Loading...
APPROVED BLD2024-1260+Structural_Plan+9.25.2024_11.27.25_AM+4522727BUILDING CODE 2021 INTERNATIONAL BUILDING CODE FLOOR LOAD DEAD LOAD: 12 psf LIVE LOAD: 40 psf ROOF LOAD DEAD LOAD: 15 psf FLAT ROOF SNOW LOAD: 25 psf SNOW EXPOSURE FACTOR (Ce): 1.1 SNOW LOAD IMPORTANCE FACTOR (Is): 1.0 THERMAL FACTOR (Ct): 1.1 SLOPE FACTOR (Cs): NA WIND DESIGN DATA 1. BASIC WIND SPEED: 110 MPH 2. ALLOWABLE STRESS DESIGN WIND SPEED: 86 MPH 2. WIND IMPORTANCE FACTOR (Iw): 1.0 BUILDING CATEGORY: II 3. WIND EXPOSURE: B 4. Kzt = 1.00 5. INTERNAL PRESSURE COEFFICIENT: NA 6. APPLICABLE WIND PRESSURE FOR COMPONENTS AND CLADDING: NA SEISMIC DESIGN DATA 1. SEISMIC IMPORTANCE FACTOR: 1.0 SEISMIC USE GROUP: I 2. SPECTRAL RESPONSE ACCELERATION (Ss): 129.9% G 3. SITE CLASS: D (ASSUMED) 4. SPECTRAL RESPONSE COEFFICIENTS (SDS): 103.9%G 5. SEISMIC DESIGN CATEGORY: D 6. BASIC SEISMIC -FORCE -RESISTING SYSTEM: SHEARWALLS 7. DESIGN BASE SHEAR: SEE CALCULATIONS 8. SEISMIC RESPONSE COEFFICIENT (Cs): 0.160 9. RESPONSE MODIFICATION FACTOR (R): 6.5 10. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE PROCEDURE RAIN DESIGN DATA 1. RAIN INTENSITY: 1 IN./HOUR FOUNDATIONS 1. THE FOUNDATION DESIGN IS BASED ON THE RECOMMENDATION IN THE INTERNATIONAL BUILDING CODE TABLE 1806.2. FOUNDATION WORK SHALL BE PERFORMED IN ACCORDANCE WITH CHAPTER 18 OF THIS CODE. 2. THE FOUNDATION DESIGN IS BASED ON THE FOLLOWING VALUES: ALLOW. SOIL BEARING = 1500 PSF SOIL FRICTION = .25 EQUIV. FLUID PRESSURES: *ACTIVE PRESSURE = 35 PCF PASSIVE PRESSURE = 150 PCF *(WALLS RESTRAINED AGAINST ROTATION SHALL BE DESIGNED FOR AN EQUIV. FLUID PRESSURE OF 55 PCF). 3. ALL FOOTINGS SHALL BE FOUNDED AT LEAST 18" BELOW THE UNDISTURBED GROUND SURFACE OR TO FROST DEPTH. ALL FOOTINGS SHALL BE FOUNDED ON COMPACTED FILL OR UNDISTURBED NATURAL GRADE UNLESS OTHERWISE NOTED. 4. COMPACTION: MATERIAL FOR FILLING AND BACKFILLING SHALL CONSIST OF THE EXCAVATED MATERIAL AND/OR IMPORTED BORROW AND SHALL BE FREE OF ORGANIC MATTER, TRASH, LUMBER, OR OTHER DEBRIS. ALL WALLS SHALL BE ADEQUATELY BRACED PRIOR TO BACKFILLING. FILL AND BACKFILL SHALL BE DEPOSITED IN LAYERS NOT TO EXCEED 8 INCHES THICK, PROPERLY MOISTENED TO APPROXIMATE OPTIMUM REQUIREMENTS AND THOROUGHLY ROLLED OR COMPACTED WITH APPROVED EQUIPMENT IN SUCH A MANNER AND EXTENT AS TO PRODUCE A RELATIVE COMPACTION OF 90% OF MAXIMUM POSSIBLE DENSITY AS DETERMINED BY ASTM D1557. HAND TAMPERS SHALL WEIGH AT LEAST 50 POUNDS EACH AND SHALL HAVE A FACE AREA NOT IN EXCESS OF 64 SQUARE INCHES. HAND TAMPERS MAY BE OPERATED EITHER MANUALLY OR MECHANICALLY AND SHALL BE USED WHERE LARGER POWER DRIVEN COMPACTION EQUIPMENT CANNOT BE USED. FILL OVER 12" DEEP SHALL COMPLY WITH A GEOTECHNICAL REPORT. REINFORCING STEEL 1. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60 (fy = 60 KSI) FOR BAR SIZES NO. 5 & LARGER, GRADE 40 (fy = 40 KSI) FOR NO. 3 AND NO. 4 BARS. 2. ALL REINFORCING STEEL SHALL BE LAPPED AS NOTED ON THE PLANS. WHERE LAP OR SPLICE LOCATIONS ARE NOT SPECIFICALLY INDICATED ON THE CONSTRUCTION DOCUMENTS, LAPS AND/OR SPLICES SHALL BE 42 BAR DIA AND BE WELL STAGGERED. 3. COMPLETE REINFORCING PLACEMENT DRAWINGS PREPARED IN ACCORDANCE WITH ACI 315 SHALL BE REVIEWED BY THE ENGINEER AND AVAILABLE ON THE JOB SITE PRIOR TO THE PLACING OF CONCRETE. 4. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A82 AND A185 AND SHALL BE 6x6 W2.1/W2.1 UNLESS OTHERWISE NOTED. LAP REINFORCEMENT 6" MINIMUM. 5. ANCHOR BOLTS, DOWELS AND OTHER EMBEDDED ITEMS SHALL BE SECURELY TIED IN PLACE BEFORE CONCRETE IS POURED. SLAB ON GRADE REINFORCEMENT SHALL BE PLACED AT MID -DEPTH OF SLAB AND SHALL BE HELD SECURELY IN PLACE WITH MECHANICAL DEVICES DURING PLACING OF THE CONCRETE. 6. REINFORCEMENT SHALL PLACED CONTINUOUS AROUND CORNERS AND INTERSECTIONS UNLESS SPECIFIED OTHERWISE. CONCRETE 1. ALL CONCRETE UNLESS OTHERWISE NOTED SHALL BE REGULAR WEIGHT HARD ROCK TYPE (150 PCF) AGGREGATES SHALL CONFORM TO ASTM C33 WITH PROVEN SHRINKAGE CHARACTERISTICS OF LESS THAN 0.05%. 2. CONCRETE COMPRESSIVE DESIGN STRENGTHS AT 28 DAYS (F'c) SHALL BE: CONCRETE EXPOSURE & COMPRESSIVE DESIGN STRENGTHS DESIGNATION CONDITIONS EXPOSURE CLASS MIN. f'c (psi) HEATED: SLABS, BEAMS, GIRDERS, INTERIOR CONC. & FO 2500 COLUMNS, PIERS, AND BURIED FOOTINGS FOOTINGS FOUNDATION WALLS, UN -HEATED: SLABS, FREEZING & THAWING BEAMS, GIRDERS, COLUMNS, PIERS, PILE CYCLES WITH LIMITED F1 3500 CAPS, SHEAR WALLS EXPOSURE TO WATER 3. ALL CONCRETE WITH A DESIGNATED COMPRESSIVE STRENGTH EXCEEDING 2500 PSI SHALL REQUIRE SPECIAL INSPECTION BY AN INSPECTOR APPROVED BY THE BUILDING DEPARTMENT AND THE ENGINEER. EXCEPTION: NO INSPECTION IS REQUIRED WHERE CONCRETE EXCEEDING 2500 PSI IS DESIGNATED FOR WEATHERING PURPOSES ONLY. 4. CEMENT SHALL CONFORM TO ASTM C150, TYPE I, CSA NORMAL. 5. MAXIMUM SLUMP SHALL NOT EXCEED 4 INCHES IN FLATWORK. 6. PLACEMENT OF CONCRETE SHALL BE IN CONFORMANCE WITH ACI 301. 7. CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A MINIMUM OF FIVE (5) DAYS AFTER PLACEMENT. ALTERNATE METHODS WILL BE APPROVED IF SATISFACTORY PERFORMANCE CAN BE ASSURED. 8. KEYED CONSTRUCTION JOINTS SHALL BE USED IN ALL CASES. ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND ALL LAITANCE SHALL BE REMOVED. ALL VERTICAL JOINTS SHALL BE THOROUGHLY WETTED AND SLUSHED WITH A COAT OF NEAT CEMENT IMMEDIATELY BEFORE PLACING NEW CONCRETE. 9. SUBMIT LOCATION OF POUR JOINTS PRIOR TO PLACEMENT. POUR JOINTS SHALL BE LOCATED TO MINIMIZE EFFECTS OF SHRINKAGE AS WELL AS PLACED AT POINTS OF LOW STRESS. MAXIMUM AREA OF POUR JOINTS IS 400 SF. 10. MINIMUM CONCRETE COVERAGE OF REINFORCING STEEL FOR FORMED WORK SHALL BE AS FOLLOWS: EXPOSED TO EARTH OR WEATHER (#5 OR SMALLER): 11611 EXPOSED TO EARTH OR WEATHER (#6 OR LARGER): 2" *NOTE: CONCRETE CAST AGAINST GROUND SHALL HAVE 3" MINIMUM COVERAGE 11. PIPES OTHER THAN ELECTRICAL CONDUITS SHALL NOT BE EMBEDDED IN STRUCTURAL CONCRETE EXCEPT WHERE SPECIFICALLY APPROVED. 12. LEAN CONCRETE SHALL BE 2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE 13. CONCRETE MIXES SHALL BE PROVIDED IN ACCORDANCE WITH ACI 318. 14. CONCRETE EXPOSED TO SULFATES, CONCRETE WITH LOW PERMEABILITY REQUIREMENTS, AND CONCRETE WITH CHLORIDE ION CONTENT REQUIRE ADDITIONAL MIX DESIGN CONSIDERATIONS. IN THE EVENT OF THESE REQUIREMENTS THE ENGINEER SHALL BE NOTIFIED BY THE CLIENT IN A WRITING AND DESIGN MIXES SHALL BE PROVIDED PER ACI 318. CEMENT CONTENT F'c (PSI) LBS/CUBIC YARD (MIN.) SACKS PER CUBIC YARD (MIN.) NOTES 2500 470 5 NOTE A 3500 564 6 - NOTE 1: MIXES SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS. NO MORE THAN A 1" PLUS TOLERANCE SHALL BE ALLOWED. NOTE 2: AIR ENTRAINMENT IS REQUIRED FOR ALL CONCRETE EXPOSED TO WEATHER. FOR 3/4" AGGREGATE AN ENTRAINMENT OF 6% IS REQ'D. FOR )'2" AGGREGATE AN AIR ENTRAINMENT OF 7% IS REQ'D. NOTE 3: POZZOLANS ARE NOT PERMITTED IN THE MIX DESIGN UNLESS APPROVED BY THE ENGINEER. A) WHERE SPECIAL INSPECTION IS NOT REQUIRED UNDER SECTION 1704.4 OF THE I.B.C., CONCRETE SHALL HAVE A MINIMUM CEMENT CONTENT OF 5 SACKS PER CUBIC YARD OF CONCRETE. B) FOR STRENGTHS ABOVE 4000 PSI, PROPORTIONS SHALL BE ESTABLISHED BY THE METHODS SPECIFIED ACI 318. C) DESIGN MIX (OTHER THAN AS SPECIFIED IN THIS TABLE) SHALL BE SUBMITTED TO THE BUILDING OFFICIAL TWO WEEKS PRIOR TO FIRST USE. FRAMING LUMBER 1. FRAMING LUMBER SHALL BE DOUGLAS FIR/LARCH NO.1 FOR POSTS, BEAMS, AND HEADERS; HEM -FIR NO.2 FOR 2X AND 3X JOISTS, AND STUDS; AND HEM -FIR NO.2 FOR ALL TOP AND BOTTOM PLATES (GRADES ARE TYPICAL UNLESS OTHERWISE NOTED ON PLANS). LUMBER TO BE GRADE MARKED PER WCLIB SPECIFICATIONS. FRAMING LUMBER CONT. 2. STRUCTURAL SHEATHING SHALL BE APA RATED PLYWOOD, EXPOSURE 1 SHEATHING CONFORMING TO EITHER COMMERCIAL STANDARDS DOC PS 1 OR PS 2. PROVIDE MINIMUM OF EDGE DISTANCE ON ALL NAILS AND A Y8" EXPANSION JOINT BETWEEN ALL PANEL EDGES, MINIMUM SHEATHING REQUIREMENTS ARE AS FOLLOWS: ROOF SHEATHING TO BE 15/32" C-D INT-APA RATED PLYWOOD WITH EXTERIOR GLUE, P.I. 24/16 (USE 5-PLY FOR PANELIZED ROOFS). NAIL WITH 8d NAILS AT 6" ON CENTER AT PANEL EDGES AND 12" ON CENTER AT INTERMEDIATE SUPPORTS UNLESS NOTED OTHERWISE. SUB FLOORING TO BE 3/4" T&G C-D INT-APA RATED PLYWOOD WITH EXTERIOR GLUE, P.I. 48/24. GLUE AND NAIL WITH 10d NAILS AT 6" ON CENTER AT PANEL EDGES AND 12" ON CENTER AT INTERMEDIATE SUPPORTS UNLESS NOTED OTHERWISE. 3. NAILING SHALL CONFORM TO TABLE 2304.10.2 OF THE INTERNATIONAL BUILDING CODE UNLESS NOTED OTHERWISE. USE COMMON NAILS THROUGHOUT UNLESS NOTED OTHERWISE. 4. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS SPECIFICALLY DETAILED OR APPROVED IN WRITING BY THE STRUCTURAL ENGINEER. 5. USE DOUBLE JOISTS UNDER WALLS OR PARTITIONS PARALLEL TO JOISTS UNLESS SPECIFICALLY NOTED OTHERWISE. USE SOLID BLOCKING UNDER PARTITIONS PERPENDICULAR TO JOISTS. 6. RIM JOIST ARE 1Y4" LSL OR 2x SOLID SAWN LUMBER AS MINIMUM. 7. MAXIMUM MOISTURE CONTENT SHALL NOT EXCEED 16% FOR ALL STRUCTURAL MEMBERS. 8. PROVIDE 2X2 WASHERS UNDER HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD UNLESS NOTED OTHERWISE. 9. BOLT HOLES SHALL BE NOMINAL DIAMETER OF BOLT PLUS Y6" UNLESS OTHERWISE NOTED. LAG BOLT PILOT HOLES SHALL BE PRE -DRILLED TO 60% OF THE NOMINAL DIAMETER OF THE LAG BOLT UNLESS OTHERWISE NOTED. 10. ALL SILL PLATES SHALL BE BOLTED TO THE FOUNDATION WITH %" MINIMUM DIAMETER BOLTS SPACED AT 48" O.C. MAXIMUM SPACING (EMBED 7" MINIMUM INTO CONCRETE OR MASONRY). SEE PLANS AND DETAILS FOR SPECIFIC REQUIREMENTS. 11. ALL FRAMING LUMBER IN CONTACT WITH MASONRY OR CONCRETE SHALL BE PRESSURE TREATED. (SEE NOTE 1 FOR MINIMUM GRADE INFORMATION) IN CONFORMANCE WITH AWPA U1. ALL FOUNDATION BOLTS AND CONNECTORS MUST BE HEAVY GALVANIZED, OR Z-MAX COATING TO PROTECT FROM CORROSION. 12. FIELD -CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED WOOD SHALL BE RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. PER IRC R317.1.1. 13. 2X4 RAFTERS EXCEPT WHERE SPECIFICALLY DETAILED SHALL NOT SUPPORT SUSPENDED CEILINGS, SPRINKLERS, DROP SOFFITS, OR ANY OTHER ELEMENTS. 14. EXTERIOR STUD WALLS SHALL BE 2X6 © 16" O.C.. UNLESS NOTED OTHERWISE. INTERIOR STUD BEARING WALLS SHALL BE CONSTRUCTED USING 2X4 © 16" O.C. AT UPPER TWO FLOORS AND EITHER 2X6 @ 16" O.C. OR 3X4 @ 16" O.C. BELOW TOP TWO FLOORS. STUD NONBEARING WALLS SHALL BE CONSTRUCTED USING 2X4 @ 24" O.C.. UNLESS NOTED OTHERWISE. SEE NOTE 1 FOR LUMBER GRADES OF STUDS AND PLATES. 15. FRAMING ANCHORS FOR JOISTS, PURLINS AND POSTS SHALL BE SIMPSON, OR APPROVED EQUAL. APPROVAL MUST BE OBTAINED IN WRITING PRIOR TO INSTALLATION. FILL ALL FASTENER HOLES WITH FASTENER TYPES (NAILS, BOLTS, ETC.), SIZES, AND QUANTITIES AS SPECIFIED BY THE MANUFACTURER. 16. ALL HEADERS SHALL BE 4X8 DF#2 UNLESS OTHERWISE NOTED ON THE DRAWINGS 17. OSB OF EQUAL OR GREATER THICKNESS MAY BE SUBSTITUTED FOR PLYWOOD USED IN SHEAR PANELS. 18. CONTACT THIS OFFICE PRIOR TO MAKING ANY CHANGES TO THESE DETAILS AND NOTES. 19. BLOCKING SHALL BE PROVIDED AT ALL POINTS OF BEARING TO PREVENT ROTATION OF JOISTS AND BEAMS. 20. ALL FRAMING NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE. r� (f) >O N O Q) QN0 U ��� 'U III Q) 0 vLn Q) � ^� Q) _0 U < O NZ O > O 3: 3: mow= 3: z o 0 D 6 N > - w U m N o Q i 0 0 0 Z o LEI Qo 0 3: O O (n N 00 li J 0) LEI Q � 0 � z 0-) LEI o U) z � _o 0 � 09-19-24 Drawn By: CHRIS L. Checked By: CHRIS Date: 09-19-2024 SDA JOB NO. 10080 STRUCTURAL NOTES S-1.0 NOTE: THE EXISTING Y2" 0 ANCHOR BOLTS 48" o.c. ARE ADEQUATE TO CONNECT THE FRAMING TO THE FOUNDATION. THE SHEARWALL SCHEDULE SHOULD BE USED FOR ALL NEW CONSTRUCTION. — — — — — — — — — — — — — — — — — — — — — — — — I r-- I----� --- I--- I--- I ----I --- I--- I ----I---- I —� r------------� I I I I I I I I I I I I i t l I I I I I I I I I I I I I I I I I I I I I I I I I I II �LU28 2x10 DF No.2 I I 16" o.c. (JST#2) I I I I I I I I I I I I i t l I I I I I I I I I I I I I I I I (3) 2x1 FF No.2 (CB#1) -------- — L------------� I I LUS28-3 I I I I I 2412 12 I MATCH POST ABOVE (TYP) i I I I I I 30 I I Ln 1 S-6.0 I I I I I I I I I I I c3 2 S-6.o I I I I I I I I x� �Z I I 3 o¢ m�0W� Q -wW,, I I I I I I I I I I N;; Z �j m H U — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — U�OQ� 1506 (TYP) > o 6„ 6„ I I I I N to o I I I I N I I I TOP OF CONCRETE PILASTER IS 2 FT — 6 IN ABOVE Co I� FINISHED FLOOR ---------- I 2412 1 LSTHD8 LSTHD8 S-5.0 FOUNDATION PLAN SCALE: Y4" = 1' Q) � �0N O Q� QN0 U � � n 'C) W Q rr) Q) USN Q) o U Q) U U7 O ED N z �Q o>o3: � a_ (J� z O L w m W Q 0 O Z 0 w U) J Of U N N I rn I rn 0 LEI 0 o O (n N 00 J C7 W � �o� z 0-)� LL_I o U) z o 0 09-19-24 Drawn By: CHRIS L. Checked By: CHRIS Date: 09-19-2024 SDA JOB NO. 10080 STRUCTURAL PLANS s-1.1 NOTE: THE EXISTING Y2" 0 ANCHOR BOLTS 48" o.c. ARE ADEQUATE TO CONNECT THE FRAMING TO THE FOUNDATION. THE SHEARWALL SCHEDULE SHOULD BE USED FOR ALL NEW CONSTRUCTION. CS20 HORIZ. CORNER STRAP & 2x DF BLOCKING TOP & BOTTOM; SHEATHING BOVE & BELOW OPENING w/ 1 1 1 (2) 2x8 DF No.2 (MB#6) (2) 2x6 HF No.2 (MB#7) (2) 2x6 H No.2 (MB# `v `v 2 S- 7.0 `� 3/S-7.0 MBATHR CLOSET Y2 BATH o cn z� 3 S-6.0 o 6 ° XCj N N KITCHEN 4x8 DF No.2 LU28 %"x117/8" PSL (MB#1) (MB#2) 4x10 DF No.2 (MB#3) 5Y4"x117/8" PSL (MB#4) 4x12 DF No.2 (MB#13) 1 — — — — — — — — — — — — — — — — — a N Q o — — — — — — — — — — — — — — I I I I I p N — — — — — — — — — — — — — — — — — — Q N Q N Q N Co 2 \ CO Z I I I k (o � Z C� k k 4 (p Z �y I I I I O° _ �� I I I I 11 MASTER BED 6 to z� LAUNDRY L� p U O U N 4 N 1 a � � ° (n (2) 2x8 DF No.2 (2) 2x6 HF (2) 2x6 H GL 3Y2"x9" (24F-V4) -� OF (MB#12) No.2 (MB#11) N .2 (MB#1 ) `N (MB#10) GL 5Y2"x10Y2" (24F-V4) (MB#8) 6 — — — — — — — — — — — — — — — — -----G7�R7�G`E---- �°. < 1 1 1 1 1 CS20 HORIZ. CORNER STRAP CS20 HORIZ. CORNER STRAP & 2x DF BLOCKING TOP & 2x DF BLOCKING TOP & BOTTOM; SHEATHING ABOVE & BOTTOM; SHEATHING ABOVE & 5 S-8.0 BELOW OPENING w/A BELOW OPENING w/A JOIST -TIED RAFTERS: 1 2x6 DF No.2 RAFTERS @ 24" o.c. 4 S-7.0 2x6 DF No.2 CEILING JOISTS ® 24" o.c. w/ (5) 10d COMMON NAILS ® LAP JOIST -TIED RAFTERS 24" o.c. 6 S-8.0 4x8 DF No.2 (MB#9) 1 1 LSTHD8 LSTHD8 4 S-5.0 5/S-5.0 MAIN LEVEL PLAN SCALE: Y4" = 1' Q) O � SON O Q) QNO U � � n W Q rr) Q) 'U USN Q) 4 o N Q) � U U7 O N z � Q O >� O � mow= � a_ z O o w U) w m U Ld Q p I 0 O z o J W Oho O (n N 00 J C7 W�Q �o� z 0-)� Woo U) z O 0 09-19-24 Drawn By: CHRIS L. Checked By: CHRIS Date: 09-19-2024 SDA JOB NO. 10080 STRUCTURAL PLANS S-1.2 NOTE: THE EXISTING Y2" 0 ANCHOR BOLTS 48" o.c. ARE ADEQUATE TO CONNECT THE FRAMING TO THE FOUNDATION. THE SHEARWALL SCHEDULE SHOULD BE USED FOR ALL NEW CONSTRUCTION. S:�E — — — — — — — — — — — — — — — — — — — — � U W �' O U � Q N L� z� Qw �N w � BEDROOM BEDROOM X �� BEDROOM 1 S-8.0 2/S-8.0 3/S-8.0 DOWN N BONUS ROOM BEDROOM `° X OFFICE BATH BATH (2) 2x10 DF No.2 (UB#1) (2) 2x8 DF No.2 (UB#2) (2) 2x10 DF No.2 (UB#1) GI N O Q) � SON � T Q N O U � W Q � � � 'U USN Q) o a) U � oa�z3: � mow= 3: V /Ld W 0 � O 0 (n N 00 � J0-) W�Q �o� z Woo U) � z � _o O Drawn By: CHRIS L. Checked By: CHRIS Date: 09-19-2024 SDA JOB N0. 10080 STRUCTURAL PLANS GI N O Q) � SON � T Q N O U � W Q � � � 'U USN Q) o a) U � oa�z3: � mow= 3: V /Ld W 0 � O 0 (n N 00 � J0-) W�Q �o� z Woo U) � z � _o O Drawn By: CHRIS L. Checked By: CHRIS Date: 09-19-2024 SDA JOB N0. 10080 STRUCTURAL PLANS W 0 � O 0 (n N 00 � J0-) W�Q �o� z Woo U) � z � _o O Drawn By: CHRIS L. Checked By: CHRIS Date: 09-19-2024 SDA JOB N0. 10080 STRUCTURAL PLANS PRESSURE TREATED LUMBER 1. LUMBER MARKED AS PRESSURE TREATED (PT) MUST BE TREATED WITH ONE OF THE FOLLOWING PRESERVATIVE CHEMICALS: ALKALINE COPPER QUATERNARY (ACQ-B, ACQ-C, ACQ-D) AMMONIACAL COPPER ZINC ARSENATE (ACZA) COPPER AZOLE (CA-B, CA-C, MCA, MCA-C) CHROMATED COPPER ARSENATE (CCA) CREOSOTE (CR, CR-S, CR-PS) COPPER NAPHTHENATE (CuN) PENTACHLOROPHENOL (PCP -A, PCP-C) 2. MEMBERS IN CONTACT WITH CONCRETE, SUCH AS SILL PLATES, POSTS EMBEDDED IN CONCRETE, ETC. SHALL BE PRESSURE TREATED AND HAVE AN AWPA USE CATEGORY OF UC413 OR UC4C. 3. MEMBERS EXPOSED TO WEATHER BUT NOT IN CONTACT WITH CONCRETE SHALL HAVE AN AWPA USE CATEGORY OF UC3B, UC4A, UC46, OR UC4C. 4. ALL CUTS AND NOTCHES SHALL BE TREATED WITH A COPPER NAPHTHENATE BASED END -CUT SOLUTION PER THE MANUFACTURER SPECIFICATIONS. GLUED -LAMINATED TIMBER 1. ADHESIVE SHALL BE FOR WET USE. 2. LAMINATIONS SHALL BE OF DOUGLAS FIR/WESTER LARCH, COMBINATION 24F-V4 FOR SIMPLE SPAN BEAMS AND 24F-V8 FOR CONTINUOUS MULTIPLE SPAN AND CANTILEVERED BEAMS, FABRICATED IN ACCORDANCE WITH AITC A190.1 AND ASTM D 3737. 3. FABRICATION SHALL BE BY A LICENSED FABRICATOR; SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO FABRICATION. AITC CERTIFICATES OF INSPECTION ARE REQUIRED FOR ALL MEMBERS. 4. GLULAM BEAMS EXPOSED TO WEATHER SHALL BE WOLMANIZED OR PRESSURE TREATED EXTERIOR GLULAM BEAMS SHALL BE FLASHED AT ENDS AND TOP TO REDUCE MOISTURE EXPOSURE. MANUFACTURED LUMBER 1. PARALLEL STRAND LUMBER DESIGN IS BASED ON PARALLAM PSL PRODUCTS AS SUPPLIED BY TRUSS -JOIST MACMILLAN IN ACCORDANCE WITH ASTM D 5456. DESIGN PROPERTIES SHALL BE: Fb = 2900 PSI Fv = 290 PSI E = 2.Ox10"6 PSI 2. PROPOSED SUBSTITUTIONS SHALL BE SUBMITTED ALONG WITH THE APPROPRIATE ICBO EVALUATION REPORTS TO THE ENGINEER FOR REVIEW PRIOR TO CONSTRUCTION. INSTALLATION OF SUBSTITUTIONS SHALL NOT PROCEED WITHOUT PRIOR WRITTEN APPROVAL OF THE ENGINEER. ROOF TRUSS 1. THE TRUSSES SHALL BE DESIGNED BY THE FABRICATOR TO FIT DIMENSIONS AND LOADS INDICATED ON THE PLANS AND IN THE STRUCTURAL NOTES. ALL DESIGNS SHALL BE IN ACCORDANCE WITH ALLOWABLE VALUES ASSIGNED BY THE BUILDING CODE. CONCENTRATED MECHANICAL ROOF LOADS SHALL BE INCLUDED IN THE DESIGN. VERIFY WEIGHTS AND LOCATIONS WITH THE ARCHITECT. SHOP DRAWINGS MUST BE RETAINED AT THE JOB SITE AND AVAILABLE TO THE BUILDING INSPECTOR FOR REFERENCE. THE TRUSS CALCULATION PACKAGE SHALL BE DESIGNED UNDER THE DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHINGTON. THE TRUSS ENGINEER SHALL ASSUME ALL RESPONSIBILITY FOR THE WORK OF ALL SUBORDINATES INVOLVED IN THE PREPARATION OF THE TRUSS PLACEMENT PLANS AND THE TRUSS DESIGN DRAWINGS. 2. SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO FABRICATION. DRAWINGS AND CALCULATIONS SHALL BE STAMPED AND SIGNED BY A REGISTERED PROFESSIONAL ENGINEER. THE DRAWINGS SHALL SHOW ALL CRITICAL DIMENSIONS AS WELL AS THE LOADS THE TRUSSES ARE DESIGNED TO SUPPORT. BRIDGING BETWEEN TRUSSES, CONTINUOUS LATERAL BRACING, AND DIAGONAL BRACING SHALL BE SPECIFIED BY THE TRUSS MANUFACTURER IN ORDINACE WITH TRUSS PLATE INSTITUTE RECOMMENDATIONS. SHOP DRAWINGS MAY CONTAIN THE MANUFACTURERS ENGINEERING RESPONSIBILITY LIMITATIONS. HOWEVER, THEY SHALL MAKE NO STATEMENT AS TO THE ENGINEER OF RECORD RESPONSIBILITIES. 3. THE TRUSSES ARE TO BE ERECTED AND INSTALLED IN ACCORDANCE WITH THE PLANS, APPROVED FABRICATOR DRAWINGS, AND INSTALLATION SUGGESTIONS. CONTRACTOR SHALL GIVE NOTIFICATION PRIOR TO ENCLOSING THE TRUSSES TO PROVIDE AN OPPORTUNITY FOR INSPECTION OF THE INSTALLATION. GENERAL 1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE CONTRACT DRAWINGS. 2. DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY OF THE BUILDING. THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACING AND GUYS IN ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL SAFETY ORDINANCES. ANY DEVIATION MUST BE APPROVED PRIOR TO ERECTION. 3. ALL ERECTION PROCEDURES SHALL CONFORM TO OSHA STANDARDS. ANY DEVIATION MUST BE APPROVED BY OSHA PRIOR TO ERECTION. 4. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION PROCEDURES INCLUDING LAGGING, SHORING AND PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STREETS AND UTILITIES IN ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL SAFETY ORDINANCES. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS. ALL DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE ENGINEER AND BE RESOLVED BEFORE PROCEEDING WITH THE WORK. 6. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED SUBJECT TO REVIEW BY THE ENGINEER. 7. ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL OCCUR IN ADDITION TO ANY OTHER SPECIFIC DETAIL CALLED OUT. 8. COORDINATE WITH MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS FOR SIZE AND LOCATION OF ALL OPENINGS REQUIRED FOR DUCTS, PIPES, PIPE SLEEVES, ELECTRICAL CONDUITS, AND OTHER ITEMS TO BE EMBEDDED IN CONCRETE OR OTHERWISE INCORPORATED IN STRUCTURAL WORK. 9. PROVIDE OPENINGS AND SUPPORTS, AS REQUIRED PER STANDARD DETAILS FOR HEATERS, MECHANICAL EQUIPMENT, VENTS, DUCTS, PIPING, ETC. ALL SUSPENDED MECHANICAL EQUIPMENT SHALL BE SWAY OR LATERALLY BRACED. 10. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS GIVEN AS THE BEST PRESENT KNOWLEDGE BUT WITHOUT GUARANTEE OF ACCURACY. WHERE ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS, THEY SHALL BE REPORTED TO THE ENGINEER SO THAT THE PROPER REVISIONS MAY BE MADE. MODIFICATION TO DETAILS OF CONSTRUCTION SHALL NOT BE MADE WITHOUT PRIOR WRITTEN APPROVAL OF THE ENGINEER. 11. ARCHITECTURAL AND MECHANICAL PLANS ARE CONSIDERED A PART OF THE STRUCTURAL DESIGN DRAWINGS AND ARE TO BE USED TO DEFINE DETAIL CONFIGURATIONS INCLUDING; BUT NOT LIMITED TO RELATIVE LOCATION OF MEMBERS, ELEVATIONS, DIMENSIONS AND LOCATIONS OF ALL OPENINGS, ETC. I N > O N O Q� QNo U o n,�� 'U Ld Q n v�Ln Q) 4 O ^N �4 Q) U < O N z O > O 3: 3: mow= 3: 4-J n Z 0 0 D w U m N o � Q i 0 0 0 Z o WCo 0 O 0 (n N 00 J or) W�Q 0 z 0 Woo U) z _O 0 09-19-24 Drawn By: CHRIS L. Checked By: CHRIS Date: 09-19-2024 SDA JOB NO. 10080 STRUCTURAL NOTES & DETAILS S-2.0 FOOTING SCHEDULE MARKING WIDTH LENGTH DEPTH REINFORCEMENT CONTINUOUS FOOTINGS 1208 12" CONTINUOUS 8" (2) #4 CONTINUOUS 1506 15" CONTINUOUS 6" (2) #4 CONTINUOUS 2412 24" CONTINUOUS 12" (4) #4 CONTINUOUS ISOLATED FOOTINGS 30 30" 30" 12" (4) #4 EACH WAY I I I I XXXX L-J L-J XX XXXXXX CONTINUOUS ISOLATED HOEDOWN FOOTING FOOTING FOOTING FOOTING LEGEND REINFORCEMENT GEOMETRY: STIRRUPS, TES, AND HOOPS NOTE: SEISMIC HOOKS SHALL HAVE A BEND NOT LESS THAN 135�, AND SHALL HAVE AN EXTENSION OF AT LEAST 6 BAR 0, BUT NOT LESS THAN 3". MIN BEND 0 I-- L ext 90-DEGREE - MIN BEND 0 L ext 135-DEGREE MIN BEND 0 X 180-DEGREE REINFORCEMENT GEOMETRY: STIRRUPS, TIES, AND HOOPS (GR.40) BAR 0 MIN BEND 0 STRAIGHT EXTENSION (Lext)-90° STRAIGHT EXTENSION (Lext)-135° STRAIGHT EXTENSION (text)-180° 3 2Y4" 3" 3" 2Y2" 4 3" 3" 311 2Y2' 5 33/4" 33/4" 33/4" 2Y2" 6 4Y2" 9 4Y2" 3" 7 5Y4" 10Y2" 5Y4" 3Y2" 8 6" 12" 6" 4" HOLDOWN SCHEDULE *FOR HOLDOWNS INSTALLED IN NEW FOUNDATIONS ANCHOR WOOD MINIMUM EMBEDMENT/ MINIMUM MINIMUM MODEL BOLT FASTENERS POST STRAP LENGTH EDGE END de F SIZE DIST. DISTANCE LSTHDB/RJ NA (16) 0.148x2Y2" 2-2x w/ (16) 10d 8" EMBED w/ SM1 NA Y2 NA NA NAILS NAILS STRAPMATE HOLDOWN NOTES 1. MINIMUM CONCRETE COMPRESSIVE STRENGTH f'c=2500 PSI. MINIMUM WALL THICKNESS IS 6". 2. MINIMUM EDGE DISTANCE IS FOR FORMED CONCRETE EXPOSED TO WEATHER OR SOIL. FOR CONCRETE CAST AGAINST SOIL PROVIDE 3" CLEAR TO ANCHOR BOLT. 3. NAILS/SCREWS TO HOLDOWN POST SHALL BE PER MANUFACTURER'S SPECIFICATIONS. 4. WHEN FIELD CONDITION BECOME LESS THAN MINIMUM SHOWN, CONTACT ENGINEER PRIOR TO PROCEEDING. 5. HDU(FT'G) DESIGNATION INDICATES THE ANCHOR BOLT HARDWARE IS TO EXTEND AND BE EMBEDDED INTO THE CONCRETE FT'G. THE EMBEDMENT DEPTH IS TO BE MEASURED FROM THE TOP OF THE FT'G. HDU(STEM) DESIGNATION INDICATES THE ANCHOR BOLT HARDWARE IS TO EXTEND AND BE EMBEDDED INTO THE CONC. STEM WALL. THE EMBEDMENT DEPTH DEPTH IS TO BE MEASURED FROM THE TOP OF THE STEM WALL. 6. ALL HOLDOWN BOLTS MUST BE RE -TIGHTENED JUST PRIOR TO ENCLOSING SECOND SIDE OF WALL. L D L H H T D = diameter, in. length, in. = head diameter, in. NAIL SIZE SCHEDULE TYPE PENNYWEIGHT 8d 10d 12d 16d 20d COMMON L 2%211 3„ 3)/4„ 3/2„ 4„ D .131 " .148" .148" .162" .207" H .281 " .312 .312 .344" . 406" L 2%2" 3„ 3)/4„ 3/2„ 4„ BOX D 113" .128" .128" .135" .148" H .297" .312 .312 .344" .375" L 2 3%" 2 7/8» 3)/8„ 3)/4» 3 3/4„ SINKER D .113" .120" .135" .148" .177" H .266" .281 " .312" .344" .375" REINFORCEMENT GEOMETRY: DEFORMED BARS CLEAR SPACING BETWEEN CLEAR SPACING BETWEEN HORIZONTAL BARS SHALL BE VERTICAL BARS IN COLUMNS AT LEAST: SHALL BE AT LEAST: 1" 1.5" d b 3/2 d b MAX 1 dagg MAX 4/3 dagg STAGGER LAP SPLICES Ls COLD JOINT OR SIMILAR ---1-------- ----- I - - - - - - -Ldh MIN MIN BEND 0 BEND 0 x L ext 90-DEGREE 180-DEGREE REINFORCEMENT DEVELOPMENT (GR.40) BAR 0 DEVELOPMENT LENGTH (Ld) DEVELOPMENT LENGTH (Ldh) LAP SPLICE (Ls) MIN BEND 0 STRAIGHT EXTENSION (Lext)-90° STRAIGHT EXTENSION (Lext)-180° 3 loll 6" 12" 2Y4" 02" 2Y2" 4 13" 6" 13" 3" 6" 2Y2' 5 16" 6" 16" 33/4" 7Y2„ 2Y2„ 6 19" 7" 19" 4Y2" 9" 3" 7 28" 8Y2" 28" 5Y4" 10Y2" 3Y2" 8 32" 10Y2" 32" 6" 12" 4" REINFORCEMENT DEVELOPMENT (GR.60) BAR 0 DEVELOPMENT LENGTH (Ld) DEVELOPMENT LENGTH (Ldh) LAP SPLICE (Ls) MIN BEND 0 STRAIGHT EXTENSION (Lext)-90° STRAIGHT EXTENSION (Lext)-180° 3 15" 6" 15" 2Y4" 4Y2" 2Y2" 4 1911 6„ 191, 3" 6" 2Y2, 5 24" 8" 24" 33/4" 7Y2" 2Y2" 6 29" loll 29" 02' 9" 3" 7 42" 13" 42„ 5Y4" 1OY2' 3Y2„ 8 48" 15Y2" 48" 6" 12" 4" EMBEDMENT HEX HEAD L-BOLT J-BOLT WELDED ADHESIVE UNDERCUT SCREW BOLT w/ HEADED ANCHOR ANCHOR ANCHOR WASHER STUD --� AN CH OR EMBEDMENT I N E >O N O Q� QNo U ��� LL Q ro Q) L6 Q) 4 O ^� Q) �� _0 U < oa 1z3: O > O 3: mow= 3: +� a_ (n z 0 o Ld N 5; w J Of U m N Ld Q 0 i 0 0 Zo LL_I Duo 0 (n N 00 1i J 0-) ALL a_ Q LL 0 z LL � o U) z 0 0 >O � �w 09-19-24 Drawn By: CHRIS L. Checked By: CHRIS Date: 09-19-2024 SDA JOB NO. 10080 STRUCTURAL SCHEDULES S-3.0 WOOD SHEARWALL PANEL (WSP) SCHEDULE STRUCTURAL PANELS - SHEATHING & STRUCTURAL PANEL 1 (DOC PSI & PS2) PLATE TO RIMJOIST & PANEL EDGE FRAMING: PANEL SILL PLATE & SHEAR CLIPS (0.131x1Y2 NAILS BLOCKING CONN. (WHERE RIMJOIST & MARK SHEATHING NAILING FIELD NAILING EDGES; BLOCKING; SILL; CONN @ FND U.N.O.) INSTALLATION OVER OR DETAILED; NOT REQUIRED BLOCKING & BOTTOM PLATE . SHEATHING PERMITTED WHEN SHEAR CLIPS ARE PROVIDED) 3/8" CDX OR 3/6" OSB ONE FACE 8d ©6 o/c 8d @ 12 o/c 2x FRAMING %"0 A.B. @ 46" o/c + 1 ADD. A.B. LTP5 @ 13" o/c A34 @ 10" o/c 16d @ 6" o/c —OR— SDWS22600 ® 15 o/c ONE FACE 1Y4" THK LSL OR 2x HF/DF SHEARWALL NOTES 1. ALL STUDS, BLOCKING, TOP AND BOTTOM PLATES SHALL BE HEM —FIR NO. 2 UNLESS NOTED OTHERWISE ON PLANS. WOOD STRUCTURAL PANELS SHALL BE 4'x8' EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING. ALL PANEL EDGES AND ADJOINING PANEL EDGES SHALL BE BLOCKED. STUD SPACING SHALL NOT EXCEED 16" ON CENTER. 2. SHEATHING MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY. ALL SHEARWALL SHEATHING MUST EXTEND TO THE OUTSIDE EDGE OF ALL HOLDOWN POSTS AND CORNERS, AND TO THE INSIDE EDGE OF FRAMING AROUND OPENINGS. 3. ALL PANEL EDGE NAILING SHALL BE LOCATED AT LEAST %" FROM THE PANEL EDGE. FIELD NAILS SHALL MATCH THE NAILS USED FOR PANEL EDGE NAILING. NAILS SHALL BE DRIVEN WITH THE HEAD OF THE NAIL FLUSH WITH THE SURFACE OF THE SHEATHING. OVERDRIVEN NAILS SHALL BE REPLACED WITH AN ADDITIONAL NAIL. 4. SIMPSON STRONG —TIE SDWS SCREWS SHALL BE STAGGERED AND OFFSET 1j" BETWEEN ROWS. THE SDWS EDGE DISTANCE SHALL BE MAINTAINED AT 5/8" OR GREATER. 5. HOLDOWNS AND OTHER CONNECTIONS MAY BE REQUIRED. SIZES AND LOCATIONS OF THESE CONNECTORS ARE INDICATED ON THE PLANS. REFER TO THE APPROPRIATE DETAILS AND/OR HOLDOWN SCHEDULE FOR ADDITIONAL INFORMATION REGARDING ANCHOR BOLTS, EMBEDMENT LENGTH, ETC. WHERE (2) 2x's ARE USED AS A HOLDOWN POST, SHEARWALL EDGE NAILING MUST BE STAGGERED INTO EACH MEMBER OF THE POST. 6. ALL ANCHOR BOLTS SHALL BE ASTM A307 OR BETTER. ANCHOR BOLTS MUST BE EMBEDDED A MINIMUM OF 7" INTO CONCRETE OR GROUTED CMU, AND SHALL BE PLACED TO PROVIDE A MINIMUM SIDE OF 13/4" COVER. ANCHOR BOLTS SHALL BE LOCATED AT LEAST 9%" FROM WALL ENDS AND CORNERS. ANCHOR BOLTS SHALL BE SECURED TO THE SILL PLATE WITH 3x3x0.229" STEEL PLATE WASHERS. THE PLATE WASHERS EDGE SHALL BE PLACED WITHIN Y2" OF THE WALL SHEATHING. PLATE WASHERS WITH A DIAGONAL SLOTTED HOLE SHALL BE SECURED WITH A STANDARD CUT WASHER. 7. POST INSTALLED %"b SIMPSON TITEN HD ANCHOR BOLTS MAY SUBSTITUTE CAST —IN PLACE ANCHOR BOLTS. POST INSTALLED ANCHOR BOLTS SHALL BE EMBEDDED 5j" INTO EXISTING CONCRETE. POST INSTALLED ANCHOR BOLTS SPACING SHALL BE REDUCED BY 50% (VALID FOR STEM WALLS 6" OR THICKER, f'c=2,500PS1, Qo=2.5, SDS C OR HIGHER). 8. ALL NAILS AND CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD (EXCEPT FOR BORATE TREATED WOOD) MUST BE HOT DIPPED GALVANIZED OR STAINLESS STEEL TO RESIST CORROSION. ALL NAILS SHALL BE COMMON OR GALVANIZED BOX PER ASTM F1667. SEE 'NAIL TYPE & SIZE SCHEDULE'. 9. SHEARWALL NAILING CRITERIA IS BASED ON TABLE 4.3A OF THE 2021 AMERICAN WOOD COUNCIL SDPWS (SPECIAL DESIGN PROVISIONS FOR WIND & SEISMIC). THE SHEARWALL SCHEDULE IS NOT INTENDED FOR USE WITH LUMBER CONTAINING FIRE RETARDANT CHEMICALS UNLESS NOTED OTHERWISE. HOLDOWN POST. SEE LENGTH OF FOR DOUBLE SIDED SHEARWALLS, THE SHEATHING HOLDOWN SCHEDULE SHEARWALL ON EACH FACE MUST EXTEND CONTINUOUS OR PLAN FOR MINIMUM BETWEEN HOLDOWN POSTS AS SHOWN. REQUIREMENTS OPENING PER PLAN #LOCATION OF HOLDOWN TO BEP—�* STHD14RJ INSTALLED -VERTICAL HOLDOWN TO BE INSTALLED SHEARWALL DESIGNATION — SEE SHEARWALL SCHEDULE FOR FRAMING, NAILING AND ANCHORAGE REQUIREMENTS LATERAL MARKING LEGEND NAIL TYPE & SIZE SCHEDULE LENGTH (in.) x SHANK DIAMETER (in.) x HEAD DIAMETER (in.) PENNY SIZE COMMON NAIL ALTERATIVE GALVANIZED BOX NAIL 8d 2Y2x0.131 x0.281 2Y2x0.113x0.297 10d 3x0.148x0.312 3x0.128x0.312 16d 3Y2x0.162x0.344 3Y2x0.135x0.344 U) > O N O Q) QNo U ryG)�4- 'U Ld ro Q) 03:L6 Q) D ^ �4 t U < z O N O > o 3: 3: mow= 3: n z o 0 D w U m N Ld Q i 0 0 0 Z o WCo 0 � O O (n N 00 J or) W�Q �0� z � Woo U) z _O O O �LLJ 09-19-24 Drawn By: CHRIS L. Checked By: CHRIS Date: 09-19-2024 SDA JOB NO. 10080 STRUCTURAL DETAILS S-4.0 ° NEW FOUNDATION WALL—\ IA PER PLAN 42 DIA. II` CORNER BAR SAME SIZE & I. a 42 DIA. 2'-0" MIN. SPACING AS HORIZ. WALL REINF. '� 2'-0" MIN I d 44 d . d d • ° 4-- • `°-------------------------�i -- ----------- ---- --------------------------------------- --- •: • ----------------- d° d ° d.°d -Q ° 42 DIA. 42 DIA. 42 DIA. o " r " r 2 —0 MIN. 2 —0 MIN. 2 —0„ MIN. ALTERNATE BAR ° DIRECTION CORNER REINFORCEMENT DETAILS 30" M REBAR LENGTF CLEAR SPAN 17" MAXIMUM ONE #4 REBAR IN SHEAR CONE (12" MIN. REBAR LENGTH) I / L IVIII V. FROM CORNER R M JO ST ' STH D' INSTALLATION w/o RIMJOIST SIMILAR EMBED ALL HORIZONTAL REBAR 4" INTO EXISTING FOUNDATION AS SHOWN AND EPDXY WITH SIMPSON 'SET'. EXISTING FOUNDATION (REBAR NOT SHOWN FOR CLARITY) 4" TYP NEW FOUNDATION TO EXISTING FOUNDATION C IN I r7NI(_TW EXIST. BEAM POSITIVE CONNECTION POST TO BEAM: SIMPSON 'AC' CAP EACH SIDE OR 12"x12" PLYWOOD GUSSET w/ (6) 8d NAILS EACH MEMBER OR PER PLAN. EXIST. CAR DECKING EXIST. BEAM POSITIVE CONNECTION POST TO FOOTING: SIMPSON 'AB' BASE OR PER PLAN. EXIST. FOOTING POST PER PLAN ER AM N G TO ISOLATED ET' G CON N . TOP PLATE, FRAMING ABOVE PER PLAN NOT SHOWN FOR CLARITY CENTER BEAM SPLICE OVER WALL, 30" LONG CS14 CENTERED ON SPLICE. INSTALL OVER SHEATHING w/ .131"x3" NAILS, MIN. AS NEEDED. Y2" EDGE DISTANCE a • P.T. 2x STUD. NAIL TO .. d' CONCRETE W/ 1 /4" 0 X 3 XF EXPANSION ANCHORS HEIGHT PER PLAN @ 8" O/C (TYP) - • a FOOTING PER PLAN:� a TYPICAL GARAGE PLASTER PER PLAN #4 VERTS #3 STIRRUPS w/ 8" SEISMIC HOOKS #3 TIES w/ SECTION A —A SEISMIC HOOKS NAIL SHEATHING TO HEADER S.W. LENGTH W/ NAILS PER SHCEDULE @) PER PLAN O/C EACH WAY HEADER PER PLAN, EXTEND OVER SHEARWALL AS SHOWN 4x6 DF No.2 POST OR PER PLAN SHEARWALL PER PLAI\ HOLDOWN PER PLAN BOTTOM PLATE SIZE AND ANCHOR BOLTS PER SHEARWALL SCHEDULE. NOTE: 3x MAY BE REQ'D. (3) #3 SEISMIC TIES IN TOP 5` #4 VERTS @ 6" o.c., MINIMUM OF (3) EVENLY SPACED ON EACH FACE. HOOK INTO FOOTING AS SHOWN. #3 SEISMIC TIES @ 4" o.c. 8" THICK CONCRETE PILASTER SLAB ON GRADE PER PLAN OVER 4" COMPACTED FREE DRAINING ROCK 0 I A ,I N >O N O Q� QNo U ��� 'U Ld ro Q) vL6 Q) 4 O ^t 4 U < oa�z3: O > O 3: w I > > —J a_ ( / W co 0 � O O (n N 00 J C7 W�Q 0 z 0 Woo U) z o 09-19-24 Drawn By: CHRIS L. Checked By: CHRIS Date: 09-19-2024 SDA JOB NO. 10080 STRUCTURAL DETAILS S-5.0 NOTE: SHEAR CLIPS) NOT REQUIRED IF SHEATHING IS BROKEN ON RIM. SHEARWALL PER PLAN PANEL EDGE NAILING PER SHEARWALL SCHEDULE 10d © 6" o/c DIAPHRAGM EDGE NAILING U.N.O. SHEAR CLIP PER SHEARWALL SCHEDULE SECURE JOIST TOP & BOTTOM FLANGE w/ 10d NAILS SHEATHING RIBBON TO MATCH TOP & BOTTOM SHEATHING SHEAR CLIP PER SHEARWALL SCHEDULE Ys" WALL SHEATHING GAP (TYP.) PANEL EDGE NAILING PER SHEARWALL SCHEDULE SHEARWALL PER PLAN FRAMING PER SHEARWALL SCHEDULE, (2) 2x_ SHOWN �16d @ EA. JOIST TJI JOIST PER PLAN Y2" MAX SHEARWALL= EDGE NAILING TO SILL PLATE ' III —III —III —I `• a - � ,� III —III —I mz w- o� a PER PLAN Cn 00 a. [if 1Y4" THK LSL RIMJOIST U.N.O. 62) 16d NAILS EA. JOIST FRAMING PER SHEARWALL SCHEDULE: (2) 2x- SHOWN ° a aJLAb. °F'E-K FLAN SHEARWALL PER PLAN PANEL EDGE NAILING PER SHEARWALL SCHEDULE 10d © 6" o/c DIAPHRAGM EDGE NAILING U.N.O. SHEAR CLIP PER SHEARWALL SCHEDULE SECURE JOIST TOP & BOTTOM FLANGE w/ 10d NAILS SHEATHING RIBBON TO MATCH TOP & BOTTOM SHEATHING SHEAR CLIP PER SHEARWALL SCHEDULE Ys" WALL SHEATHING GAP (TYP.) PANEL EDGE NAILING PER SHEARWALL SCHEDULE SHEARWALL PER PLAN (2) LAYERS OF 90# FELT' OR EQUIVALENT 8" WALL w/ #4 BARS @ 18" o.c. EACH WAY. (2) #4 BARS © TOP. HOOK VERTICAL BARS INTO FOOTING - ALTERNATE HOOK DIRECTION. Y2" MAX SHEARWALL= EDGE NAILING TO SILL PLATE z III —III —I , `• a o� 0 00 PER PLAN ° 0� � a 'a FRAMING PER SHEARWALL SCHEDULE: (2) 2x- SHOWN aJLAO °F'E-K F'LAN . _ A' (2) LAYERS OF 90# FELT' OR EQUIVALENT 8" WALL w/ #4 BARS @ 18" o.c. EACH WAY. (2) #4 BARS ® TOP. HOOK VERTICAL BARS INTO FOOTING - ALTERNATE HOOK DIRECTION. a 8' 4" 0 PERFORATED PLASTICL — 4" 0 PERFORATED PLASTICL FOOTING REINFORCING PIPE. CENTER IN ONE CUBIC PER FOOTING REINFORCING PIPE. CENTER IN ONE CUBIC PER FOOT OF FREE DRAINING PLAN PER PLAN/SCHEDULE FOOT OF FREE DRAINING PLAN PER PLAN/SCHEDULE GRAVEL AND DRAIN TO GRAVEL AND DRAIN TO APPROVED OUTFALL. APPROVED OUTFALL. *BREAK SHEARWALL SHEATHING Q BOTTOM OF SILL PLATE JOISTS PERPENDICULAR JOISTS PARALLEL EXT. WALL/FOUNDATION SHEARWALLS 1 — 5 CONNECTION APPLICABLE FOR FRAMING PER FRAMING PER SHEARWALL SCHEDULE: SHEARWALL Y2" MAX 2x_ SHOWN Y2" MAX SCHEDULE: 2x- CAR DECKING I SHOWN _ SHEARWALL I 1 SHEARWALL EDGE NAILING EDGE NAILING TO SILL PLATE TO SILL PLATE CAR DECKING EXIST. BEAM _ _ _ III —I I —I I —I � —1II,111111111111 4 -1 I I —I 11—I I I—� �^—III,111111111111 ^ EXIST. EXIST. STEM � EXIST. EXIST. STEM �.. LL." } o T°m_ PER EXIST. FOOTING } PER � EXIST. FOOTING EXIST. DRAINAGE) PLAN EXIST. DRAINAGE) PLAN *BREAK SHEARWALL SHEATHING @ BOTTOM OF SILL PLATE BEAM PERPENDICULAR JOISTS PARALLEL EXT. WALL/FNDN CONNECTION APPLICABLE FOR NOTE: SHEAR CLIPS) NOT REQUIRED IF SHEATHING IS BROKEN ON RIM. SHEARWALL PER PLAN PANEL EDGE NAILING PER SHEARWALL SCHEDULE 10d @ 6" o/c DIAPHRAGM EDGE NAILING U.N.O. SHEAR CLIP PER SHEARWALL SCHEDULE SECURE JOIST TOP & BOTTOM FLANGE w/ 10d NAILS SHEATHING RIBBON TO MATCH TOP & BOTTOM SHEATHING SHEAR CLIP PER SHEARWALL SCHEDULE Y8" WALL SHEATHING GAP (TYP.) PANEL EDGE NAILING PER SHEARWALL SCHEDULE SHEARWALL PER PLAN FRAMING PER SHEARWALL SCHEDULE, (2) 2x- SHOWN 16d @ EA. JOIST TJI JOIST PER PLAN 1Y" THK LSL Rh JOIST U.N.O. 62) 16d NAILS EA. JOIST SHEARWALL PER PLAN PANEL EDGE NAILING PER SHEARWALL SCHEDULE 10d @ 6" o/c DIAPHRAGM EDGE NAILING U.N.O. SHEAR CLIP PER SHEARWALL SCHEDULE SECURE JOIST TOP & BOTTOM FLANGE w/ 10d NAILS SHEATHING RIBBON TO MATCH TOP & BOTTOM SHEATHING SHEAR CLIP PER SHEARWALL SCHEDULE Y8" WALL SHEATHING GAP (TYP.) PANEL EDGE NAILING PER SHEARWALL SCHEDULE SHEARWALL PER PLAN JOISTS PERPENDICULAR JOISTS PARALLEL FLOOR/FLOOR CONNECTION APPLICABLE FOR I N U) >O N O Q) QNo U �G)�4- 'U Ld Q ro Q) v3:L6 Q) 4 O ^� � Q) U < O N z O > O � 3: mow= 3: 4-d n z 0 w m w Q 0 z 0 W D U) J Of U 04 N I rn i m 0 0 WCo 0 � O 0 (n N 00 J C7 W n < �o� z 0 W�o U) z 1 0 0 O � �w 09-19-24 Drawn By: CHRIS L. Checked By: CHRIS Date: 09-19-2024 SDA JOB NO. 10080 STRUCTURAL DETAILS S-6.0 SHEAR WALLS 1 — 5 (CAR DECKING) SHEARWALLS 1 — 5 QA DOUBLE TOP PLATE W/ EDGE NAILING (STAGGER) (B)SHEARWALL EDGE NAILING AT ALL PANEL EDGES. BLOCKING AT ALL PANEL EDGES WHERE APPLICABLE. © EDGE NAILING TO HOLDOWN POST (FULL HEIGHT) STAGGER INTO DOUBLE STUDS DO STUDS © 16" ON CENTER QE PRESSURE TREATED SILL PLATE WITH EDGE NAILING AND ANCHOR BOLTS PER SHEARWALL SCHEDULE. OF TOP PLATE SPLICE NAILING TO BE (8) 16d SINKERS (MIN). LAP 48" MINIMUM. CENTER SPLICE ON STUD. /----, STD . SHEARWALL W/0 RIM (5)16d NAILS EACH END 2x— KING S" 16d NAILS @ 0 QG HOLDOWN PER SCHEDULE AND PLAN (HDQ8—SDS3 SHOWN) (B)COORDINATE ALL STUD AND PLATE SIZES w/ SHEARWALL SCHEDULE REQUIREMENTS Q EDGE NAILING TO POSTS, TRIM STUDS, AND KING STUDS KQ BEARING STUD FOR HEADER ELEVATION LIE - A nE-o ME-o of n ni HEADER CONNECTION (5)16d NAILS Z4EACH END 12"� (2) 12d (3) 8d COMMON @ COMMON T 12" o. c. 12" o. c. T . 2-PLY w 2-PLY w/o BUILT—UP HEADER PLYWOOD PLYWOOD PER PLAN SPACER SPACER 2x— TRIMMER OR POST PER PLAN 2x— KING STUD (2) 12d (3) 8d COMMON (D COMMON 16d NAILS @ 8" 12" o.c. 12" o.c. EACH SIDE EACH SIDE O/C 3-PLY w/ 3-PLY w/8d 12d COMMON COMMON BUILT-UP HEADER CONN. CRIPPLE WALL MD O. MCI nIAI nn�niinin Tn AA ATn LJ BLOCKING BLOCKING PER PLAN ALIGNED WITH HEADER TO PERMIT INSTALLATION OF STRAP CORNER STRAP PER PLAN POST & HDR PER PLAN STRAPS TO BE INSTALLED OVER SHEATHING CORNER OPENING STRAP (FTAO) BUILT—UP HEADER TO SOLID SAWN EQUIVALENT HEADER PER PLAN SUITABLE REPLACEMENT (2)-2x6 HF No.2 46 HF No.2 (2)-2x8 HF No.2 48 HF No.2 (2)-2x10 HF No.2 410 HF No.2 (2)-2x12 HF No.2 412 HF No.2 (3)-2x6 HF No.2 48 HF No.2 (3)-2x8 HF No.2 410 HF No.2 (3)-2x10 HF No.2 412 HF No.2 (3)-2x12 HF No.2 6x12 HF No.2 NOTE: SOLID SAWN HEADERS MUST NOT BE REPLACED WITH BUILT—UP MEMBERS. CORNER STRAP SHALL BE PLACED AT THE TOP AND BOTTOM CORNERS OF THE OPENING SPECIFIED IN THE PLAN. STRAP MAY RUN CONTINUOUS ACROSS THE HEADER. STRAP INFO MODEL BLOCKING FASTENERS END LENGTH CS20 2x HF No.2 (16) 0.131 x2Y2" 9 CS16 2x HF No.2 (26) 0.131 x2Y2° 15 CS14 2x HF No.2 (36) 0.131 x2Y2" 19 CMSTC16 4x HF No.2 (58) 0.148x3Y4" 25 CMST14 4x HF No.2 (76) 0.148x2Y2" 34 I N >O N O Q� QNO U ry 00 G) � 4- W Q ro Q) 'U 03:L6 Q) 4 O ^t � U < o N z � O > O 3: mow= 3: a_ z 0 o D > w — � J U m N Ld Q 0 i 0 0 z o w 0 o 0 07 N 00 J C7 W n < �o� z 0 Woo U) z 1 o 0 7; O � �w 09-19-24 Drawn By: CHRIS L. Checked By: CHRIS Date: 09-19-2024 SDA JOB NO. 10080 AT TOP STRUCTURAL DETAILS S- 7. 0 15�32" CDX OR �416" OSB ROOF SHEATHING. NAIL w/ 8d @ 6" o/c PANEL EDGE AND 8d @ 12" o.c. PANEL FIELD SIMPSON H2.5 EACH OUTLOOKER TO GABLE i END TRUSS SIMPSON 'LU' HANGER COMMON TRUSS GABLE END TRUSS EDGE NAILING -OUTLOOKER SPAN 2x HF#2 OUTLOOKERS @ 24" o.c. - SIZE AND SPAN PER TABLE SOLID BLOCKING BETWEEN OUTLOOKERS @ BEARING 25 PSF SNOW LOAD SIZE SPAN 2x4 FLAT 21" 2x6 FLAT 24" 2x4 34" 2x6 46" GABLE END OUTLOOKER CONNECTION TRUSS PER P 8d @ 6" o.c. INTO BLOCKIN H1 CLIP @ EACH TRUSS (24" o.c. MAX) WALL PER PLAN - NAIL SHEATHING INTO EA MEMBER OF TOP PLATE ROOF, CONN. VENTILATION MAY BE REQ'D AT BLOCKING. VERIFY METHOD W/ ENGINEER PRIOR TO CONSTRUCTION. BIRD BLOCKING IS ACCEPTABLE. SHEARWALL NAIL ROOF SHEATHING TO TOP CHORD w/ 8d @ 6" o.c. 2x FLAT @ GABLE IF SHEATHING IS NOT BROKEN ON TOP PLATE, USE A35 @ 12" O/C SHEARWALL PER PLAN-\ SHEATHING TO MATCH fSHEARWALL. NAIL TO GABLE PER SCHEDULE. BREAK SHEATHING ON TOP PLATE ONLY LATERAL BRACING IS REQUIRED AT ALL GABLE END TRUSSES AND IS TO BE DETAILED BY TRUSS MANUFACTURER GABLE END/SHEAR WALL CONNECTION 8d @ 6" O/C (TYP) 1 )2" RAFTER/TRUSS PER PLAN 1 )2" (1) SDS25412 INTO EACH STUD, STAGGERED ROOF TO WALL CONNECTION NAIL SHEATHING NAIL ROOF SHTG TO TOP TO BLOCK W/ CHORD w/ 8d @ 6" o.c. 8d @ 4" o.c. (4) 16d NAILS FROM - BRACE TO BLOCK 2x4 BLOCK @ EACH DIAGONAL BRACE 2x4 DIAGONAL BRACE @ 48" o.c. b45" SHEATHING TO MATCH \SCHEDULE.(WHERE fSHEARWALL. NAIL TO 10d GABLE PER NAILS ARE \ REQ'D, USE 10d x 2" LONG.) (4) 16d TOENAILS INTO TOP PLATE 2x FLAT @ GABLE IF SHEATHING IS NOT BROKEN ON TOP PLATE, USE A35 @ 12" o.c. BREAK SHEATHING ON TOP PLATE ONLY SHEARWALL PER PLAN GABLE/SHEAR WALL CONNECTION RIDGE BOARD, (1) SIZE LARGER THAN RAFTERS (EX. 2x6 RAFTERS ==> 2x8 RIDGE) SHEATHING PER PLAN P�p,N RPF��R P ER 12 PER PLAN RgFTF\ pFR H1 A CLIP EACH RAFTER 44 • RAFTER —TIE (CEILING JOIST) PER PLAN TIGHT FIT BLOCKING w/ 8d @ 6" o.c. SHEATHING TO BLOCKING & 16d @ 6" o.c. BLOCKING TO BEAM (TOENAILED) RAFTER -TIE CONNECTION FASTENER NUMBER AND SIZE PER PLAN :I N M >O N O Q) QNo U ��� Ld ro Q) 'U v3:L6 Q) O ^� Q) ( _0 4-1 U < O N z � O � O 3: mow= 3: a_ z 0 o D N > w - m U N Ld 0 0 0 z o LEI Co 0 � O 0 07 N 00 J or) LEI Q 0 z 0 LEI o U) z _O 0 09-19-24 Drawn By: CHRIS L. Checked By: CHRIS Date: 09-19-2024 SDA JOB NO. 10080 STRUCTURAL DETAILS S- 8. 0