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REV 5 APPROVED BLD REVISED PLANS-FULL SETA. 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 runs, 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 Individual piers shall project 8" above grade unless approved redwood or presure treated posts are used. B. FOUNDATION 1. Footings are designed in accordance with recognized engineering practice for soil conditions : SOIL BEARING = 3000 PSF AS PER SOIL REPORT BY: GEOTECH CONSULTANTS, INC. 2401 10TH AVE. E SEATTLE, WASHINGTON 98102 PROJECT NO.- JN 18021 DATED- JANUARY 25, 2018 PHONE NO.- (425) 747-5618 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 same grade, size and spacing or number as the vertical reinforcing, respectively. D. PLYWOOD 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. Portland Cement shall conform to ASTM C-150, Type "V" W/ water cement ratio less 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. Concrete mixing operations, etc. shall conform to ASTM C-94. 7. Placement of concrete shall conform to ACI standard 614 and project specifications. 8. Clear coverage of concrete over outer reinforcing bars shall be as follows: Concrete poured directly against earth - 3 inches clear to reinforcing Structural slabs - 3/4 inch clear (top and bottom) Formed concrete with earth backfill - 2 inches clear 9. All reinforcing bars, anchor bolts and other concrete inserts shall be well secured in position prior to placing concrete. 10. Provide sleeves for plumbing an electrical openings in concrete before placing. Do not cut any reinforcing which may conflict. Coring in concrete is not permitted except as shown. Notify the Structural Engineer in advance of conditions not shown on the drawings. 11. Conduit or pipe size(O.D.)shall not exceed 30% of slab thickness and shall be placed between the top and bottom reinforcing, unless specifically detailed otherwise. Concen- trations of conduits or ipes shall be avoided except where detailed openings are provided. 12. Modulus of elasticity of concrete, when tested in accordance with ASTM C-469, shall be at least the value given by the equations in Section 8.5.1 of ACI 318 for the specified 28- day strength. 13. Shrinkage of concrete, when tested in accordance with ASTM C-157, shall not exceed 0.00040 inches inch. 14. Concrete design is based on 3600 psi and special inspection is required. See separate inspection note under S101A F. I SEISMIC DESIGN DATA 1. Seismic importance factor 1.0, Risk Category : II 2• Response spectral accleration Ss 0.2 sec =1 .33g ;S1(1.0 sec) = 0.520 3. Site class : D 4• Basic seismic -force -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. WIND DESIGN DATA 1. Basic wind speed VuLT : 110 MPH 2. Wind Im ortance factor 1.0 3. Wind exposure D 4. Internal pressure coffecient ! 0.18 5. Design wind pressure at Exterior Walls = +21.59 PSF(Interior Zone), +32.64 PSF (End Zone) H. WOOD 1. Framing lumber shall be Douglas Fir-Larch(North) No. 2 Grade. or better( 2x6 DF#2 ). 2. Bolt holes shall be 1 /16" maximum larger than the bolt size. Re -tighten all nuts prior to closing in. 3. Standard cut washers shall be used under bolt heads and nuts against wood. 4. All sills or plates resting on concrete or masonry shall be pressure treated Douglas Fir. Bolts shall be placed 9 inches from the end of a plate, or from a notch greater than 1 /2 the width of a plate, and spread at intervals noted. 5. Do not notch joists, rafters or beams, except where shown in details. Obtain engineer's approval for any holes or notches not detailed. Holes through sills, plates, studs and double plates in interior, bearing and shear walls shall not exceed 1 /3 the plate width. Use bored holes located in the center of the stud or plate. 6. Approved cross -bridging or solid blocking shall be spaced as follows: For Rafters more than 8 inches in depth, at 10 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. Joist to sill or girder 3-8d common 3-3"xO.131 " nails toenail 3-3"14 gage staples 2. Bridging to joist 2-8d common 2-3"xO.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. Wider than %6"subfloor to ea. joist 3-8d common face nail 5. 2" 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 xO.131 nails at 8 o.c. typical face nail 3-3"14 gage staples at 12" o. C. Sole plate to joist or blocking, 3-16d at 16" at braced wall panels 4-3 xO.131 nails at 16 braced wall panels 4-3"14 gage staples per 16" 7. Top 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"xO.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"xO.131 " nails lap splice 12-3" 14 gage staples typ. face nail 11. Blocking between joists or 3-8d common rafters to top plate 3-3"xO.131 " nails toenail 3-3 14 gage staples 12. Rim joist to top plate 8d at 6"(152 mm.) o.c. 3"xO.131 " nails at 6" O.C. toenail 5-3"14 gage staples 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"xO.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 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 18. Ceiling joists to parallel 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 3-8d (see section 2308,10.1 common 3-3"xO.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"xO.131 " nails face nail 2-3"14 gage staples face nail 21. 1 " x 8" sheathing or less 2-8d common face nail to each bearing wall 22. Wider than 1" x 8" sheathing 3-8d common face nail to each bearing 23. Built-up corner studs 16d common 24" o.c. 3"xO.131 " nails 16" o.c. 3"14 gage staples 16" o.c. 24. Built-up girder and 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.staggered 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. Collar tie to rafter 3-10d common 4-3 xO.131 nails 4-3"14 gage staples face nail face nail 3-10d common 27. Jack rafter to hip 4-3"xO.131 " nails 4-3 14 gage staples toe nail 2-16d common 3-3"xO.131 " nails 3-3"14 gage staples face nail 28. Roof rafter to 2-by ridge beam 2-16d common 3-3"xO.131 " nails toe nail 3-3"14 gage staples face nail 2-16d common 3-3"xO.131 " nails 3-3"14 gage staples 3-16d common 29. JOIST TO BAND JOIST 5-3"xO.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 6 inches on center at edges, 12 inches at intermediate supports except 6 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" len th for 35/22" sheathing. I. Corrosion -resistant staples with nominal 7%16" crown and 1-1/8)) length for sheathing and 1-1/2" length for 25/32" sheathing. Panel supports at 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. K. panel supports at 24 inches, Casing or finish nails speed 6 inches on panel edges, 12 inches at intermediate supports. L. For roof sheathing applications, fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports. M. Staples shall have a minimum crown width of 7/16". N. For roof sheathing applications, fasteners spaced 4 inches on center at edges, 8" at intermediate supports. 0. Fasteners spaced 4 inches on center at edges, 8" at intermediate supports for subfloor and wall sheathing and 3 inches on center at edges, 6 inches at intermediate supports for roof sheathing. P. Fasteners spaced 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 nailing schedule. I. LAMINATED BEAMS (GLULAM) 1. Glued -laminated beams shall be 24 F-V4 and have 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 AITC 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 KSI 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 welding shall 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 approved testing agency 7. All welding shall be done using E70 Series Low Hydrogen Rods and be in accordance with the latest of the American Welding Standards. 8. Seismic Design Manual by AIS_C 341_-10 9. Contractor to specify if the vsteel colums are to be fabricated on site on in a certified mill/ shoes K. SHOP DRAWINGS 1. Shop drawings shall be submitted for all structural items in addition to items required by architectural specifications. 2. The contractor shall review all shop drawings prior to submittal. Items not in accordance with contract drawings shall be flagged upon his review. 3. Verify all dimensions with Architect. 4. Any changes, substitutions, or deviations from original contract drawings shall be grounded or flagged by submitting parties, shall be considered approved after engineers review, unless notified otherwise. 5. The engineer has the right to approve or disapprove any changes to original drawings at anytime before or after shop drawing review. 6. The shop drawings do not replace the original contract drawings. Items omitted or shown incorrectly and are not flagged by the Structural Engineer or Architect are not to be considered changes to original drawings. 7. The adequacy of engineering designs and layout performed by the others rests with the designing or submitting authority. 8. Reviewing is intended only as an aid to the contractor in obtaining correct shop drawings. Responsibility for correctness shall rest with the contractor. L. I STATEMENT OF SPECIAL INSPECTIONS This statement of special inspection is submitted in 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 requirements. any additional tests and inspections required by the approved plans and specifications will 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 deficiencies 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 the 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 SCHEDULE OF SPECIAL INSPECTIONS Inspection frequency C - continuous inspection P - periodic inspection X - denotes inspection that is either one-time or at a frequency defined in some other manner CONCRETE CONSTRUCTION PER 2015 IBC 1705.3 TABLE 1705.3 CONCRETE ITEM FREQ. NOTES 1. Verify use of required mix design P see ACI 318-14:26.4 2. At time fresh concrete is sampled: fabricate see ASTM C 172, C specimens for strength tests, perform slump C 31 ; and air content tests, and determine the ACI 318-14:26.12 temperature of the concrete. 3. Inspection of concrete placement for 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. 318-14:26.1 1 o '8 E a� U) U U c Uo �N � � a Z3 U�00 +� L C: U) 0 O I All I JS I JS I JS I JS I KK IKK KK z w M 0 U � z O U a z o N 0 0 w w cn Q U J Q = J U Of O O LU < o = W U CD w 0 Q CD U U � � _JW w W o W a_ z m o U) Cn U Q CK a a a u- 0 0 0 0 0 o z w w w w w O C�j cn cn cn cn cn Cn w > > > > > > w w w w w w cn Of Of of Of Of Ir N O O M M O 0 N CD C) C) O(14 ON O O ON N N � N C) cV N N O a Ofa za W w LL_ cn z 0 w Of 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 2021-06-24 CONTENTS STRUCTURAL NOTES CONTACT: AB PROJECT NO. UR801 REVISION DWG. NO. S101 orvoro ��o�o ►�o a o o nor: oi■o�► o. a 0� I 101 THIS STATEMENT OF SPECIAL INSPECTION IS SUBMITTED N 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 REQUIREMENTS. ANY ADDITIONAL TESTS AND INSPECTIONS REQUIRED BY THE APPROVED PLANS AND SPECIFICATIONS WALL ALSO BE PERFORMED. NTERIM 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 DEFICIENCIES 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 THE 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 + SEISMIC REQUIREMENTS (IBC SECTION 1705.10, 1705.11 AND 1705.12) DESCRIPTION OF THE SEISMIC OR WIND LOAD RESISTING SYSTEM (SLRS) AND DESIGNATED LATERAL SYSTEMS SUBJECT TO SPECIAL INSPECTION IN ACCORDANCE WITH IBC SECTION 1705.3: 1704.3.2 & 1704.3.3. THE EXTENT OF THE SEISMIC LOAD RESISTING SYSTEM IS DEFINED IN MORE DETAIL IN THE CONSTRUCTION DOCUMENTS. SCHEDULE OF SPECIAL INSPECTIONS INSPECTION FREQUENCY C - CONTINUOUS INSPECTION P - PERIODIC INSPECTION X - DENOTES INSPECTION THAT IS EITHER ONE-TIME OR AT A FREQUENCY DEFINED IN SOME OTHER MANNER N - INSPECTION IS NOT REQUIRED STRUCTURAL STEEL CONSTRUCTION PER 2015 IBC SECTION 1705.2.1 ITEM FREQ. NOTES 1. SPECIAL INSPECTION FOR STRUCTURAL STEEL SEE IBC SECTION SHALL BE IN ACCORDANCE WITH THE QUALITY 1705.2.1 ASSURANCE INSPECTION REQUIREMENTS OF AISC 360 2. MATERIAL VERIFICATION OF HIGH- STRENGTH BOLTS, NUTS, AND WASHERS: A. IDENTIFICATION MARKINGS TO CONFORM TO SEE APPLICABLE ASTM MATERIAL ASTM STANDARD SPECIFIED N THE APPROVED P SPECIFICATION AND AISC 360 CONSTRUCTION DOCUMENTS SECTION A3.3 B. MANUFACTURER'S CERTIFICATE OF COMPLIANCE P SEE SLRS QUALITY ASSURANCE 3. INSPECTION OF HIGH -STRENGTH PLAN ON THE STRUT. DRAWINGS BOLTING FOR ADD'L REQUIREMENTS A. BEARING TYPE CONNECTIONS P SEE AISC 360 SECTION M2.5 B. SLIP -CRITICAL TYPE CONNECTIONS P SEE AISC 360 SECTION M2.5 4. MATERIAL VERIFICATION OF STRUT. STEEL A. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARD SPECIFIED IN THE X SEE ASTM A6 OR ASTM A APPROVED CONSTRUCTION DOCUMENTS 568 B. MANUFACTURER'S MILL TEST REPORTS X SEE ASTM A6 OR ASTM A 568 5. MATERIAL VERIFICATION OF WELD SEE SLRS QUALITY ASSURANCE FILLER PLAN ON THE STRUT. DRAWING MATERIALS FOR ADD'L REQUIREMENTS A. IDENTIFICATION MARKINGS TO CONFORM X TO AWS DESIGNATION LISTED IN WPS SEE AISC 360 SECTION A3.5 B. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED X 6. INSPECTION OF WELDING SEE SLRS QUALITY ASSURANCE PLAN ON THE STRUT. DRAWINGS FOR ADD,L REQUIREMENTS A. STRUCTURAL STEEL 1. COMPLETE AND PARTIAL PENETRATION GROOVE WELDS C SEE AWS D1.1. 2. MULTI -PASS FILLET WELDS C SEE AWS D1.1. 3. SINGLE -PASS FILLET WELDS 5/16" C SEE AWS D1.1. 4. SINGLE -PASS FILLET WELDS 5/16" P SEE AWS D1.1. 5. FLOOR AND ROOF DECK WELDS P SEE AWS D1.1. 6. STUDS USED FOR STRUCTURAL DIAPHRAGMS P SEE AWS D1.1. 7. WELDED SHEET STEEL FOR STUDS AND JOISTS P 8. STAIR AND RAILING SYSTEMS P 7. INSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPLIANCE W/ APPROVED CONSTRUCTION DOCUMENTS P SEE PLAN FOR SLRS ON THE ADD'L QUALITY ASSURANCE STRUT. DRAWINGS REQUIREMENTS WOOD CONSTRUCTION PRE 2015 IBC SECTION 1705.5 ITEM FREQ. NOTES 1. VERIFY FABRICATOR QUALITY CONTROL X NOT REQUIRED IF THE FABRICATOR IS PROCEDURES IN ACCORDANCE WITH IBC APPROVED IN ACCORDANCE WITH IBC SECTION 1704.2.5 SECTION 1704.2.5.2 2. INSPECT SITE -BUILT ASSEMBLIES: SEE IBC SECTION 1707.5.10.1 A. FIELD GLUING OF ELEMENT OF THE SLRS. C I SEE IBC SECTION 1707.5.11.2 B. NAILING, BOLTING, ANCHORING, AND OTHER P SPECIAL INSPECTION IS NOT REQUIRED FASTENING OF COMPONENTS 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 HOLDDOWNS. WHERE THE NORMAL PANEL EDGE NAILIN IS MORE THAN 4 INCHES ON CENTER. 3. INSPECT HIGH -LOAD DIAPHRAGMS: SEE IBC SECTION 1705.5.1. HIGH -LOAD DIAPHRAGMS REQUIRING INSPECTION ARE DESIGNED ON THE STRUCTURAL DRAWINGS. A. VERIFY GRADE AND THICKNESS OF SHEATHING VERIFY NOMINAL SIZE OF FRAMING MEMBERS B. AT ADJOINING PANEL EDGS. C. VERIFY: 1. NAIL OR STAPLE DIAMETER AND LENGTH. 2. NUMBER OF FASTENER LINES. r I r a 3. SPACING BETWEEN FASTENERS IN EACH LINE P AND AT EDGE MARGINS. CONCRETE CONSTRUCTION PER 2015 IBC 1705.3 TABLE 1705.3 CONCRETE ITEM FREQ. NOTES 1. INSPECTION OF REINFORCING STEEL, INCLUDING P SEE ACI 318-14:26.13.3.3 PRESTRESSING TENDONS AND PLACEMENT. AL JS JS JS JS KK KK KK 2. INSPECTION OF REINFORCING STEEL, WELDING SEE AWS D1.4; ACI 318-14:26.13.1.6 IN ACCORDANCE WITH TABLE 1704.3 ITEM 5B SEE TABLE 1704.3 ITEM 5B FOR 1705.2.2 ITEM 2B REQUIREMENTS. z 3. INSPECT ANCHOR TO BE PLACED IN CONCRETE SEE STRUCTURAL DRAWING FOR PRIOR TO AND DURING PLACEMENT OF CONCRETE C SPECIFIC LOCATION WHERE THIS o0 WHERE ALLOWABLE LOADS HAVE BEEN INCREASED IS REQUIRED. OR WHERE STRENGTH DESIGN IS USED. o 0 � U 4. INSPECTION OF ANCHOR POST -INSTALLED IN P SEE ACIHERDED Z CONCRETE MEMBERS 318-14:26.7 o ~ bi ~ LU � CD 5. VERIFY USE OF REQUIRED MIX DESIGN P SEE ACI 318-14:26.4 U 6. AT TIME FRESH CONCRETE IS SAMPLED: SEE ASTM C 172, C 31 ; < o o w w FABRICATE SPECIMENS FOR STRENGTH TESTS, C ACI 318-14:26.12 w PERFORM SLUMP AND AIR CONTENT TESTS, AND o Q Z DETERMINE THE TEMPERATURE OF THE CONCRETE. a � o w w w o a °D 7. INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION C SEE ACI Q Q Q Q o TECHNIQUES. 318-14:26.5.2 0 w cn > 0 w cn > 0 w cn > 0 w cn > w cn > o in > o w 8. INSPECTION FOR MAINTENANCE OF PROPER SPECIFIED CURING TEMPERATURE AND P SEE ACI w Of w Of w of w Of w Of w of cn N TECHNIQUES. 31814:26.5.3 o o N rn o rn 0 rn 0 rn 0 oo 0 9. INSPECTION OF PRESTRESSED CONCRETE: - N o � A. APPLICATION OF PRESTRESSING FORCES. C SEE ACI 318-14:26.10.1 (a) cc N N } o_ N O B. GROUTING OF BONDED PRESTRESSING TENDONS C SEE ACI 318-14:26.10.1 (g) IN THE SEISMIC FORCE RESISTING SYSTEM. a a 10. ERECTION OF PRECAST CONCRETE P SEE ACI 31814:26.9 cfl I <1 <zt '� N < F;o 1 1 . VERIFICATION OF IN -SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF TENDONS N POSTENSIONED CONCRETE AND PRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS. 12.INSPECT FRAMEWORK FOR SHAPE, LOCATION AND DIMENSION OF CONCRETE MEMBERS BEGIN FORMED. 13.POST-INSTALLED ANCHOR: A. A VERIFY DIAMETER AND DEPTH OF HOLE TO CONFORM TO MANUFACTURER'S GUIDELINES AND VALUES SHOWN ON THE STRUCTURAL DRAWING. B. VERIFY EPDXY OR EXPANSION ANCHOR IS OF TYPE INDICATED ON THE STRUCTURAL DRAWING. C. OBSERVE MIXING OF EPDXY AND INSTALLATION OF ANCHORS. VERIFY TORQUE OF EXPANSION ANCHORS. SOILS PER 2015 IBC SECTION 1705.6 ITEM 1. VERIFY MATERIALS BELOW FOOTINGS ARE ADEQUATE TO ACHIEVE THE DESIRED BEARING CAPACITY. 2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIALS. 3. PERFORM CLASSIFICATION AND TESTING OF CONTROLLED FILL MATERIALS. P SEE ACI 318-14:26.11.2 P SEE ACI 318-14:26.1 1 C X SUBSTITUTIONS MUST BE SUBMITTED TO THE E.O.R. FOR ACCEPTANCE PRIOR TO USE. SEE DRAWING FOR LOCATION C WHERE INSPECTION IS NOT REQUIRED. TABLE 1705.6 SOILS FREQ NOTES INSPECTIONS REQUIRED IN THIS TABLE P SHALL BE PERFORMED BY THE PROJECT GEOTECHNICAL ENGINEER. A 7 4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESS DURING PLACEMENT AND C COMPACTION OF CONTROLLED FILL. 5. PRIOR TO PLACEMENT OF CONTROLLED FILL, OBSERVE SUBGRADE AND VERIFY THAT SUET HAS P BEEN PREPARED PROPERLY. z 0 w 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 S1NGH 9 2P��oE wAsy�cy� �p F 41773 _ ,►DNA 2021-06-24 CONTENTS 4 STATEMENT OF SPECIAL INSPECTION CONTACT: AB REVISION PROJECT N0. DWG. N0. UR801 S101A CENTER�LIN CEI\17 LIN (A-) (A,� (B E� I I I I I I I I 94'-4 112" I I I I I I I I 22'-5 112" , 12'-11 , 13'-11 19'-1" 14'-11 1 /2" 11'-0 1 /2" I I I I GRID LINE '1' 13 TYP. MATCHES W/ 21/z'- = I I I I I 7 TYP. 18"X18" CONC' . PIER F_2 �,�� S301 � EXTERIOR FACE OF POSTS 18 X18„ CONC. PIER � F-2 F-1 Q`6 S301 W/ 4-#5 VERT. & #3 Q N W/ 4-#5 VERT. & #3 --- F4 TIES @ 12" O/C TIES @ 12" O/C PL 12"X12"Xj" BASE IL J PL 12"X12"X BASE — PLATE - (4) 4"0 PLATE - (4) J"O ANCHOR BOLTS X14" ANCHOR BOLTS X14" LONG+4" HOOK LONG+4" HOOK 35-8 1 /2" F-1 _F-1 STAIR FOOTING > 13 TYP. S301 Qom, J 5 S3 01 (58"X20"X10") J J 7/ GRID LINE 2 2'-8 9 16" � � o I GRID LINE 'G' N MATCHES W/ C I MATCHES W/ EXTERIOR FACE EXTERIOR FACE 4'-4" 6'-10" I 14'-4" \ -- OF WALL L_ OF WALL - - - CF-3 -- -��- -1P6P6 F-1 I F-1-- P6 I P8 r HD5B- 4 AT 18" O.C., i-n o I HD5B REINF. TO BE E.W. SLAB REINF. J L-� L _J v-, I SUPPORTED HD12co I ON CONCRETE BLOCKS f _ P6 HD12 6 HD12 5 I @ 4'- 0 O.C. EA. WAY HD12 AB-2 HD12 F h--iHD5B TYP. S301 i 5" COARSE GRAVEL — — - — — — - - --- -------- ----- - --------------- -- -- ------------- -- ------ I 13 NON EXPANSIVE FILL FOR SUBGRADE CF-1 PREPARATION AB-1 I I I I SEE SOIL REPORT L,1 I 5" MIN. CONC. SLAB TYP. W/ 6X6- 0 F2 � F1 c I LL 1 LL I SLAB CROSS SECTION &SPECIFICATIONS MESH OR #3-18 O/C E.W. OR #4- 4 6' U U I I I O/C E.W. OVER 2" SAND, OVER 10 tv�IL. _II II I / N w I I I VISQUEEN MEMBRANE, OVER 4" TYPE II I I � v AB-1 I N O\ 4'-2 1 4 18'-0 1 2 i AB-1 i PL 11"X8"X1" BASE N /„ /„ I I I I 1,6 J i GRID LINE '4' i PLATE - (2) 8"0 X w w I r I i MATCHES W/ i I ANCHOR BOLTS X14" HD5B b- o �� I , 11 I EXTERIOR FACE I -6" LONG+4 HOOK C,`1' OF WALL HD5B �,'� `fl B �� I I I_j �� HD5B AB-1 HD B I AB-1 I F-2 Q In CF-1 IF1 L----~---CF-2 — AB-1 ---J ---_--_- - -----J ------- -- - ---- - - - - - - - - - - ---- -------------- ---------- - - - - N I I ----- -- ------------ _-------- -- - - - -- s----------------------- -- ----------------------_ C I r L I� ---- CF-1--- ----- — �� _ LL — _ I I -HD5B HD5B L ! — � HD5B I HD5B HD9B AB-3 HD9B N CF-2 DEPTH OF ELEVATOR 19'-3 3/4" 25'-9 1/4" - -I - - - - - - - - - _ _ _ FOOTING AS PER - - 2'-0"X2'-0"X12"- THK.- ° --------,--r--=--� ®� I MANUFACTURER SLAB 0 SUPPORT STAIR LANDING COLUMNS, SEE r I I HD5B I I N I I I A DETAIL A/S201 2 3/4" I N � I � N S301 I I "� I - ----- J ° LL I I I I I I i� rLo U m II Q Q AT STAIR LANDING HD L 5B - I T - - - - - - - -I --- - ---------- ——-------- - - - - - a LJ J , - - - - - - - - _ -.._.' - - - - - - - - - - - - - - - - - - - - - - - - - - - - - a.. .. a .. .. a .. .' . .. .., . . 'q - - - GRID LINE E MATCHES W/ • EXTERIOR FACE I --_Ln----------- J OF WALL r -- --- J II I I I I I 1 I a� .4 — — — — — — — — — — — — \ - - - - - - - - - - - - - - -�- - - - - GRID LINE '7' I o MATCHES W/ EXTERIOR FACE OF WALL 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 TO VERIFY MINIMUM PROPOSED FOOTING SIZE. I FOUNDATiONPLAN (SCALE : 1/4" = 1'-0") til0["0 0glamail) 0m_gYs:1011111110 MARK O DESCRIPTION PER ANSI/AWC NDS 2012 TABLE 12E SHEAR #/FT. BASED ON 2xSILL AB-1 5/8" DIA.x12" ANCHOR BOLTS @ 48" O/C IN 2xPLATE 372 AB-2 5/8" DIA.x12" ANCHOR BOLTS @ 32" O/C IN 2xPLATE 558 AB-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 I 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" MIN. SOIL BEARING = 3000 PSF NO SPECIAL INSPECTION REQ'D AS PER GEOTECHNICAL ENGINEERING REPORT PREPARED BY 3/4" MIN. GEOTECH CONSULTANTS, INC. WOOD 3/4" MIN. 5" MIN. 2401 10TH AVE. E SEATTLE, WASHINGTON 98102 HOLDOWN CAPACITY BOLT 0 MEMB. PROJECT N0.- JN 18021 HD513 3750# 5/8"0 2-2X6 8" 7" 6" DATED- JANUARY 25, 2018 PHONE NO.- (425) 747-5618 HD7B 6215# 7/8"0 3-2X6 10" 8" 7" HD9B 9920# 7/8"0 3-2X6 12" 10" 8" A. CONTINUOUS FOOTINGS 1"OX24" 4-2X6/ CF-1 18" WIDE X 18" THICK W/1-#4 AT TOP & 2-#4 AT BOTTOM HEAVY HEX HD12 14220 # 5j"X54" 18" 18" 18" W/#4 TRANSVERSE REBARS @ 24" O.C. BOLT, F1554 POST CF-2 24" WIDE X 18" THICK W/1-#4 AT TOP & 3-#4 AT BOTTOM Gr. 36 1 1 1 1 1 W/#4 TRANSVERSE REBARS @ 24" O.C. NOTES: 2 CF-3 30" WIDE X 8" THICK W/3-#5 CONT. REBAR AT BOTTOM 1 CONTRACTOR IS RESPONSIBLE FOR PROVIDING ADEQUATE BOLT LENGTH ABOVE W/#4 TRANSVERSE REBARS @ 24" O.C. THE TOP OF CONCRETE TO ACCOMMODATE THE SPECIFIC HOLDOWN ��- 2 PROVIDE ADEQUATE FOOTING DEPTH TO ENSURE 3" CLEAR OF CONCRETE FROM F-1 31-011X3'-0" X 18" DEEP W/ 4 #5 EACH WAY AT BOTTOM BOTTOM OF BOLT. 2 F-2 4'-O"X4'-0" X 18" DEEP W/ 5 #5 EACH WAY AT BOTTOM WALL LEGEND CONCRETE STEM/RETAINING WALL COLUMN/POST SCHEDULE MARK SIZE sCi HSS 5"X5"X1 /4" SC2 HSS 6"X4"X1 /4" P26 2-2X6 BUILT-UP POST P36 3-2X6 BUILT-UP POST P46 4-2X6 BUILT-UP POST P56 5-2X6 BUILT-UP POST P28 2-2X8 BUILT-UP POST P6 6X6 DFIR#1 POST pg 8X8 DFIR#1 POST MARK X Y THICK STUD EM-1 6" 10" 3/8" 2-5/8" 0 6" LONG 3/4" THK. BASE PLATE - (4) 8"0 ANCHOR BOLTS X14" LONG+4" 12" HOOK EllN o 0 PL1 1" THK. BASE PLATE - (2) J"O ANCHOR BOLTS X14" �N LONG+4" HOOK -IF I PL2 1" THK. BASE PLATE - (2) J"O ANCHOR 3OLTS X14" _ONG+4" HOOK N PL3 A (A,� I I I I 94'-4 1, I I I I 22'-5 1 /2" , 12'-11 , 13'-11" 14'-11 1 /2" 6 I I I 1 TYP. 43 I I TYP. 1 P6 W/ 35 STRAP TIE S303 Jy , S303 1 (B-28) 5j"X15" GLB �G " " 6 X18 GLB (B-27) F- - - - - - - - - - - - - - - - - - 7 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - IMP ON o �UC�21 �-2 SIDS N p N O X 0 X N FLOOR-1 Y �j UI IN UI I I I I I I I I I N ui � W P6 W/ SIMPSON o ^ FULL HEIGHT WALLSTRAP TIE HUS210-P6I #5 BARS 12 O.C. VERT. 2-2X10 o o #5 BARS @ 16" O.C. HORIZ. p .� @ CENTER OF WALL - - - - _IO I I I 1 1 6 XI 5 o - - - - STRAP 3j" 12" >I . 3 "X1 N �? CMST14 S� RAP x TIE �38 N x 1 1GLg1 1 1 1 I I G4g I I HD B H 5B N o I HD5 LONG -0 P6 W/ N 2-2X10 AS A - - SIMPSON CC DRAG STRUT P38 3 P�02 G* A POST CAP P6 W/ UC210 2T - - - - - _ 6) I S+RAP TIE I S IL 04 P 8 3 ( P 8 P3 I r. j 1 A�RI C 21 - -S S R P HD5B HD5B 5A»X9" GLB (B-35) 3 r'X I» OL' _LW- 6 T 3� X1 I �B '1 I I I I I I III I „I I„ I I I I I I I I I I I I IggL1 r'. a - 10 D G — GL'� 2X8 @ 16" O.C. STUD WALL I 1 X1 ST UL 0 ER SH A L F ��2X110 D IR#11 @I P6 POST SIMIPSO o 8 P S BLOCKED D56 I r r HD5B x 16" O.0 DECK UC 10- �I - - - DIAPHRA N II 04 W R H�12 4.75' N HD12 JOISTS J3) 4. 5' 3.7 1 I ST AP TI - 3 _ X FO I I I 1 I I I I I N I I FLOOR-1 -11-- - -'X12" LB 3 " 12" GLB -11 - 3G�B2 - 11 *24 , » - 5 - - - - - - - - - o - - - I - - - - - - I I I I I I I I I I I I I I I 6 P 6 P36 3 3 T GIfB p96 DRAG STRUT 1 N- HD12� Ir- - - - - - v,6 POST - - - P26 D1 D12 I I - RAC - � �w o =1 - - - - - - - TYP. � to I I TIE � V) - - - - - - - 40 - IY% I I O - - - - Q w 2-2X10 DECK JOISTS I 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I i - - - - - S303 X m I I @ 12" O.C. (J-4) - -�::. AB 1 N o m P36 W '-100 I - - - I 3-2X F 0'T' I I N N D O FLOOR-1 ''� 1 ABOVE III r - 0 OI - - - - STRAP TIE I CONT. RIM BOARD I �, HID I r Q - - I I x z m 11 TJI 230 @ 16 O.C. TYP. U N 1 I AS A DRAG STRU STRAP w - - - - - - r i'` N I TIE _ U m J-2 B/W JOISTS OVER I I I I I I SOLID BLOCKING I I I I• CONC. BASEMENT o - - - - - - SHEAR WALL P36 I I > B/W JOISTS OVER ;i:'1 WALL STRAP P361 HD5B 51 I - STRAP - - S I H 5 ~ c�G I SHEAR WALL 4-2X6 . G m TIE D5B I TIE A FROM P2 F O �:: - X - - - - - - - 9 9 P26 _ I I I I _ 1"X11 "LVL AS A DRAG STRUT P36 P36 10 26 W NAIL R (B 2 ) �- Q - - 2--------- - --36 LDI 2X 0 P26 ABOVE - - - - - - OP� �. ------- CL P62 P 2 jT:::FtJ-/44-k- ROrP26 H 56 STRAP 62 P------- ------- - �a O _ _ _ 3 X 2 GLB P6 HDSB ST AP TIE 7-7 co TIE HD15B HD5B � C 3000#1 1 1 1 d SO ID O�LOC ING N w ' '.. 1 2 0 _ _ f _ - o MPSON I CT. 26 7 26 P6 II STRAP TIE HHUIIS28�2 ACT# B/ JOISTS FLOOR-1 2 i;e J F CT. 13 „ „ 1 II� ! 9 Q ^ _ 8-32 - � - - L_L�__ 3 X1 GLB-2 �z ) --2 - - - - - - - w o - - W10X26 W/ NAILER DRPP DROP ------------ ---------- m Q - - - - - - - RAP P 2 I HD9B HD5B ST AP _ w? Ln TIE tHD9B I TI m S R A rLL N xw w Z cn » 1 H 5B I P36 P36 P36 P36 o TIIU NI S RAP 1- N � - - 11 TJI 560 @ 12 O.C. - - - I 2 2X10 -2X 0 o TI r Ln o �1 0 0; 1 o x > w i z 0 (J-1) co I o NL M 1 X J _ T - - - - - XI - 7 T X J J - O = - - _ _ - DOIIBL = HD5B _ I _ I N N N - - - RIIu�JDIS-T--A� HD5B N N! N - 0 o DRAG STRUT < I I IN I 1 11 x x -- — AB 1 8" THK. FULL HEIGHT WALL i_�T �- I� ,> 4` HD56 2X10 DFIR#1 z #5 BARS @ 12 O.C. VERT. - r 1 H 5B z z CONC. HEADER, Q #5 BARS @ 16" O.C. HORIZ. _ _ i AB-1 @ 16" O.C. 0 SEE DETAIL ° c�G @ CENTER OF WALL N 5 0 ED 12/S301 - - - - - - - - - f. m �. �° r` 71 1,77 4 \ HD12 MAC FLOOR F I AMI P I 14"X11g" LVL + SOLID BLOCKING cz G AB-1 (SCALE 1/4" = 1'— ") BLOCKING B/W CANT. JOISTS cI- /. I I I I I I 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 SHEAR (PER 2015 IBC) (SEISMIC) (WIND) PLATES TO BLKG. A #/FT. #/FT. NAILING REQ. 9 15 32 STRUCTURAL I PLYWOOD WITH 8d NAILS @ 6 O.C. AT 16d @ 5 ON CENTER OR EDGES & 12" O.C. FIELD W 2x FRAMING@16" O.C. 280 307 A35 @ 20" ON CENTER 10 15 32 STRUCTURAL I PLYWOOD WITH 8d NAILS @ 4 O.C. AT 16d @ 3-1/2" ON CENTER OR EDGES & 12" O.C. FIELD W 2x FRAMING@16" O.C. 430 447 A35 @ 12" ON CENTER 15 32 STRUCTURAL I PLYWOOD WITH 8d NAILS @ 3 O.C. AT 16d @ 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 O.C. AT 12 EDGES & 12" O.C. FIELD W 3x FRAMING@16" O.C. 665 840 A35 @ 7" ON CENTER 13 1/2" STRUCTURAL I PLYWOOD/OSB WITH 10d NAILS @ 2" O.C. AT 870 1077 A35 @ 7" ON CENTER EDGES & 12" O.C. FIELD W/ 3x FRAMING@16" O.C. FLOOR DIAPHRAGM SCHEDULE JOIST/DRAG STRUT SCHD. MAX. SPAN SIMPSON JOIST HGR. (U.N.0) ALOOWABLE LOADS (#) MARK DESCRIPTION SHEAR (SEISMIC) SHEAR (WIND) J-1 = 11 j" DEEP TJI 560 @ 12" O.C. 22'-O" ITS3.56/11.88 1520 PER TABLE 4.2A/4.2C 2015 SDPWS #/FT. #/FT. J-2 = 11 j" DEEP TJI 230 @ 16" O.C. 17'-9" ITS2.37/11.88 1190 FLOOR-1 19/32" OSB/CDX PLYWOOD UNBLOCKED W/10d NAILS @ 6", 6", & 12 O/C AT BOUNDARY, EDGE AND FIELD RESPECTIVELY ALL CASES 215 300 J-3 = 2X10 DFIR#1 @ 16 O.C. „ 5'-0" LB210 915 NOTE: USE FLOOR-1 TYP. U.N.O ON PLANS J-4 = 2-2X10 DFIR#1 @ 16" O.C. 14'-0" THA218-2 2245 COLUMN/POST SCHEDULE MARK SIZE MARK SIZE sCi HSS 5"X5"X1 /4" P62 2-2X6 CRIPPLES + 1 STUD SC2 HSS 6"X4"X1 /4" P63 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 P28 2-2X8 BUILT-UP POST P8 8X8 DFIR#1 POST P38 3-2X8 BUILT-UP POST BEAM/HEADER SCHD. NAME SPAN FEET SIZE - 5 19.00 6 B-26 6.25 3-1 8"X12" GLB B-27 6-3 74 X18 GLB 5-1 /8"X12" GLB 1 B-28 17.5 B-29 13.25 3-1 8 X12 GLB B-30 7.5 3-1 8"X12" GLB B-31 16.25 5-1 8"X16 1 2" GLB B-32 21.5 W10X26 B-33 16.00 8-3 4"X19 1 2" GLB B-34 9.00 3-1 8 X12 GLB B-35 16.50 5-1 8 X9 GLB B-36 13.75 3-1 8 X9 GLB � 5� SIMPSON POST BASE WELDED TO STEEL BEAM BELOW WALL LEGEND BEARING/ SHEARING WALL NON BEARING STUD WALL CONCRETE STEM/RETAINING WALL WALL SCHEDULE EXTERIOR WALLS 2X6 DF#2 STUDS @ 16" O.C. LOAD BEARING INTERIOR WALLS 2X6 DF#2 STUDS @ 16" O.C. FLOOR LEGEND BLOCKED DIAPHRAGM, SEE DETAIL 17/S302 WOOD POST AS PER PLAN STEEL BEAM AS PER PLAN STIFFENER STEEL 717 BOTH 5/8" O A325 BOLTS SIDES OF WEB 1 ONE ON EACH SIDE 1/2' THICK CAP PLATE WELDED WITH FULL STRENGTH FILLET WELD HSS COLUMN AS PER PLAN A. STEEL BEAM TO STEEL POST 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 SHEAR (PER 2015 IBC) (SEISMIC) PLATES TO BLKG. 0 #/FT) NAILING REQ. 9 15 32 STRUCTURAL I PLYWOOD WITH 8d NAILS � 6 O.C. AT 16d � 5 ON CENTER OR EDGES & 12" O.C. FIELD W 2x FRAMINGC�16" O.C. 280 307 A35 � 20" ON CENTER 10 15 32 STRUCTURAL I PLYWOOD WITH 8d NAILS � 4 O.C. AT 16d � 3-1/2" ON CENTER OR EDGES & 12" O.C. FIELD W 2x FRAMING®16" O.C. 430 447 A35 � 12" ON CENTER 15 32 STRUCTURAL I PLYWOOD WITH 8d NAILS � 3 O.C. AT 16d Q 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 O.C. AT 12 EDGES & 12" O.C. FIELD W 3x FRAMINGQ16" O.C. 665 840 A35 � 7" ON CENTER 13 1/2" STRUCTURAL (PLYWOOD/OSB WITH 10d NAILS � 2" O.C. AT 870 1077 A35 � 7" ON CENTER EDGES & 12" O.C. FIELD W/ 3x FRAMING®16" O.C. (A, 1�, I I I I I I I I 94'-4 1 /2" 22'-5 1 /2" 12'-11 13'-11 " 19'-1" , 14'-11 1 /2" 11'-0 1 /2" 6 TYP. 35 S303 s�'� B �G - - - - - - - - - - - - - - - - - - - - - - - - - 6 » X18" GLB - (B-11) - - - - - - O I I I I I I I I I I I I I I I I I I 11 I I I I I I I 1 i� N o 0 0 Y N W N 4-2X8 DOUBLE HT. STUDS C/W TOP N N PLATES AND BOT. PLATES W/ 6 � FLOOR-1 SIMPSON A35 ANCHORS, SEE [DFIR1 O BALLOON FRAMING DETAIL 33/S303 IP28 OIL X .� HD5B HD5B P38 FROM STRATI P STRAP 3 5'I 31"X12"I 1 IP261 3.7504 26 W/ ABOVE - 10L GL� 5 " 15" GL -10-�JF TRAP TIE -I - - - - - - - - - -- -- - - - - HD56 11 D B !P6 W, I I 1 p16 uV/ I I I 737,1 8 1 2 1 I I HD5B P28 ^I SI P ON SIP PS N C P Slf 4y.'C PO T m e N C P CAP C-O P36 FROM y�� °° 1 1 HD5B CONT. DOUBLE o , � ABOVE w RIM JOIST OVER (2)CMST14 6.0 (2)CMST14 w `� P26 C,OPENING TYP. 13 [P56 3j"X12" CS16 �1 I a1 I I I I I I I I 1 VI I I I - 3 "X12" GLB -- --- 3 "X12" GLB GLB CMST14 I z o FLOOR-1 1 P26 ��/' AL N P26 P36 I I 2X8 ® 12" O.C. P26FROM.BOVE-,,, II I TWO STOREY N @j JS JS JS JS KK KK KK •"'> I I HIGH STUD WALL O O ff��77 �4OY� I I TYP. I 3:1 1 1 1 1 1 1 1 LoI I FLOOR-1 P26 FROM z P46 S303 7 �` 5 o C w N I S302 00 I ABOVE 1 N I I CMST14 1 m1 I TYP. 7 0 m N - &__-11g" TJI 230 ®16" -O.C. TYP. U N - SIMPSON I I P82 I S302 z 1 N (J_2) J BA �6/1h.88 CONT. RIM BOARD STRAP TIE, FOR / 0 �I 1 1 0 P6 POST W CUSTOM �I X m - NI AS A DRAG STRUT MID -WALL POST CAP (SUBMIT SHOP x ~ I z 0 0 SOLID BLOCKING o o N 04 „ „ LLJ P82 CONNECTION, SEE DRAWINGS FOR REVIEW) 1 1 1 1 B/W JOISTS OVER 1 1� y 1 j b o z z - x l 3 X1� �Sl_ I DETAIL 28/S303. Ia_ I I I I a. >_ SHEAR WALL rn o 00 ''' ' ' � CMSIT12 1 I I CS16 P62 3000# r� STF AP I N _ � Q P36 ~ P36 I " " o TIE 1 1 1 1 1 1 1 1 1 1 Q 0 o w Lu Lu 1 X11 LVL AS A DRAG STRUT - 62 P62 3 GLB2 3 LB 3 X12 FACT. _ _ z z »_ J'� _ _ _ _ _ _ "X9" GLB I GLB GLB _ 5 "X12"_ GLB (B-19� P 6 P62 o = m 1 SOLID BLOGKINIG 1 1 GMST12 I- w c� P46 - - P62 B W JOIST — — — 2 2xo — i 4 0 Q o „ 7„ _ STRAP TIE 11 —� 1 —I k115 P163 P63 R36 STRIAP 12500# 12 G (B 1 ) - DR P Of � � Q w 1 X11$ LVL - - - - - - CMST12 CMST12 11 = w w w o z cn � SOLID BLOCKING 3.2 �1 TIE ACT 1 a m z m z STRAP B W JOISTS OVER IMPSON S MP�ON CMST12 I cn o / 4 5' 3.25' CMST1 0 5•7 I N � N o Q � v> SIMPSON MST 4 CMST 4 �° °� IMP ON NI GU .25 10I I HGU .25 10 C�I T 2 Q Q < '1 0 > Of HUCQ1.81 /11-SDS 1 TIE SHEAR WALL 11 �I 11 3-12X61 W/ I I I I P6 1 X11 LVL AS 1 FLOOR-1 H U5.125-1SDS ✓ / I o o P26 CMST1 - - --_2 _ - -- STRAP TIE A DRAG STRUT » GL T�(B15� - - - _ _ _ _ _ _ _ - - -I - I - - - 5 �n �n cn �n cn cn --- -- -- - - --- - - - -- » » w w w w w w cn 1 X11 LVL AS A DRAG STRUT D OP DROP ----------------------- CONT. 5 X12 GLB (B-21) I 8 E �„ „ _ _ _ I P36 FROM Of Of m Of of of N CANT. 5$ X12 GLB - I C 16 CMST12 1 I S 5 12 GLB AT - ,> i P62 P62 P62 2-2X8 @ 12 O.C. >, ,> ABOVE f 12'-10 LONG g Cz _ _ _ _ _ _ 1 S161 1 STRAP STRAP CANT. 84 X12 GLB AT G 5. -SDS G 5. - D (CEILING LEVEL f I I I N o Q _ _ _ _ _STRAP I 1 I TWO STOREY HIGH 8 -6 CEILING LEVEL f 1 BLOCKED ® 10 0 ONG (6 18) I `1' oN o o rn ---- -- >, w _ HDSB 36TIE1 P36 P36 P3 TIE STUD WALL , - I o _1 ' " I o cv cv o 0 0 P46 Y TIE P56 1------- 12 -0 LONG (B-20) m ROOF-1 DIAPHRAGM c) _ _ _ _ _ _ _ I o 2 2X10 X 0 4-2X8 POST (TWO STOREY 1 1 p126 1 1 1 1 1 N o 0 �I m o - } - - - - - - - I I I inL M - - - - of - �r 1 HIGH) C/W TOP & BOT. I 0 1D 0 I�IG_ JP 6 I m cv; I cv PLATES W/ (2) SIMPSON A35 CMST12 I wl JOT— I \ w Q w .� L 1 w cn CMST14 = _ _ _ - - _ - - I -I HD B CS16 S16 .� -- -- -- -- - -1 -�-1�- cn -�1- — — --- -- — — - r 11 TJI 560 ® 12" O.C. J-1 I N; N CO 6 �n cv o m ( I o P46 Lg P36 FROM a a a Q a a a P28 P28 P28 P28 S RA - I Z S LID BL CKII�G — TIE 11.0' ABOVE I- - - - - - - - --- - - --------- ------ — — _ _ 6x6 DFIR#1 - I - -1 - - - - - - 1 - ------ - -- -- - B1 W JOISTS 5 '�X12' GL �� ` 1 / MAINLAND POST _ 1 - - - - - - - 6 2X10 DFIR#1 zq � STRAP TIE P6 `�/ C N 1 BOT SI ES 36 LANDING JOISTS 28,0 CC IPOS�IMP�ON CA� N � 0 N - �� - - - - - I HD5B FROM CONT. 6j"X12" GLB AT A 14'-0" CEIL NG CANT. 5 "X12" GLB r PROVIDE SIMPSON - 1 FROM @ 16" O.C. CANT. 5 X12 GLB I I I I ENGINEERING _ _ o_ _ _ _ _ _ ABOVE P38 FROM 14 -0 CEILING LEVEL C W LE EL B- 6 " CS16 STRAP TIE I ABOVE f 14 -0 LONG AT ( ) f 14 -0 LONG AT 1 0 `n o ABOVE TWO STOREY HIGH POSTS P46 P4 CONSULTANTS FROM CANT. BEAM TO I o � � 14 -0 CEILING 14 -0 CEILING POST FOR UPLIFT 1 - - - - - - - W/ (2) SIMPSON A35 a_ 14"X11 LVL7 14"X11 LVL - EDGE BEAM AT - EDGE BEAM AT - - --------------- ---------------- -- - - - � CORPORATION 6x6 DFIR#1 HD12 /9\ P36 FRO HD5B E-FRAMING PLAN14'-0" CEILING 14 -0 CEILINGA4 � LEVEL CANT. 3 X12 GLB LEVEL Suite 206, 8363 128th Street POST 22 5' o ABOVE (SCALE 1/4" = 1'-0") BOTH SIDES (B-17) Surrey, B.C. V3W 4G1 SIMPSON SIMPSON Tel: (604) 543 8044 HGUS5.25/12 HGUS5.25/12 Fax: (604) 543 8104 1 I 1 PROJECT TITLE SINGLE FAMILY DWELLING 15712-72 AVE. WEST, EDMONDS, WA, U.S.A. NOTE: USE FLOOR-1 TYP. U.N.O ON PLANS STAMP SINGH 9 2�h/�� wAsy�� + +� 41773 ��,��s�t-ssy r�� S/ONA1 6 20-2-1=06=2 CONTENTS UPPER FLOOR FRAMING PLAN CONTACT: AB REVISION PROJECT NO. DWG. NO. UR801 S203 FLOOR DIAPHRAGM SCHEDULE MARK DESCRIPTION SHEAR (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", 6", & 12 0 C AT BOUNDARY, EDGE AND FIELD RESPECTIVELY ALL CASES 215 300 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 ®6 , 6 , & 12" 0 C AT BOUNDARY, EDGE AND FIELD RESPECTIVELY ALL CASES 215 400 JOIST/DRAG STRUT SCHD. MAX. SPAN SIMPSON JOIST HGR. (U.N.0) ALOOWABLE LOADS (#) J-1 = 11 �" DEEP TJI 560 C� 12" O.C. 22'-0" ITS3.56/11.88 1520 J-2 = 11 �" DEEP TJI 230 � 16" O.C. 17'-9" ITS2.37/11.88 1190 J-3 = 2X10 DFIR#1 C�? 16" O.C. 5'-0" LB210 915 J-4 = 2-2X10 DFIR#1 � 16" O.C. 14'-0" THA218-2 2245 COLUMN/POST SCHEDULE MARK SIZE MARK SIZE SCi HSS 5"X5"X1/4" P62 2-2X6 CRIPPLES + 1 STUD P26 2-2X6 BUILT-UP POST pgg 3-2X6 CRIPPLES + 1 STUD Pas 3-2X6 BUILT-UP POST p82 2-2X8 CRIPPLES + 1 STUD P4s 4-2X6 BUILT-UP POST P83 3-2X8 CRIPPLES + 1 STUD P5s 5-2X6 BUILT-UP POST P61 6X6 DFIR#1 POST AS CRIPPLES + 1 STUD P28 2-2X8 BUILT-UP POST pg 6X6 DFIR#1 POST P38 3-2X8 BUILT-UP POST pg 8X8 DFIR#1 POST BEAM/HEADER SCHD. NAME SPAN FEET SIZE NAME SPAN FEET SIZE B-11 26.50 6-3/4"X18" GLB B-19 19.00 5-1 8"X12" GLB B-12 14.00 5-1 /8"X15" GLB B-20 12.00 8-3/4"X12" GLB B-13 18.75 5-1 /8"X16 1 /2" GLB 5-1 /8 X1 GLB B-14 14.00 5-1 /8"X12" GLB B-22 17.00 6-3/4"X12" GLB B-15 14.25 5-1 /8"X12" GLB B-23 8.25 3-1 /8"X10 1 /2" GLB - 4.00 3-1 8 X1� LB 6 B-24 13.00 5-1 /8"X12" GLB B-17 19.00 3-1 /8"X12" GLB B-18 10.00 5-1 8"X12" GLB WALL LEGEND BEARING/ SHEARING WALL NON BEARING STUD WALL WALL SCHEDULE EXTERIOR WALLS 2X6 DF#2 STUDS � 16" O.C. LOAD BEARING INTERIOR WALLS 2X6 DF#2 STUDS ®16" O.C. FLOOR LEGEND BLOCKED DIAPHRAGM, SEE DETAIL 17/S302 (A-) (A.1�, 94'-4 1 /2" 22'-5 1 /2" , 12'-11 , 13'-11 , 19'-1 " , 14'-11 1 /2" 11'-0 1 /2" i i i it i i i i 6 3-2X8 DOUBLE HT. STUDS C/W TOP PLATES AND BOT. SOLID BLOCKING @ 24" O.C. IN PLATES W/ SIMPSON A35 TWO JOIST SPACES ON BOTH INVERTED ANCHORS, SEE BALLOON SIDE OF 2X8 WALL (CONNECT HHUS210-2 FRAMING DETAIL 33/S303 ONE BLOCKING TO DOUBLE TOP o HANGER PLATE W/ SIMPSON A34) v CANT. 1 j"X14" LVL (B-2) 1 j"X14" LVL EDGE BEAM CS16 CS16 1 j"X14" LVL EDGE BEAM CS16 TY��2 2 -- - - - CS+16 CS16 3.5 CS16 5.5 S3029-11X14' LVLAS AP38 �P38 P36 W ool 14"X14" LVL `DRAGSTRUT _ _ _ - - - - - - - - /NoNo EDGE BEAM P8W/ SIMPS. 38 W/ P36 W IH6 TIE SIMPSON CC POST`CAP - _ STRAP-6 TIE _ CONT. DOUBLE 1 X14_ - H6 TIE LSL AS RIM JOIST HUCQ1.81 /11-SDS TIE - - - - - - - - - CANT. (B-1) CANT. rn o HANGER ,� » - - - - - 3j"X134" GLB- - - - - - - - - - - - - 34X13 " GLB INVERTED 1 X14 LVL EDGE BEAM 1 X14 LVL EDGE BEAM m CANT. - - - - - - - - - HHUS210-2 CS16 S16 3 "X13�' GLB P38 CMST14 I ROOF-1 - - - - - - - - - HANGER B-10 » 10 1� CS16�� 10 2 PLY 1 X14" - P36 2 6 8 - - - - - - - p ( NT. 3 X131 -- _ - ---- LVL BEAM TIES - O- - - TIERAP- - _ _ _ _ _ _ _ _ - °J° P2 P2 - - - - 1 - - - - - - - - - - - - - - - - - P36 W _ P36� (2 CO T. DOUBLE P36 W/ TRA� H6 TIE H6 TIES 1 J 14 LSL AS m H6 TIE Y TI I _ _ _ - - - - - 4 TYP. CS16 P26 x - - - - - RI JOIST - I _ _ _ _ _ �_ I - - - - - - - - - - 40 S303 I I 4 TYP. - - - S302 � rn - - - - - - - w @�� I - - - - - - - - - - - zX o I - - - - CMST1 I S302 - - - - - - - - - - - ---X13 " GLB IP26 - - - - - - - N - - - - - - - - - - - - -- �� I _ _ _ _ 14" TJI 230 @ 16" O.C. (R-3) - - - - - - - - Q l ao I r3j"XII 3 " ROOF JOISTS TYP. U N - - - - - - - - - - P36 0 m v SOLIDI BLOCKING rn N P28 G B 14" TJI 560 @ 12" O.C. ROOF JOISTS �1 ROOF-1 B/W SHEAR WALL j P28 _ - - - -1) Lo STRAP - P36 zQ 9.5 I N CS16 1 - - - - - - - - - - - - - - - - - - - - - - - - TIE _ c� � � S16 9 TRT1 I S16 - - - - - - - - - - - - - - - - - - - - °' ao . . o I _=�1_X14" LVL AS A DRAG STRUT - _ - - - - - - P26 -1 "X14" LVL BEAM p26 _ _ _ _ - _ _ - - -- - - _ _ - - - -1 _ -- - - _ -- - _ -- - _ - _ I - SOLID BLOCKING 06 �62R P10 P62 CS16 P36 STRAP TIE P36 W 2 - - - -- - / ( ) - - - - - - - B/W JOISTS I - _ �„ �„ I I ' P36 _ - _ _ _ _ - - - H6 TIES SIMPSON CS16 -STRAP 1 3 X13� GLB 1 - HUCQ1.81 9 3 2X61 W CS16 1 "X14" LVL AS I _ CONT. 1 "X14" LVL AS A DRAG _ _ _ _ _ HANGER 1 ' i�TIE CANT. 3 "X13' GLB / m ,°�° STRAP' TIE � � � � � � _ A DRAG -STRUT--- - - - - - - - STRUT OVER SHEAR WAL 1"X14" LVL SIMPSON HGUS ��14"X14" LVL A A DRAG STRUT -- - P26 W - - - cn 19 - - - - M _ _ _ _ _ _ STRAP _ S16 _ _ 9 _ CS16_ / I 36 4" TJI 230 @ 16" - -P36 W/ 14" TJI 560 @ 16" R-� - 4-12 FACE I CS16 ®i N », j 5302 iX STRAP TIE 14.0 H6 TIE_ (R-3 - I N OOF JOISTS H6 TIE O.C. ROOF JOISTS MOUNTED o - CANT. 3 X13 r7 0 - - - - - - TIE_ P46 W/ I , SIMPSON ITS - _ _ _ _ - HANGER N �LB f 1 -0 - - - - - - CANT. 1 "X14" LVL f I I 2 J - I a, � ______________________ _______________________ H6 TIES 1�"X14" LVL EDGE BEAM _ _ _ _ S302 81 /14-'ANGER I ,� ^� o LONG _ _ _ _ - - _ _ CANT. 2 PLY _ - _ TYP. 13'-4" LONG P36 W/ I m P36 I I o I < 1 J"X14" LVL SIMPSON 22 1 X14C LVL - - - _ H6 TIE N „ „ 1 "X14" LVL - I' CANT. 14" TJI 560 @ 16" O.C. ROOF JOISTS _ I CS_ 6 I c3 P38 W� - - - _ _ LUS414 _ J S302 _ _ I_ I CS16 _ ki-6TlE - - - - - - ___ _ _ __ c° (R-2) P36 �� - �- - -� - 4� _ P48�W0 _ _ P48 TWO 13 J w SIMPSON U14 - - CANT. 3"X13j" a - STOREY HIGH) STOREY HIGH) FACE MOUNTED GLB f 6 6 __ m X� HANGER CS16 11.5 CS16 LONG � P26 W/ 1-3"X14" LVL 2 PLY 1 J"X14" o 1 j"X14" LVL AS A DRAG STRUT STRAP TIEI S� 6 9 P36 W _ _ _ _ _ - - - - - - - - w H6 TIE EDGE BEAM SIMPSON W14X LVL BEAM - �� - - - - - - - - 1 5' H6 TIE o OSL HANGER - - - - - - - - - - - - " 1 J"X14" LVL EDGE BEAM 1 j"X14" LVL EDGE BEAM 14 T 1560 @ 16 _O.C. ROOF JOISTS ANT. BOTH ENDS _ Sri INVERTED SIMPSON CANT. 5 "X13 " TYP. 31 a P36 W/ P36 W/ cfl SIMPSON ITS CANT. 1 X14 � „ I � TYP. HU5.125 12 FACE GLB f 13'-10"LONG 1 � _ _ LVL (B-5) S303 H6 TIE 1 3X13LB CANT. AT BOTH H6 TIE cn 1.81 /14 HANGER S302 ENDS f 26'-10" LONG I o MOUNTED HANGER INVERTED - CANT. 3j"X13j" GBIL 2-2X8 @ 16 O.C. STUD WALL SIMPSOf� HHUS- - _ _ - - - --_------ ----- _ - - - - - - - - - - - - 210-2 FACE CS16 9 CS16� INVERTED SOLID BLOCKING @ 24" 4 OUNTED HANGER - fi4"TJr560 @ fi2"�.� RHO J6tS �.25' - HHUS210-2 ~ O.C. IN TWO JOIST SPACES ON BOTH SIDE SIMPSON 1j"X14" LVL EDGE BEAM HANGER F FRAMING PL OF 2X8 WALL (CONNECT DESIGN LOAD AT ROOF JOIST HUCQ1.81 /11-SDS SIMPSON ONE BLOCKING TO HANGER TYPICAL HUCQ1.81/11-SDS (SCALE 1/4 = 1 -0 ) DOUBLE TOP PLATE W/ UNIFORM DEAD LOAD = 18 PSF FOR LVL TO LVL HANGER SIMPSON A34) DESIGN SNOW LOAD = 25 PSF CONNECTION 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 SHEAR (PER 2015 IBC) (SEISMIC) (WIND) PLATES TO BLKG. 0 #/FT. #/FT. NAILING REQ. 9 15 32 STRUCTURAL I PLYWOOD WITH 8d NAILS @ 6 O.C. AT 16d @ 5 ON CENTER OR EDGES & 12" O.C. FIELD W 2x FRAMING@16" O.C. 280 307 A35 @ 20" ON CENTER 10 15 32 STRUCTURAL I PLYWOOD WITH 8d NAILS @ 4 O.C. AT 16d @ 3-1/2" ON CENTER OR EDGES & 12" O.C. FIELD W 2x FRAMING@16" O.C. 430 447 A35 @ 12" ON CENTER 15 32 STRUCTURAL I PLYWOOD WITH 8d NAILS @ 3 O.C. AT 16d @ 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 O.C. AT 12 EDGES & 12" O.C. FIELD W 3x FRAMING@16" O.C. 665 840 A35 @ 7" ON CENTER 13 1/2" STRUCTURAL I PLYWOOD/OSB WITH 10d NAILS @ 2" O.C. AT 870 1077 A35 @ 7" ON CENTER „ EDGES & 12 O.C. FIELD W/ 3x FRAMING@16 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 @ 6", 6", & 12" O/C AT BOUNDARY, EDGE AND FIELD RESPECTIVELY ALL CASES 215 400 ROOF-2 15/32" STRUCTURAL I BLOCKED W/8d NAILS @ 6", 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 SCi 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 P61 6X6 DFIR#1 POST AS CRIPPLES + 1 STUD P46 4-2X6 BUILT-UP POST P6 6X6 DFIR#1 POST P28 2-2X8 BUILT-UP POST P8 8X8 DFIR#1 POST P38 3-2X8 BUILT-UP POST P62 2-2X6 CRIPPLES + 1 STUD P63 3-2X6 CRIPPLES + 1 STUD BEAM/HEADER SCHD. NAME SPAN FEET SIZE B-1 8.00 3-1 /8"X13.5" GLB B-2 15.25 1-3/4"X14" LVL 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 5-1 /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 10.50 3-1 /8"X13.5" GLB B-10 9.25 3-1 /8"X13.5" GLB WALL LEGEND -------- _______ BEARING/ SHEARING WALL INTERIOR BEARING STUD WALL INTERIOR NON BEARING STUD WALL WALL SCHEDULE EXTERIOR WALLS 2X6 DF#2 6" O.C. LOAD BEAWALLS LINTERIOR 2X6 DF#2 6" O.C. BEAM HANGER SCHD. BEAM MARK BEAM SIZE SIMPSON HGR. (U.N.0) ALLOWABLE LOAD (#) SEE PLAN 1-3/4"X 14" LVL HUCQ1.81 /9-SDS 2000 JOIST/DRAG STRUT SCHD. MAX. SPAN SIMPSON 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 @ 16" O.C. 17'-9" ITS2.37/14 1520 z co 8" rF xQ #5 ® 16" O.C. #5 ® 16" O.C. DRAIN TILE 15M ® 16" O.C. BOTH WAYS ° To 1' 8 2'-6" T TYP, RETAINING WALE SCALE : 3/8"- I' 0" SITE PLAN SCALE : 5 ® 16" O.C. 5 ® 12" O.C. RAIN TILE 15M © 16" O.C. BOTH WAYS 0 1' 8" p 3'-9" 1 /16" = 1 ' - 0" TYP. 2 RETAINING WALL SCALE : 3/8"-1'-0" ill #5 © 16" O.C. x Q 00 5 @ 10" O.C. Z DRAIN TILE #5 @ 16" O.C. Z#5 © 14" O.C. a T n #5 @ 10" O.C. ~ w 0 0 TYP, 3 RETAINING WALE w w SCALE : 3/8"-1' 0" 819 1 1 /2" CLEAR COVER TYP. X #5 @ 16" O.C. Q o ° ' w z g 1 -6 8' 15M @ 6" O.C. _##5 @ 6" O.C. Of w 0 O a w w DRAIN TILE N 5 @ 16" O.C. /#5 ® 12" O.C. BARING SURFACE TO BE APPROVED BY GEOTECH. ENGINEER TYP . 4 RETAINING WALL SCALE : 3/8"-V-0" 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. ONCRETE STRENGTH FOR FOOTING AND FOUDATION WALLS AT 28 DAYS TO BE 3600 PSI THAT REQUIRES SPECIAL INSPECTION. 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 OF SOIL. THIS MAY NEED TO BE REPAIRED. 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 REPORT IF ANY SHORING IS REQUIRED. J " SOWER THIS FOOTING WHERE NECESSARY TO SLOPE 7 IN 10 MAINTAIN MAXIMUM SLOPE OF 7 IN 10. 1. TYP. EXCAVATION OF ADJACENT FOOTING PLYWOOD SHEATHING 1 /2" MAX. SHEATHED EDGE OF BOTTOM PLATE ----,L� 8" CONC. WALL a a EDGE OF PLATE WASHER PLATE WASHER MUST EXTEND TO WITHIN 1 /2" OF SHEATHED EDGE OF BOTTOM PLATE 5/8"0 ANCHOR BOLTS (SEE PLAN) 4. TYP. SHEAR WALL ANCHOR BOLT DETAIL 2-2X— PLATES TO MATCH W/ STUD WALL 1 1 /2" CONC. TOPPING IIF READ. FLOOR JOIST _ J"O ANCHOR BOLTS SEE TABLE A 1Od TOE NAILS @ 4" O.C. —2-2X8 PLATES 2—#5 CONT. @ TOP —OF WALL CLEAR COVER TYP BUILDER TO CONFIRM THAT DRAINAGE FROM DRAIN TILE IS POSSIBLE. IF NOT, BRING TO THE ATTENTION OF ENGINEER BEFORE START OF FORM WORK FOR CHANGE IN DESIGN. r#5@ 16" O.C. Of #5 @ 6" O.C. o Of Q w DRAIN TILE cV 5 @ 16" O.C. 00 � 5 @ 12" O.C. L V-6" 819 1, Q ~ 15M @ 6" O.C. BEARING SURFACE TO U � BE APPROVED BY 0 GEOTECH. ENGINEER 9. TYP. BASEMENT WALL DETAIL (FLOOR TJI PARALLEL TO WALL) TABLE A: BASEMENT WALL ANCHOR BOLT DETAIL h J"O ANCHOR CONNECT SIMPSAN A35 & BOLT SPACING TOE NAILS TO JOISTS SPACING 8'-0" 0@16" O.0 CONNECT SIMPSON A35 TO EACH (ONLY FOR JOIST/BLOCK + 1Od TOE NAILS@3"O.0 9' CEILING) TO JOIST AND RIM JOIST/BLOCKING 7'-6" J" 0@24" O.0 CONNECT SIMPSON A35 TO EACH JOIST/BLOCK + 10d TOE NAILS@3"O.0 TO JOIST AND RIM JOIST/BLOCKING 7'-0""�@30" O.0 CONNECT SIMPSON A35 TO EACH JOIST/BLOCK + 10d TOE NAILS@4"O.0 TO JOIST AND RIM JOIST/BLOCKING 6'-6" R" 0@36" O.0 10d TOE NAILS@4"O.0 TO JOIST AND RIM JOIST/BLOCKING h = DIFFERENCE OF FINISHED GRADE LEVEL AND BASEMENT FLOOR LEVEL USE DOUBLE MUDSILL (2-2X8) TOP PLATES PER SITE CONDITIONS 2. TYP. EXCAVATION DETAIL 2"x6" TREATED MUD SILL W/ 5/8" 0 2"x6" DF @ 16" O.C. ANCHOR BOLTS @ 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 2" SAND �, C-0 5" GRAVEL — GRADE; ° F) 00 CONC. FTG. a REINF. PER PLAN SEE FOUNDATION PLAN 5. TYP. EXTERIOR STRIP FOOTING DETAIL 2-2X— PLATES TO MATCH W/ STUD WALL "b ANCHOR BOLTS 1 1 /2" CONC. SEE TABLE A TOPPING IF READ. 10D TOE NAILS @ 4" O.C. 2-2x8 PLATES FLOOR JOIST _ 2—#5 CONT. @TOP OF WALL 1 1 /2" CI EAR COVER TYP. BUILDER TO CONFIRM THAT DRAINAGE FROM DRAIN TILE IS POSSIBLE. IF NOT, BRING TO THE ATTENTION OF ENGINEER BEFORE START OF FORM WORK FOR CHANGE IN DESIGN. X Q �-#5 @ 16" O.C. 0 #5 @ 6" O.C. o NU LL Q W DRAIN TILE cV 5 @ 16" O.C. ao :O 5 @ 12" O.C. -07 /# 80* ~ 15M @ 6" O.C. BEARING SURFACE TO u � BE APPROVED BY o GEOTECH. ENGINEER 10. TYP. BASEMENT WALL DETAIL (FLOOR TJI PERPENDICULAR TO WALL 24" TYP. a TEA /V#5 @12" O.C. EACH WAY BOT. 6" EPDXY GROUTED INTO CONCRETE WALL MIN. 8" CONC. WALL PLYWOOD \` FORMWORK #5 @ 16"O.C. C/W #5 X 2' DOWELS INTO SIDE CONCRETE WALLS #4 @ 12" O.C. VERT. CENTER OF WALL #5 @ 12"O.C. BOTTOM 6 MIL POLY IF WEATHER IS WET AND CUT MORE THAN 4'-0" (MAX. VERTICAL CUT SHOULD BE 4'-0" FOR DEEPER CUTS MAX. VERTICAL CUT SHOULD BE 4'-0" SLOPE _ 3' MIN x 1 NATURAL HARD PAN SECTION A —A 1 20" 14. TYP. CONCRETE STAIRS DETAIL 6 MIL POLY 2' SPOIL BANK J 5 V) w 0 DRAIN WATER AWAY FROM EXCAVATION 2A. EXCAVATION SECTIONS 2"x4" DF @ 16" O.C. #4 EW SEE FOUND. PLAN VAPOR BARRIER ��\ 5" CONC. SLAB F I 2" SAND 5" GRAVEL GRADE= 00 CONC. FTG.��y 2—#4 TOP & BOTTOM W/ TIES @ 1'-6" O.C. SEE FOUNDATION PLAN 6. TYP. INTERIOR STRIP FOOTING DETAIL J" O ANCHOR BOLTS SEE TABLE A 1OD TOE NAILS @ 4" O.C: 2-2x8 PLATES DECK JOIST RESTING ON DOUBLE PLATE WATERPROOFING TREATMENT BY OTHERS 2-2X— PLATES TO MATCH W/ STUD WALL 1 1 /2" CONC. TOPPING IF REQD. FLOOR JOIST 2—#5 CONT. @ P OF WALL SIMPSON A35 FRAMING Ell ANCHORS 1 1 /2" CLEAR COVER 8" CONC. WALL C/W 25 MPa CONC. #5 @ 12" O.C. #5 @ 16" O.C. �I 11 Z a a -.0- ui CONT. ui > SEE PLAN 00 TYP. U/N 11. TYP. CONC. BASEMENT WALL DETAIL SIMPSON POST BASE FOR ALL COLUMNS TO PEDESTAL CONNECTION JLL I IUIV D—D TREATED WOOD POST, SEE PLAN 12"X12" PIER C/W 4—#5 VERT. W/ #5 TIES @ 12" O.C. 2X 18" 2X DIM 'A' MAX DIM 'A' 3—# Tr VERT. VERT. VERT. REBARS REBARS 3—#5 HORIZ. REBARS 2—#5; CONTINUOUS a 41, 2—#5 DIAGONAL REBARS IN WALL AT Ei STEPS IN FOOTING z U �' wa w U) SEE PLAN PAD REINFORCEMENT, w SEE PLAN 'o> 0 U 7. TYP. EXTERIOR POST FOOTING DETAIL #3-30"X30" DOWELS REINF. AS DOWELS PER PLAN F @ 18"O.C. F—TOP OF PLYWOOD TOP OF WOOD PLATE TOP OF FULL HEIGHT CONC. WALL d 4 � 4 d � 2—#5 TOP. & e BOTTOM ° d d ' 60%�MAX. z 'WINDOW a °a a . .d. .. a 14 a a 2,-6„ as d d a^> ° 2—#5 4 ad a In d a d 2—#5 WITH 12" ° a a. HOOK ON EACH d a SIDE OF WINDOW a a d 4 a d a- 12. TYP. DETAIL FOR WINDOW IN FULL HEIGHT CONC. WALL #5 @ 12" O.C. AT CENTER OF WALL TYP. WATERSTOP AROUND o TYPICAL SEE ARCH. Q DOWELS TO MATCH DWGS FOR > — VERTICAL SPECIFICATIONS $» o w � $„ 2X4 KEY C/W WATERSTOP SEE N ARCH. DWGS FOR SPECIFICATIONS ct #5 @ 12" O.C. 15. SECTION AT ELEVATOR CPDFT 2-5 CONT. A- 2-5# CONTINUOUS ~ 3A. TYP. DETAIL FOR CONTINUOUS REBAR AT A STEP FOUNDATION R" O ANCHOR BOLTS, SPACING AS PER SIMPSON STHD10 SHEAR WALL HOLD DOWN SCHEDULE 8. TYP. STRAP HOLD DOWN TO FOUNDATION WALL DETAIL 2' LAP STEEL COLUMN PER PLAN 51" DEEP POCKET STEEL BASE PLATE POUR CONC. TO SEE COLUMN COVER BASE PLATE SCHEDULE ��- Ln z =wr Q ~ Z of FOR PIER SIZE & m w ;� w W REINF, SEE PLANS n z zvui 00 Li ►— U SEE PLAN 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 —0" BETWEEN STEPPED FOOTING 4' 3B. TYP. STEPPED FOOTING DETAIL T SIMPSON A35 PER SHEAR SCHEDULE 5/8" THICK ROOF PLYWOOD SHEATHING PER PLA9-\ 2X6 PURLINS @ 16" O.C. (TAPERED SEE ARCH. ROOF' JOIST ASS PER PLAN 2X4 STRAPPING @ MAX 16" O.C. C/W 2-8d NAILS TO EVERY ROOF JOIST INTERIOR 2X_ STUD WALL PER PLAN- SIMPSON A35 PER ANCHORS @ 24" O.C. fEDGE NAILING PER PLAN 1-2X6 ABOVE EXTERIOR WALL MAX. 2" DIA. DRILL HOLES ///FOR VENT., SEE ARCH. EDGE BEAM PER PLAN 2X4 BLOCKING C/W 10d NAILS @ 4" O.C. INTO BEAM 1j"X14" LSL CONT. RIM JOIST EDGE NAILING PER PLAN —SHEAR WALL SHEATHING PER PLAN EXTERIOR I o 1. TYP. FLAT ROOF AT EXTERIOR WALL (ROOF JOISTS PARALLEL TO WALLI SIMPSON A35 PER SHEAR SCHEDULE 5/8" THICK ROOF PLYWOOD SHEATHING PER PLAN 2X6 PURLINS @ 16" O.C. (TAPERED SEE ARCH.T\ CANT. ROOF JOIST 2X4 STRAPPING @ MAX 16" O.C. C/W 2-8d NAILS TO EVERY ROOF JOIST INTERIOR 2X_ STUD WALL PER PLAN- _____________________________ SIMPSON A35 PER SIMPSON A35 ANCHORS @ SIMPSON A35 PER SIMPSON A35 ANCHORS @ SHEAR SCHEDULE 24" O.C. 24" O.C. SIMPSON A35 PER SIMPSON A35 ANCHORS @ SHEAR SCHEDULE 5/8" THICK ROOF PLYWOOD EDGE NAILING PER PLAN SIMPSON A35 SHEAR SCHEDULE 16" O.C. 5/8" THICK ROOF PLYWOOD EDGE NAILING PER PLAN ANCHORS @ 24" O.C. 5/8" THICK ROOF PLYWOOD ZF'OR E NAILING PER PLAN SHEATHING PER PLAN 2X6 BLOCKS B/W PURLINS SHEATHING PER PLAN 2X6 BLOCKS B/W PURLINS EDGE NAILING PER PLAN SHEATHING PER PLAN 2X6 PURLINS @ 16" O.C. -2X6 ABOVE SHEAR WALL (TAPERED SEE ARCH.) MAX. 2" DIA. DRILL HOLES 2X6 PURLINS @ 16" O.C. MAX. 2" DIA. DRILL HOLES 2X6 BLOCKS B/W PURLINS 2X6 PURLINS @ 16" O.C. AX. 2" DIA. DRILL HOLES FOR VENT., SEE ARCH. (TAPERED SEE ARCH.) FOR VENT., SEE ARCH. M\ V/ AX. 2" DIA. DRILL HOLES (TAPERED SEE ARCH.) VENT., SEE ARCH. FOR VENT., SEE ARCH. 5 _____ __ EDGE BEAM PER PLAN \2X4 BLOCKING C/W 10d NAILS @ 4" O.C. INTO BEAM 1j"X14" LSL CONT. \RIM JOIST -SIMPSON H8 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) 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 _2X4 BLOCKING C/W 10d NAILS @ 4" O.C. INTO BEAM _1j"X14" LSL CONT. RIM JOIST -EDGE NAILING PER PLAN SHEAR WALL SHEATHING PER PLAN PII 3. TYP. FLAT ROOF AT INTERIOR WALL (ROOF JOISTS PARALLEL TO WALL) w _0 10d NAIL @ 6" O.0 z Q Q w 0 1 Od NAIL @ 6" O.0 o EDGE NAILING PER PLAN Q Q CONNECT JOINT AT BOTTOM PLATES W/ 1i1 0 » � a JEDGE NAILING PER PLAN � = DOUBLE 1 THICK w 0 0 SIMPSON CS16 STRAP x 48" LONG 0 = 0 1 THICK TIMBERSTRAND RIM JOIST w z � TIMBERSTRAND RIM JOISTS � 0 w �� < Q 0 w z + 14" THICK TIMBERSTRAND BLOCKING J 0 1 1 /2" CONC. TOPPING IF REQD. < Q 0 z g w FLOOR SHEATHING PER PLAN N Q z 0 1 1 /2" CONC. TOPPING IF READ. STUD WALL 0 z w FLOOR SHEATHING PER PLAN Ld w TJI JOIST Q w L BOTTOM PLATE N N ) a- = w � TJI JOIST 0 w SOLID BLOCKING @ 24' O.C. 6' MIN. z Q N cy IN TWO JOIST SPACES 0 6' MIN. FLOOR SHEATHING w 10d TOE NAILS @ 4"O.0 z Ja cn 0 10d TOE NAILS @ 4"O.0 IllQ = 3 o w 8d NAILS @ 4" O.C. w 0 EDGE NAILING PER PLAN t N 5 w Of : EDGE NAILING PER PLAN �8d NAILS @ w 2X6 STUD WALL = 2X6 STUD WALL DOUBLE TOP DOUBLE RIM JOISTS WITH w � 0 N � Uj PLATES WITH "O.C. STAGGERED STAGGERED JOINTS @ 6' z w ~ w 0 z 3X6 BLOCKING AT z x ~ Q 3X6 BLOCKING AT MIN. 6 IN TWO ROWS O.C. OR CONNECTED WITH Q z w z a 0 EDGES OF SHEATHINGSTAGG0 EDGES OF SHEATHING JOINTS ERED xl 48"OLONGST14 STRAP o0 PANELS (ONLY AT zo a �� PANELS (ONLY AT BLOCKED SHEARWALLS) 0 BLOCKED SHEARWALLS) 6. TYP. CONTINUOUS TOP PLATE, BOTTOM PLATE AND RIM JOIST CONNECTION AT ALL LOCATIONS (ADJOINING PANEL EDGE w ADJOINING PANEL A) ADJOINING PANEL EDGES STAGGERED NAIL FLOOR PLYWOOD TO DRAG STRUT W/ 1Od NAILS @ 4" O.C. FLOOR SHEATHING PER PLAN 3X_ FRAMING OR BLOCKING ADJOINING PANEL EDGE ADJOINING PANEL EDGE B) ADJOINING PANEL EDGES NOT STAGGERED 12. DETAILS FOR ADJOINING PANEL EDGES WHERE PLYWOOD SHEATHING ARE APPLIED TO BOTH FACES OF WALL SIMPSON A35 PER SHEAR SCHEDULE 5/8" THICK ROOF PLYWOOD SHEATHING PER PLAN 2X6 PURLINS @ 16" O.C. (TAPERED SEE ARCH. SIMPSON A35 ANCHORS @ 24" O.C. BOUNDARY NAILING PER PLAN 1-2X6 ABOVE SHEAR WALL (MAX. 2" DIA. DRILL HOLES FOR VENT., SEE ARCH. 7. TYP. EXTERIOR WALL DETAIL AT FLOOR LEVEL (TJI JOISTS PARALLEL TO WALL) NAIL WALL PLYWOOD TO DRAG STRUT W/ 3 STAGGERED ROWS OF 10d NAILS @ 6" O.C. CONTINUOUS MICROLLAM DRAG roSTRUT TO SPAN OVER FULL LENGTH OF SHEAR WALL CONTINUOUS WALL PLYWOOD SHEATHING UPTO UNDERSIDE SHEAR WALL OF FLOOR SHEATHING ELEVATION VIEW DIRECTION OF FLOOR JOISTS CONTINUOUS MICROLLAM DRAG STRUT TO SPAN OVER FULL LENGTH OF SHEAR WALL SHEAR WALL DIRECTION OF FLOOR JOISTS PLAN VIEW 13. TYP. DRAG STRUT DETAIL (JOISTS PARALLEL TO SHEAR WALL) ROOF JOIST ASS �X4 BLOCKING C/W 10D PER PLAN 2X4 STRAPPING @ MAX 16" NAILS @ 4" O.C. INTO BEAM O.C. C/W 2-2Y2" NAILS TO DRAG BEAM OVER EVERY ROOF JOIST SHEAR WALL, SEE PLAN EDGE NAILING PER PLAN SHEAR WALL SHEATHING PER PLAN 2X_ STUD WALL PER PLAN 19. TYP. FLAT ROOF AT INTERIOR WALL (ROOF JOISTS PARALLEL TO WALLI SIMPSON A35 ANCHORS @ 24" O.C. 5/8" THICK ROOF PLYWOOD SHEATHING PER PLAN 2X6 PURLINS @ 16" O.C. (TAPERED SEE ARCH. ROOF' JOIST ASS PER PLAN 2X4 STRAPPING @ MAX 16" O.C. C/W 2-8D NAILS TO EVERY ROOF JOIST NAIL FLOOR PLYWOOD_ TO DRAG STRUT W/ 10d NAILS @ 4" O.C. FLOOR SHEATHING PER PLANT 8. TYP. EXTERIOR WALL DETAIL AT FLOOR LEVEL (TJI JOISTS PERPENDICULAR TO WALL) CONTINUOUS SIMPSON CMST14 STRAP TIE OVER BLOCKING AND FULL LENGTH OF SHEAR WALL �� SOLID BLOCKING \-FLOOR JOIST BETWEEN JOISTS SHEAR WALL SIMPSON A35 ANCHOR SEE ASHEAR WALL SCHEDULE AT SECTION "0" ON SHEET S101 ELEVATION VIEW SOLID BLOCKING BETWEEN JOISTS DIRECTION OF OVER SHEAR WALL FLOOR JOISTS SHEAR WALL SOLID BLOCKING BETWEEN JOISTS WITH CONTINUOUS STRAP DIRECTION OF OVER BLOCKING AND FLOOR JOISTS FULL LENGTH OF SHEAR WALL PLAN VIEW 14. TYP. DRAG STRUT DETAIL (JOISTS PERPENDICULAR TO SHEAR WALL) -BOUNDARY NAILING PER PLAN -1-2X6 ABOVE EXTERIOR WALL MAX. 2" DIA. DRILL HOLES 'FOR VENT., SEE ARCH. -PLYWOOD SHEATHING SIMPSON A35 ANCHORS @ 24" O.C. 5/8" THICK ROOF PLYWOOD SHEATHING PER PLAN 2X6 PURLINS @ 16" O.C. (TAPERED SEE ARCH. ROOF JOIST 2X4 STRAPPING @ MAX 16" O.C. C/W 2-8d NAILS TO EVERY ROOF JOIST 2X_ STUD WALL PER PLAN 2X4 BLOCKING C/W 1Od NAILS @ 4 O.C. INTO BLOCKING BLOCKING BETWEEN ROOF JOISTS OVER SHEAR WALL -EDGE NAILING PER PLAN SHEAR WALL SHEATHING PER PLAN P it 4. TYP. FLAT ROOF AT INTERIOR WALL (ROOF JOISTS PERPENDICULAR TO WALLI NAIL PLYWOOD TO DRAG BEAM W/ 1OD NAILS @ 4" O.C. SOLID BLOCKING @ 24" JOIST NAIL PLYWOOD TO DRAG BEAM O.C. IN TWO JOIST SPACES W/ 10D NAILS @ 4" O.C. PLYWOOD SHEATHING PER PLAN NAIL PLYWOOD TO DRAG JOIST SIMPSON LTP4 OR A35 BEAM W/ 10D NAILS @ 8" 1 1 /2" CONC. FRAMING ANCHORS AS PER O.C. STAGGERED IN 3 ROWS \ `TOPPING IF REQD. SHEAR WALL SCHEDULE ROOF JOIST �X4 BLOCKING C/W 10D NAILS @ 4" O.C. INTO BEAM 2X4 STRAPPING @ MAX 16'> BLOCKING BETWEEN ROOF O.C. C/W 2-8d 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 JOISTS PERPENDICULAR TO WALL) 1 1 /2" CONC. TOPPING IF READ. PLYWOOD SHEATHING PER PLAN SHEAR WALL, SEE PLAN SIMPSON CMST14 TIES JOIST SEE PLAN FOR LOCATION BEAM AS PER PLAN DOUBLE BLOCKING ABOVE SHEAR FLOOR SHEATHING PER PLAN WALL NAILED W/ 3 ROWS OF 10d NAILS @ 8" O.C. L.N . . . CANT. FLOOR JOISTS SHEAR WALL _BLOCKING AT EDGES OF FACE MOUNTED BLOCKING BETWEEN CANT. JOISTS SHEATHING PANELS (ONLY JOIST HANGER SIMPSON A35 AND TOE NAILS AT BLOCKED SHEAR WALLS) AS PER SHEAR WALL SCHDULE JOIST DRAG BEAM ABOVE SHEAR FOR SHEATHING, SEE HORIZONTAL BLOCKS AT EDGES SHEAR WALL SCHEDULE OF SHEATHING PANELS CONTINUOUS WALL PLYWOOD WALL AS PER PLAN SHEATHING FROM FLOOR TO PLYWOOD SHEAR WALL, SEE UNDERSIDE OF FLOOR/ROOF SHEAR WALL SHEAR WALL SCHEDULE SHEATHING ABOVE BLOCKING AT EDGES of 10. TYP. INTERIOR SHEAR WALL DETAIL 11. TYP. CANTILEVERED FLOOR FOR SHEATHING, SEE SHEATHING PANELS (ONLY AT (TJI JOISTS PERPENDICULAR TO SHEAR WALL) FRAMING AT OFFSET WALLS SHEAR WALL SCHEDULE BLOCKED SHEAR WALLS) 9. TYP. INTERIOR SHEAR WALL DETAIL NAIL FLOOR PLYWOOD TO DRAG STRUT W/ 10d NAILS @ 4" FLOOR SHEATHING O.C. PER PLAN I RIM JOIST SHEAR WALL ABOVE, FOR 8d NAILS @ 6 O.C. SHEATHING AND NAILS, SEE (TJI JOISTS PARALLEL TO SHEAR WALL EDGE OF 1 CONC. TOPPING, IF SHEAR WALL SCHEDULE FROM FLOOR SHEATHIN FLOOR SIMPSON CMST14 STRAP TIE x 48" LONG UPPER FLOOR SHEAR WALL FLOOR SHEATHING PER PLAN BEAM SUPPORT RIM JOIST SEE PLAN TYP. SIMPSON "H6" SHEAR SIMPSON A35 ANCHOR SEE TIE DOWN AT END OF SHEAR WALL SCHEDULE AT WALL BEAM OR SEE SIZE SECTION "0" ON SHEET S101 ON PLAN ELEVATION VIEW BUILT-UP POST DIRECTION OF FLOOR JOISTS TYP. SIMPSON SIMPSON CMST14 "STHD10" HOLD DOWN STRAP TIE x 48" AT BASE OF POST OR SHEAR WALL LONG SEE SIZE ON PLAN -77A RIM JOIST AS DRAG BEAM AS STRUT OVER SHEAR PER PLAN WALL a DIRECTION OF BEAM SHEAR WALL ANCHORAGE STRAP IF REQUIRED (CONTINUOUS STRAP TO BE BENT TO U SHAPE AROUND BEAM) FLOOR JOISTS PLAN VIEW 16. TYP. VERTICALLY DISCONTINUOUS 15. TYP. DRAG STRUT DETAIL (JOISTS PARALLEL & PERPENDICULAR TO SHEAR WALL) SIMPSON A35 ANCHORS @ 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" O.C. FOR VENT., SEE ARCH. (TAPERED SEE ARCH.) 2X4 BLOCKING C/W 10D ROOF JOIST 2X4 BLOCKING C/W 1OD NAILS �� ROOF JOIST NAILS @ 4" O.C. INTO BEAM @ 4" O.C. INTO BEAM JOIST HANGER TO AM PER PLAN HAVE FULL JOIST 20. TYP. FLAT ROOF AT EXTERIOR WALL (ROOF JOISTS PARALLEL TO BEAM) SHEAR CAPACITY BEAM PER PLAN 2X4 STRAPPING @ MAX 16" O.C. C/W 2-8D NAILS TO EVERY ROOF JOIST 21. TYP. FLAT ROOF AT EXTERIOR WALL (ROOF JOISTS PERPENDICULAR TO BEAM) SHEAR WALL SECTION JVIJI m/A114l7CPC IV HAVE FULL JOIST 2X4 STRAPPING @ MAX 16' SHEAR CAPACITY O.C. C/W 2-8D NAILS TO EVERY ROOF JOIST BOUNDARY NAILING PER PLAN -2X6 BLOCKS B/W PURLINS _MAX. 2" DIA. DRILL HOLES FOR VENT., SEE ARCH. I;'�EDGE BEAM J] 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) TO BEAM ABOVE WALL REQUIRED 1(SEE PLAN) SHE CMST14 STRAP TIE WRAPPED AROUND BEAM FLOOR JOIST FLOOR JOIST BELOW, IF REQUIRED (SEE �__JI PLAN FOR LOCATIONS) BEAM BELOW SHEAR LTP4/A35 ANCHORS WALL ABOVE, SEE PLAN AND TOE NAILS, SEE DRAG BEAM ABOVE SHEAR WALL, SEE PROVIDE 2-2X4/2-2X6 FLAT SHEAR WALL SCHEDULE PLAN BLOCKING AT ALL PLYWOOD FOR SHEAR WALL EDGES, NAIL PLYWOOD TO SHEATHING AND BLOCKING AT EDGES BLOCKING FROM TOP BEFORE NAI S SEE SHEAR OF SHEATHING PANELS POURING CONCRETE TOPPING. L SCHEDULE (ONLY AT BLOCKED USE 1OD NAILS @ 4" O.C. AT SHEARWALLS) BLOCKED EDGES 17. TYP. BLOCKED FLOOR DIAPHRAGM DETAIL FLOOR SHEATHING SIMPSON W14X OSL/OSR HANGER 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 @ 16" O.C. (TAPERED SEE ARCH. ROOF' JOIST AS PER PLAN 2X4 STRAPPING @ MAX 16J O.C. C/W 2-8d NAILS TO EVERY ROOF JOIST INTERIOR 2X STUD WALL PER PLAN- SIMPSON A35 PER ANCHORS @ 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 @ 4" O.C. INTO BEAM 14"X14" LSL CONT. RIM JOIST EDGE NAILING PER PLAN -SHEAR WALL SHEATHING PER PLAN EXTERIOR 23. TYP. FLAT ROOF AT EXTERIOR WALL (ROOF JOISTS PARALLEL TO WALL) 899 SIMPSON BC POST C FLOOR SHEATHIN BEAM WOOD POST, IF ANY NO SHEATHING UNDER POST BEAM SIMPSON CC POST CAP WOOD POST I 25. TYP. BEAM TO POST CONNECTION SIMPSON CS1 STRAP TIE SIMPSON CS16 STRAP TIE ON BOTH SIDES OF BEAM SIMPSON STRAP TIE ON SIDES OF CS16 BOTH BEAM WOOD BEAM SEE PLAN SIMPSON A35 SIMPSON A35� FRAMING ANCHOR FRAMING ANCHOR WOOD POST WOOD POST /SEE PLAN /SEE PLAN SIMPSON CS16 STRAP TIE WOOD POST SEE PLAN L` I I' L I P, rL 26. TYP. BEAM TO POST CONNECTION WITH STRAP TIES MAX. OPENING 8'-0" HEADER OR ROOF OR FRAMING ABOVE 1 FLOOR 16d NAILS @ 8" O.C. FRAMING CONT. 2-2X6 PLATES WINDOW SEAT SIMPSON A35 SIMPSON A35 8d NAILS @ 6" O.C. FRAMING ANCHORS SIMPSON A35 FRAMING ANCHORS FRAMING ANCHORS MIN. (3) 16d NAILS X, 2X8 BLOCKS @ 12" O.C. CLINCHED OTHER END SIPSON ST18 STRAP TIE 1 /2" PLYWOOD SHEATHING 2X4 BLOCKING BETWEEN STUDS 2X6 STUDS @ 12" O.C. TYP. 8d NAILS @ 4" O.C. 3-2X6 CRIPPLES FLOOR JOIST + 1 END STUD �1/2" PLYWOOD SHEATHING SECTION A -A SIMPSON A35 CONNECT STUD TO CONNECT STUD TO FRAMING ANCHORS A TOP AND BOTTOM TOP AND BOTTOM PLATES W/ SIMPSON PLATES W/ SIMPSON 2X8 BLOCKS A35 ANCHORS A35 ANCHORS SIMPSON A35 @ 12" O.C. SIMPSON A35 2 ROWS OF 10d 2 ROWS OF 10d FRAMING ANCHORS 7 FRAMING ANCHORS NAILS @ 8" O.C. NAILS @ 8" O.C. 2X6 STUDS T FLOOR MIN.LAP INTO WALL WINDOW SEAT �P INTO PLYWOOD @ 12" O.C. 1 FRAMINGWALL UUN IJ LZX4 t3LUGKING L 2-2X6 BETWEEN n PLATES STUDS ELEVATION 29. TYP. BAY WINDOW DETAIL ROOF CS16 STRAP ABOVE SHEATHING EVERY BLOCKING EDGE BEAM, SEE PLANS ROOF JOISTS, SOLID BLOCKING IN TWO SEE PLAN JOIST SPACES ON BOTH SIDE OF 2X8 WALL SIMPSON A35 TO DOUBLE TOP CONNECT BLOCKING PLATES TO DOUBLE TOP A —A PLATE ROOF A" SHEATHING DC TC > PL OA > SIMPSON A35 > > > MAX. OPENING 14'-0" >4-2X8 4— STUDS STL WINDOW OPENING CS16 STRAP MIN. 48" LONG TYP. 3-2X8 PLATES DC SIMPSON A35 ST 1-71 3-2X8 2X8 @ PLATES 16" O.C. WINDOW OPENING MAX. OPENING 14'-0" DO SIMPSON A35 B0' PU i� I TYP. BALLOON FRAMING DETAIL AT OPENING UBLE P 4TES ?X8 DS UBLE J D S JBLE 7OM TES 1/4 PLAN VIEW GUARDRAIL BY OTHERS, SUBMIT SHOP DRAWINGS FOR REVIEW STUD 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 SHEATHING STUD WALL POST AS PER PLAN 27. TYP. DECK FRAMING DETAIL SPAN EDGE STRINGERS MIDDLE STRINGERS 'L' CUT FROM 2X12 CUT FROM 2X12 8' ADD 1-2X4 ON MIDDLE STRINGER < EACH EDGE NOT REQUIRED >8'<10' ADD 1-2X6 ON ADD 1 —2X6 TO EACH EDGE I MIDDLE STRINGER >1O'<12' ADD 1-2X6 ON ADD 2-2X6 TO EACH EDGE MIDDLE STRINGER *MAX WIDTH 3'-6" �:Z•Z•]�1�1:7�I�f,� �... ... DOUBLE BLOCKING BETWEEN STUDS W/ STRAP TIE OVER FULL LENGTH OF STUD WALL FLOOR, SHEATHING DRAG STRUT AS PER PLAN IMPSON CMST14 TRAP TIE CONT. HSS COLUMN PER PLAN 3/16" STUD WALL 28. TYP. FLOOR TO MID —WALL CONNECTION � G eTSIMPSON2 YP. U/N (DO NOT CARRYING M PLYWOOD)BEAM LSSU210 HANGER aED SEAT TYP. U/N °. — SPAN 'L' (MAX. 12'-0") HANGER P. U/N � CONTINUOUS BEAM HUNG BEAM AS CONTACT ENGINEER IF SPAN ONTO END OF CARRYING a PER PLAN 'L' IS LONGER THAN 12'-0" BEAM BY INVERTED HANGER • .a INVERTED HANGER, • a SEE PLAN FOR a REQUIRED CAPACITY 30. NTYP. INTERIOR STAIR STRINGERS DETAIL SPAN EDGE STRINGERS M 'L' CUT FROM 2X12 CUT FROM 2X12 7' ADD 1-2X4 ON MIDDLE STRINGER < EACH EDGE NOT REQUIRED >7'<9' ADD 1-2X6 ON ADD 1-2X6 TO EACH EDGE MIDDLE STRINGER >9'<1 1' ADD 1-2X6 ON ADD 2-2X6 TO EACH EDGE MIDDLE STRINGER *MAX WIDTH 3'-6" 2-2X_ STUDS 7 2X_ STUD WALL STEEL COLUMN / �AS PER PLAN COLUMN AT CORNER WALL WALL PLAN VIEW 2X_ STUD WALL AS PER PLAN STEEL COLUMN AS PER PLAN 46. CONNECTION DETAIL 21310 TYP. U/N (DO NOT HANG FROM PLYWOOD) �SIMPSON LSSU210 HANGER W/ SLOPED SEAT TYP. U N SIMPSON LSSU210 ALL MATERIAL SHOULD BE TREATED LUMBER; SPAN 'L' (MAX. 11'-0") HANGER TYP. U/N ALL CONNECTORS SHOULD BE GALVANIZED. BEAM AS CONTACT ENGINEER IF SPAN PER PLAN IV IS LONGER THAN 11'-0" 31. TYP. EXTERIOR STAIR STRINGERS DETAIL 5/8"0 THREADED BOLTS @ 24" O.0 WELDED TO STEEL COLUMN EA. SIDE WALL ELEVATION 32. TYP. STEEL COLUMN TO WOOD STUD WALL CONNECTION �nCHI nim.7 JCL rLHIV DLUUMINU D/ vv JUIJ 1 J MAX @ 7'-0" 0.0 zzz A35 A35 -AM V THICK U PLATE 1/2"0 MB /4" THICK U PLATE V/(2) 1/2"0 MB FLOOR JOIST PARALLEL TO WALL [PLYWOOD SHEATHING 3 ROWS OF 3" LONG NAILS @ 3" O.C. NEW 2x8 SCAB TO 3/8" THK.X8.5"X18" STEEL PLATE WELDED TO HSS COLUMN. HSS COLUMN 1/4" 1/4" THICK U PLATE STEEL BEAM, PER PLAN W/(5) 5/8"0 MB SEE PLAN 1 /4" THICK U PLATE WOOD BEAM A A W/(2) 5/8"0 MB W/ 1/4>9 PER PLAN 3" EDGE DISTANCE WOOD BEAM . PER PLAN ° SECTION A —A Ln FOR SIMILAR CONNECTION IN 401 N L r//i UPPER FLOOR FRAMING PLAN i (USE 1 /4" THK. POST CAP /4" U h' ON TOP OF HSS )) TYP. 35. WOOD BEAM TO STEEL COLUMN CONN. ao WOOD POST, SEE PLAN 2-2X10 FILLER C/W 5/8"0 BOLTS @ 24"O.C. 10"X4"X1/4" PLATE WELDED TO BOTTOM FLANGE OF BEAM 42. TYP. STEEL BEAM TO WOOD 0p J"0 ANCHOR BOLTS- 00 00 00 _ SEE TABLE A 1 1 " 00 .14" 3" TOE NAILS @ 4" O.C. 1 J" 1 1 2-2x8 PLATES 00 00 00 00 ao EDGE FACE EDGE FACE EDGE FACE 2-2X4 2-2X6 3-2X4 CONC. BEAM — SEE DEATAIL 00 _ a0 00 _ 00 00 _ 00 a 00 _ 00 Jill 00 -oo 00 - _ 1 00 -00 Jill 00 00 1» 00 ao _ ao 00 ao _ ao 00 F ao a0 ao - ao - 00 _ "00:: 0 00 EDGE FACE EDGE FACE EDGE FACE 3-2X6 4-2X4 4-2X6 36. TYP. NAILING PATTERN FOR BUILT—UP POSTS 2" NAILS @ 4"O.C. 2X_ NAILER C/W 1 /2"0 BOLTS STAGGERED IN TWO ROWS ® 18" O.C. STAGGERED FLOOR SHEATHING I FACE MOUNTED JOIST HANGER %AS PER MANUFACTURER FLOOR JOIST 11 FLOOR JOIST 36" FROM EDGE 36" FROM EDGE 3 ROWS OF @ 3" O.C. ( NAILS PER OF DRAG BEAMOF DRAG BEA 3" NAILS VERTICAL IN. 10 STUD WA OW) FOR SIZE WOOD FILLER ON EACH STEEL BEAM DUCT THROUGH SIDE L STEEL BEAM TO BE BOLTED W/ 1 /2"0 L, SEE MECH DWGS BOLTS @ 24" O.C. AND LOCATION STAGGERED 2„ L' 37. TYP. STEEL BEAM TO FLOOR JOIST SECTION PERPENDICULAR TO BEAM) = x = < < < <(JOISTS EXISTING DRAG BEAM J OR JOIST AS `� 2x_ NAILER C W 1 2"0 BOLTS (SEE SIDE VIEW FOR PER PLAN 2" NAILS @ 4"O.C. / / STAGGERED IN TWO ROWS @ 18" O.C. STAGGERED LENGTH OF 2x8) EXISTING DRAG BEAM OVER NEW 2x8 TSCABTO ADD EXTRA 2x_ STUDS FLOOR SHEATHING \ FLOOR JOIST SHEAR WALL AS SHEAR WALL EXISTING DRAG BEAM PER PLAN (2x8 TO BE SCABBED AT EDGE OF EACH SIDE OF DISCONTINUOUS WALL SECTION AT SHEARWALL SIDE) SIDE VIEW Y4" STEEL PLATE C/W 2 ROWS OF SIMPSON SIDS FLOOR JOIST PERPENDICULAR TO WALL Y4" Ox3Y2" WOOD SCREWS @ VERTICAL DUCT THROUGH STUD WOOD FILLER ON STEEL 4" O.C. STAGGERED ON WALL, SEE MECH DWGS FOR EACH SIDE OF STEEL SOLID BLOCKING @ PLYWOOD EITHER SID OF DUCT SIZE AND LOCATION BEAM TO BE BOLTED BEAM 48" O.C. ON EACH SHEATHING DOUBLE BOTTOM W/ 1 /2"0 BOLTS @ SIDE OF STEEL PLATES 24" O.C. STAGGERED BEAM 4" 4" BLOCKING AS PER PLAN 38. TYP. STEEL BEAM TO FLOOR JOIST SECTION 2 ROWS OF SIMPSON SIDS LOOR JOIST AS 4' MA 4' DOUBLE TOP (JOISTS PARALLEL TO BEAM) Y4" Ox3Y2" WOOD SCREWS @ PER PLAN 12' PLATES 4" O.C. STAGGERED EXISTING BLOCKING 2 2 STUD WALL AS NEW Y4" STEEL PLATE SCAB OVER SHEAR WALL PER PLAN TO EXISTING DOUBLE TOP SHEAR WALL AS VADD EXTRA 2x_ STUDS PLATES (SEE SIDE VIEW FOR PER PLAN AT EDGE OF EACH SIDE UP TO MAX. 4 PLIES OF UP TO MAX. 3 PLIES OF LENGTH OF STEEL PLATE) OF DISCONTINUOUS WALL DIMENSIONAL LUMBER PRE—ENGINEERED WOOD (LVL) BEAM SEE PLAN ' 39. WOOD BEAM SECTION SECTION SIDE VIEW NAILED W/ 3 STAGGERED ROWS NAILED W/ 3 STAGGERED ROWS OF OF 8d NAILS @ 12" O.C. 16d NAILS @ 12" O.C. EACH SIDE 3/8" THK.X8.5"x18" 34WELDED. TYP. REPAIR DETAIL FOR DISCONTINUOUS RIM JOIST AND 3/8" THK.X7"X15.5„ STEELTO HSSECOLUMN. TOP PLATES AT INTERIOR AND EXTERIOR SHEAR WALLS Z N Z N� Z N� _ Z N� _ Z N� _ STEEL PLATE WELDED T T T TO HSS COLUMN. 1/4" 1/4 THICK U PLATE W/(5) 5/8"0 MB BLOCKING B/W JOISTS L i — L — — WOOD BEAM SHEATHING PER PLAN z : z 2 z = — z PER PLAN MAX @ 7'-0" O.0 c� 1 J"34" 34" 31" 1 J" 54" 1 J" 7" 1 J" 7" 1 J" CONT. HSS 1/4" THICK U PLATLAMINATED BEAM JOIST =__= LAMINATED PLIES OF PRE—ENGINEERED WOOD (PSL+LVL) COLUMN W/(4) 5/8"0 MB PER PLAN ZZZZ=*.BOLTED W/ 2 STAGGERED ROWS OF 1 /2"0 BOLTS @ 12" O.C. zzzzz PER PLAN = _ _ _ \\\ 1/4" 1/4" THICK U PLATE -- NOTES: WOOD BEA W/(2) 5/8"0 MB W/ 3" A35 1. REFER TO MANUFACTURER'S GUIDES FOR PER PLAN EDGE DISTANCE HANGER PER PLAN 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 PER PLAN 45. TYP. NAILING/BOLTING PATTERN ° 8 FOR BUILT—UP BEAMS ° SHEATHING PER PLAN POST CONNECTION 2-2x6 PLATES 1 1 /2" CONC. TOPPING IF READ. FLOOR JOIST JOIST SPACING NOT TO EXCEED 16"O.0 FOR LATERAL SUPPORT 44. FLOOR DIAPHRAGM TO CONC. BEAM CONNECTION DETAIL AT DECK. ° 8 ° WOOD BEAM ° PER PLAN ° N 16 1 /4" U TYP. 3/ 16" 43. WOOD BEAM TO STEEL COLUMN CONN. JOIST JOIST HANGER PER PLAN / \— HANGER PER PLAN BEAM SEE PLAN) 41. WOOD BEAM SECTION 1'-6" MIN. LONGITUDINAL REBAR 4—#5 AT TOP & BOTTOM 1 0" 1 o" W m CURB A CURB oi z_ c� O O O O a III III III FOR BOTTOM RENIF. SEE DETAIL —A \ STIRRUPS FOUNDATION AS PER PLAN MANUFACTURER SPECIFICATIONS 4—#5 @ TOP 8c BOTTOM III O O II Il III II1= #3 STIRRI 8" @ 9" 3' STIRRUPS SECTION—B AS PER MANUFACTURER SPECIFICATIONS 4—#5 @ TOP & BOTTOM SECTION—C (GRADE BEAM) #3 STIRRUPS 9" C SECTION—D 4—#5 @ TOP & DTTO M e� $" THK. PLATE 4,> BEAM 2 SIDES WF BEAM SHOWN DASHED SEE PLAN :::X LLD BM/ COL TYP. fE TO HSS SLOT HSS SEE SCHEDULE /4,> COL TO PASS P'S TYP. /2„ 4 1 99 2 END OF TYP. PLATE 2. BEAM ONE OR TWO SIDE 1 1 /2" CONC. TOPPING FLOOR SHEATHING, SEE PLAN --� WOOD BEAM, SEE PLAN PRE —FABRICATED U—SHAPE STEEL HANGER W/ STIFFENER WELDED TO SIDE OF STEEL BEAM TO SUPPORT VERTICAL LOAD AS SPECIFIED ON PLAN. SUBMIT SHOP DWGS FOR REVIEW. ALL BOLTS TO BE A325 BOLTS THREAD INTERCEPTED. SUPPORTED BEAM SIZE NO. 7/8"0 A325N BOLTS W10XW12xW14x3 W16 x 4 W18 x 5 W21 x 6 W10 x 2 W24 x 6 W27 x 7 2X_ NAILER C/W 1 /2"0 BOLTS @ 18" O.C. STAGGERED WOOD BEAM, SEE PLAN STEEL BEAM, SEE PLAN 3. TYP. WOOD BEAM TO STEEL BEAM CONNECTION _4—#5 @ TOP & BOTTOM 8" THICK CONC. STEM WALL W/#5@20" O.C. VERT. & #3@12" O.C. HORZ. @ CENTER F.G. BEND VERT. REBAR INTO — FOOTING ALT. 1 1h l— M: FOR BOTTOM 8" RENIF. SEE 4 FOUNDATION STIRRUPS PLAN SECTION—E AS PER MANUFACTURER SPECIFICATIONS 00 24" li SECTION—F (STRIP FOOTING) CONCRETE SLAB ON GRADE PER PLAN (2)#5 CONT. W/ #5 TRAVERSE BARS @ 24" O.C.