Loading...
APPROVED REV1 BLD2022-0207+STRUCTURAL_Plan+5.13.2022_1.38.36_PM+2869505DESIGN CRITERIA • UNLESS NOTED OTHERWISE ON THE DRAWINGS, CONSTRUCTION SHALL CONFORM TO IBC SECTION 2308 ABBREVIATIONS — CONVENTIONAL LIGHT -FRAME CONSTRUCTION" AND IBC SECTION 2304 — GENERAL CONSTRUCTION • GOVERNING BUILDING CODE: 2018 INTERNATIONAL BUILDING CODE WITH WASHINGTON STATE FOUNDATIONS REQUIREMENTS. ADD'L ADDITIONAL • AMENDMENTS. RISK CATEGORY: II CONFORM TO IBC CHAPTER 18 FOR SOILS AND FOUNDATIONS. . WOOD MATERIALS IN DIRECT CONTACT WITH CONCRETE OR OTHERWISE REQUIRED TO BE PRESERVATIVE ALT ALTERNATE • CONSTRUCTION LOADS: CONSTRUCTION LOADS (MATERIAL AND EQUIPMENT) SHALL NOT EXCEED THE • ALLOWABLE SOIL BEARING PRESSURE — A GEOTECHNICAL REPORT WAS NOT PROVIDED FOR THIS PROJECT TREATED SHALL CONFORM TO THE STANDARDS OF THE AMERICAN WOOD -PRESERVERS ASSOCIATION (AWPA). METAL HARDWARE AND FASTENERS INCONTACT WITH PT WOOD SHALL BE STAINLESS STEEL TYPE ARCH ARCHITECT/ARHITECTURAL DESIGN LIVE LOAD PER SQUARE FOOT PRESUMPTIVE SOIL LOAD -BEARING VALUES BELOW WERE USED AS THE BASIS OF DESIGN. 316L, HOT DIP GALVANIZED, OR Z-MAX COATED PROVIDED THE ZINC CONTENT IS AT LEAST 1.85 OZ/SF B/ BOTTOM OF • LIVE LOADS: 0 1500 PSF IBC 2015 TABLE 1806.2 BLKG BLOCKING o ROOF 20 PSF • ALL FOUNDATIONS AND SLABS -ON -GRADE SHALL BEAR ON STRUCTURAL COMPACTED FILL OR COMPETENT STRUCTURAL STEEL BM BEAM o FLOOR 40 PSF NATIVE SOIL. EXTERIOR AND PERMITER FOOTINGS SHALL HAVE A MINIMUM DEPTH OF 18" AND INTERIOR BOT BOTTOM • SNOW LOADS: FOOTINGS SHALL HAVE A MINIMUM DEPTH OF 12". • STRUCTURAL STEEL FOR THIS PROJECT IS DESIGNED IN ACCORDANCE WITH THE LATEST EDITION OF THE BRG BEARING o GROUND SNOW LOAD 25 PSF • CONCRETE SHALL CONFORM TO ACI 318-14 AND IBC CHAPTER 19. AISC STEEL CONSTRUCTION MANUAL BTWN BETWEEN o FLAT ROOF SNOW LOAD 17.5 PSF • CONCRETE MIX DESIGN SHALL MEET OR EXCEED THE REQUIREMENTS BELOW: • STEEL CONSTRUCTION MUST CONFORM TO THE FOLLOWING STANDARDS: CL CENTERLINE o IMPORTANCE FACTOR 1.0 o FOUNDATIONS, STEM WALLS o AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS & BRIDGES" CJ CONSTRUCTION/CONTROL JOINT o SNOW EXPOSURE FACTOR C 1.0 o STRENGTH: 3500 PSI o RCSC "SPECIFICALLY FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" CLR CLEAR o THERMAL FACTOR C e 1.0 o TEST AGE: 28 DAYS o AWSD1.1 "STRUCTURAL WELDING CODE —STEEL' CONC CONCRETE o MINIMUM ROOF SNOW LOAD 25 PSF PER DOUGLAS COUNTY [ l o MAXIMUM AGGREGATE: 1 " o SUBMIT SHOP DRAWINGS IN ACCORDANCE WITH AISC SPECIFICATION SECTION M1 "SHOP AND CONST CONSTRUCTION • WIND LOADS —ASCE 7-10 CHAPTER 28, PART 2 —ENVELOPE PROCEDURE: o EXPOSURE CLASSIFICATION: F1, Cl ERECTION DRAWINGS" CONT CONTINUOUS o BASIC WIND SPEED: 110 MPH (ULTIMATE) o MAXIMUM W/C RATIO: 0.55 • SUBMIT WELDER'S CERTIFICATES VERIFYING QUALIFICATION WITHIN THE LAST 12 MONTHS. CTRD CENTERED o EXPOSURE: B o TARGET AIR CONTENT: 4.5% (± 1.5%) • MATERIALS DBL DOUBLE o COMPONENTS & CLADDING: o MIX NOTES: o STRUCTURAL WF SHAPES ASTM A992, Fy = 50 ksi o END & CORNER ZONES 30 PSF (ASD) o THE MIX DESIGN SHALL MEET THE REQUIREMENTS OF ACI 318-14 CHAPTER 19 BASED ON THE o HSS STRUCTURAL TUBING ASTM A500, GRADE B, Fy = 46 ksi DET DETAIL o INTERIOR ZONES 18 PSF (ASD) EXPOSURE CLASSIFICTIONS IDENTIFIED ABOVE. o BARS & PLATES ASTM A36, Fy = 36 ksi DF DOUGLAS FIR o ROOF OVERHANG -50 PSF (ASD) o CONCRETE SHALL HAVE A SLUMP OF 4" ± 1 " AT THE POINT OF DELIVERY o HIGH STRENGTH BOLTS ASTM A325 DIAG DIAGONAL • SEISMIC LOADS — ASCE 7-1 p CHAPTER 12, EQUIVALENT LATERAL FORCE PROCEDURE: • ALL CONCRETE MUST ACHIEVE FULL COMPRESSIVE STRENGTH BEFORE BEING SUBJECT TO FREEZING AND o NUTS ASTM 563 OR ASTM 194, GRADE 2H DWG DRAWING o IMPORTANCE FT,OR 1.0 THAWING CYCLES. o WASHERS ASTM F436 EA EACH o SS N ow W 1.278 g • POSITION AND SECURE EMBEDDED ITEMS PRIOR TO PLACING CONCRETE. REFERENCE ALL CONTRACT o ANCHOR RODS ASTM F1554, GRADE 36 EF EACH FACE o S ch wZ� 0.448 g DRAWINGS AND COORDINATE EMBEDDED ITEMS. o WELDED THREADED STUDS ASTM A108 EN EDGE NAILING Lu o S ° i W 1.022 g • REFERENCE TESTING AND SPECIAL INSPECTION SECTION FOR CONCRETE TESTING AND ACCEPTANCE • WELDING: CONFORM TO AWS D1.1. WELDERS SHALL BE CERTIFIED IN ACORDANCE WITH AWS AND WABO EL ELEVATION o Sps Uoo 0.553 g CRITERIA. REQUIREMENTS. USE E70 ELECTRODES OF TYPE REQUIRED FOR MATERIALS TO BE WELDED. EMBED EMBEDMENT o SITE CLASS u D • CONCRETE MATERIALS SHALL CONFORM TO THE FOLLOWING SPECIFICATIONS • HIGH STRENGH BOLTS SHALL BE INSTALLED PER JOINT TYPE SNUG TIGHT (ST) PER RCSC SPECIFICATIONS. ENGR ENGINEER o SEISMIC DESIGN CATEGORY D o PORTLAND CEMENT ASTM C150 ALL BOLT HOLES SHALL BE STANDARD SIZE PER AISC. SLOTTED OR OVER -SIZED HOLES MUST BE APPROVED FOR ENGINEER OF RECORD o BASIC SEISMIC FORCE RESISTING SYSTEM o AGGREGATES ASTM C33 BY THE FOR PRIOR TO FABRICATION. EQ EQUAL o LIGHT FRAMED WOOD WALLS SHEATHED WITH WOOD STRUCTURAL PANELS RATED FOR SHEAR o MIXING WATER ASTM C1602 ES EACH SIDE RESISTANCE o AIR ENTRAINMENT ASTM C260 EW EACH WAY o DESIGN BASE SHEAR 571 LBS (ASD) o MIXING AND TRANSPORTING ASTM C94 OF ASTM C685 POST INSTALLED ANCHORS (E) EXISTING o C 0.157 • CONCRETE PLACEMENT, CONSOLIDATION AND CURING SHALL BE IN CONFORMANCE WITH ACI 318-14 POST -INSTALLED ANCHORS SHALL COMPLY WITH THE LATEST REVISION OF THE ICC-ES ACCEPTANCE EXT EXTERIOR • DEFLECTIONS: CHAPTER 26. CRITERIA AND HAVE A VALID ICC-ES REPORT OR IAPMO-ES REPORT IN ACCORANCE WITH THE APPLICABLE F/ FACE OF o ROOF TOTAL LOAD L/240 • CONCRETE REINFORCING MATERIALS SHALL CONFORM TO THE FOLLOWING SPECIFICATIONS BUILDING CODE. o ROOF LIVE LOAD L/360 o REINFORCING BARS ASTM A615, GRADE 60 REFERENCE GENERAL NOTES ABOVE FOR SUBSTITUTION CRITERIA. F FDTN FLOOR FOUNDATION o FLOOR TOTAL LOAD L/360 • REINFORCING BARS SHALL NOT BE WELDED, HEATED OR CUT UNLESS INDICATED ON THE CONTRACT . REFERENCE TESTING AND INSPECTIONS SECTION ABOVE FOR SPECIAL INSPECTION CRITERIA FOR POST- FTG FOOTING o FLOOR LIVE LOAD L/480 DOCUMENTS OR APPROVED BY THE EOR. INSTALLED ANCHORS. • REINCORCING COVER REQUIREMENTS SHALL BE: GA GAUGE GENERAL NOTES o CAST AGAINST EARTH 3" GALV GALVANIZED o EXPOSED TO WEATHER/EARTH 1-1/2" GEN GENERAL • NOTES AND DETAILS IN THE DRAWINGS SHALL TAKE PRECEDENCE OVER THESE GENERAL STRUCTURAL o SLABS AND WALLS 3/4" GLIB GLUE LAMINATED BEAM NOTES. . REFERENCE DRAWINGS FOR REINFORCEMENT SPLICES AND DEVELOPMENT LENGTHS. GR GRADE • THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO BEGINNING WORK. ALL UNDERGROUND GT GIRDER TRUSS UTILITIES SHALL BE LOCATED BY THE CONTRACTOR PRIOR TO EXCAVATION. THE ARCHITECT AND FOR SHALL WOOD GWB GYPSUM WALL BOARD BE NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES. HD HOLDOWN • COORDINATE DIMENSIONS WITH ARCHITECTURAL DRAWINGS. DO NOT SCALE STRUCTURAL DRAWINGS. ALL WOOD PRODUCTS AND CONSTRUCTION SHALL CONFORM TO IBC CHAPTER 23, NDS AND NDS • REFERENCE THE ARCHITECTURAL DRAWINGS FOR OPENINGS, INTERIOR AND EXTERIOR NON -BEARING SUPPLEMENT (NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION), ANSI/TPI 1 (NATIONAL DESIGN HDR HEADER WALLS, CURBS, FLOOR DRAINS, SLOPES, DEPRESSED AREAS, CHANGES IN LEVEL, CHAMFERS, GROOVES, STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION) HF HEM -FIR INSERTS, FINISHES, STAIRS, AND DIMENSIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS. • ALL SAWN LUMBER AND PRE -MANUFACTURED WOOD PRODUCTS SHALL BE IDENTIFIED BY A GRADE MARK HORIZ HORIZONTAL • METHODS, PROCEDURES AND SEQUENCES OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE OR CERTIFICATE OF INSPECTION ISSUED BY THE CERTIFYING AGENCY HSS HOLLOW STRUCTURAL SECTION CONTRACTOR. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO MAINTAIN AND ENSURE • SAWN LUMBER SHALL CONFORM TO THE GRADING RULES OF WWPA, WCLIB, OR NLGA, AND BE OF SPECIES HT HEIGHT THE INTEGRITY OF THE STRUCTURE AT ALL STAGES OF CONSTRUCTION. AND GRADE AS LISTED BELOW INT INTERIOR • THE CONTRACT DRAWINGS REPRESENT THE STRUCTURE IN ITS FINISHED STATE. THEY DO NOT INDICATE o STUDS & PLATES (2X & 3X) HF #2 Ld DEVELOPMENT LENGTH THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO o POSTS (4X) HF #2 LONG LONGITUDINAL PROTECT THE STRUCTURE, WORKERS, AND VISITORS DURING CONSTRUCTION, INCLUDING BUT NOT LIMITED o JOISTS (2X) HF #2 Ls SPLICE LENGTH TO BRACING, SHORING, AND SAFETY STANDARDS SUCH AS OSHA AND WSHA. A VISIT TO THE SITE BY THE o BEAMS (4X) HF #2 LSL LAMINATED STRAND LUMBER FOR SHALL NOT INCLUDE REVIEW OF THESE ITEMS. o BEAMS (6X) DF #1 LVL LAMINATED VENEER LUMBER • OPENINGS, NOTCHES, HOLES, ETC. SHALL NOT BE PLACED IN STRUCTURAL ELEMENTS UNLESS o POSTS (6X) DF #1 MAX MAXIMUM SPECIFICALLY DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. WOOD STRUCTURAL SHEATHING SHALL BE APA RATED AND CONFORM TO THE PRODUCT STANDARDS PS-1- MECH MECHANICAL • PRODUCTS SPECIFIED IN THESE DRAWINGS ARE USED AS THE BASIS OF DESIGN FOR THE PROJECT. 95 & PS-2-92 OF THE US DEPARTMENT OF COMMERCE AND THE AMERICAN PLYWOOD ASSOCIATION (APA). MFR MANUFACTURER SUBSTITUTIONS MAY BE SUBMITTED TO THE FOR FOR REVIEW. SUBSTITUTION REQUESTS MUST CONTAIN o ROOF SHEATHING MIN MINIMUM A CURRENT ICC-ESR OR IAPMO-ER REPORT IDENTIFYING THE SAME OR GREATER LOAD CAPACITY FOR THE o THICKNESS 15/32" MISC MISCELLANEOUS REQUESTED COMPONENT. o SPAN RATING 24/16 • DETAILS IDENTIFIED ON THE STRUCTURAL DRAWINGS SHALL APPLY IN ESTIMATING AND CONSTRUCTION TO o GRADE C-D MTL METAL EVERY LIKE CONDITION WHETHER OR NOT THE REFERENCE IS MADE IN EVERY INSTANCE. o EXPOSURE 1 (N) NEW o FLOOR SHEATHING NOM NOMINAL DEFERRED SUBMITTALS o THICKNESS 23/32" NTS NOT TO SCALE o SPAN RATING 24 OC OC ON CENTER • ALL PRE-ENGINEERED, PRE -FABRICATED, AND PRE -MANUFACTURED PRODUCTS DESIGNED BY OTHERS o GRADE STUDD-1 FLOOR OPP OPPOSITE SHALL BE DESIGNED FOR ALL APPLICABLE LOADING AND DEFLECTIONS OUTLINED ABOVE. DESIGN SHALL o EXPOSURE 1 OSB ORIENTED STRAND BOARD CONFORM TO THE PROJECT DRAWINGS, REFERENCE STANDARDS, AND THE GOVERNING CODE. o WALL SHEATHING OWWJ OPEN WEB WOOD JOIST • DRAWINGS, CALCULATIONS AND PROUCT DATA FOR THE DESIGN AND FABRICATIONS OF DEFERRED o THICKNESS 15/32" PL PLATE SUBMITTAL ITEMS SHALL BEAR THE SEAL AND SIGNATURE OF A PROFESSIONAL ENGINEER REGISTERED o SPAN RATING 32/16 IN THE STATE OF WASHINGTON WHO IS RESPONSIBLE FOR THE DESIGN OF THE ITEMS. DEFERRED GRADE C-D PERP PERPENDICULAR SUBMITTAL INFORMATION SHALL BE SUBMITTED TO THE ARCHITECT/EOR AND BUILDING DEPARTMENT AS o o EXPOSURE 1 PLY PLYWOOD REQUIRED FOR REVIEW PRIOR TO FABRICATION. FOR REVIEW IS FOR GENERAL CONFORMANCE WITH THE ENGINEERED WOOD PRODUCTS: THE FOLLOWING MATERIALS ARE BASED ON LUMBER MANUFACTURED BY PSL PARALLEL STRAND LUMBER DESIGN CRITERIA AND PROJECT DRAWINGS. ALL NECESSARY HARDWARE, ANCHORAGE, AND BRACING TRUSJOIST BY WEYERHAEUER WHICH WAS USED AS THE BASIS OF DESIGN FOR THIS PROJECT. ALTERNATE PT PRESSURE TREATED SPECIFICATIONS SHALL BE FURNISHED BY THE MANUFACTURER. THE DESIGN AND CONNECTION TO THE PRODUCTS BY OTHER MANUFACTURERS MAY BE SUBSTITUTED PROVIDED THEY HAVE CURRENT ICC-ESR/ REF REFERENCE PRIMARY STRUCTURE IS THE RESPONSIBILITY OF THE ENGINEER IN CHARGE OF THE DEFERRED SUBMITTAL IAPMO-ER APPROVAL FOR EQUIVALENT OR GREATER CAPACITY AND ARE REVIEWED AND APPROVED BY THE REINF REINFORCING ITEMS. DEFERRED SUBMITTAL ITEMS INCLUDE: EOR. REQ'D REQUIRED o STRUCTURAL STEEL FRAMING o LAMINATED VENEER LUMBER (LVL) CONFORMING TO ICC ES REPORT NUMBER ESR-1387 RET RETAINING o SIMPSON WOOD STRONG WALLS o PARALLEL STRAND LUMBER (PSL) CONFORMING TO ICC ES REPORT NUMBER ESR-1387. USE SCHED SCHEDULE 2.2E GRADE UNLESS NOTED OTHERWISE. SEC SECTION TESTING & SPECIAL INSPECTIONS o LAMINATED STRAND LUMBER (LSL) CONFORMING TO ICC ES REPORT NUMBER ESR-1387. SHTG SHEATHING • BUILDING OFFICIAL INSPECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH IBC SECTION 110. THE o 1 JOISTS (TJI) CONFORMING TO ICC ES REPORT NUMBER ER-1153. THE MANUFACTURER SHALL SIM SIMILAR CONTRACTOR SHALL COORDINATE ALL REQUIRED INSPECTIONS WITH THE BUILDING OFFICIAL. DESIGN THE JOISTS FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS. JOISTS SHALL SOG SLAB -ON -GRADE • SPECIAL INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT, THIRD -PARTY INSPECTOR. SPECIAL HAVE WOOD CHORDS AND SOLID WOOD WEBS. SPEC SPECIFICATION INSPECTIONS SHALL BE PERFORMED AS OUTLINED BELOW. THE CONTRACTOR SHALL COORDINATE ALL • THE LATEST PRODUCT CATALOGS PRODUCED BY THE SIMPSON STRONG -TIE COMPANY, INC WERE USED SQ SQUARE REQUIRED SPECIAL INSPECTIONS. SUBMIT COPIES OF ALL SPECIAL INSPECTION REPORTS TO THE FOR FOR AS THE BASIS OF DESIGN FOR THIS PROJECT REFERENCE GENERAL NOTES ABOVE FOR SUBSTITUTION STD STANDARD REVIEW. CRITERIA. STIFF STIFFENER o FOUNDATION REINFORCING PRIOR TO POURING • WOOD CONNECTORS SHALL BE INSTALLED PER THE MANUFACTURERE'S PROVIDED INSTALLATION STRUCT STRUCTURAL o FOUNDATION REINFORCING AND ANCHOR PLACEMENT AT WOOD STRONG WALL FOOTINGS INSTRUCTIONS TO OBTAIN THE MAXIMUM LOAD CAPACITY OF THE CONNECTOR, UNLESS NOTED OTHERWISE SW SHEAR WALL o SHEAR WALL AND DIAPHRAGM FASTENING, ANCHOR BOLTS & HOLD DOWNS IN THE DRAWINGS. T/ TOP OF • STRUCTURAL OBSERVATIONS, WHEN REQUIRED BY THE PROVISIONS OF CHAPTER 17 OF THE IBC, NAILING SHALL CONFORM TO IBC TABLE 2304.10.1 UNLESS MORE RESTRICTIVE NAILING IS INDICATED ON T&B TOP & BOTTOM THE OWNER OR OWNER'S AUTHORIZED AGENT SHALL EMPLOY THE FOR TO PERFORM STRUCTURAL THE PLANS OR DETAILS. T&G TONGUE & GROOVE OBSERVATIONS. STRUCTURAL OBSERVATIONS DO NOT INCLUDE OR WAIVE THE RESPONSIBILITY BUILDING NAILS SHALL BE COMMON SIZES UNLESS NOTED OTHERWISE ON THE DRAWINGS. THK THICK DEPARTMENT INSPECTIONS OR THIRD PARTY SPECIAL INSPECTIONS, OR ANY OTHER INSPECTIONS NAILS AND STAPLES SHALL CONFORM TO IBC SECTION 2303.6. REQUIRED BY CODE. NAIL SIZES SHALL BE AS FOLLOWS: THRU THROUGH o CONCRETE REINFORCEMENT PRIOR TO POURING o 8D COMMON LENGTH = 2-1/2" DIAMETER=0.131" TJI TRUSJOIST WOOD I JOIST o SUBSTANTIAL COMPLETION OF SHEAR WALL NAILING & HOLD DOWN HARDWARE o 10D COMMON LENGTH = 3" DIAMETER = 0.148" TRANS TRANSVERSE o SUBSTANTIAL COMPLETION OF ROOF DIAPHRAGM NAILING & CONNECTIONS o 16D COMMON LENGTH = 3-1/2" DIAMETER = 0.162" TYP TYPICAL o SUBSTANTIAL COMPLETION OF WOOD STRONG WALL INSTALLATION o 16D SINKER LENGTH = 3-1/4" DIAMETER 0.148" UNO UNLESS NOTED OTHERWISE o SUBSTANTIAL COMPLETION OF STRUCTURAL STEEL AND CONNECTIONS. • LAG SCREWS AND THRU BOLTS SHALL BE A307. PROVIDE PLATE WASHERS UNDER HEADS AND NUTS OF ALL VERT VERTICAL BOLTS AND LAG SCREWS BEARING ON WOOD. WHS WELDED HEADED STUD • SHEAR WALL HOLDOWN HARDWARE IS SPECIFIED FROM THE LATEST PRODUCT CATALOGS PRODUCED WTS WELDED THREADED STUD BY THE SIMPSON STRONG -TIE COMPANY, INC. PROVIDE ADDITIONAL FRAMING MEMBERS PER THE WWF WELDED WIRE FABRIC MANUFACTURER'S INSTALLATION INSTRUCTIONS TO ACHIEVE THE MAXIMUM CAPACITY DO NOT COUNTERSINK HOLDOWN BOLTS. w CL Lu 00 O ll��� E 3. a V N -6 Lo -F 00 c00 LLj O LLI I� ' CN No N V } 'oZ o O U Lu U ROSE w 54970 �<v� -/STER�� \� NA . 05/12/2022 © 2021 CAITLIN ROSE ENGINEERING, LLC ALL RIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF CAITLIN ROSE ENGINEERING, LLC AND ARE NOT TO BE USED OR REPRODUCED, IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION. z O 05/12/2022 C > Q LLJ CIS z �o Q �z 000 Q O-) � CD Lu 0 O N z Q DESIGNED BY CRW DRAWN BY CRW DATE DESCRIPTION 5/12/2022 REVISION SHEET TITLE GENERAL STRUCTURAL NOTES SHEET NUMBER S1.0 PROJECT NUMBER 21-32 DBL PT 2X8 L DBL PT 2X8 co x N r � m o r — — — — PT 6x10 DF #1 10'-0'' MAX SPAN L — — — — J PT 6X6 POST, TYP @ CENTER BEAM, W/ SIMPSON PB66 BASE & SIMPSON BC6 CAP L o x N 1 a J m L — — 0 L SIMPSON DTT2Z TO DTT2Z PER 3/S3.1 @ 8'-0" OC MAX PT 2X8 LEDGER W/ SIMPSON SIDS SCREWS @ r — — — — — — — 6" O-C STAGGERED INTO E FL(TOR RIM - - r FOUNDATION & FRAMING PLAN NOTES: 0 r co J N O T 00 x N m PT 4x10 H F #2 10'-0'' MAX SPAN L — — — J FULL HT SOLID BLKG OVER BEAM L — r — — — — VN L — — — J LUS28 TO LEDGER co x N In LL— J m DBL PT 2X8 PT 4X4 POST, TYP @ DECK EDGE BEAM, r , W/ SIMPSON PB44 BASE & SIMPSON BC4 CAP GLIB 5.5xREQ'D COLUMN PER ARCH W/ (2) SIMPSON PB POST BASES 2'-0'' SO x 12" THICK CONC FTG W/ (3) #4 EA WAY BOT, TYPICAL AT DECK EDGE (5) LOCATIONS 2'-0" SO x 18'' THICK CONC FTG W/ (4) #4 EA WAY BOT, TYPICAL AT HSS COLUMNS r — — (3) LOCATIONS rov ' GLB 5.5X5.5 COL EXTERIOR RATED, TYP (3) LOCATIONS, REFERENCE DETAIL 4/S3.0 J L — — J FOR BASE CONNECTION r — — — — 3-0 x 2'-0'' x 18" THICK 1 I 2'-6" SO x 12'' THICK CONC FTG W/ (4) #4 CONC FTG W/ 5 1 I EA WAY BOT, TYP & CENTER DECK COLS #4 LONGITUDINAL ANDI v N1 (4) LOCATIONS (4) #4 TRANSVERSE, BOTTOM co x N n J m 0 1. REFERENCE S1.0 FOR STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, AND INSPECTION REQUIREMENTS. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. DO NOT SCALE PLANS. UNLESS NOTED OTHERWISE, COLUMNS AND FOOTINGS ARE CENTERED ON GRID LINES. CONTINUOUS FOOTINGS SHALL BE CENTERED UNDER WALLS. FACE OF STUD SHALL ALIGN WITH FACE OF CONCRETE. POSTS, BUNDLED STUDS, OR COLUMNS ARE TO BE CENTERED ON FOOTINGS OR WALL PIERS. 3. CONTRACTOR TO COORDINATE CURBS AND ELECTRICAL & MECHANICAL FLOOR OPENINGS AND PENETRATIONS WITH ARCHITECTURAL DRAWINGS. NOTIFY FOR FOR ANY OPENINGS NOT SHOWN IN THE STRUCTURAL PLANS. 4. THE BOTTOM OF ALL FOOTINGS SHALL BE 18" MINIMUM BELOW GRADE AND SHALL BEAR UPON FIRM, UNDISTURBED SOIL OR ENGINEERED COMPACTED FILL. 5. MOISTURE PROOF ALL WALLS BELOW GRADE PER ARCHITECTURAL SPECIFICATIONS. 6. ALL WOOD IN CONTACT WITH WEATHER -EXPOSED CONCRETE OR WITHIN 8" OF FINISHED GRADE SHALL BE PRESSURE -TREATED. 7. USE HOT DIPPED GALVANIZED FASTENERS AND EITHER HOT DIPPED GALVANIZED OR ZMAX COATED HARDWARE AT CONNECTIONS TO PRESSURE TREATED LUMBER. 8. ALL EXTERIOR WALLS TO BE 2X6 @ 16" OC, TYPICAL UNO. ALL INTERIOR BEARING AND SHEAR WALLS TO BE 2X6 @ 16" OC, UNO. 9. REFERENCE PLAN FOR SHEAR WALL AND HOLD DOWN LOCATIONS. 10. RIMS BELOW SHEAR WALLS SHALL BE PER THE SHEAR WALL SCHEDULE, UNLESS NOTED OTHERWISE. ELSEWHERE, RIMS SHALL BE 1'/4 " LSL MINIMUM, UNO. 11. REFERENCE GENERAL STRUCTURAL NOTES FOR ALL LUMBER, SHEATHING, AND ENGINEERED LUMBER GRADES. 12. FULLY BLOCK FLOOR CAVITY AT ALL POINT LOADS. VERIFY POINT LOADS ARE SUPPORTED CONTINUOUSLY THROUGH FLOORS TO THE FOUNDATION. 13. TYPICAL FLOOR SHEATHING SHALL BE 23/32" APA RATED PLYWOOD SHEATHING. LAY FACE GRAIN PERPENDICULAR TO FRAMING AND STAGGER PANEL END JOINTS. NAIL WITH 1 OD @ 6" OC PANEL EDGES AND 12" OC PANEL FIELD (UNBLOCKED). ALLOW 1/8" SPACE BETWEEN PANEL ENDS AND EDGES. 14. TYPICAL INTERIOR HEADER IS TO BE (2) 2X8 UNO. MAXIMUM SPAN = 5'-6" 15. SW-X INDICATES WOOD SHEAR WALL. REFERENCE 9/S3.1 FOR SHEAR WALL SHEATHING AND FASTENING REQUIREMENTS. 16. F-SW-X INDICATES FORCE TRANSFER SHEAR WALL. REFERENCE 11/S3.0 FOR ADDITIONAL FTAO REQUIREMENTS AT OPENINGS IN THE SHEAR WALL. 17. ALL EXTERIOR WALLS TO BE SHEATHED AS SW-6, UNO. REFER TO 9/S3.0 FOR TYPICAL SHEAR WALL SCHEDULE. 18. BEARING WALL TOP PLATE ELEVATION SHALL BE PER THE ARCHITECTURAL DRAWINGS. 19. REFERENCE ARCHITECTURAL FOR REMAINING NON-STRUCTURAL WALLS. 20. PROVIDE FULL HEIGHT SOLID BLOCKING OVER SHEAR WALLS AND BEARING WALLS PERPENDICULAR TO FRAMING. PROVIDE DOUBLE JOIST OVER SHEAR WALLS AND BEARING WALLS PARALLEL TO FRAMING. 21. FASTEN ALL HARDWARE PER MANUFACTURER INSTRUCTIONS TO ACQUIRE MAXIMUM LOAD CAPACITY, UNO PATIO & ADDITION ROOF FRAMING PLAN SCALE: 1 /2'' = 1'-0" T 6" THICK STEM WALL W/ #4 @ 12" OC EA WAY CENTERED IN WALL 1'-4" WIDE x12" THICK CONTINUOUS CONCRETE FTG W/ (2) #4 LONGITUDINAL, BOTTOM TYP @ ADDITION 0 N X N PT 2X8 LEDGER W/ SIMPSON SIDS SCREWS @ L — — — ——6'~OG-STAGGE-RE1:Y INT07(E-FFM0R RIM F-SW-6 LUS210 HGR TO LEDGER II II II II II II II II II II II II II II I I 1 F-SW-6 W� �o Lu 0 EQ 3N za��co �w ,mow �•� 00— N V }no z �CL Lu lu Lq ROSE w irQzjSF -W AS'y�N 54970 �<v� -/STER�� \� FSS�ONA1. 05/12/2022 © 2021 CAITLIN ROSE ENGINEERING, LLC ALL RIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF CAITLIN ROSE ENGINEERING, LLC AND ARE NOT TO BE USED OR REPRODUCED, IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION. m z O C �Q o >� z �o Q �z [r 000 Q d7 0 0 O N z Q DESIGNED BY CRW DRAWN BY CRW DATE DESCRIPTION 5/12/2022 REVISION SHEET TITLE FOUNDATION & FLOOR FRAMING PLAN SHEET NUMBER S2.0 PROJECT NUMBER 21-32 nlr rlr Mr-t� V f)rl rl\A/ PATIO & ADDITION ROOF FRAMING PLAN SCALE: 1 /2'' = 1'-0" W U w cn O EQ 0 a o O- 00 �w 'Jw 0� co -- z c: N T �y _ O ,Q v m Z 0 Ld U ROSEWA w 54970 �<v� ISTER�� \� FSS�ONA1. 05/12/2022 © 2021 CAITLIN ROSE ENGINEERING, LLC ALL RIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF CAITLIN ROSE ENGINEERING, LLC AND ARE NOT TO BE USED OR REPRODUCED, IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION. z O � �Q o >� Q QUD z �o Q �z pC oo O Q � cy')o O N z Q 75 DESIGNED BY CRW DRAWN BY CRW DATE DESCRIPTION 5/12/2022 REVISION SHEET TITLE ROOF FRAMING PLAN SHEET NUMBER S2.1 PROJECT NUMBER 21-32 0