-1 = 11 j" DEEP TJI 560 @ 12" Q.C. 22'-0" ITS3.56/11.88 1520 J-2 = 11 A" DEEP TJI 230 @ 16" O.C, 17'-9" ITS2.37/11.88 1190 J-3 = 2X10 DFIR#1 @ 16" O.C. 5-0" LB210 915 J--4 = 2-2X10 DFIR#1 ® 16" O.C. 14'-0" THA218-2--j 2245 REAM/HEADER SCHD. NAME SPAN FEET SIZE 6.25 3-1 8"X12" GLB 26.-5- 6-3- 5-1 4"-X18 ` 8"M 2" GLB - - - - -:77 GLB z 1 B-28 17.5 B-29 13.25 37 $ X12 GLB 8-30 7.5 3-1 8"X12" GLB B--•31 16.25 5-1 8"X16 1 2" GLB B-32 24.25 6-3 4"X15" GLB B-33 16.00 8-3 4"X19 1 2" GLB B-34 9.00 3-1 8 X12 GLB B-35 1fi.50 5-1 8 X9 GL8 B-36 13.75 3-1 8 X9 GLB NAME SPAN SIZE FEET H-1 3.0 2--2X10 DF &1 H-2 1 6.25 3-2X10 DF #1 WALL LEGEND BEARING/ SHEARING WALL W/ 2X6 ❑F#2 WOOD STUDS 0 16" O.C. NON BEARING STUD WALL CONCRETE STEM/RETAINING WALL WALL SCHEDULE E XTERI DR_ -WALLS 1 ST : 2X6 DF##1 STUDS @ 16" O.C. PARTY _WALKS 1 ST FLOOR: 2X6 DF#2 STUDS 16" O.C. LOAD RE613ING INTERIOR WALLS 1ST FLOOR: 2x6 DF#1 STUDS @ 16" O.C. RESV B MAY 2 8 2019 $uIumo oEPARTMENT CITY OF EDMIONDS JS JS KK KK KK p z w 0 U V) w L�iJ U W U a q � �7 w a_ a ow.. F z � c' a M z d w < o M Q 0 tn d 0 0 F- 0 tr► Uj (n (n V) V) LU x x iY [tit CV N c, Cl� 00 ♦ y T g M m � V) MAINLAND ENGINEERING CONSULTANTS CORPORATION Suite 206, 8363 128th Street Surrey, B.C. V3W 4G1 Tel: (604) 543 8044 Fax: (604) 543 8104 PROJECT TITLE SINGLE FAMILY DWELLING 15712-72 AVE. WEST, EDMONDS, WA, U.S.A. STAMP >:. r :ti1�IY` F I2019 V.AL.I1) UrtTIt S r' to 2..0 19 CONTENTS MAIN FLOOR FRAMING PLAN CONTACT: AB REVISION 4 PROJECT NO. DWG. N0. 9 i'-4 I/2" 19'-t" 11'-D i/2" 1 I i 1- I ± . ram, .m.1 _1 1 j [ — -❑o a¢¢i ❑r_ I J 1 I 3 1jf!I �I 1 — .__--_. ,..................—..._.__.- -__--__- ........,.."-_•-_-�.�.—..,—......-...-____---- I�--�.....- ,_-.__---.--. -__- _ —_ __ t } -T-Y-P.-S303 .......... �4-�s- �ND,_I■.. 02-IIfII1 �{f I lIII III lI 1If IIIfII IIE IIiIII lIII Eif^�Imi; II E.I1II1I A�6j"X18" GL � N U ( II � iII III II IIIII lIfI `i �'P1IIIII 1l !-III !lIIi�I Il �iIf I'1�tII:I,I1liIjfi I IiEF liI E � I X 3-2X8 FULL HT. STUDS C W TOP I NPLATES AND BOT. PLATES W/ FLOOR-1 SIMPSON A35 ANCHORS, SEE BALLOON FRAMING DETAIL 33/S303 xa �H-1 D 752STRAP S AP cv I I 1 I I 1375FIR1 P26 W3 0/i2-TITIE (H 1 STRAP 2T fE ........ _ ............................................. 3 2X10 DROP ,X15" LB RO 1 Psi P83..— In p6I I X�HD58HD121t_Hw121 3.6 7 CIP P8PnST oFROM wtoRBOVEl\HD58 zjII"II 6. 0' CMST12CMST12 CMST12 2-2x1_N ❑ t r HE1 DE (H-H-1 YP. U N(H-1) (H-2) (H 2} CMST12 - FLOOR- 1 � !P62 P63 I P36 FROM 2X8 � 12HEA ER BOVE O.C. STUD SUPPQR TYP. NU 1 N ALL -HD5BTY 7 FLOOR 1I P613 I ❑ 302 IL CMST12 TYP._ 7I Ln P8311j" TJi 230 0 16" O.C. T P. N SimON 1I �I P6 PAST W/SIMPSON _ _ _ > ,[1 Im r) . RIM BOARD _j CIA (J-2) � STRAP TIE, FOR CC POST CAP. FOR p AS A DFAG STRLT -�STEEL BEAM �Q WOODMID-WALL QCONNECTION, SL;POST CONNECTION SE4-2X6W/ 303. SIMPSON CC (" 3- - - X1 nlm SL x ,DETAIL 28/5303. DETAIL 42f5ax C516POST CAP SIMPS ON S1N CS16 STRAP P821 SIMP OCS�6UCQ61D-SOS�6 2 DROP TIE � 5j"X12" GI3 GT5(B-19 =T 1 .- _-__ -.- .�-1 „X11 LVL AS A DRAG STRUT ,4]- 6b2�: GILB P63 STRAP E"_ P�3 "�"R"14 SS163C516 P36 1jx11jLVL Al", I I I I I I I AP P1 nX11n LV-HSOLID BLOCKING 3.25 DRAG STRU , TE SOLIDBLOCKING 8/W JOISTS OVER P.STRAP 9 15 JOISTS OVER _ _ _ _ WMST 2 MST 2 m IMFSON LLLT131aP62 CMST12 2— SAP TIEC)ITIE SHEAR ALL, W I I 3-,2X61 W I I I I 1 6I , I I I FLOOR-1 1 { 5 __ .1 j 2+8 ml P36 FROM1-----•--• CONT, 5j"x12"GLIB (8 21 5SIMPSSIIMPBLOCKED ABOVE� CANT. 5A"X12" PSL AG TRUT PQ2 �HD5 ,612 -10LONG; CS7 ON APAP T5 HRAGM z IS TRAP � GLSTIE W iETTRAP . . --• - - CANT. 8�"X12"GLP46TIE _2X6 B X 0 x D17-10LONG I __RA + ,ISL3[OC NG S O .-�22x8 @ 12 O.C. STUD WALL T ,HDSB 11 ii ,'(2)CMST12.CS16 P36 HD5 P82 P36FROM I$� ABOVE 1JI 560 @ 12" P36 FROM r 1 V �1o 2C U-P82{H-1} P8 P82 H- 77 arL�- j ' I�I -,[— - -' �-�u-�-•-• ._ _ .- _ _ Il 7 I-- �-X TIE POST 1 X11 LVL A DRAG STRUT - I 11 I 6x6 DF 1 H i ,� I 2X1D DFIR1 .1 r 6' co Q U3. 5 2TFLANDING JOISTS P38 HU25 127E6�Iaw I-wm 1 P3PROVIDE SIMPSON HD58FROM @ 16 D.C. FROM jX1 23j"X12"' GJ❑FROM CANT. BECS16 STRAP TIE ABOVE w B- I H _7-I ,� %2 16) �C4 5��,V DROP- P1LAM TO ABOVE � G6 POST FOR UPLIFT X. 6x6 DF#1 HD12 �HDSB 8-17 I¢ POST g , SIMPSON HU1 i 7 CANT. 3j"X12" GLB BOTH SIDES SIMPSON HU11 22, 517 FACE MOUNTED FACE MOUNTED rn UPPER FLOOR FRAMING PLAIN HANGER C� p HANGER SHEAR WALL SCHEDULE FRAMING NOTES. A) WHERE PANELS ARE APPLIED ON BOTH FACES OF WALL & NAIL SPACING IS LESS THAN 6" Q.G. ON EITHER SIDE, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL BE 3-INCH OR THICKER AND NAILING SHALL BE STAGGERED 13) A MINIMUM OF 3/8" EDGE DISTANCE IS REQUIRED FOR THE NAILING AT THE BOUNDARY AND PANEL EDGE MEMBERS OF THE SHEAR WALL UNLESS OTHERWISE NOTED C) MINIMUM 7" EMBEDMENT IS REQUIRED FOR ANCHOR BOLTS AT SHEAR WALL PANEL. D) SHEAR WALL TYPES 12 AND 13 REQUIRE 3" NOMINAL FRAMING AND STAGGERED COMMON NAILING AT COMMON FRAMING MEMBERS AT ADJACENT PANEL. EDGES. MARK DESCRIPTION SHEAR SHEAR PLATES TO BLKG. (PER 2015 IBC) (SEISMIC) (WIND) #/FT. #/FT. NAILING REQ. 15 32 STRUCTURAL I PLYWOOD WITH 8d NAILS 0 6 O,C. AT 16d @ 5 ON CENTER OR 9 EDGES & 12" O.C. FIELD W1 2x FRAMING@€6" D.C. 280 307 A35 @ 20" ON CENTER 15 32 STRUCTURAL I PLYWOOD WITH 8d NAILS @ 4 D.C. AT 447 16d @ 3--1 2 ON CENTER OR EDGES & 12" O.C. FIELD W 2x FRAMING916" O.C. 430 A35 0 12" ON CENTER 15 32- STRUCTURAL I PLYWOOD WITH 8d NAILS @ 3 O.C. AT 16d 0 3 ON CENTER OR EDGES & 12" 0,C. FIELD W 2x FRAMING016" O,C. 550 575 A35 @ 10" ON CENTER 15 32 STRUCTURAL I PLYWOOD WITH 10d NAILS @ 3 O.C. AT 12 EDGES & 12" O.C, FIELD W 3x FRAMING@16" O.C. 665 840 A35 @ 7" ON CENTER 1/2" STRUCTURAL I PLYWOOD/OSB WITH 10d NAILS @ 2" O.C. AT 870 1077 A35 0 7" ON CENTER EDGES & 12" O.C. FIELD Wf 3x FRAMING016" O,C, (SCALE 1/4" - 1,-0 „} FLOOR DIAPHRAGM SCHEDULE MARK DESCRIPTION SHEA-R (SEISMIC) SHEAR (WIND) PER TABLE 4.2A/4.2C 2015 SDPWS #/FT. #/FT. FLOOR-1 19/32 OSB/CDX PLYWOOD UNBLOCKED W/10d NAILS @ 6", C. & 12 O/C AT BOUNDARY, EDGE AND FIELD RESPECTIVELY ALL CASES 215 3aa NOTE USE FLOOR-1 TYP. ❑.N.O ON PLANS COLUMN/POST SCHEDULE MARK SIZE MARK SIZE SCl HSS 5"x5"X1 /4" Pea 3-2X6 CRIPPLES + 1 STUD P26 2-2X6 BUILT-UP POST P82 2•-2X8 CRIPPLES + 1 STUD P36 3-2X6 BUILT-UP POST P83 3-2X8 CRIPPLES + 1 STUD P46 4•-•2X6 BUILT-UP POST P61 6X6 DFIR#1 POST AS CRIPPLES + 1 STUD P56 5--2X6 BUILT-UP POST P6 6X6 DFIR#1 POST Pee 3--2X8 BUILT-UP POST p$ 8X8 DFIR#1 POST P38 3-2X5 BUILT-UP POST P82 2-2X6 CRIPPLES + 1 STUD JOIST/DRAG STRUT SCHD. J-1 = 11 j" DEEP TA 560 @ 12" Q.C. MAX, SPAN 22'-0" SIMPSON JOIST HGR. (U.N.0) ITS3.56/11.88 ALOOWABLE LOADS (#} 1520 J-2 = 11 j" DEEP TJI 230 @ 16" O.C. 17'-9" ITS2.37/11.88 1190 J-3 = 2X10 DFIR#1 @ 16" O.C. 5'--O" L6210 915 J----4 = 2--2X10 DFIR#1 @ 16" Q.C. 14'-O" THA218-2 2245 BEAM/HEADER SCHD. NAME SPAN FEET SIZE 8-11 26.50 6-3 4"X18" GLB B-12 14.00 5-1 8"X15" GLB B-13 18.75 5-1 8"X16 1 2" GLB B-14 14.00 5-i 8"X12" GLB B-15 14,25 5-1 8"X12" GLB B-16 4.00 3-1 8 X12 GLB B-17 19.5 3-1 8"X12" GLB B-18 17.75 8-3 4"X12" GLB 9--19 19.00 3-1 8"X12" GLB B-20 17.75 8-3 4"X12" GLB B-21 13.00 3-1 8"X12" GLB B-22 16.00 6-3 4"X12" GLB B-23 8.25 3-1/$"X10 1 2" GLB B-24 13.00 1 5-1 8"x12" GLB NAME SPAN SIZE FEET H-1 3,0 2-2X10 DF tl H- 2 6.25 3-2X10 DF 1 WALL LEGEND BEARING/ SHEARING WALL W/ 2X6 _______ DF#2 WOOD STUDS @ 16" O.C. NON BEARING STUD WALL WALL SCHEDULE EXTERIOR WALLS 1ST : 2X6 DF#1 STUDS @ 16" O.C. PARTY WALLS 1 ST FLOOR: 2X6 DF#2 STUDS @ 16" O.C. LOAD BEARING INTERIOR WALL5 1 ST FLOOR: 2X6 DF#1 STUDS @ 16" D.C. RESU B MANY 2 8 2019 BUILDING D*PARWENT CITY OF EDMONDS JS JS KK KK KK z 0 ca Id 2!z W w J cn z U Li 0 V 0 U Li z. � La ca 0 a_ z Ix � z d rn 0 0 o V) Of � Ea of N C�l N N GV N7 6 v Q MAINLAND ENGINEERING CONSULTANTS CORPORATION Suite 206, 8363 128th Street Surrey, B.C. V3W 4G1 Tel: (604) 543 8044 Fox. (604) 543 8104 PROJECT TITLE SINGLE FAMILY DWELLING 15712-72 AVE. WEST, EDMONDS, WA, U.S.A. STAMP ;y UrLI� V� 1ft 5CP:I°i CONTENTS UPPER FLOOR FRAMING PLAN CONTACT: A13 IREVISION PROJECT NO. DWG. N0. UR80� S 203 F ' D C _ _..__ _ _ 94-a 1/2[ _....... ............ .......... ._2_2'....- 5 1/2" 1 - .I.... _._._._._._...._........_._...... ---......... ._ .... 13 I � TYP, 35 S303 1 11.-a 1 2" 14 -11 2 � L r I 3„x13" GLB (B--2) / A I TYP. J 21 i 53O2 - - - 14" TJI 560 _0 12" -0.C. ROOF JOISTS JCD I _ 3-2X8 FULL DOUBLE HT. STUDS I ` C/W TOP PLATES AND BOT. PLATES x - - - - - - - - j W/ SIMPSON A35 ANCHORS, SEE SIMPSON ITS ;'= _ _ ! _ _ _ } SIMPSON HHUS 210 2 BALLOON FRAMING DETAIL 33/S303 1.81 /14 - - _ - _ FACE MOUNTED HANGER HANGER - - - - S CONE_ 1JX14 LV _A A DRAGrn CANT. 1 i"X14" LVL 1 j"X14" LVL EDGE BEAM 1 - _ -MST6 _ STRUT OVER SHEAR WALL MST60 __ _ - _ i TYP, r � f -..__ _..� . _.. ..... - 1 MST6❑ MST60 -- MST60 _ MST60 53D2 i CANT. 3A"X13 j" GLB �� .. 3--2X10 CROP � ��.�_ L �H�1 } i_ ... _ - - --_ I' 'P38 _ P83 1 P83 1 j"X14" LVL , .- - - I EDGE BEAM = �� -�,. , -� _ p P8 P057 - - - - �� _ - - HUS212-2 � , I � - CANT. 3jX13j„ GLB HANGER 1 j"X14" LVL EDGE BEAM 1 j"X14" LVL EDGE BEAM m ; _ _ _ _ _ _ - _ .. .._....... .....,.... . ....- - - ,.......... .......... ........_. _ ... w _ c _ 1 _ _ i. SIMPSON HHUS 210=2 14" TJI 5fi0 C� 16" O.C. ROOF J01ST 4 ......4:7 I ° MS I P83 - - - _ - - - - _ _ _ _ FACE MOUNTED - - - Ir - - _ .. _ STRAP 71 - T12 1 R00F ]F 1 _ _ - - - - H 8-10) i C516 �._. _ 10 -CS16 _ .-� 10 51 I - fE 2X6 - _ _ t _ - - - - - ANGER W/ 150a# _ . � � ---} _- _ ..-, .i ... ........................................._............ . _ FACT. UPLIFT CAPACITY, '� (H-1) i�ll� r2) j - CS16 -�,1 I� - - - - - - _ _ _ I - - - P36 _ CANT. 3eXi3_ _ z i 4RA - _ _ G[ n77 LB t 12 0 _ _j _ _ LONG _ _ - :� 4tJ PROVIDE C516 STRAP F - - - - - - 'I _ - - - - - - -- S302 - .. 530 ; TYP. c7� IE FROM CANT. BEAM 'I PROVIDE SIMPSON TQ BUILT- UP POST... __ - - - - - _ -� r �_r _ x ?� m _ PC6RZ POST CAP _ ,! CMST12 I ` _ROOF-2 - _ _ _ -FROM CANT. BEAM ¢ ' �'I� i ' ' _ i E , - - - To BUILT --UP POST{�� i I - - - - - I P83 m _ 14" TJI' {) {@ 16"_0.C. (R. P36 c¢a -- 4 ! II..•r uz N ROGF+JG, a"i S ¢ i _ _ _ _ _ _ -- _,-- ca? SOLID BLOCKING �, �; _ 14" TJI 560 CAD 12" D.C. ROOF JOISTS - - - - c 3 I' I B/W JOISTS OVER I Y T - - - - - -. ___.._ _ _ _ _ f _ _ _ _ _ _ __ _ - - TYP. M5 01. _ ROOF'-1 - - - - SHEAR WALL I -I�- - . JR-1.)- 5 STRAP C- ¢ - i I=' 53f?li in v �^ TIE C� i t: A 3F 5 v I TRA r `'•I 516,9 i 1jC516 P82- - - - - - -- _ 1"X14" LVL AS A DRAG 'STRUT '- -. _ _ - 1, X14" LVL ,.__._. _- fT._ _ ! - -- - - - ---r -- _ T! .. - - - _-- EDGE BEAM -_ - P6 2X10P62f_ - - - - - _ _- - 7.- - - - - P4� - - - - - - I, ^ P26 DR P JJ j CS16 fi PROVIDE CSi 6 STRAP r € i �^ �y V , P36 STRAP TIE _ #E FROM CANT. BEAM - - - - - - - - - _ _ _. _ _ _ I _� 1 `» '1 ,JP36TQ BUILT-UP POST SIMPSQN HHUS 3 X114"GLB _ _ _ 210-2 FACE _ 'I ! _ S-TRAP - - - - - 3 2X W/ I CS16 _ m - - - - -- - - - ---� _ LQN•L IA LYE- La -A Df3AC _ _ _ - - IE TIE , I I �� HANGER MS 6D� T X13 GLB �---- - v� _,1 �1 X14 LVL AS A DRAG STRUT m � S 0T OVER SHEAR WAL MOUNTED A CANT 3 N STRAP TIE I �i I €i' _.._..I ._ _ T - c� TR 1 "x14" LVL P36 SIMPSQN HCUS CS1l6 n a f - , 1 "X14" LVL A A DRAG 57RUT T --- nl I �J - "� - - - - --- - - - - 1 ---------------- �- - - - - - - - I 516 1_ �� _ �C516 (R-3) ! - _ 14" TJI 560 C� 16" (R- 2} 4-12 FACE _ - �, I i €i €� i , - _ __. I 5302 x STRAP STRAP - 14.0 53RRP 7iE SIMPSO TS O.C. ROOF JOISTS MOUNTED HANGER 1 14" TJI 230 C� 16" � , � p �-��°- - - -y--- --- ---� -- � _ ...-TIE_ m _ _ J1� _ .. __-- - -- --- -- --- -- „ Q.C. ROOF JOISTS - �. -1.81 14 HANGER _ _ - -- - - - ' I I IT..TT:�:.., .:,:. ,:. -- -_ - I �..... 1 j„X14" LVL EDGE BEAM r _ € CANT., 7C�4 LVL f - �-- - - - - - I T,(P. CANT. I I 13'-4' LONG - T _ f 22 _ - - _ P36 w �- € �� 1 X14 LVL I CANT. 14" TJI 560 C� 16" D.C. R00 JGIS75 I _ - - - - P 530? 1i m X r-� 21 .......... ---CS16 P36 W/ STRAP TIE •l© r i P62 HEADER SUPPORT TYP. LJ 2--2X1 n HEADEF TYP. U IN CS16 '�-CS 16 TYP. 23 S302 r r7 � 2 J . ....... .. . . 5 _I_- - _.�---- - - - - I� IM SON i��C w = t _2} r i �i •- € € i I I - - - - - P3 _ - --� S16 t� R CS16 ry THA418Q^ sl P TY!'. .� P36 i I- P - - - 1"-1 '' VL - -.- _ ._ _ - _ -., o _ �` �I ..... .... - 9 -- - I -- - a CANT. 3; X 13 z _ _ _ �� _ - i. ..._...._..-- _-- -_.- 36 _(M�_}� i (N.-1) x� SIMPSQN HHUS 8 III I I - __-_ �_ _ � 6 LG �_. 82 L mm€. S 3C12 . _ - . , . - - .^ .� I - _ _ _-_ _ _ - r - - - - - - 210- 2 FACE GLB f _-_ - r -. �=- _ 1 ,., _. _ _. _ 1 5 � ❑ 6, „ G 9 _ - -T P 2 P82 m ' MEUNTEO HANGER P26 1"x14" LVL SIMPSON W14X �' SOLID BLOCKING j\1j"X14" LVL AS A DRAG STRUT STRAP TIE I S�6 - - - - - 28_ __-- - _-_-- _ _ - EDGE BEAM cv - a OSL IHANGER B/W JOISTS �___ T - - - - - - - I- I---1.7_,5- - - -- - - _ T _ 6 6.1: xr 14 TJ 560_ @ 16 _ O.C. ROOF JOISTS _.ANT. BOTH ENDS _ 1 "X14" LVL EDGE BEAM 1 "XI4" LVL EDGE BEAM CANT. 1 4" LVL ___ _ _ j SIMPSON HHUS CANT. 5 "X13 " 44 TYP. SIMPSON ITS 210-2 FACE 1 �l 31 �- I P36 3 "X13 " GL CANT. AT B H � P36 1 `� 1.81 14 HANGER - I CANT. 3i"x13i' 18 TYP.; ..... ...._._. GLB -t 13'-10 LONG--_ - - - S303 -- _ ,�_ _ _ _ !_ / �, Sl 3D2 MOUNTED HANGER - J I CANT. 3"X13" GBL �, a GLB f 14'-2" LONG SIMPSQN HHUS I� i -� ENDS 1-0 LDND- I rn 2-2X8 C� 15" O.C. STUD WALL 210--2 FACE. _ '---� -I - - _ - -- - _ € SIMPSGN HHUS MOUN7E 3 CS16-7 CS16 210-2 FACE '- HANGER - ----- =- • - - -14'r TJI 6-6 C R00F JOTS S - 9.25' - _ ---1 MOUNTED j SIMPSON ,� °, M HANGER ! ROOF FRA.��gj NG P1,AN ; 1 X14 LVL EDGE BEAM DESIGN LOAD AT ROOF JOIST HUCC1.81/9-SDS SIMPSON W14X 71 HANGER TYPICAL � OSL HANGER I (SCALE 1/4" - .1'-O"} UNIFORM DEAD LOAD = 18 PSF FOR LVL TO LVL <� DESIGN SNOW LOAD = 25 PSF SHEAR WALL SCHEDULE FRAMING NOTES. A) WHERE PANELS ARE APPLIED ON BOTH FACES OF WALL & NAIL SPACING IS LESS THAN 6" O.C. ON EITHER SIDE, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL BE 3-INCH OR THICKER AND NAILING SHALL BE STAGGERED B) A MINIMUM OF 3/8" EDGE DISTANCE IS REQUIRED FOR THE NAILING AT THE BOUNDARY AND PANEL EDGE MEMBERS OF THE SHEAR WALL UNLESS OTHERWISE: NOTED C} MINIMUM 7" EMBEDMENT IS REQUIRED FOR ANCHOR BOLTS AT SHEAR WALL PANEL. D) SHEAR WALL TYPES 12 AND 13 REQUIRE 3" NOMINAL FRAMING AND STAGGERED COMMON NAILING AT COMMON FRAMING MEMBERS AT ADJACENT PANEL EDGES. MARK DESCRIPTION SHEAR (SEISMIC) SHEAR (WIND) PLATES TO BLKG. (PER 2015 IBC) NAILING REQ. ❑ #/FT. #/FT. 15 32 STRUCTURAL I PLYWOOD WITH 8d NAILS 9 6 O.C. AT 16d 0 5 ON CENTER OR EDGES & 12" O.C. FIELD W 2x FRAMING@16" O.C, 28O 307 A35 @ 20" ON CENTER 15 32 STRUCTURAL I PLYWOOD WITH 8d NAILS @ 4 O.C. AT 430 447 16d 0 3-172 ON CENTER OR 10 EDGES & 12" O.C, FIELD W 2x FRAMING016" O.C. A35 @ 12" ON CENTER 15 32 STRUCTURAL I PLYWOOD NTH 8d NAILS @ 3 O.C. AT 16d 0 3 ON CENTER OR 11 EDGES & 12" O.C. FIELD W 2x FRAMING@16" O,C, 550 575 A35 @ 10" ON CENTER 15 32 STRUCTURAL I PLYWOOD WITH 10d NAILS ®3 D.C. AT A35 7" ON CENTER 12 EDGES & 12" O.C. FIELD W 3x FRAMING016" O.C, S65 84U 13 1 /2" STRUCTURAL I PLYWOOD/OSB WITH 10d NAILS @ 2" O.C. AT 870 1077 A35 0 7" ON CENTER EDGES & 12" O,C. FIELD W/ 3x FRAMiNG016" O,C. ROOF DIAPHRAGM SCHEDULE MARK DESCRIPTION SHEAR ( SEISMIC) SHEAR (WIND) PER TABLE 4.2A/4.2C 2015 SDPWS #/FT. #/FT. ROOF-1 15 32 STRUCTURAL I UNBLOCKED W 8d NAILS 0 6", fi , & 12" 0 C AT BOUNDARY, EDGE AND FIELD RESPECTIVELY ALL CASES 215 400 ROOF--2 15 32 STRUCTURAL I BLOCKED W 8d NAILS & , 6 , & 10 O/C AT BOUNDARY, EDGE AND FIELD RESPECTIVELY 320 447 NOTE: USE ROOF-1 TYP. U.N.O ON PLANS COLUMN/POST SCHEDULE MARK SIZE MARK SIZE scl: HSS 5"X5"X1 /4" P82 2--2X8 CRIPPLES + 1 STUD P26 2-2X6 BUILT-UP POST P83 3-2X8 CRIPPLES + 1 STUD P36 3-2X6 BUILT-UP POST Pei 6X6 DFIR#1 POST AS CRIPPLES + 1 STUD P46 4-2X6 BUILT-UP POST P6 6X6 DFIR#1 POST P28 3-2X8 BUILT-UP POST pa 8X8 DFIR#1 POST P38 3-2X8 BUILT-UP POST PBS 2-2X6 CRIPPLES + 1 STUD P63 3-2X6 CRIPPLES + 1 STUD BEAM/HEADER SCHD. NAME SPAN FEET SIZE H-1 5.00 2-2X10 DF#1 H-2 8.00 3--•2X10 DF#1 B--1 13.50 3-1 8"X13.5" GLB B-2 27.58 3--1 8"X13.5" GLB B-3 6.50 3-•1 8"X13.5" GLB B-4 14.50 3-1 8"X13.5" GLB B-5 22.00 1-3 4"X14" LVL B-6 13.75 5-I 8"X13,5" GLB B--7 9.75 3-1 8"X13.5" GLB B-8 11.50 3- 1 8"X13.5" GLB B-9 B,2.5 3-1 8"XI3.5" GLB 13--10 11.75 3-1 8"x13.5" GLB BEAM HANGER SCHD. BEAM MARK BEAM SIZE SIMPSON HGR. (U.N. D) ALLOWABLE. LOAD (#) SEE PLAN 1-3/4"x 14" LVL HUCQ1.81/9-SDS 2000 JOIST/DRAG STRUT SCHD. MAX. SPAN SIMP111 HGR. (U.N.0) ALLOWABLE LOAD (#) R-1 = 14" DEEP TJI 560 ® 12" O.C. 25'--3" ITS3.56/14 1520 R-2 = 14" DEEP TJI 560 @ 16" O.C. 21'-6" ITS3.56/14 1520 R-3 = 14" DEEP TJI 230 0 16" D.C. 17'--9" ITS2.37/14 1520 WALL LEGEND BEARING/ SHEARING WALL W/ 2X6 --- -�--_ Y- DF#2 WOOD STUDS 0 16" 0. C. 2X6 DFIR#1 BEARING STUD WALL NON BEARING STUD WALL WALL SCHEDULE EXTERIOR WALLS 1ST : 2X6 DF#1 STUDS @ 16" O.C. PARTY WALL5 1ST FLOOR: 2X6 DF#2 STUDS @ 16" O.C. LOAD BEARING INTERIOR WALLS 1ST FLOOR: 2X6 DF#1 STUDS 0 16" O.C. RESUB MAY 2 8 2019 BUILDING DEPARTMENT CITY OF EDMONDS JS JS I KK KIt KK z w 0 U 0 rn Ld F w 00 U w U V) q ¢ � E- W [i �7_ a_ i o z Q Li I- U o m z ¢ ¢ Q o a w 0a - �' rn co CN N N] cN�l � Cp C] r m m m � L V) MAINLAND ENGINEERING CONSULTANTS CORPORATION Suite 206, 8363 128th Street Surrey, B.C. V3W 4G1 Tel: (6134) 543 8044 Fax: (604) 543 8104 PROJECT TITLE SINGLE FAMILY DWELLING 15712--72 AVE. WEST, EDMONDS, WA, U.S.A. STAMP V•)-LI r3 UN 1-1 L_ 3CP, 2'oI I CONTENTS ROOF FRAMING PLAN CONTACT: AB REVISION L4 PROJECT NO. DWG. NO. UR801 S204 LL 0 m 2X FIELD INSTALLED NAILER I [If- _ 08 BEAM TOP NAILER Wa" CARRIAGE BOLTS @ 16" D.C. STAGGREf 1 BEAM LENGTH (15'-11 j") BLOCKING (PROVIDED) [ - - :. - ---�I v e BEAM (W=35) Q ja "'STALLED 2x8� BEAf�2x8 FIELD 1FIELD U BOT. NAILER NAILER AS REQ'D r? z ^ W-O•• 0- m x 0 x Ld U.w 18`-3" �' w m_ _ cQ C) 2 z a a "- 0J o I.LI 2X3'N0OD NAILER CL o ALL HEIGHTS ASSUME AT COL, TYP. C) a, 1-1/2" NON -SHRINK GROUT r} I S D COLUMN CENTERLIME TO CENTERLINE SPACING (17'-I�"} � 11 r • • i 4. y A 5. SIMPSON STRONG FRAME (FOR DETAILS REFER S304) �5 CAD 16" O.C. #5 @ 16" O.C. DRAIN TILE 15M a 16" O.C. BOTH WAYS - , �- I _ I 2'- 6" ...- i� i TYP. 1 RETAINING WALL SCALE : 3/8"==V_G" il: i •'•i,•- i�L. A.z I BO11V746:.Q2I I 1 " ) G=264. t'G- _.. T CD C;W _.1 t , _.........._.�� _ 'F .BOW^2S2 4^� __.. _... • 1 , ` ^...,_ _ _STAIRS _ -- -�� ..•..f.�. � ," ,� ,� I `�; l , , �-- ARCHiTYP - 11V 275 (0 I E \ ` BOW=266,0 • [ FOOTING }' EG=275.0DRAINS 257.0 \ 267.01 1,�> ENTRY t 1 `•I 2 5 8. 0't7NTRY 267.0 FZ E N T 1Y 2580 1 I 1 + _ 1.. I TYPE `I CB 1 I �L :y l + ! � T 1 5� f�l M 5 6." , � •' _ L.. E N T R Y _ I t+0 1� 1 IE '(6 SE) '25J.0 - i 258.0 1 •� 3' ' 'IC` 6, VII 2S 3.' ssco5 , 1 1 C ......... ..�_.. 53.50 IVI , 1 GARAGE -.. NE�`F T� ExIS , 1 � LI.- OVJ. . _. .r.•B O'UU= 7.0 E f +'.i27 1 WV r VI. 277.0 i+=267.D , 11=27'0 11VALL� PER T LICTURA I ..•" TO �N=277 BY,,!V=267 E + 278.5 9. 5 •I {/ p f �0 = 75.0 � G .66 7 •G .7 - TO -- 1.74.0 130�v=L?66.5 i ow=16-4 0,-I &j 269.4 STQRM`stuB - 1 , EN;1RY `N I+ M.. .:..._ - ..--� , T >I , -- 1 , 1 \ 1 2 7. [] \ 1 1 - - •-, r` _ ^ ... C -� � 1 I i _ ��• _I:�s7 0 � � SOFT COPP�R �T olhI '2GI2. , .4- W TRkCE W J J _ - I , �1 , f 11V 257.9 If T WJ256.25 l �1 -' - T W=2:C .0 , ivI BQVV--25 - EC = 253. 30 6" CONC�-f�£TE. r' T�'V1�_2 1 p5 '•'• , o..[ •� cUR1]•f ,•\ 0`4 , ' ly' BI t A=2 6IL? �l '41254.5 DRY UTILITIES SY O I ICES - ;; ..•` - I - u • i f I ... .•' \`! t .. `` +ate __ - 255.25v: t Y •� I RUNOFF FROM DRIVEWAY '' - ' - k} j� } - I TO CB IN SHARED PRIVATE • •,� �f�•:CUNC QRIVIyiIVAY• � .�i'�/•� ', DRIVEWAY fib; I. ,'' �� /'•'• ' :` ' �. ,. :• �' , . ��:�::: - 1�' _ tiff _ S1TE f.DL.AN I #5 C 16" O.C. Q 5 0 12" O.C. g DRAIN TILE 15M o'c' OTH MAYS TYP, 2 RETAINING WALL ,_::-) SCALE : 3/8"=.I'_o„ @ 16" O.C. 5 @ 10" O.C. I DRAIN TILE #5 @ 15" 0-C. I #5 0 14" 0.C. r #5 o 10" o.C, TYP. 3 RETAINING WALL - SCALE : 3/8"=1'-0" 1 /2" CLEAR COVER TYP. > #5 Q 16" O.C. d 0 5 @ 6" Q.C, o 2 DRAIN TILE 5 @ 16" O.C. 04 L..;;;':: 7 s 5 @ 12" Q.C. 15M 9 B" O.C. BARING SURFACE TO w BE APPROVED BY 0 GEOTECH. ENGINEER T`(P. LIJ 4 RETAINING WALL - SCALE : 3/8 1'^0,1 RETAINING WALL NOTES: 1. THE FOOTINGS HAVE BEEN DESIGNED FOR A ALLOWABLE BEARING PRESSURE OF 3000 PSF. SEE GEOTECH REPORT BY GEOTECH CONSULTANTS INC. FILE NO. JN18021 DT- JAN.25, 2018 2. DESIGN CRITERIA: LATERAL EARTH PRESSURE = 35*H PSF (H= WALL HEIGHT IN FEET) COEFFICIENT OF FRICTION = 0.5 SOIL UNIT WEIGHT = 130 PCF SEISMIC FORCE SURCHARGE = 8H UNIFORM LATERAL PRESSURE. 3 3. QNCRETE STRENGTH FQR I=0 ITO NG AND FOUDATION WALLS AT 28 DAYS TO BE 3600 SI T PHA REC�U R_C; AL I�SPEC ON. 4. ALL STEEL REINFORCEMENT SHALL BE DEFORMED BARS CONFORMING TO CSA SPECIFICATION G30.12 WITH A MINIMUM YIELD STRENGTH OF 60 KSI 5, BACKFILL TO BE DONE BY GRANULAR SOIL. 6. THE RETAINING WALL IS DESIGNED FOR DRAINED CONDITIONS. DEVELOPER, GEOTECHNICAL/CIVIL/MECHANICAL ENGINEER TO ENSURE THAT DRAIN TILE WORKS BEFORE START OF FORMWORK. IF DRAINTILE IS NOT POSSIBLE, STRUCTURAL. ENGINEER TO BE INFORMED TO REVISE THE RETAINING WALL. DESIGN AS PER SITE CONDITION. 7• THE EXISTING FOUNDATION WALL MAY CRACK DUE TO SETTLEMENT O i F SO L. THIS MAY NEED TO BE REPAIRED. REsuB MAY 2 S 2019 BUILDING DEPARTMENT C ITY OF EDMDNDS JS JS KK KK KK w 0 0 Ai V) W V , ' im T a- [7 U F ¢V CD 4_ tL IL z M I V) m z 0 V7 ¢ U] ¢ U) Q V) w ckf w of w a U) w aew LIJ u) m CD 0) rn o C) 00 N C14to C Q� �m��Lo a®moo® MAINLAND ENGINEERING CONSULTANTS CORPORATION Suite 206, 8363 128th Street Surrey, B.C. V3W 4G1 Tel: (504) 543 8044 Fox: (604) 543 8104 PROJECT TITLE SINGLE FAMILY DWELLING 15712-72 AVE. WEST, EDMONDS, WA, U.S.A. STAMP •' i l � VIVI yl► ��I' i2019 V-/-] i-(o ul� TI L. 5'EP zo I 1) CONTENTS SITE PLAN CONTACT; AB REVISION U PROJECT NO. DWG. NO. UR801 S205 BEFORE CONSTRUCTION OF FOOTING, EXAMINE THE INVERT ELEVATION OF DRAINAGE SYSTEM AND U/S OF EXISTING FOOTING, FOOTING IN THE VICINITY OF DRAIN OR EXISTING FOOTING SHALL BE LOWERED TO SATISFY THE MAXIMUM SLOPE OF 7 IN 10. REFER TO GEOTECHNICAL RETORT IF ANY SHORING IS REQUIRED. 7 7 O. 10 LOWER THIS FOOTING WHERE NECESSARY TO SLOPE 7 IN 10 MAINTAIN MAXIMUM SLOPE OF 7 IN 10. 1. TYP. EXCAVATION OF ADJACENT FOOTING PLYWOOD SHEATHING 5�' WOOD WALL 1 /2" MAX. SHEATHED EDGE O BOTTOM PLATE -EDGE OF PLATE WASHER PLATE WASHER MUST EXTEND TO WITHIN 1/2 OF SHEATHED EDGE OF BOTTOM PLATE ANCHOR BOLTS 8"_. CoiJC. WALL _, -- (SEE PLAN) h 4. TYP. SHEAR WALL ANCHOR BOLT DETAIL 2--•2X_ PLATES TO MATCH W/ STUD WALL 1 1/2" CONIC. TOPPING IIF READ. 2. TYP. EXCAVATION DETAIL 2%6" TREATED MUD SILL W/ 5/8" 0 2%6" DF 0 16" O.C. ANCHOR BOLTS 0 STUCCO 4'-0" O.C. PER PLAN OVER 2 LAYERS GRADE - D PAPER #5 EW METAL WEEP SCREED SEE FOUND. PLAN GRADE 5" CONC. SLAB 1 2" SAND 5" GRAVEL r; /' .1 .,. GRADE �•' it : �,.' ;��.. �>,' CONC. FTG. "` tao REINF. PER PLAN SEA FOUNT ATION PLAN 5. TYP. EXTERIOR STRIP FOOTING DETAIL "0 ANCHOR BOLTS SEE TABLE A 15D TOE NAILS 0 4" O.C. _2-2x8 PLATES ,C 2-#5 CONT. 0 TOP --- of WALL j1 • 1 1/2" CLEAR COVER TYP. I BUILDER TO CONFIRM THAT DRAINAGE FROM DRAIN TILE IS POSSIBLE. IF NOT, BRING TO THE ATTENTION OF ENGINEER BEFORE START OF FORM j WORK FOR CHANGE IN DESIGN. m t I #5 0 16" O.C. 5 0 s O.C. Am b p Q 5 0 6" O.C. DRAIN TILE I CV n 5 CAD 16" O.C. co 5 0 12" O.C. DRAIN TILE 04 _ _ z �j_ 5 @16" O.C. '7:7: 5 CAD 12" O.C. --- -- R�--...-_------'."_ . a n. .•r n � : . . .. ,: f `, r �.i'� • ::7; `:v7. •,.�>, b• .:Y r.� v...�..z,•- _....�..... � I � � i.4'.-� 6' z _ �... - f w< � 15M 0 6" O.C. BEARING SURFACE TO f - .. w BE APPROVED BY �1 1'-B' S' GEOTECH. ENGINEERPt l '.__. ------ - -- o - s " 5. TYP. BASEMENT WALL DETAIL (FLOOR Li�15M @ 6 O.C• BEARING SURFACE TO TJ I PARALLEL TO WALLS BE APPROVED BY o GEOTECH. ENGINEER 8" 0 ANCHOR BOLTS SEE TABLE A 10d TOE NAILS 0 4" O.C. --2-2x8 PLATES 2--#5 CONT. 0 TOP `OF WALL FLOOR JOIST-j ,,0 1 1 /2" CLEAR COVER TYP. I BUILDER TO CONFIRM THAT DRAINAGE FROM DRAIN TILE IS POSSIBLE. IF NOT, BRING TO THE ATTENTION OF ENGINEER BEFORE START OF FORM WORT{ FOR CHANGE IN DESIGN. x �-#5 @ 16" O,C. "v TABLE A: BASEMENT WALL ANCHOR BOLT DETAIL 8"0 ANCHOR CONNECT SIMPSAN A35 & h BOLT SPACING TOE NAILS TO JOISTS SPACING 8'_0r, 1" 0016„ O.0 CONNECT SIMPSON A35 TO EACH JOIST/BLOCK + 10d TOE NAILS03"O.0 (ONLY FAR TO JOIST AND RIM JOIST/BLOCKING 9' CEIUNG) CONNECT SIMPSON A35 TO EACH 7'-6" J"Od24" D.0 JOIST/BLOCK + 10d TOE NAILS03"O.0 TO JOIST AND RIM JOIST/BLOCKING 7'--D'• j" 0030" O.0 CONNECT SIMPSON A35 TO EACH JOIST/BLOCK + 10d TOE NAILSO4"O•C TO JOIST AND RIM JOIST/BLOCKING 6'-(3" 8"0036" O.0 10d TOE NAILSO4"O,C TO JOIST AND RIM JOIST/BLOCKING h = DIFFERENCE OF FINISHED GRADE LEVEL AND BASEMENT FLOOR LEVEL USE DOUBLE MUDSILL (2--2XS) TOP PLATES 2-2X_ PLATES TO MATC H W/ STU D WALL 1 1 /2" CONC. TOPPING IF READ. FLOOR JOIST x 6 MIL POLY 2' MIN. 6 MIL POLY IF MAX. VERTICAL CUT o WEATHER IS WET SHOULD BE 4'-O" 0 AND CUT MORE THAN 4'-0" 0 (MAX. VERTICAL s CUT SHOULD BE 5LC1pE 4'-0" FOR 1 \DRAIN WATI DEEPER CUTS 3' MEN FROM EXC) PROVIDE 1H:1V _..._---..... .._.. SLOPE) 1 1 RURAL RD PAN SECTION A -A 2"x4" DF car 16" O.C. #4 EW SEE FOUND. PLAN VAPOR BARRIER 5" CONC. SLAB 2" SAND 5" GRAVEL GRADE CO CONC. FTG. Y i 2-#4 TOP & BOTTOM - - Wf TIES 0 1'-6" O.C. I SE� FOUNDATION PLAN ►''7 6. TYP. INTERIOR STRIP FOOTING DETAIL L) 10. TYP. BASEMENT WALL DETAIL (FLOOR TJI PERPENDICULAR TO WALL 24" TYP. �/5 5 0 12"O,C. -7 1 012" O.C. BOTTOM EACH WAY BOT. e EPDXY GROUTED ' ANCHOR BOLTS SEE TABLLE9' 1OD TOE NAILS 0 4" O. C1 2-2x8 PLATESI DECK JOIST RESTING ON DOUBLE PLATE WATERPROOFING TREATMENT BY OTHERS SPOIL BANK 2A. EXCAVATION SECTIONS 2---2X- PLATES TO MATCH Wf STUD WAIL 1 1 /2" CONIC. TOPPINGIIF READ, MaiI4I:�IiI�i 2-0 CONT. 0 T A35 FRAMING 1 1 /2" CLEAR COVER 8" CONC. WALL C/W 25 MP❑ CONC. 45 0 12" O.C. 45 0 16" O.C. JE SEE_ PLAN TYP. U/N L.... R _.......... d- r 11._TYP. CONC. BASEMENT WALL DETAIL INTO CONCRETE WALL MIN. 8" 000 CONC. WALL % r 0 PLYWOOD FORMWORK (n #5 0 16"O.C. C/W #5 X i X 2' DOWELS INTO SIDE CONCRETE WALLS #4 0 12" O.C. VERT. J CENTER OF WALL _ 14, TYP. CONCRETE STAIRS DETAIL SIMPSON POST BASE FOR ALL COLUMNS TO PEDESTAL.. CONNECTION �)LU 1 1UN 0-0 TREATED WOOD POST, SEE PLAN 12"X 12" PIER C/W 4•--#5 VERT. W/ #5 TIES 0 12" O.C. All $a W in CL.... PAD REINFORCEMENT, is SEE PLAN -I SEE PLAN 0 0 7. TYP. EXTERIOR POST FOOTING DETAIL TOP OF PLYWOOD TOP OF WOOD PLATE TOP OF FULL HEIGHT CONC. I WALL r. �j 2-#5 TOP & BOTTOM I 6'-O''° MAX. _ ......................._.........- I WINDOW —7L — ice.. ., 2� #5 - �. ' , ,2-#5 WITH 12" d , HOOK ON"' EACH' SIDE' OF WINDOW h 12. TYP. DETAIL FOR WINDOW IN FULL HEIGHT CONC. WALL #3-30" X30" DOWELS I #3 30"x30" a18'b,c.' DOWELS REINF. AS PER PLAN `... 0 18"O.C. _I _..CONEIPM—WLT.L -ARC-HI..TE .I�.... WATERSTOP AROUND #5 0 12" O.C. AT CENTER OF WALL TYP. TYPICAL SEE ARCH. DOWELS TO MATCH SPECIFICATIONS 1 VERTICAL x N I 2p" #2-5 CONT. - Ur 2X4 KEY C/W 3E WATERSTOP SEE 1 r f ARCH, DWGS FOR ..... .....;, rl .. SPECIFICATIONS #5..0. 12" O.C. 15. SECTION AT ELEVATOR SHAFT 2X I8fp 2X DIM 'A'-_ __MAX _I_ DIM 'A' ........t - � 4„ , -�-� - -�- VERT. T. REBARS VERT. REBARS 2 J5 CONTINUOUS ¢ � ' 2-#5 DIAGONAL/` REBARS IN WALL AT o STEPS IN FOOTING rr ` 3A. TYP. DETAIL FOR CONTINUOUS REBAR AT A STEP FOUNDATION J" O ANCHOR BC SPACING AS PE SHEAR WALL SCHEDULE SIMPSON STHD I O HOLD DOWN 8. TYP. STRAP HOLD DOWN TO FOUNDATION WALL DETAIL REBARS �c �- 2LAP - STEEL COLUMN PER PLAN 54" DEEP POCKET -- , 1 ' ;, �_... _...... . STEEL BASE PLATE POUR CONIC. TO 1 SEE COLUMN COVER BASE PLATE `i ii SCHEDULE Ica I d ..FOR PIER SIZE & w REfNF., SEE PLANS x Uj V) .' ZU L 5EE P> AIJ ri..-:•-1... REBARS PER FOOTING SCHD. 13. TYP. INTERIOR STEEL COLUMN FOOTING IF TOTAL STEP 'D' EXCEEDS 4'-0", PROVIDE INTERMEDIATE HORIZONTAL SECTION OF MINIMUM LENGTH OF 4'-0" BETWEEN STEPPED FOOTING V MIN.- - ----I __. Q, 2'. ...... ..... ..... ...... .... LAP„ ~ Q2 3B. TYP. STEPPED EOOTING DETAIL RESUB MAY 2 8 2919 BUILDWO DEPARTMENT CITY OF EDMONDS JS JSJ KK KK I K}C s— Q U U t2 �2 w w w a vUj L o U E5 r o a- a- z CL m o Q ¢ Q O in s Z � w O V) w w Lj w w cn w co 0-1 cn 00 N N N L1i N c +7 (N C) r >: cd Il LL MAINLAND ENGINEERING CONSULTANTS CORPORATION Suite 206, 8363 128th Street Surrey, B.C. V3W 4G1 Tel: (604) 543 8044 Fax: (604) 543 8104 PROJECT TITLE SINGLE FAMILY DWELLING 15712-72 AVE. WEST, EDMONDS, WA, U.S.A. STAMP �a�� •� 2�19 Vh L- I fJ vnq 71 L_ 5 t is CONTENTS TYPICAL DETAILS CONTACT: AB PROJECT NO. UR801 REVISION DWG. NO. S301 SIMPSON A35 PER SHEAR SCHEDULE 5/8" THICK ROOF PLYWOOD SHEATHING PER PLA 2X6 PURLINS 0 16" O.C. (TAPERED SEE ARCH.) ROOF' JOIST AS PER PLAN 2X4 STRAPPING 0 MAX 16'" O.C. C/W 2-8d NAILS TO EVERY ROOF JOIST INTERIOR 2x- STUD WALL PER PLAN-- SIMPSON A35 PER ANCHORS 0 24" Q.C. EDGE NAILING PER PLAN 1-2Xfi ABOVE EXTERIOR WALL MAX. 2" DIA. DRILL HOLES /FOR VENT., SEE ARCH. EDGE BEAM PER PLAN 2X4 BLOCKING C/W 10d NAILS ® 4" Q.C. INTO BEAM 1 j"X 14" LSL CONT. RIM JOIST EDGE NAILING PER PLAN -SHEAR WALL SHEATHING PER PLAN EXTERIOR 1. TYP. FLAT ROOF AT EXTERIOR WALL kROOF_ JOISTS PARALLEL TO WALL CONNECT JOINT AT BOTTOM PLATES W/ SIMPSON CS16 STRAP x 48" LONG WALL SIMPSON A35 PER SHEAR SCHEDULE 5/8" THICK ROOF PLYWOOD SHEATHING PER PLA 2X6 PURLINS ® 16" O.C. (TAPERED SEE ARCH.)\ PLATE 6' MIN. �" --- 6 MID. FLOOR SHEATHING DOUBLE TOP 8d NAILS @ DOUBLE RIM JOISTS WITH PLATES WITH ❑.C. STAGGERED STAGGERED JOINTS 0 6' MIN, 6' IN TWO ROWS D.C. OR CONNECTED WITH STAGGERED SIMPSON CMST14 STRAP JOINTS x 48" LONG 6. TYP. CONTINUOUS TOP PLATE, BOTTOM PLATE AND RIM JOIST CONNECTION AT ALL LOCATIONS ADJOINING PANEL EDGE CANT. ROOF JOIST 2X4 STRAPPING 0 MAX 16" O.C. C/W 2-8d NAILS TO EVERY ROOF JOIST INTERIOR 2X- STUD WALL PER PLAN— SIMPSON A35 ANCHORS 0 24" Q.C. EDGE NAILING PER PLAN 2X6 BLOCKS B/W PURLINS MAX, 2" DIA. DRILL HOLES �FDR VENT., SEE ARCH. l EDGE BEAM PER PLAN 2X4 BLOCKING C/W 10d NAILS 4" D.C, INTO BEAM 1j"X14" LSL CANT. RIM JOIST SIMPSON H6 TIE DOWN AT EVERY JOIST -EDGE NAILING PER PLAN SHEAR WALL SHEATHING PER PLAN EXTERIOR 2. TYP. FLAT ROOF AT EXTERIOR WALL ROOF JOISTS PERPENDICULAR TO WALL SIMPSON A35 PER SHEAR SCHEDUL= 5/8" THICK ROOF PLYWOOD SHEATHING PER PLAN 2X6 PURLINS @ 16" Q.C. (TAPERED SEE ARCH ROOF JOIST ASS PER PLAN 2X4 STRAPPING * MAX 16" O.C. C/W 2--8d NAILS TO EVERY ROOF JOIST 2X- STUD WALL PER PLAN SIMPSON A35 ANCHORS 0 a 6" O.C. EDGE NAILING PER PLAN 1-2X6 ABOVE SHEAR WALL MAX. 2" DIA. DRILL HOLES FOR VENT., SEE ARCH, ZX4 BLOCKING C/W 10d +AILS 0 4" O.C. INTO BEAM 1 j"X 14" LSL CONT, RIM JOIST EDGE NAILING rIER PLAN iHEAR WALL SHEATHING PER PLAN 3. TYP. FLAT ROOF AT „ INTERIOR WALL LROOF JOISTS PARALLEL - TO WALL) 0 10d NAIL 0 6" O.0 ¢ EDGE NAILING PER PLAN F- F 10d NAIL 0 6" O.0 F r o DOUBLE 14" THICK w o L EDGE NAILING PER PLAN -� TIMBERSTRAND RIM JOISTS 1; THICK TIMBERSTRAND RIM JOIST o m + 1j" THICK TIMBERSTRAND BLOCKING n � Q 1 1 /2 CONC. TAPPING IF READ. a � � a u Z FLOOR SHEATHING PER PLAN 0 1 1 /2" CONC. TOPPING IF READ. tn � Z 3 � FLOOR SHEATHING PER PLAN w j / TJI JOIST m a• cU) tnia u �. � � N ( TJI JOIST SOLID BLOCKING 0 q24 O.C. 2 0 IN TWO JOIST SPACES W 10d TOE NAILS @ 4'"O.0 �n p, 10d TOE NAILS 04"O.0 ....L EDGE NAILING PER PLAN r 8d NAILS 0 4" O,C, (n � � 8 af m EDGE NAILING PER PLAN w 0 2x6 STUD WALL o a w - 2X6 STUD WALL z w, p �-z ¢ 3X6 BLOCKING AT �, ~ ¢ 3X6 BLACKING AT 0 c I EDGES OF SHEATHING ra�` DGES OF- SHEATHING .f_ PANELS (ONLY AT a ¢ ANELS (ONLY AT BLOCKED SHEARWALLS) 0 BLOCKED SHEARWALLS) 7. TYP. EXTERIOR WALL DETAIL AT FLOOR LEVEL TJI JOISTS PARALLEL TO WALL j ADJOINING PANEL NAIL FLOOR PLYWOOD EDGES STAGGERED TO DRAG STRUT W/ NAIL WALL PLivVOOD TO DRAG I- ! 10d NAILS @ 4" O.C. STRUT W/ 3 STAGGERED ROWS FLOOR SHEATHING OF 10d NAILS 0 6" O.C. A ADJOININGG S STAGGERED PER PLAN • • • f • • •� 0 A / f 3X_ FRAMING ADJOINING PANEL EDGE OR BLOCKING CONTINUOUS MICROLLAM DRAG STRUT TO SPAN OVER FULL 2111�CONTINUOUS LENGTH OF SHEAR WALL WALL PLYWOOD ADJOINING PANEL EDGE SHEATHING UPTO SHEAR WALL OF FLOOR SHEATHING UNDERSIDE ei _ADJOINING _PANEL _ EDGES_ NOT SJAGQEEED ELEVATION VIEW 12. DETAILS FOR ADJOINING PANEL EDGES j-DIRECTION OF FLOOR JOISTS WHERE PLYWOOD SHEATHING ARE APPLIED TO BOTH FACES OF WALL CONTINUOUS MICRQLLAM DRAG STRUT TO SPAN OVER FULL SIMPSON A35 PER SHEAR SCHEDULE 5/8" THICK ROOF PLYWOOD SHEATHING PER PLAN 2X6 PURLINS @ 16" O.C. (TAPERED SEE ARCH. ROOF JOIST AS PER PLAN 2X4 STRAPPING 0 MAX 16 O.C, C/W 2_2z" NAILS TO EVERY ROOF JOIST 2X- STUD WALL PER PLAN LENGTH OF SHEAR WALL j SHEAR WALL DIRECTION OF FLOOR JOISTS SIMPSON A35 ANCHORS 0 PLAN VIEW 24" D.C. BOUNDARY NAILING PER PLAN 13. TYP. DRAG STRJT DETAIL 1-2X6 ABOVE SHEAR WALL (JOISTS PARALLEL TO O -SHEAR WALL) MAX. 2" DIA, DRILL HOLES %FOR VENT., SEE ARCH. 2X4 BLOCKING C/W 10D FAILS 0 4" D.C. INTO BEAM DRAG BEAM OVER SHEAR WALL, SEE PLAN EDGE NAILING PER PLAN SHEAR WALL SHEATHING PER PLAN 19. TYP. FLAT ROOF AT INTERIOR WALL ROOF JOISTS PARALLEL TO WALL SIMPSON A35 ANCHORS @ 24" O.C. 5/8" THICK ROOF PLYWOOD SHEATHING PER PLAN 2X6 PURLINS 0 16" O.C. (TAPERED SEE ARCH,T\ ROOF' JOIST ASS PER PLAN 2X4 STRAPPING 0 MAX 16" O.C. C/W 2-8D NAILS TO EVERY ROOF JOIST NAIL FLOOR PLYWOOD TO DRAG STRUT W/ 10d NAILS 0 4" O,C. FLOOR SHEATHING PER PLAN[ SIMPSON A35 SHEAR SCHED 5/8" THICK ROOF PLYWOOD SHEATHING PER PL.A14 2X6 PURLINS a 16" D.C. (TAPERED SEE ARCH.} ROOF JDIST 2X4 STRAPPING ® MAX 16" O.C. C/W 2-8d NAILS TO EVERY ROOF JOIST 2X- STUD WALL PER PLAN SIMPSON A35 ANCHORS 24" O.C. flEDGE NAILING PER PLAN 2X6 BLOCKS B/W PURLINS MAX. 2" DIA. DRILL HOLES ,'FOR VENT., SEE ARCH, SIMPSON A35 PER SHEAR SCHEDULE 5/8" THICK ROOF PLYWOOD SHEATHING PER PLAN- 2X6 PURLINS @ 16" D.C. 1 (TAPERED SEE ARCH.} 2X4 BLOCKING C/W 10d NAILS 0 4" O.C. INTO BLOCKING —BLOCKING BETWEEN ROOF JOISTS OVER SHEAR WALL EDGE NAILING PER PLAN iHEAR WALL SHEATHING PER PLAN 4. TYP. FIST ROOF AZ INTERIOR WALL ROOF JOISTS PER ENDICULAR TO WALL ROOF JOIST 1 1111 SIMPSON A35ANCHORS 24" D.C. EDGE NAILING PER PLAN 2X6 BLOCKS B/W PURLINS MAX. 2" DIA. DRILL HOLES FOR VENT,, SEE ARCH. 423 \2X4 BLOCKING C/W 10D NAILS 0 4" O.C. INTO BEAM 2X4 STRAPPING @ MAX 1 fi" BLOCKING BETWEEN ROOF O.C. C/W 2--6d NAILS TO JOISTS OVER EXTERIOR WALL EVERY ROOF JOIST EDGE NAILING PER PLAN 2X_ STUD WALL PER PLAN SHEAR WALL SHEATHING PER PLAN INTERIOR EXTERIOR 5. TYP. FLAT ROOF AT EXTERIOR WALL (ROOF J01STS PERPENDICULAR TO WALL) NAIL PLYWOOD TO 1 1 /2." CONC. DRAG BEAM W/ 10D TOPPING IF READ. NAILS 04" Q.C. PLYWOOD SHEATHING PER PLAN SHEAR WALL, SEE PLAN SOLID BLOCKING 24" SIMPSON CMST14 TIES JOIST JOIST SEE PLAN FOR LOCATION NAIL PLYWOOD TO DRAG BEAM O.C. IN TWO JOIST SPACES 1- \ W/ 10I] NAILS 0 4" D.C. PLYWOOD SHEATHING PER PLAN BEAD AS PER PLAN JOIST SIMPSON LTP4 OR A35 DOUBLE BLOCKING ABOVE SHEAR FLOOR SHEATHING PER PLAN NAIL PLYWOOD TO DRAG WALL NAILED W/ 3 ROWS OF BEAM W/ 1 OD NAILS a 8" 1 1 /2" CONC. FRAMING ANCHORS AS PER 10d NAILS 0 8" D.C. O.C. STAGGERED IN 3 ROWS TOPPING IF REQD. SHEAR WALL SCHEDULE CANT. FLOOR JOISTS SHEAR WALL / ' - BLOCKING AT EDGES DF FACE MOUNTED BLOCKING BETWEEN CANT. JOISTS 1 , % \ SHEATHING PANELS (ONLY JOIST HANGER SIMPSON A35 AND TOE NAILS IT' AT BLACKED SHEAR WALLS} A5 PER SHEAR WALL SCHDllLE JOISTDr --RAG BEAM ABOVE SHEAR FOR SHEATHING, SEE HORIZONTAL BLOCKS AT EDGES CONTINUOUS WALL PLYWOOD WALL AS PER PLAN SHEAR WALL SCHEDULE OF SHEATHING PANELS SHEATHING FROM FLOOR TO PLYWOOD SHEAR WALL, SEE UNDERSIDE OF FLOOR/ROOF SHEAR WALL 'r _ SHEAR WALL SCHEDULE SHEATHING ABOVE BLOCKING AT EDGES OF 10. TYP %INTERIOR SHEAR WALL DETAIL 11. TYP. CANTILEVERED FLOOR F^a SHEATHING, SEE SHEATHING PANELS (ONLY AT TJI JOISTS PERPENDICULAR TD SHEAR WALL FRAMING AT OFFSET WALLS SHFAI` WALL SCHEDULE BLOCKED SHEAR WAIA-S) 9. TYP. INTERIOR SHEAR WALL DETAIL kTJ I JOISTS -PARALLEL TO SHEAR WALLFRaMd F�DDR S�MEAT IH NG 8. TYP. EXTERIOR WALL DETAIL AT FLOOR LEVEL TO BEAM ABOVE WALL TJI JOISTS PERPENDICULAR TO WALL FLOOR JOIST NAIL. FLOOR PLYWOOD TO DRAG _ LTP4/A35 ANCHOR STRUT W/ 10d NAILS @ 4" AND TOE NAILS, SEE CONTINUOUS SIMPSON CMST14 FLOOR SHEATHING D.0 SIhAPSDN CMST14 STRAP UPPER FLOOR SWEAR WALL SCHEDULE STRAP TIE OVER BLOCKING AND PER PLAID TIE x 48� LONG FOR SHEAR WALL FULL LENGTH OF SHEAR WALL - -- SHEAR WALL SII�' EATHING AND NAILS SEE SHEAR RIM JOIST SEAM W L SCHEDULE FLOOR SHEATHING % PER PLAN lx'' 'CAM SUPPORT RIM JOIST �4. SOLIfl BLOCKING SEE PLAN -� '.l BETWEEN JOISTS FLOOR JOIST f, TYP. SIMPSDN HfiSIMPSON A35 ANCHOR SEESIMPSDN A35 ANCHOR 5EE �=HR TIE DOWN AT END OF SHEAR WALL SHEAR WALL. SCHEDULE AT WALL SHEAF. WALL SCHEDULE AT BEAM OR SEE 512E SECTION "0" ON SHEET S 101 SECTION "O" ON SHEET 51 O1 ON PLAN ELEMT o ELEVATION VIEW BUILT—UP POST SOLID BLOCKING DIRECTION OF BETWEEN JOISTS DIRECTION OF FLOOR JOISTS TYP. SIMPSDN OVER SHEAR WALL ,I -FLOOR JOISTS 51MPSCIN CMST14 "STHD 10" HOLD DQWt� - STRAP TIF r. 48" AT BASE OF POST OR - ti- SHEAR WALL LONG SEE SIZE ON PLAN - SOLID BLOCKING ' BETWEEN JOISTS WITH CONTINUOUS STRAP DIRECTION OF OVER BLOCKING AND FLOOR JOISTS FULL LENGTH OF SHEAR WALL 14. TYP. PLAN VIEW DRAG STRUT DETAIL (JOISTS PERPENDICULAR TO SHEAR WALLI BOUNDARY NAILING PER PLAN -1-2X6 ABOVE EXTERIOR WALL MAX. 2" DIA. DRILL HOLES 'FOR VENT., SEE ARCH. -PLYWOOD SHEATHING SIMPSON A35 ANCHORS 0 24" D.C. 5/8" THICK ROOF PLYWOOD SHEATHING PER PLAN-1 2X6 PURLINS @ 16" O.C. (TAPERED SEE ARCH. BEAM I SHEAR WALL ANCHORAGE STRAP IF REQUIRED (CONTINUOUS STRAP TO BE BENT TO U SHAPE AROUND BEAM) RIM JOIST AS DRAG f / BEAM As� STRUT OVER SHEAR PER PLAN WALL 7--1 F7 DIRECTION Uri, FLOOR JOISTS PLAN VIEW 16. TYP. VERTICALLY DISCONTINUOUS SHEAR WALL SECTION 15. TYP. DRAG STr-lUT DETAIL (JOISTS PARALLEL„ & PERPENDICULAR TO SHEAR WALL SIMPSON A35 ANCHORS 0 24" O,C. BOUNDARY NAILING PER PLAN 5/8" THICK ROOF PLYWOOD 2X6 BLOCKS B/W PURLINS SHEATHING PER PLAN MAX. 2" DIA. DRILL HOLES 2X6 PURLINS ® 16" D.C. FOR VENT., SEE ARCH. (TAPERED SEE ARCH.)-\ 2X4 BLOCKING C/W 10D ROOF JOISTFLOCKING C/W 10D NAILS NAILS @ 4" O.C. INTO, BEAM CAD 4" Q.C. INTO BEAM JOIST HANGER TG AM PER PLAN HAVE FULL JOIST SHEAR CAPACITY EAM PER PLAN 20. TYP. FLAT ROOF AT EXTERIOR WALL (ROOF JOISTS PARALLEL TO BEAM) 2X4 STRAPPING ® MAX 16" O.C. C/W 2-81) NAILS TO EVERY ROOF JOIST 21. TYP. FLAT ROOF AT EXTERIOR WALL ROOF JOISTS PERPENDICULAR TO BEAM OF JOIST JOIST HANGER TO HAVE FULL JOIST 2X4 STRAPPING 0 MAX 16" SHEAR CAPACITY D.C. C/W 2-8D NAILS TO EVERY ROOF JOIST BOUNDARY NAILING PER PLAN -20 BLOCKS B/W PURLINS MAX. 2" DIA. DRILL HOLES FOR VENT., SEE ARCH. t EDGE BEAM PER PLAN 2X4 BLOCKING C/W 10D NAILS ® 4" O.C. INTO BEAM I PER PLAN 22. TYP. FLAT ROOF AT EXTERIOR WALL (ROOF JOISTS PERPENDICULAR TO BEAM) SHEAR WALL ABOVE, FOR SHEATHING AND NAILS, SEE EDGE OF 14" CONC. TOPPING, IF SHEAR WALL SCHEDULE FLOOR REQUIRED (SEE PLAN) SHEATHING CMST14 STRAP TIE WRAPPED AROUND BEAM FLOOR JOIST BELOW, IF REQUIRED (SEE PLAN FOR LOCATIONS) BEAM BELOW SHEAR WALL ABOVE, SEE PLAN DRAG BEAM ABOVE SHEAR WALL, SEE PROVIDE 2-2X4/2-2X6 FLAT PLAN BLOCKING AT ALL. PLYWOOD EDGES, NAIL PLYWOOD TC BLOCKING AT EDGESBLOQKIU!Q FBOM TOP BEFORE OF SHEATHING PANELS EMBING CONCRETE TOPPING. (ONLY AT BLOCKED USE 10D NAILS 0 4" D.C. AT SHEARWALLS) BLOCKED EDGES 17. TYP. BLOCKED FLOOR DIAPHRAGM DETAIL SIMPSON W14X SHEATHING r ,. ` -WOOD BEAM, SEE PLAN 18. WOOD BEAM TO JOIST SECTION SIMPSON A35 PER SHEAR SCHEDULE 5/8" THICK ROOF PLYWOOD SHEATHING PER PLA 2X6 PURLINS a 16" D.C. (TAPERED SEE ARCH.)\ ROOF' JOIST ASL/ PER PLAN 2X4 STRAPPING CAD MAX 16i D.C. C/W 2-8d NAILS TO EVERY ROOF JOIST INTERIOR 2X- STUD WALL PER PLAN- SIMPSON A35 PER ANCHORS 0 24" O.C. BOUNDARY NAILING PER PLAN 1 -2X6 ABOVE EXTERIOR WALL MAX. 2"" DIA. DRILL HOLES %FOR VENT., SEE ARCH. 2X4 BLOCKING C/W 10d NAILS 0 4" D.C. INTO BEAM 14"x14" LSL CANT. RIM JOIST EDGE NAILING PER PLAN -SHEAR WALL SHEATHING PER PLAN ExTER1OR 23. TYP. FLAT ROOF AT EXTERIOR WALL (ROOF JOISTS PARALLEL TO WALL) RESUB MAY 2 8 2019 BU10M OFFARTMENT Y'lTtl n•^ r�^. 10NDS JS JS KK KK KK U U Uj i w U, to 0 a a � 0 0 0 U � `-' U a, � L] U 0 F Q 0 z a_ a- a z o °- ¢ m 0 z 4 Fa o CU w w z 0 t5 a Fir w w rn rn N ay C � oQ C CA.- C) ca 2 � €] m a�©oa MAINLAND ENGINEERING CONSULTANTS CORPORATION Suite 206, 8363 128th Street Surrey, B.C. V3W 4G1 Tel. (604) 543 8044 Fax. (604) 543 8104 PROJECT TITLE SINGLE FAMILY DWELLING 15712-72 AVE. WEST, EDMONDS, WA, U.S.A. STAM P 'l�q G F MAY 2 6 2019 V�)L)r) vr.1grL S A 2e11� CONTENTS TYPICAL DETAILS CONTACT. A8 IREVISION PROJECT NO. DWG. N0. UR801 S302 SIMPSON BC POST FLOOR SHEATH[ --WOOD POST, IF ANY NO SHEATHING UNDER POST i BEAM �SIMPSON CC POST CAP WOOD POST 25. TYP. BEAM TO POST CONNECTION WITH POST CAP .,.. MAX. OPENING-8'-0 j HEADER OR 1 SIMPSON A35/ al�— FRAMING ANCHORS SIMPSON A35 FRAMING ANCHORS SiPSON ST18 STRAP TIE 3-2x6 CRIPPLES + 1 END STUD SIMPSON A35 FRAMING ANCHORS 2X8 BLOCKS SIMPSON A35 [� 12" O.C. FRAMING ANCHORSI 2x6 STUD @ 12" O.C. CONTJ 2X4 BLOCKING L 2--2X6 BETWEEN PLATES STUDS ELEVATION SIMPSON CS1 STRAP TIE SIMPSON CS 16 STRAP SIMPSON CS 16 TIE ON BATH SIDES STRAP TIE ON BAM OF BEAM SIDES OF BEAM WOOD BEAM SEE PLAN �SIMPSON A35 SIMPSON A35/ FRAMING ANCHOR FRAMING ANCHOR WOOD POST WOOD POST SEE PLAN SEE PLAN _ti.- \,_SIMPSON CS16 STRAP TIE OD POST SEE PLAN SIMPSON CC POST CAP OR STRAP TIE, SEE PLAN 26. TYP. BEAM TO POST CONNECTION WITH STRAP TIES ROOF OR FLOOR 1 16d NAILS ® 8" O.C. FRAMING CONT. 2-2X6 PLATES WIN O7 SIMPSON A35 8d NAILS 0 6" C.C. FRAMING ANCHORS MIN. (3) 16d NAILS 2X8 BLOCKS ® 12" O.C. CLINCHED OTHER EN 1 /2" PLYWOOD SHEATHING 2X4 BLOCKING BETWEEN STUDS 2X6 STUDS @ 12" O.C. TYP. 8d NAILS @ 4" O.C. FLOOR JOIST f i \\-1/2" PLYWOOD SHEATHING SECTIONAA--A CONNECT STUD TO CONNECT STUD TO TOP AND BOTTOM TOP AND BOTTOM PLATES W/ SIMPSON PLATES W/ SIMPSON A35 ANCHORS A35 ANCHORS SIMPSON A35 2 ROWS OF 10d 2 ROWS OF 1Od r FRAMING ANCHORS AILS 0 8" O.C. NAILS 0 8" O.C. FLOOR WINDOW SEAT FRAMING I MIN. J" PLYWOOD MIN." PLYWOOD LAP INTO WALL LAP INTO WALL PLAN VIEW 29. TYP. BAY WINDOW DETAIL 33. TYP. BALLOON FRAMING DETAIL AT OPENING ODD JOISTS UBLE TOP PLATES 2-2X8 CRIPPLES -2X8 STUDS RUBLE LIDS J B LE BOTTOM PLATES ALUMINUM GUARDRAIL BY OTHERS, SUBMIT SHOP DRAWINGS FOR REVIEW STU D WALL FLOOR FLOOR SHEATHING SHEATHING SLOPE TO DRAIN DECK JOIST RESTING ON DOUBLE PLATE FLOOR JOIST SOLID BLOCKING B/W DECK AND FLOOR JOISTS BEAM AS PER PLAN PLYWOOD w, La ,.. STUD WALL AS PLAN 27. TYP. DECK FRAMING DETAIL SPAN EDGE STRINGERS MIDDLE STRINGERS 'L' CUT FROM 2}{12 CUT FROM 2X12 8' ADD 1--2X4 ON MIDDLE STRINGER C EACH EDGE NOT REQUIRED >8'C1 O' ADD 1-2X6 ON ADD 1-2X6 TO EACH EDGE MIDDLE STRINGER ]1 O'C 12' ADD 1-2X6 ON ADD 2-2X6 TO EACH EDGE MIDDLE STRINGER *MAX WIDTH 3'-6" ROOF JOIST 7OUBLE BLOCKING 3EIWEEN STUDS FLOOR, SHEATHING `DRAG STRUT AS PER PLAN SIMPSON CMST14 STRAP TIE x 48" LONG TUD WALL 28. TYP. FLOOR 12 MID —WALL CONNECTION IVL -2X 1 O TYP. U/N (DO NOT HANG FROM PLYWOOD) SIMPSON LSSU210 HANGER 3/8" THK.X8,5"X18" STEEL PLATE WELDED TO HSS COLUMN. CONT. HSS HSS COLU 1/4T" COLUMN PER PLAN _. PER PLAN /4" THICK U PLATE STEEL /(5) 5/8"0 MB SEE V 1 /4" THICK U PLATE �— `-WODD BEAM A A W/(2) 5/8" o MB W/ t/4" PER PLAN 3" EDGE DISTANCE WOOD BEAM PER PLAN SECTION A —A FOR SIMILAR CONNECTION IN a ° jn � ROOF, USE 1 4" THICK U f PLATE W/(4) 5/8" MB Wf 3/16 1/4" U R TYP. 3" EDGE DISTANCE AND 2.5" 6 PITCH, WELDED_ TO HSS 35, WOOD BEAM_ TO STEEL COLUMN CONN. 0000 00 W/ SLOPED SEAT TYP, U/N a " SIMPSON �LSSU210 + SPAN 'L' (MAX. 12'-0") HANGER_lj(P. U/N .... .. I_ ........................................._.._ CONTINUOUS BEAM HUNG BEAM AS CONTACT ENGINEER IF SPAN ONTO END OF CARRYING PER PLAN IV IS LONGER THAN 12'-0" BEAM BY INVERTED HANGER INVERTED HANGER, a SEE PLAN FOR REQUIRED CAPACITY 30. NTYP. INTERIOR STAIR STRINGERS DETAIL • SPAN EDGE STRINGERS MIDDLE STRINGERS CUT FROM 2X12 CUT FROM 2X12 C 7' ADD 1-20 ON MIDDLE STRINGER EACH EDGE NOT REQUIRED ]7'C9' ADD 1-2X6 ON ADD 1-2X6 TO EACH EDGE MIDDLE STRINGER 79'C11` ADD 1-2X6 ON ADD 2-2X6 TO EACH EDGE MIDDLE STRINGER �LANDING 31 d, TYPICAL INVERTED HANGER DETAIL ., A1111 i �- �� B10 TYP. U/N (DO NOT ` HANG FROM PLYWOOD) SIMPSON LSSU210 HANGER 'MAX WIDTH 3'-6" - W/ SLOPED SEAT TYP. U/N ALL MATERIAL SHOULD SIMPSON LSSU210 BE TREATED LUMBER; SPAN V (MAX. 11'--01 HANGER P. U/N ALL CONNECTORS SHOULD BE GALVANIZED. SEAM AS CONTACT ENGINEER IF SPAN PER PLAN 'L' IS LONGER THAN 11'-0" �- - 2-2X- STUDS 2X_ STUD WALL STEEL COLUMN ? AS PER PLAN COLUMN AT QQRNER WAL WALL PLAN, VIEW 2X- STUD WALL AS PER PLAN STEEL COLUMN AS PER PLAN 46. CONNECTION DETAIL 5/8"0 THREADED BOLTS 0 24" O.0 WELDED TO STEEL COLUMN EA. SIDE WALL ELUMION 32. TYP. STEEL COLUMN TO WOOD STUD WALL CONNECTION Woc S 2--2X10 FILLER i C/W 5/8"0 BOLTS 0 24"O.C. 10"X4"X 1 /4" PLATE WELDED TO BOTTOM FLANGE OF BEAM 42. TYP. STEEL BEAM TO WOOD POST CONNECTION - op j" 0 ANCHOR BOLTS - e 03 o 00 03. SEE TABLE A _I � 1" .. rvi 1' 11�� 4 3- TOE NAILS 0 4" D.C., 00 1 . it ...._ 1 - - 1,. 2-2x8 PLATES, co 00 co °Q. CO..- oo ao EDGE FACE EDGE FACE EDGE FACE CONG. BEAM — SEE DFATAIL Poo t Fyn ! W co . 00 ...I.... 1„ if"001 00 m M co 4 - co 1^ .._._ co co-- _._ 00 co . 00 co 00 00 m I -.. r co 00 0.0 co EDGE 3-2X6 FACE EDGE FACE EDGE FACE 4-2xa 2 36. TYP. NAILING PATTERN FOR BUILT --UP POSTS 2j" NAILS 0 4"O.C, 2X- NAILER C/W 1/2"0 BOLTS STAGGERED IN TWO ROWS 0 18" O.C. STAGGERED FLOOR SHEATHING FACE MOUNTED JOIST HANGER SAS PER MANUFACTURER 31. TYP. EXTERIOR STAIR STRINGERS DETAIL FLOOR JOIST FLOOR JOIST 2-2x6 PLATES 1 /2" CONC. PPING IF REQD. FLOOR JOIST JOIST SPACING NOT TO EXCEED 16"O.0 FOR LATERAL SUPPORT 44. FLOOR DIAPHRAGM TO CONC. BEAM CONNECTION DETAIL AT DECK. 36" FROM EDGE 36" FROM EDGE OF DRAG BEAM . .... ... ..... ... OF DRAG BEAM WOOD FILLER uN EACH ` ` BEAD 3 FLOWS OF _ 3" NAILS ? VERTICAL :DUCT THROUGH SIDE OF STEEL BEAM TO_..1 BE BOLTED .STEEL FLOUR JOIST PARALLEL TQ WALL 3" O.C. (MIN. 10 I STUD WALL, SEE MECH DWGS W/ 1 /2" 0 HOLTS @ 24' O.C. STAGGERED NAILS PER OW) FOR SIZE AND LOCATION PLYWOOD = SHEATHING r 2" 2 > _ 37. TYP. STHL BEAM TO FLOOR JOIST SECTION 3 RoWS OF 3" LONG NAILS ® 3" O.C. 1 _ =_ ' ; ; ; ;; JOISTS PERPENDICULAR TO BEAM NEW 2x8 SCAB TO EXISTING DRAG BEAM LQOR JOIST AS 21" NAILS ® 4"O.C. 2x- NAILER C/W 1 /2"0 BOLTS (TEE SIDE VIEW FOR PER PLAN � STAGGERED 11 TWO ROWSI � � 18" O.C. STAGGERED LENGTH OF 2x8) EXISTING DRAG BEAM OVER NLW 2x8 SCAB TO ADD EXTRA 2x_ STUDS ! FLOOR SH.ATHING : 1 FLOOR JOIST SHEAR WALL AS PER PLAN SHEAR WALL EXISTING DRAG BEAM AT EDGE OF EACH SIDE ( 2x8 TO BE SCABBED OF DISCONTINUOUS WALL �U AT SHEARWALL SIDE) � SIDE VIEW V Y4" STEEL PLATE C/W 2 f ROWS OF SIMPSON SIDS �lSTEEL 1�,. FLOOR JOIST PERPENDICULAR TO WALL Y4" 0x31 " WOOD SCREWS ® VERTICAL DUCT THROUGH STUD WOOD FILLER ON - ' 4" D.C. STAGGERED ON WALL, SEE METH DWGS FOR EACH SIDE GF STEEL BEAM SOLID BLOCKING 0 ER SIDE SIZE AND LOCATION BEAM TO BE BOLTED 4$" O C ON EACH ncninivu JGC. ru N ot-v%,.unnry R/ rr tJVEJl a MAX ® 7'-0" ❑.0 t X/L -= AM >i THICK U PLATE } 1 /2"0 MB /4" THICK U PLATE v/(2) 1/2"0 MB PLYWOOD EITI # SHEATHING 2 ROWS OF SIMPSON SDS tP OOA"OxM" WOOD SCREWS 0 PLAN 4" D.C' STAGGERED TING BLOCKING OVER SHEAR WALL W. -L3ft Cr =QN DOUBLE BOTTOM W/ 1/2"0 EOLTS 0 24" O.C. STAGGENO OF STEEL PLATES BEAM �PERCPING LAN AS 38. TYP. STEEL BEAM TO FLOOR JOIST SECTION DOUBLE TOP JOISTS PARALLEL TO BEAM PLATES �-STU D WALL AS -r ` PER PLAN -- NEW Y� STEEL PLATE SCAB _ = TO EXISTING DOUBLE TOP PLATES (SEE SIDE VIEW FOR SHEAR WALL AS ADD EXTRA 2STUDS #��_ T� MAX. 3 PI.IF.S QE A35 A35 PER PLAN AT EDGE OF EACH SIDE BEAM SEE PLAN LENGTH OF STEEL PLATE) - - OF DISCONTINUOUS WALL UP TO MAX. 4 PLIES-0 SECTION DIMENSIONAL LUMBER PRE-ENGINEERED WOOD (LVL) 39. WOOD BEAM SECTION SIDE VIEW MAILED W/ 3 STAGGERED ROWS NAILED W/ 3 STAGGERED ROWS OF OF 8d NAIL..` � 12" O.C. 16d NAILS C� 12" Q.C. EACH SIDE 3/8" THK-X8.-:`xla" 34. TYP. REPAIR DETAIL FOR DISCONTINUOUS RIM JOIST AND 3/8" THK.X7"X15.5„ STEEL PLATE WELDED z = .i_. . z a .1..... z x L z Tp Hss coLUMN. TOP PLATES AT INTERIOR AND I`XTERIOR SHEAR MALLS CN 04 �;- L ,.._ • 'n,L STEEL PLATE WELDED T TO HSS COLUMN. 1k ' THICK U PLATE 5) 5/8"0 MB BLOCK#NG� B/W JOISTS + a .i... A�� z + -1... ,� .I... WORD BEAM SHEATHING PER PLAN MAX ®7 —D O.0 �vr cv I �v 1 _ cv } NT- PER PLAN I I_.................._I I-- 1 J"34„ 3�' 3 j" 1 �' 5 j" If 7pp 1 J" 7" 1 J" 1/4" THICK U PLA--- r LAMINATED_PLIES OF PRE-ENGINEEREDL_WOOD (PSL+LVL) CONT. HSS VyI[4j 5/8"0 MPER PLAN WOOD M JOIST>< t BOLTED WJ 2 STAGGERED ROWS OF 1 /2"0 BOLTS ® 12" O.C. COLUMN _ --- PER PLAN - - + THICK U PLATE _ _ _ / `�' 1/4 2) 5/8"0 MB W/ 3" A35 1. REFER TO MANUFACTURER'S GUIDES FOR PER PLAN EDGE DISTANCE HANGER PER PLANJ MORE DETAILED BUILT-UP INSTRUCTIONS A A SECTION A —A BEAM SEE PLA 2. CONSULT WITH STRUCTURAL ENGINEER BEFORE DRILLING OR CUTTING BEAMS WOOD BEAM 40. WOOD BEAM SECTION PERPLAN 45. TYP. NAILING/BOLTING PATTERN $ FOR BUILT --UP BEAMS u� q ° �' _ I r SHI=ATHING PER PLAN I WOOD BEAM a, r: PER PLAN ni 3/ 16" 1 /4" U R TYP. 3/ 16" 43. WOOD BEAM TO STEEL COLUMN CONN. JOIST - - JOIST HANGER PER PLAN `-HANGER PER PLAN BEAM SEE PLANI 41. WOOD BEAM SECTION RF.!sU B MAY 7 8 2019 I31LDt o1=De�sW cff JS JS KK KK KK w z w m m a 0 V) w w V Z U O U Uj � 0f a C7 U F Q a_ a_ = a� w c� m Ln U) ( a La wUj w LLIco a rn a 00 a M r N a M M � U) <1 I ® ® Qrl MAINLAND ENGINEERING CONSULTANTS CORPORATION Suite 206, 8363 128th Street Surrey, B.C. V3W 4G1 Tel: (604) 543 8044 Fax: (604) 543 8104 PROJECT TITLE SINGLE FAMILY DWELLING 15712-72 AVE. WEST, EDMONDS, WA, U.S.A. STAMP '01-1F) UIV11L 2"019 CONTENTS TYPICAL DETAILS CONTACT: AB REVISION PROJECT NO. DWG. NO. UR801 S303 MODEL NO. ROD SIZE LENGTH le BEARING PLATE & NUMBER (in) (In} (in) ALL SMF COLUMNS MFSL-18-6-KT 4 - Y 18 12Y x 5Y x �r ANUHUN NOU5 (4) MF-TPL EMPLATE (INCLUDED WITH MFSL ASSEMBLY) SHEAR LUG THE MFSL. ANCHOR ASSEMBLIES HAVE BEEN ENGINEERED TO PROVIDE A COMPLETE ANCHORAGE SOLUTION MEETING THE 2009 AND 2012 INTERNATIONAL BUILDING CODE REQUIREMENTS FOR BOTH TENSION AND SMEAR, ANCHOR RODS AND THE MF-TPL TEMPLATE ARE INCLUDED PRE -ATTACHED WITH THE ASSEMBLY. INSPECTION IS EASY; THE HEAD IS STAMPED WITH A "NO EQUAL" SYMBOL FOR IDENTIFICATION, BOLT LENGTH, BOLT DIAMETER, AND OPTIONAL "HS" FOR HIGH STRENGTH IF SPECIFIED. 1 1 • 1, DIAMETER 1�2 3 1/2 d' _ M F-TPL /-LENGTH TE M PLATE Fi 39 4 -H FOR HIGH STRENGTH \- TOP OF CONCRETE (HS) ASTM A449 w ti SHEAR LUG ANCHOR ROD STAMP ANCHOR RODS - (4 TOTAL) HEX NUTS `-BEARING PLATE OMFSL MFSL ANCHORAGE ASSEMBLIES 1 W10 COL ANCHOR BOLT LAYOUT STEEL BEAM LENGTH 3„ N � Lcc=W1 + We I It C - -Lcc COLUMN CENTERLINE-CENTERLINE/ANCHOR BOLT SPACING CUSTOM FRAME SIZE ANCHOR BOLT LAYOUT ANCHOR BOLT LAYOUT 3)z.. 3)2„ - EG). 0, EQ.I IEQ. - 0 _�JLa 11 781 F 0 HOLES NOT USED W 1 2 FOR W12 BEAM TO COLUMN CONNECT10€\1 COL W 12 BEAM BEAM TO COLUMN CONNECTION SHE'ARWALL END POST PER PLAN (2) CMST12 STRAP i J 4 P �. w FLR JOIST `-SIMPSON A35 @ 12" O.C. A� STRONG FRAME BEAM JOIST BEARING OPTION 6x HOLDOWN POST TO SMF BEAM 2 ODE. nTrnrurn u C� ■� `- w < 3'_0„ CNIwa Va) PLAN VIEW "�' "`D 2X8 NAILER f SHEAR LUG TOP OF CONC. 7 ,> AM )P NAILER Beam Dp Wb Beam Top ID (in) (in) Nailer(s) W12X35 122 01 4x8 NAILER 2x8 FIELD INSTALL NAILER (AS REQ'D) BEAM DIMENSIONS Dc �- COLUMN NAILER, TYP. O 1 f^ n COLUMN Dc We Column ID (in) (in) Nailer(s) W12x35 1212 rya (1 )2x8 COLUMN DIMENSIONS Tbp A 3" A - m m WIC p HOLES COLUMN Wbp A Bbp B Tbp HOLE ID (in) (in) (in) (in) (in) SIZE j1�?x�C� 11.!z �} G2 1� '2 1„ NOTES: 1, DESIGNEJ-� TO EVALUATE: EFFECT OF OVERSIZED HOLES IN BASE PLATE AND PROVIDE PLATE WASHERS WITH STANDARD SIZE HOLE WELDED TO BASE PLATE, Kr WHERE REQUIRED. 3.(b) SECTION VIEW AT SLAB (MFSL SOLUTION SECTION VIEW AT SLAB (MFSL SOLUTION) § CONT. SHIM W/ 16d CONT. 06 (CUT TO DEPTH NAILS OR SIDS Y 3 " AS REQ'D) W/ SIDS YX6" DBL TOP PLATE 2X6 2X8 2X8 W/ SDS YX6" TOP PL. TOP PL1 TOP PLij CD L.� awN �z -1 STRONG FRAME* I LESS SPECIAL MOMENT FRAME 1 TO STEEL BEAM, TYP. THAN 1 " 1 A NOTES: 1. FASTENER SPACING BETWEEN STRONG FRAME SPECIAL. MOMENT FRAME BEAM DOUBLE 2X NAILER AND PLATE/SHIM/4X PER DESIGNER. 2. TOP OF CONCRETE TO TOP OF FIELD INSTALLED TOP PLATE HEIGHT (HI) CAN ALSO BE ADJUSTED BY THE. USE OF THICKER NON -SHRINK GROUT (2" MAX), OR USE NEXT NOMINAL HEIGHT MODEL AND LOWER THE STEM WALL OR FOOTING TOP OF FRAME ADJUSTMENT 6 BASE PLATE DIMENSIONS BEAM, COLUMN AND BASE PLATE nnnYrnrrn TONE BEAM NOTE: 1. PROTECTED ZONE INCLUDED THE FOLLOWING ELEMENTS: A. LINK FLANGE AND LINK STEM 8. BRP PLATES C. BEAM FLANGE AREAS CONNECTED TO THE LINK STEM D. COLUMN FLANGE AREAS CONNECTED TO THE LINK FI..ANGE C. &-TEAR TAB AND BEAM WEB AT SHEAR TAB 2. NO ATi.:L'IyMENT SHALL BE MAKE TO THE PROTFf TFfl 7nNI=. PROTECTED ZONE UPLIFT CONNECTOR BY OTHERS FIELD INSTALLED TOP ' PLATE UPLIFT=12.70 LBS/, STRONG FRAME BEAM SIMPSON CMST12 F1=2685 LB5. STRAP TIE F2=1315 LBS 4-11 (OUT OF PLANE)1F2 jc r i WOOD INFILL _/ U SEE 11/S304 F2 -,�� 2x NAILER W/-,,,,, 5/8" 0 CARRIAGE F2 BOLTS (OUT OF PLANE) PROTECTED Z0 IE� SEE 9/S304 , i STRONG FRAME COLUMN -, : 1. DO NOT SPLICE FIELD INSTALLED TOP PLATE WITHIN MOMENT FRAME. 4 I TOP PLATE SPLICE DETAIL GENERAL: 1. SIMPSON STRONG -TIE' STRONG FRAME' AND THE YIELD-LINIC? STRUCTURAL FUSE ARE PROTECTED Ui,IDER US PATENT NUMBER 8,001,734 32 AND MUST BE SUPPLIED OR LICENSED THROUGH SIMPSON STRONG --TIE. 2. STROHG FRAME SPECIAL MOMEi,,IT FRAME IS MANUFACTURED AND TRADEMARKED BY "SIMPSON STRONG -TIE COMPAI,IY I1,1C." HOME OFFICE: 5956 W. LAS POSITAS BLVD. , PLEASANTON, CA 94588 TEL: (800) 999--5099, FAX: (925) 847- 1597. "SIMPSON STRONG -TIE COMPANY INC." IS AN ISO 9001 REGISTERED COMPANY. 3. USE OF THIS PRODUCT IS SUBJECT TO THE APPROVAL OF THE LOCAL BUILDING DEPARTMENT, 9. THIS PRODUCT IS PART OF THE OVERALL LATERAL FORCE RESISTING SYSTEM OF THE STRUCTURE. DESIGN OF THE SUILDING'S LATERAL FORCE RESISTING SYSTEM, INCLUDING THE LOAD PATH TO TRANSFER LATERAL FORCES FROM THE STRUCTURE TO THE GROUND, IS THE RESPONSIBILITY OF THE DESIGNER. 5. DESIGNER IS PERMIT -FED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. 6. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS, ELEVATIONS, ETC. PRIOR. TO INSTALLATION OF AIIY COMPONENTS FOR THE STEEL STRONG FRAME SYSTEM. IF ANY DISCREPANCIES ARE FOUND, THEY SHALL BE BROUGHT 1-0 THE ATTENTION OF THE DESIGNER FOR CLARIFICATION! PRIOR TO CONSTRUCTION. 7. INSTALLATIOI,,I OF PRODUCT SHALL BE DONE IN CONFORMANCE WITH THESE DRAWINGS AND ICC ESR--2802, THE PERFORMANCE OF MODIFIED PRODUCTS OR ALTERED INSTALLATION PROCEDURES ARE THE SOLE RESPONSIBILITY OF THE DESIGNER, 8. SIMPSON STRONG ---TIE COMPANY, INC. RESERVES THE. RIGHT TO CHANGE SPECIFICATIONS, DESIGNS, AND MODELS WITHOUT NOTICE OR LIABILITY FOR SUCH CHANGES. 9. ALL HARDWARE CALLED OUT IS SIMPSON STRONG -TIE' - MATERIAL: 1, BARS/PLATES: ASTM 572 GR. 50, ASTM A529 GR. 50, OR ASTM A101 1 HSLAS GR. 50 2. W-SECTIONS (HOT ROLLED SECTIONS); ASTNI A992 3. LI€',1K TO COLUMN FLANGE HIGH STRENGTH BOLTS: ASTM A325, TYPE 1 4. LINIC TO BEAM FLANGE HIGH STRENGTH BOLTS: ASTM F2280 TWIST OFF TYPE (A490 EQUIVALENT) 3. BEAM TOP FLANGE WOOD MAILER BOLT: AS1M A307 GR. A 4., CARRIAGE BOLTS: AST M A307 GR. A 5. ANCHOR RODS: ASTM F1554 GR 36 OR A36 (MFAB, MFSL, AND MF-ATR6EXT-LS) ASTM A449 (MFAB-HS, MFSL-HS, AND MF-ATR6EXT-HS) 6. GROUT: ASTM C1107, MINIMUM 5,000 PSI COMPRESSIVE STRENGTH FIELD MODIFICATIONS: 1. REFER TO 9/S304 FOR CONNECTION PROTECTED ZONE. 2. WELDING SHALL BE IN ACCORDANCE WITH AWS D1.1 AND AWS D1.8 (AS APPLICABLE FOR SEISMIC). WELDS SHALL BE SPECIFIED BY THE DESIGNER. PROVIDE WELDING SPECIAL INSPECTION AS REQUIRED BY THE LOCAL BUILDING DEPARTMENT. IIISPECTIONS: 1. WELDING OF FRAME MEMBERS AND APPLICABLE WELDING SPECIAL INSPECTIONS REQUIRED BY IBC SECTION 1707 ARE PERFORMED ON THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED IN ACCORDANCE WITH THE REQUIREMENTS OF IBC SECTION 1704.2.2 FOR FABRICATOR APPROVAL. 2. PRE -INSTALLATION VERIFICATION TESTING IS PERFORMED ON HIGH -STRENGTH FASTENER ASSEMBLIES. DTI WASHERS PROVIDED AIRE INCLUDED I[,I THE ASSEMBLY TESTING AND MAY BE USED TO VERIFY PROPER BOLT PRETENSION. 3. GROUTING UNDER COLUMN BASE PLATE MA1' REQUIRE SPECIAL INSPECTION, CONTACT THE LOCAL BUILDING DEPARTMENT FOR COMPLIANCE REQUIREMENTS, STRONG FRAME BEAM GENERAL NOTES WOOD INFILL WITH SIMPSON STRONG -TIE` QUIK DRIVE* TB SCREWS OR PDPH POWDER --ACTUATED FASTENERS, SPACING B'' DESIGNER ■ t WOOD INFILL AND FASTENER STRONG FRAME COLUMN BY DESIGNER NOTE: 1. SEE WOOD CONNECTOR CATALOG FOR TB SCREWS AND C---SAS-2012 FOR PDPH FASTENERS 2. SEE DETAIL 11 FOR PROTECTED ZONE REQUIREMENTS 9 FOOD INFILLS SPECIAL MOMEi FRAME COLUMN �1 N MINIAL MIN. NO. BM/COL' OF BOLTS. LENGTH 8-FT BM BOT. TO 1 O 14-FT COLUMN 8 16--FT BM BOT. TO 12 F2!fi' �I FZ /j� 20-FT COLUMN 635 LBS .I! 10 F1=1200 LBS F1=1200 LBS (1 /2" FLANGE) (1 /2" FLANGE) NOTES: _ 1. WOOD HAILERS ARE DOUGLAS--FIR LARCH NO. 2 GRADE. 2. ALLOWABLE LOADS LISTED ARE FOR ONE BOLT, NAILER BOLT ALLOWABLE LOADS . .... . ................. ...... 10 ;OLUMN FLANGE JNK FLANGE PLATE F436 WASHER UNDER SHEAR TAB BOLTS HEAVY HEX NUT WITH WASHERS ON EA, sIDE. HIGH STRENGTH BOLT % SIMPSON BP7/8-2 -/ NOTES: 1. INSTALL BOLTS AND TIGHTEN IN ACCORDANCE WITH INSTALLATION INSTRUCTIONS PROVIDED WITH EACH FRAME. 2. THE TYPE OF JOINT (SNUG -TIGHT OR PRETENSIONED) MUST BE DETERMINED BY THE DESIGNER AND SHOWN ON THE PLANS, 3. DRAW PLATES TOGETHER UNTIL THEY ARE IN FIRM CONTACT BY TIGHTENING RES� BOLTS, GAPS AWAY FROM THE BOLT HEADS ARE PERMITTED. IF CONNECTION PLA CAN NOT BE DRAWN TOGETHER SUFFICIENTLY, SHIMS ARE REQUIRED. TOTAL MAY 2 8 20i9 THICKNESS OF SHIMS UNDER A BOLT HEAD MUST NOT EXCEED 1 /4". BUILONt G DEPAFCMENT CRY OF EDMONDS BEAM -TO -COLUMN CONNECTION JS JS KK KK KK z Ld U Q L) N- 0 0 © = Cy ul ca c3 Z Uj O_ � z � 9 m z Q Q a O � 4 � a tIr � a z � �aV) V) L0 5Vf LS O7 cn rn rn N N - < � < �; < n ® <q I Q I �91 MAfNLANQ ENGINEERING UONSULTANTS CORPORATION Suite 206, 8363 128th Street Surrey, B.C. V3W 4G1 Tel: (6D4) 543 8044 Fax: (604) 543 8104 PROJECT TITLE SINGLE FAMILY DWELLING 15712-72 AVE. WEST, EDMONDS, WA, U.S.A. �1►19 Yi i f. �U' ,20Ia7'a VA L1 Uri T1 t� S CP 2--of I CONTENTS TYPICAL 5MF DETAILS 12 CONTACT: AB REVISION L PROJECT NO. DWG. N0. UR801 S304