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APPROVED BLD-RESUB 1-Structural_Analysis_or_Calculations5 IDE WAY ENGINEERING 20305 871' Avenue W. Edmonds, WA 98026 (425)673-4160 August 5, 2021 Kevin Bloomfield City of Edmonds 121 5th Avenue North Edmonds, WA 98020 Subject: Structural Engineering Comment Response Building Permit Application BLD2021-0942 Project: Blickenstaff Residence Remodel 1024 Brookmere Drive Kevin, Itemized below are responses to the structural review comments provided in your review dated July 22, 2021. 2. The requirement for pressure treated sill plates in contact with concrete is noted within the wood framing general notes on Sheet S1.1. 3. The requirement for conventional fastening with reference to the IBC fastening schedule is within the nails, screws, bolts, and connectors notes on Sheet S1.1. The table reference was incorrect and has been updated. 4. The wall framing is all existing with only minor framing modifications being proposed at the noted window revisions. An existing wall section has been provided none -the -less. Refer to the attached sketch SK-1. 5. The 4x4 crawl space post is conventionally framed, yet a detail was provided none -the -less. Refer to the attached sketch SK-2. The calculation for this post and footing is included on page 3 of the original calculation package. A double stud and 4x4 post as called out are sufficient for the applied loads. 6. The DF glulam beam as sized is appropriate for the applied loads. Refer to page 3 of the original calculation package. 7. Refer to comment response 6. Note that on page 5 it was demonstrated that the cantilevered floor joist over the bearing wall line actually support the upper wall and roof system. The 28' beam over the living room is for aesthetics. To be conservative, we assumed this beam to carry 4.5' of tributary roof load putting it at 87% capacity and added that load to the new kitchen beam. 8. All exterior walls are existing shear walls with a conventional 6"/12"oc nailing pattern. The calculations demonstrate that the minor window revisions being proposed in the exterior walls have a negligible effect on the existing house and all shear walls may be considered adequate as they exist as allowed by the 2018 IEBC. Refer to page 3 in the original calculations. Please contact me if there are any additional ques . concerns. Sincerely, r0,%V wAs�y7tP- Chris Bernards, PE, SE, LEED AP Principal 4AL ' 091015IN Blickenstaff Residence Comment Response Letter Project No. 21059.01 4 �X SST_ -m,vSS �S OX S ► )Ckl EXIST Sq) I/4 b OeXA�1C�ST PPG S RC w IqA �xrST. Noy wmC @ QxEMwT Na titM— e CkkWL SPACE ep51_ GRADSTom^ w mt- F1cr57" SA, G , CY6i, Fool'li� G 1Jftm� Nrs b+, A. pp i J 40785 At � 1 Al- ..... ... Description Ex/S77N ` W l S C-�.70 ,� ` By � ! � Project p � i Date IDE WAY Project ! I �, , I� r� f Checked Sheet1 5(`No. �� I J ENGINEERING Date Ex►s T six O PW11) PLAN C�Nuc�vn��v�L t3� � �T vP sT D of eMS W , Pc n►� Sv Fc,00 EX15T, JT 15T rAAM'N&, PST Pam- PLAN -Tl6HT- TO Pfl�-��T f2/r`� �Osl QR-SC 1 40785 AL �• �' �����iVAL ECG VS (2 l ... Description � � � � C, �L UM By Project No. Date I DE WAY Project OQJ STAFFChecked Sheet No. 5( f, S Z_ ENGINEERING Date-'� STRUCTURAL NOTES LAP SPLICE ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, REINFORCING DEVELOPMENT LENGTHS AND LAP SPLICES SHALL BE AS FOLLOWS. ALL LENGTHS ARE IN SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC) AS AMENDED BY THE LOCAL INCHES BASED ON GRADE 60 REINFORCING. CONSULT ENGINEER FOR OTHER GRADES OF STEEL. TOP JURISDICTION. SPECIFICATIONS AND STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE BARS ARE HORIZONTAL BARS WITH MORE THAN 12" OF CONCRETE CAST BELOW THE BAR. THE LATEST EDITION. DESIGN LOADS LIVE LOADS: RESIDENTIAL 40 PSF SNOW 25 PSF SPECIAL INSPECTION SPECIAL INSPECTION SHALL BE PERFORMED PER CHAPTER 17 OF THE IBC FOR THE FOLLOWING ITEMS: • SOILS (SECTION/TABLE 1705.6) • CONCRETE (SECTION/TABLE1705.3) • WOOD (SECTION 1705.5) REFER TO IBC SECTION 1705.10 AND 1705.11 FOR ADDITIONAL INSPECTION REQUIREMENTS FOR THE STRUCTURAL COMPONENTS OF THE LATERAL FORCE RESISTING SYSTEM. ALL INSPECTIONS SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER. THE ARCHITECT, ENGINEER, AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION REPORTS. IF ANY INSPECTION FAILS TO MEET THE REQUIREMENTS OF THE CONTRACT DOCUMENTS, IT SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE DESIGN TEAM. STRUCTURAL OBSERVATION STRUCTURAL OBSERVATION SHALL BE PERFORMED PER CHAPTER 17 OF THE IBC ONLY WHERE REQUIRED BY THE LOCAL JURISDITION. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR ANY SPECIAL INSPECTIONS REQUIRED. NOTIFY THE ENGINEER A MINIMUM OF ONE WEEK PRIOR TO THE OBSERVATION. FOUNDATIONS: THE FOLLOWING SOIL DESIGN PARAMETERS HAVE BEEN ASSUMED. IF EXCAVATION SHOWS THAT SOIL CONDITIONS DO NOT MATCH THE LISTED DESIGN VALUES, A GEOTECHNICAL ENGINEER SHALL BE RETAINED TO EVALUATE THE SOIL CONDITIONS. NOTIFY THE ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. f'c = 2500 PSI f'c = 3000 PSI BAR SIZE DEVELOPMENT LENGTH LAP SPLICE DEVELOPMENT LENGTH LAP SPLICE TOP BARS OTHER BARS TOP BARS OTHER BARS TOP BARS OTHER BARS TOP BARS OTHER BARS #3 23 18 30 23 22 17 28 22 #4 31 24 41 31 29 22 37 29 #5 39 30 51 39 36 28 47 36 #6 47 36 61 47 43 33 56 43 CONCRETE GENERAL NOTES WALL AND COLUMN VERTICAL BARS SHALL START FROM THE TOP OF FOOTING. HORIZONTAL BARS SHALL START A DISTANCE OF 112 THE NORMAL BAR SPACING FROM TOP OF FOOTING AND/OR TOP OF FRAMED SLABS. THERE SHALL BE AN ADDITIONAL HORIZONTAL BAR AT A MAXIMUM OF 3" FROM EVERY TOP OF WALL AND BOTTOM OF FRAMED SLABS. PROVIDE CORNER BARS TO MATCH AND LAP ALL HORIZONTAL REINFORCING ON EACH SIDE OF THE CORNER PER SCHEDULE OR BEND ONE SIDE OF HORIZONTAL AROUND CORNER TO PROVIDE LAP SPLICE. PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP EACH SLAB INTO RECTANGULAR AREAS OF NOT MORE THAN 400 SQUARE FEET. AREAS SHALL BE AS SQUARE AS PRACTICAL AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS SHALL BE APPROVED BY THE ARCHITECT PRIOR TO PLACEMENT. ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED BEYOND JOINT UNLESS NOTED OTHERWISE IN PLAN. • 1,500 PSF (ALLOWABLE BEARING PRESSURE) SEE ARCHITECTURAL DRAWINGS AND MECHANICAL DRAWINGS FOR EXACT SIZE AND LOCATION OF • 35 PCF + SURCHARGE (ACTIVE LATERAL PRESSURE) OPENINGS IN CONCRETE WALLS, FLOORS, AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE • 200 PCF (PASSIVE PRESSURE) AROUND OPENINGS GREATER THAN 12" IN ANY DIRECTION WITH (1) #5 EACH SIDE AND (1) #5 x 4'-0" • 0.35 (COEFFICIENT OF FRICTION) DIAGONAL AT EACH CORNER. EXTEND BARS 2'-0" BEYOND EDGE OF OPENING. IF 2'-0" IS UNAVAILABLE, EXTEND AS FAR AS POSSIBLE AND HOOK. HOOK ALL REINFORCING INTERRUPTED BY OPENINGS. FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL AS REQUIRED BY THE GEOTECHNICAL ENGINEER. FOOTINGS SHALL BE PLACED AT A MINIMUM OF THE FROST DEPTH REQUIRED BY THE LOCAL JURISDICTION. FOOTING ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING ONLY. FINAL FOUNDATION ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND SHALL BE ESTABLISHED BY THE CONTRACTOR. FOOTINGS SHALL BE CENTERED BENEATH THE STRUCTURE ABOVE, UNLESS DIMENSIONED OTHERWISE. THE CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING EXCAVATION PILE INSTALLATION, AND ANY OTHER CONSTRUCTION EARTHWORK. NOTIFY THE UNDERGROUND UTILITIES LOCATION SERVICE AT LEAST 1 WEEK PRIOR TO CONSTRUCTION AND INDEPENDENTLY VERIFYALL UTILITIES WHICH MAY BE AFFECTED BY THIS PROJECT. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL DAMAGE DAMAGE TO UNDERGROUND UTILITIES RESULTING FROM THEIR WORK. IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED GRANULAR MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE THAN 10% FINES (PASSING THE #200 SIEVE). FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE INCHES IN LOOSE THICKNESS AND COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITYAS DETERMINED BYASTM D1557. BACKFILL BEHIND ALL RETAINING WALLS WITH WELL -DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. PROVIDE WATER PROOFING SYSTEM AT EXTERIOR FACE OF ALL FOUNDATION WALLS EXPOSED TO EARTH PER ARCHITECTURAL SPECIFICATIONS. CONCRETE ALL CONCRETE WORK SHALL BE PERFORMED IN ACCORDANCE WITH ACI 301 "STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE" AND ACI 318, "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE". THE CONCRETE SHALL HAVE A UNIT WEIGHT OFAPPROXIMATELY 150 PCF CONCRETE STRENGTHS AT 28 DAYS (fc) AND MIX CRITERIA SHALL BE AS FOLLOWS: • SLAB -ON -GRADE: f'c = 2,500 PSI 0.55 WIC RATIO • FOUNDATION & WALLS: f'c = 2,500 PSI 0.55 WIC RATIO A CONCRETE MIX DESIGN SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL IF REQUIRED IN THE SUBMITTAL SPECIFICATIONS. THE MIX DESIGN SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER -CEMENT RATIO, SLUMP, CONCRETE YIELD, AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI REQUIREMENTS. ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN ACCORDANCE WITH ACI TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. MINIMUM CONCRETE COVER ON REINFORCING STEEL SHALL BE AS FOLLOWS: • CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" • CONCRETE EXPOSED TO EARTH AND WEATHER: #6 BARS AND LARGER 2" #5 BARS AND SMALLER 1 112" • CONCRETE NOT EXPOSED TO EARTH OR WEATHER: SLABS, WALLS, AND JOISTS 314" BEAM/COLUMN TIES AND STIRRUPS 1 112" REINFORCING STEEL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615 GRADE 60. REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A706. WELDED WIRE REINFORCING SHALL CONFORM TO ASTM A185. PROVIDE WELDED WIRE FABRIC IN SHEETS WITH 12" LAPS AT SIDES AND ENDS. REINFORCING STEEL SHALL BE DETAILED TO INCLUDE HOOKS AND BENDS IN ACCORDANCE WITH ACI SP-66 AND ACI 318. DEVELOPMENT LENGTHS AND LAP SPLICES SHALL BE PER THE SCHEDULE. MECHANICAL SPLICING OF REINFORCING BARS, IF REQUIRED, SHALL BE BYAN ICBO APPROVED SYSTEM, AND SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BAR. ALL SPLICE DEVICES SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS APPROVED BY THE ENGINEER. REFER TO ACI FOR PLACING TOLERANCES AND OTHER REINFORCING STEEL REQUIREMENTS. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, STRIPS, TEXTURE, AND OTHER FINISH DETAILS AT EXPOSED CONCRETE SURFACES. PROVIDE 314" CHAMFER AT ALL CORNERS UNO. STRUCTURAL STEEL ALL STRUCTURAL STEEL WORK SHALL BE PERFORMED IN ACCORDANCE WITH AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" AND AWS D1.1 "STRUCTURAL WELDING CODE - STEEL". STEEL SHALL BE FABRICATED AND ERECTED WITHIN THE TOLERANCES DEFINED BYAISC. STRUCTURAL STEEL MATERIALS SHALL BE AS FOLLOWS: • SHAPES SHALL CONFORM TO ASTM A992, Fy = 50 KSI. • PLATES, ANGLES, AND RODS SHALL CONFORM TO ASTM A36, Fy = 36 KSI. • STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE B, Fy = 46 KSI. • STRUCTURAL PIPE SHALL CONFORM TO ASTM A53 GRADE B, Fy = 35 KSI. • BOLTS SHALL CONFORM TO ASTM A325-N (USE 518"0 MINIMUM UNO) • ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 GRADE 36, Fy = 36 KSI. ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS IN ACCORDANCE WITH AWS AND WABO REQUIREMENTS. USE 70 KSI LOW HYDROGEN ELECTRODES APPROPRIATE FOR THE MATERIALS BEING WELDED. IF NOT SPECIFIED, MINIMUM WELD SIZE SHALL BE PER AWS D1.1. WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS. ALL STEEL EXPOSED TO WEATHER SHALL BE FABRICATED IN ACCORDANCE WITH ASTM A385 AND HOT DIP GALVANIZED IN ACCORDANCE WITH ASTM A 123. FASTENERS AND HARDWARE SHALL BE HOT DIP GALVANIZED IN ACCORDANCE WITH ASTM A153. ALL DAMAGED GALVANIZED COATINGS SHALL BE REPAIRED IN ACCORDANCE WITH ASTM A780 WITH AN APPLIED COATING THICKNESS DETERMINED BY THE ENGINEER. WOOD FRAMING ALL WOOD FRAMING SHALL BE PERFORMED IN ACCORDANCE WITH IBC CHAPTER 23, ANSI/AWC "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION", AND AITC "TIMBER CONSTRUCTION MANUAL". SAWN LUMBER SHALL BE IDENTIFIED BY THE GRADE MARK OF AN AGENCY APPROVED BY AN ACCREDITATION BODY COMPLIANT WITH DOC PS 20. ALL GRADES SPECIFIED IN THE STRUCTURAL DRAWINGS ARE MINIMUM STANDARDS AND SHALL BE AS FOLLOWS: • STUDS, PLATES, AND BLOCKING HEM -FIR STUD GRADE • JOISTS DOUG-FIR #2 • 4x OR SMALLER BEAMS AND HEADERS DOUG-FIR #2 • 6x OR LARGER BEAMS AND HEADERS DOUG-FIR #1 • POSTS AND TIMBERS DOUG-FIR #2 WOOD FRAMING SHALL BE KILN -DRIED TO A MAXIMUM MOISTURE CONTENT OF 19%. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY, OR EXPOSED TO EARTH OR WEATHER SHALL BE PRESSURE TREATED IN ACCORDANCE WITH AWPA STANDARD U1 AND M4 FOR THE SPECIES, PRODUCT, PRESERVATIVE, AND END USE REQUIRED. GLUED LAMINATED TIMBER SHALL BE MANUFACTURED AND IDENTIFIED IN CONFORMANCE WITH ANSI/AITC A190.1 AND ASTM D3737. UNLESS OTHERWISE SPECIFIED, ALL GLUED LAMINATED TIMBERS SHALL BE DOUGLAS FIR SPECIES. SINGLE SPAN BEAMS SHALL BE COMBINATION 24F-V4 AND MULTI -SPAN BEAMS OR BEAMS THAT CANTILEVER SHALL BE COMBINATION 24F-V8. ALL EXPOSED GLULAMS SHALL HAVE AN ADDITIONAL TENSION LAMINATION SUBSTITUTED FOR A CORE LAMINATION ON THE TENSION SIDE OF UNBALANCED 24F-V4 BEAMS AND ON BOTH SIDES OF BALANCED 24F-V8 BEAMS. STRUCTURAL WOOD PANEL SHEATHING USED ON WALLS, FLOORS, OR ROOFS SHALL CONFORM TO THEIR SPECIFIC REQUIREMENTS IN DOC PS 1, DOC PS 2, OR ANSI/APA PRP 210. PLYWOOD SHALL BE GRADE C-D WITH EXTERIOR GLUE. REFER TO IBC SECTIONS 2303.1.4, 2304.6, AND 2304.7 FOR ADDITIONAL COMPLIANCE REQUIREMENTS. PRE -MANUFACTURED JOISTS, BEAMS, AND TRUSSES PRE -MANUFACTURED JOISTS, BEAMS, AND TRUSSES SHALL BE SIZED, SPACED, AND DETAILED TO MATCH THE LOADING AND DIMENSIONAL REQUIREMENTS INDICATED ON THE STRUCTURAL DRAWINGS. TRUSSES SHALL COMPLY WITH IBC 2303.4, I -JOISTS SHALL COMPLY WITH IBC 2303.1.2, AND COMPOSITE BEAMS SHALL COMPLY WITH 2303.1.9. THE MANUFACTURER'S DESIGNER IS RESPONSIBLE FOR CODE COMPLIANCE AND SHALL PROVIDE SHOP DRAWING AND CALCULATION SUBMITTALS AS SPECIFIED. ENGINEER AND BUILDING OFFICIAL APPROVAL IS REQUIRED PRIOR TO FABRICATION OF PRE -MANUFACTURED COMPONENTS. REFER TO THE DESIGN LOADS FOR BASIC STRUCTURAL LOADING REQUIREMENTS. REFER TO THE ARCHITECTURAL, ELECTRICAL, AND MECHANICAL DRAWINGS FOR ADDITIONAL LOADING AND OPENING REQUIREMENTS NOT SPECIFICALLY NOTED ON THE STRUCTURAL DRAWINGS. DEFLECTIONS SHALL NOT EXCEED L1480 FOR LIVE LOADS OR L1360 FOR TOTAL LOADS UNLESS APPROVED IN WRITING BY THE ENGINEER. ALL TRUSSES WITH A DEPTH EQUAL TO OR GREATER THAN 24" SHALL BE DESIGNED FOR A BOTTOM CHORD LIVE LOAD OF 10PSF, NOT APPLIED CONCURRENT WITH THE TOP CHORD LIVE LOAD. PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S REQUIREMENTS. THE MANUFACTURER SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF THE SYSTEM (INCLUDING BUT NOT LIMITED TO FULL DEPTH BRIDGING, BLOCKING, WEB STIFFENERS, AND PRODUCT SPECIFIC CONNECTORS. NAILS, SCREWS, BOLTS, AND REFER TO THE PLANS, NOTE , SCHEDULES, AND DETA LS FOR ALL NAILING REQUIREMENTS. NAILING NOT SPECIFIED SHALL BE PE IBC TABLE 2304.10.1. ALL NAILS SHALL CONFORM TO THE STANDARD DIMENSIONS OF COMMON N LS AS DEFINED BY THE DS AND SHALL MEET THE FOLLOWING MINIMUM GUIDELINES: • 8d = 0. 131 "0 x 2 112" • 10d = 0.148"0 X 3" • 16d=0.162"0x3112" 10d BOX NAILS (0.128"0 x 3') MAY BE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL SPACING. FRAMING MEMBERS MAYBE NAILED WITH 16d SINKERS (0.148"O x 3 1/4'), BUT ONLY 16d COMMON NAILS SHALL BE USED WHERE 16d NAILS ARE INDICATED IN THE DRAWINGS. OTHER NAILS MAY BE SUBSTITUTED ONLY WITH THE ENGINEER'S APPROVAL PRIOR TO START OF CONSTRUCTION. ALL LAG SCREWS AND BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE STANDARD CUT WASHERS UNDER THE HEADS AND NUTS OF ALL LAG SCREWS AND BOLTS BEARING ON WOOD. LEAD HOLES FOR BOLTS SHALL BE PROVIDED AND SHALL BE A MINIMUM OF 1132" AND A MAXIMUM OF 1116" LARGER THAN THE BOLT DIAMETER. LEAD HOLES FOR LAG SCREW SHANKAND THREADS SHALL BE PER NDS 11.1.4.2. ALL WOOD CONNECTORS SHALL BE SIMPSON STRONG -TIE OR ENGINEER APPROVED EQUIVALENT. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS USING THEIR SPECIFIED NUMBER AND SIZE OF FASTENERS. IF STRAPS CONNECT TWO MEMBERS, PLACE 112 OF THE NAILS, SCREWS, OR BOLTS INTO EACH MEMBER. ALL NAILS, SCREWS, BOLTS, AND METAL CONNECTORS IN CONTACT WITH PRESSURE TREATED OR FIRE RETARDANT TREATED WOOD SHALL BE HOT DIP GALVANIZED IN ACCORDANCE WITH ASTM A 153. WOOD FRAMING GENERAL NOTES SILL PLATES BEARING ON CONCRETE FOUNDATIONS SHALL BE PRESSURE TREATED AND SHALL ATTACH TO THE CONCRETE WITH 112"0 ANCHOR BOLTS EMBEDDED 7" MINIMUM. PLACE ANCHORS AT 4'-0" OC MAXIMUM FOR SHEAR WALLS AND AT 6-0" OC FOR BEARING AND PARTITION WALLS. USE A MINIMUM OF (2) ANCHOR BOLTS PER SILL PLATE AND PLACE ONE WITHIN 12" OF EACH END OF EACH PIECE. REFER TO THE SHEAR WALL SCHEDULE FOR MORE STRINGENT ANCHORAGE SIZE AND SPACING REQUIREMENTS. CONTRACTOR SHALL INSTALL 3 GAUGE PLATE WASHERS BENEATH EACH NUT AT EACH ANCHOR BOLT IN A SHEAR WALL THAT EXTEND TO WITHIN 112" OF SHEATHED EDGE. ALL SHEAR AND/OR BEARING WALLS SHALL BE FRAMED WITH 2x STUDS ca 16" OC. REFER TO PLAN NOTES FOR TYPICAL HEADER SIZES NOT SPECIFICALLY CALLED OUT. ALL HEADERS SHALL BE SUPPORTED BYA MINIMUM OF (1) CRIPPLE AND (1) FULL HEIGHT STUD. COLUMNS BELOW FLUSH FRAMED MULTIPLE JOIST BEAMS SHALL BE EQUAL IN WIDTH TO THE BEAM. ALL COLUMNS NOT CALLED OUT SHALL BE (2) STUDS. BEAMS SHALL HAVE FULL BEARING ON COLUMNS AND POSITIVE CONNECTION SHALL BE PROVIDED. PROVIDE SOLID BLOCKING BETWEEN JOISTS AND RAFTERS AT ALL SUPPORTS, AT 8'-0" OC MAXIMUM SPACING BETWEEN SUPPORTS, AND BENEATH PARTITIONS PERPENDICULAR TO THE DIRECTION OF FRAMING. INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. MINIMUM NAILING REQUIREMENTS SHALL BE PER IBC TABLE 2304.9.1. THE USE OF NAIL GUNS IS APPROVED IF NAILING INTO THE DIAPHRAGMS IS FLUSH WITH FACE OF SHEATHING. NAIL PENETRATIONS GREATER THAN 1116" ARE NOT ACCEPTABLE. NOTCHES AND HOLES IN WALL STUDS ARE ALLOWED WITHIN THE PARAMETERS OF IBC SECTIONS 2308.9,10 AND 2308.9.11. NOTCHES AND HOLES IN JOISTS AND RAFTERS ARE ALLOWED WITHIN THE PARAMETERS OF IBC SECTIONS 2308.8.2 AND 2308.10.4.2. VERTICAL SHRINKAGE WILL OCCUR AND ACCUMULATE AT EACH LEVEL FROM THE WOOD DRYING OVER TIME. THIS IS ESTIMATED TO BE APPROXIMATELY 0.15" PER FLOOR AND ASSUMES THE WOOD HAS AN INITIAL MOISTURE CONTENT OF 19% OR LESS. ADDITIONAL SHRINKAGE WILL OCCUR IF THE MOISTURE CONTENT IS HIGHER. THE CONTRACTOR SHALL ALLOW FOR THIS MOVEMENT IN THEIR INSTALLATION OF ALL VERTICAL ASSEMBLIES INCLUDING BUT NOT LIMITED TO PLUMBING, ELECTRICAL, MECHANICAL, AND ARCHITECTURAL SYSTEMS. GENERAL NOTES STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE ARCHITECTURAL, CIVIL, ELECTRICAL, AND MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. REFER TO THE ARCHITECTURAL DRAWINGS FOR ELEVATIONS, SLOPES, NON -BEARING WALLS, STAIRS, CURBS, DRAINS, RAILINGS, WATERPROOFING, FINISHES, ETC. REFER TO THE ARCHITECTURAL, CIVIL, ELECTRICAL, AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF PIPES, VENTS, DUCTS, AND OTHER OPENINGS NOT SPECIFICALLY INDICATED ON THE STRUCTURAL DRAWINGS. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND FIELD CONDITIONS FOR COMPATIBILITY WITH THE PLANS, SPECIFICATIONS, AND REFERENCED STANDARDS BEFORE PROCEEDING WITH ANY WORK. THE MOST STRINGENT REQUIREMENT SHALL GOVERN ANY CONFLICT UNLESS APPROVED IN WRITING OTHERWISE. ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE DESIGN TEAM BEFORE PROCEEDING. CONTRACTOR SHALL BE RESPONSIBLE FOR STRENGTH AND STABILITY OF ANY PARTLY COMPLETED STRUCTURE. CONTRACTOR IS SOLELY RESPONSIBLE FOR JOB SITE SAFETY AND SHALL PROVIDE TEMPORARY SHORING AND SUPPORT AS REQUIRED UNTIL THE STRUCTURE HAS BEEN COMPLETED. CONTRACTOR INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE DESIGN TEAM FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES ON SHOP DRAWINGS DO NOT SATISFY THIS REQUIREMENT. REVIEW OF ALTERNATE SYSTEMS MAY BE AN ADDITIONAL SERVICE BY THE ENGINEER. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE DESIGN TEAM. LEGEND DEFINITION SYMBOL DEFINITION SYMBOL DIRECTION OF FRAMING prNATIVE SOIL==�=�=� - - - - - EXTENT OF FRAMING AlkGRANULAR FILL COLUMNS P STRUCTURAL STEEL COLUMN BEARING ON BEAM RATED SHEATHING SWX BEAM CONTINUOUS OVER SUPPORT G� SHEAR WALL (SEE SCHEDULE) CONCRETE WALL COLUMN MARK (SEE SCHEDULE) G� / BEARING STUD WALL NON -BEARING STUD WALL FOOTING MARK (SEE SCHEDULE) FX HOLDOWN MARK (SEE SCHEDULE) BEARING STUD SHEAR WALL HANGER MARK (SEE SCHEDULE) O NON -BEARING STUD SHEAR WALL FLAG NOTE (SEE PLAN NOTES) STEEL MOMENT FRAME CONN. CMU WALL ABBREVIATIONS (A) ABOVE GLB GLUE -LAMINATED BEAM AB ANCHOR BOLT HORIZ HORIZONTAL ALT ALTERNATE KP KING POST ARCH ARCHITECT KSI KIPS PER SQUARE INCH (B) BELOW L ANGLE BD BAR DIAMETER MECH MECHANICAL BLKG BLOCKING MF MOMENT FRAME BM BEAM MTL METAL BOT BOTTOM NS NEAR SIDE BRNG BEARING OC ON CENTER BTWN BETWEEN OPP OPPOSITE CJP COMPLETE JOINT PENETRATION PL PLATE CLR CLEAR PLCS PLACES CMU CONCRETE MASONRY UNIT PSI POUNDS PER SQUARE INCH COL COLUMN PSF POUNDS PER SQUARE FOOT CONC CONCRETE PIT POST TENSIONED CONN CONNECTION PT PRESSURE TREATED CONT CONTINUOUS REINF REINFORCING COORD COORDINATE REQ'D REQUIRED DBL DOUBLE SCHED SCHEDULE DET DETAIL SIM SIMILAR DIA DIAMETER SOG SLAB ON GRADE DIM DIMENSION STD STANDARD DIR DIRECTION STIFF STIFFENER EA EACH STL STEEL ELEV ELEVATION SYMM SYMMETRICAL ES EACH SIDE SW SHEARWALL EX EXISTING TOC TOP OF CONCRETE EXP EXPANSION TOS TOP OF STEEL FLR FLOOR TOW TOP OF WALL FDN FOUNDATION TYP TYPICAL FTG FOOTING UNO UNLESS NOTED OTHERWISE FS FAR SIDE VERT VERTICAL GC GENERAL CONTRACTOR WF WIDE FLANGE W W 1. 4 tv Z o W c a� A 3 3 V LQ Q W 0 N L co Q LL W Q m Q) V mJ F= �1 U O Q CL O A. WA Sk 07 ONAL 08/ 05/ 21 REV. DATE DESCRIPTION 0 07106121 PERMIT SUBMITTAL 1Q 08105121 PERMIT RESUBMITTAL PROJECT NO.: 21059.01 DESIGNED BY: CAB DRAWN BY: CAB CHECKED BY. CAB SHEET TITLE: STRUCTURAL NOTES SHEET NO.: S1.1 ADJACENT NAILS IN A ROW ARE TO BE DRIVEN FROM OPPOSITE SIDES, TYP (3) STUDS MAX TO BE USED FOR BUILT-UP COLUMNS UNO ON PLANS k 1 � a� 3 a Sv � cl ww U DBL TOP PLATE PER TYP DETAIL c� 8" OC MAX SPACING BETWEEN ADJACENT NAILS IN A ROW STAGGER NAILS EA SIDE OF STUD WITH 1 112" EDGE DISTANCE. PROVIDE 0.148" x 3" NAILS FOR (2) STUDS & 0.207" x 4 112" NAILS FOR (3) STUDS. PROVIDE (1) ROW OF STAGGERED NAILING FOR 2x4 STUDS. PROVIDE (2) ROWS FOR 2x6 STUDS. t k k i i f i jL_-_____--- { J � i ! i } f k { { 1 € ! 3 i { 3 r 11/ 1 1 i i € ! k k € € SIMPSON A35 AT EXT WALLS WITH SPANSlfl BEAM GREATER THAN 6'—IVAND (6) 0.131"0x3" NAILS EA END TYPICAL WALL STUDS / I I /�BEAM/HDR PER PER PLAN OR NOTES J PLAN AND NOTES TYP BUILT-UP STUD NAILING (1) FULL HT STUD UNO ON PLANS JACK STUDS PER PLAN, OR COL/HOLDOWN SCHEDULES NOTES, OR COL SCHED S/MPSOi A35 EAC, COL PEF 5 BEAM WIDTH, UNO PARALLEL TO STUD WALL -�---------------__-_,- f i � S F 2 3 k � s i i € f i 3 } ""ST FRAMING PEF' IN & SCHEDULE STUD WALL FRAMING PER PLAN & NOTES COL PEF SVI ILVVLL BEAM WIDTH, UNO PERPENDICULAR TO STUD WALL r--------- a I I 1 } 5 3 € 1 3 3 € i ! € € i l € 1 € LENGTH OF NOTCH SHALL X NOT EXCEED 113RD THE O JOIST DEPTH > _ OCL Lu PRE -DRILL HOLE AT CORNERS OF NOTCHES. DO NOT OVERCUT NOTCH AT END OF JOISTS SHALL NOT EXCEED 114 THE JOIST DEPTH. DO NOT NOTCH WHERE PRACTICABLE. MAX HOLE O SHALL NOT EXCEED 40% THE STUD DEPTH (I.E. 2 114" FOR 2x6, 1 114" FOR 2x4). MINIMIZE HOLE DIAMETER WHERE POSSIBLE. NOTCH DEF OR HOLE O 114 OF STUD WIDTH MAX z N T 518" MIN CLR TO EDGE C1 MAX HOLE O SHALL NOT EXCEED 113 THE JOIST DEPTH (I.E. 3" FOR 2x10, 3.75" FOR 2x12). MINIMIZE HOLE DIAMETER WHERE POSSIBLE. ~O cm UQ�9 zCL BOO N 2x JOISTS PER PLAN OR SCHEDULE. REFER TO MFR RECOMMENDATIONS FOR I -JOIST HOLES AND NOTCHES. NOTE: 1. NOTCHES ARE NOT PERMITTED IN THE MIDDLE 113 OF THE JOIST SPAN. 2. NOTCHES ARE NOT PERMITTED ON THE BOTTOM (TENSION FACE) OF JOISTS WHERE THE WIDTH IS 4x OR GREATER. z A V Lu Q LV 4 ao cc LL LL 0 z cc 0 I11 N � O V J m U W O Q CL A. �PASk 40785 O� ''ORAL �~ `SIDNAL 08/ W 21 REV. DATE DESCRIPTION 0 07106121 PERMIT SUBMITTAL 1 08105121 PERMIT RESUBMITTAL PROJECT NO.: 21059.01 DESIGNED BY.- CAB DRAWN BY: CAB CHECKED BY CAB SHEET TITLE: FRAMING PLANS & DETAILS BUILT-UP STUD COLUMN DETAIL SCALE: 1"= 1'-0" TYPICAL HEADER DETAIL SCALE:1"= 1'-0" TYPICAL FLUSH BEAM SUPPORT DETAILS SCALE: 1 " = 1 '-0" ALLOWABLE HOLES & NOTCHES SCALE: 1"= 1'-0" SHEET NO.. S2.1 Blickenstaff Residence Remodel Structural Calculations 1024 Brookmere Drive Edmonds, WA 98020 Snohomish County Sidesway Project No. 21059.01 Prepared By: 5IDEWAY 5 ENGINEERING Blickenstaff Residence Remodel June 28, 2021 Project No. 21059.01 Project Description Sidesway Engineering was retained by the homeowners to perform analysis and design as necessary to obtain a building permit for the proposed remodel at the existing single family residence located at 1024 Brookmere Drive in Edmonds. The remodel work includes the reconfiguration of several interior walls some of which were determined to be bearing. Additionally, windows are being moved, filled in, or added on the north and east wall lines. The net result is equivalent shear wall piers of equal or greater length than existing, thus considered acceptable as allowed within the IEBC. The existing tri-level home is conventionally framed with wood atop a continuous exterior basement wall and partial interior crawl space at the north end of the house. No original house plans were available for our use and the existing house framing and dimensions were obtained from field measurements or were provided on the homeowner's as -built drawings. Scope of Work Provide gravity calculations for the proposed remodel as required to obtain a building permit. Demonstrate the exterior wall modifications have a negligible effect on the existing lateral force resisting system of the house. Design Criteria 2018 International Building Code (IBC) 2018 International Existing Building Code (IEBC) ASCE 7-16 Minimum Design Loads for Buildings and Other Structures Applicable Material Reference Standards (ACI, MSJC, AISC, NDS) This is a Risk Category II structure designed for the following loads: Dead Loads: 15psf (roof), 15psf (floor) Snow Load: 25psf Live Load: 40psf (residential) Project Summary The new framing as designed in the following calculations conforms to the 2018 IBC and IEBC. Refer to structural sketches SK-1 to SK-3 which illustrate the existing framing as well as the proposed framing required for the remodel. Disclaimer This calculation package is based on the documentation that was available to us. Sidesway Engineering did not perform a complete as -built to verify the accuracy of all the provided data and we should be contacted if there are any discrepancies with the assumptions contained within these calculations. 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