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APPROVED ENG_PLN_BLD REV2 BLD2020-0955+Architectural_Plan+4.18.2022_1.45.25_PM+2809261Z L'3 [!] W O 06 w U w U a cC W w m 10899 REGISTERED ARCHITECT BLAKE D. FISHER STATE OF WASHIfVGTOfV BLD2020-0955 REVISION Apr 18 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT deck revision only. LEGAL DESCRIPTION THAT PORTION OF GOVERNMENT LOT 3, SECTION 13, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M., DESCRIBED AS FOLLOWS: BEGINNING AT A POINT 66.00 FEET NORTH AND 30.00 FEET WEST OF THE NORTHWEST CORNER OF THE SOUTHWEST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 13, SAID POINT BEING AT THE INTERSECTION OF THE NORTH LINE OF A TRACT CONVEYED TO A. M. PRITCHARD, AND 20.00 FEET EAST OF THE WEST LINE OF ROAD CONVEYED TO SNOHOMISH COUNTY, KNOWN AS SOUND VIEW PLACE; RUNNING THENCE SOUTH 88'33'00" WEST ALONG THE NORTH LINE OF SAID PRITCHARD TRACT, 166.03 FEET TO THE TRUE POINT OF BEGINNING OF THE TRACT OF LAND HEREIN DESCRIBED; THENCE CONTINUING SOUTH 88'33'00" WEST, ALONG THE NORTH LINE OF SAID PRITCHARD TRACT, 145.00 FEET TO THE SOUTHEAST CORNER OF THE TRACT CONVEYED TO DAVID BURLEY; THENCE NORTH 1'52'00" WEST, ALONG THE EAST LINE OF SAID BURLEY TRACT, 84.00 FEET; THENCE NORTH 88'33'00" EAST, 130.00 FEET; THENCE NORTH 1'52'00" WEST, 61.21 FEET; THENCE SOUTH 87°54'30" EAST, 15.04 FEET; THENCE SOUTH 1'52'00" EAST, 144.28 FEET TO THE TRUE POINT OF BEGINNING. TOGETHER WITH AN EASEMENT FOR INGRESS, EGRESS AND UTILITIES OVER, UNDER, AND UPON THE FOLLOWING DESCRIBED TRACT OF LAND: THAT PORTION OF GOVERNMENT LOT 3, SECTION 13, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M., DESCRIBED AS FOLLOWS: BEGINNING AT A POINT 194.00 FEET NORTH AND 30.00 FEET WEST OF THE NORTHWEST CORNER OF THE SOUTHWEST QUARTER OF THE SOUTHEAST QUARTER OF SAID SECTION 13, AND 20.00 FEET EAST OF THE WEST LINE OF ROAD CONVEYED TO SNOHOMISH COUNTY KNOWN AS SOUND VIEW PLACE, SAID POINT BEING THE TRUE POINT OF BEGINNING OF TRACT OF LAND HEREIN DESCRIBED; THENCE NORTH 87°54'30" WEST, 166.42 FEET; FOUND RUSTED OLD NAIL - THENCE SOUTH 1°52'00" EAST, 54.28 FEET; S 0.31' x E 0.37' OF THENCE SOUTH 88°33'00" WEST, 15.00 FEET; CALCULATED POSITION THENCE NORTH 1'52'00" WEST, 55.21 FEET; THENCE NORTH 87'54'30" WEST, 3.54 FEET; FOUND 3" SQUARE - CONCRETE MONUMENT WITH TACK IN LEAD IN CASE DOWN 0.4' 20 10 0 20 40 FOUND CONCRETE MONUMENT WITH TACK IN LEAD IN CASE DOWN 1' SCALE IN FEET QI FOUND 1 /2" REBAR/CAP #9567 IN CASE DOWN 0.2' 00 _ OUND 1 /2" N 7°4 >,�- - ~ ~ 1 ~ s ~ rREBAR IN CASE I 4 09 N87°44'09"W ~ 196.57' � �OWN 0.2' 1 15.04 I i 56.22' - - 110.32' - _ - _ 30.02' - INGRESS, EGRESS AND V } ILD 0 CA/�Q / UTILITIES EASEMENT i Q / PER DEED �C� / a / e,; FOUND 1 /2" REBAR/CAP 1 / V / UNREADABLE S 0.04' x W 0.14' OF EASEMENT CORNER CALCULATED POSITION THENCE NORTH 1'52 00 WEST, 12.00 FEET; a, THENCE SOUTH 87'54'30" EAST, 185.00 FEET; CA THENCE SOUTH 1'52'00" EAST, 12.00 FEET TO THE TRUE POINT OF BEGINNING; FOUND 1/2" REBAR/CAP C"' FOUND 1" PINCHED IRON UNREADABLE S 0.29'x w 0.48' rIj4 FOUND CONCRETE MONUMENT AND TOGETHER WITH AN EASEMENT FOR PIPE S o.42' x E a.3s' aF OF CALCULATED POSITION Q11 INGRESS, EGRESS AND UTILITIES, OVER, CALCULATED POSITION UP UNDER AND UPON THE FOLLOWING 0.2' FROM GRADE S88'33'00"W 130.00' S'WOOD FENCE DESCRIBED TRACT OF LAND; 5219_ _ 77.81' THAT PORTION OF GOVERNMENT LOT 3 SEE DETAIL - SECTION 13, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M., DESCRIBED AS FOLLOWS: _ FACIA FACIA BEGINNING AT A POINT 66.00 FEET NORTH I� AND 30.00 FEET WEST OF THE NORTHWEST i CORNER OF THE SOUTHWEST QUARTER OF r� DECK L FACIA THE SOUTHEAST QUARTER OF SECTION 13, z SAID POINT BEING AT THE INTERSECTION OF THE NORTH LINE OF A TRACT CONVEYED TO o � j A. M. PRITCHARD, AND 20.00 FEET EAST OF a o Q 31.5' ED THE WEST LINE OF ROAD CONVEYED TO �° L_ SNOHOMISH COUNTY, KNOWN AS SOUND VIEW no FACIA 61.58 PLACE; RUNNING THENCE SOUTH 88'33'0O" WEST, M n0 W EXISTING RESIDENCE #1fi15 ALONG THE NORTH LINE OF SAID PRITCHARD "' FINISH FLOOR: 55.00 PEAK: 67.72 TRACT, 166.03 FEET; THENCE NORTH 1'52'00" WEST, 90.00 FEET d �+ TO THE TRUE POINT OF BEGINNING OF THIS L DESCRIPTION; ° FACIA z SET 1 12 REBAR/CAP #40524 1 a / FOUND AS NOTED - X SET OR FOUND TACK IN LEAD -0� o 71 SET LINE STAKE � � O V G � AREA 1,3, 092 S. F. FACIA 61.65 27.7' THENCE CONTINUING NORTH 1'52'00" WEST, 61.57 ��Av {rr� FACIA 17.69 FEET; THENCE NORTH 40'51'03" EAST, 39.14 FEET; FENCE POST IS W 0.15' x W 0.12' THENCE SOUTH 87'54'30" EAST, 15.39 FEET; 1 �OF CALCULATED POSITION ,aQ o�a� THENCE SOUTH 40'51'03" WEST, 61.77 FEET i- S88°33'00"W 145.00' 4' CHAINLINK FENCE TO THE TRUE POINT OF BEGINNING. AND ALSO TOGETHER WITH AN UNDIVIDED INTEREST IN THE FOLLOWING DESCRIBED PROPERTY ACCORDING TO SUPERIOR COURT CASE NUMBER 93-2-02326-8, DESCRIBED AS FOLLOWS: BEGINNING AT A POINT 66 FEET NORTH AND 30 FEET WEST OF THE NORTHWEST CORNER OF THE SOUTHWEST QUARTER OF SECTION 13, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M.: THENCE SOUTH 88'33'00" WEST FOR 166.03 FEET; THENCE NORTH 01'52'00" WEST 6 FEET; THENCE SOUTH 87'54'30" EAST 166.42 FEET; THENCE SOUTH 01 °52'00" EAST 6 FEET; THENCE NORTH 87°54'30" WEST 166.42 FEET TO THE TRUE POINT OF BEGINNING. SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. SUBJECT TO EASEMENTS, RESTRICTIONS, CONDITIONS AND COVENANTS OF RECORD, IF ANY. PARCEL NUMBER: 27031300406300 RECORDING CERTIFICATE Filed for record this day of 20- in book of at Page Recording Number at the request of James R. Watkins. County Auditor Deputy Auditor at M. BASIS OF BEARINGS 30' S01 °51'15"E ALONG THE MONUMENTED CENTERLINE OF 9TH AVENUE NORTH. DATUM NAVD88 PER WGS SURVEY DATA WAREHOUSE �. DESIGNATION: 2064 = CAD# DB ID: 17830 1 DESCRIPTION: 2" DOMED CAP LOCATION: AT THE INTERSECTION OF 9TH AVENUE NORTH AND PUGET DRIVE. ELEVATION: 89.3929 i .>>„»>�UNDIVIDED INTEREST PER DEED L�---------- - r----------� FOUND 1 2" REBAR CAP #22969 S 0.07' x E 0.10' FOUND CONCRETE OF CALCULATED POSITION MONUMENT WITH ` BRASS TACK IN LEAD IN CASE NOTES I DOWN 0.9' I 1 INSTRUMENTATION FOR THIS SURVEY WAS A SOKKIA CX-65 TOTAL STATION. PROCEDURES USED WERE FIELD TRAVERSE, MEETING OR EXCEEDING STANDARDS SET BY WAC 332-130-090. THIS SURVEY WAS PERFORMED WITHOUT THE BENEFIT OF A TITLE REPORT AND DOES NOT PURPORT TO SHOW ALL EASEMENTS OF RECORD, OR OTHERWISE IF ANY. BOUNDARY LINES SHOWN REPRESENT THE DEED DESCRIPTION BOUNDARY. OWNERSHIP RIGHTS MAY VARY. FACIA ELEVATIONS SHOWN ARE BOTTOM OF FACIA BOARD. SURVEYOR'S CERTIFICATE This map correctly represents a survey made by me or under my direction in conformance with the requirements of the Survey Recording Act at the request of Mr. Bill Akers in May, 2020. R. W � certificate number: 40524 ❑ATE:05-15-2020 BOUNDARY AND TOPOGRAPHIC SURVEY FOR MR. BILL AKERS SITE ADDRESS: 1615 9TH AVE N. - EDMONDS, 98020 191 ST STREET SOUTHWEST N88'33'00"E 1266.00' - X 0- co f0.9' �v cn DETAIL NO SCALE FOUND 3" BRASS DISK WITH "X" IN HOLE DOWN 0.3' STAMPED #9391 REFERENCES -STATUTORY WARRANTY DEED RECORDING NO.: h 202005080804 ` -O'MALLEY'S ADDITION VOL. 32, PG. 31 1 N88'33'00"E - 1280.09' POUND CONCRETE MONUMENT WITH 1/4" BRASS PIN IN CASE DOWN 0.7' Allied Land Surveying, Inc. 2312 168th Street Southeast - Bothell, Washington 98012 C ) (P) 425-482-0223 NE 1/4 OF SW 1/4 OF SEC. 13, T. 27N9 R. 03E, WM DWN. BY: MRW DATE: 05-15-2020 JOB NO. 20019 CH K. BY: JR W SCALE: 1 " = 20' SHEET 1 OF 1 on Z [.3 [I] w 0 W U W H EE CJ d W 2 C/) W Q m 10899V REGISTERED ARCHITECT BLAKE D. FISHER STATE OF WASHINGTON BLD2020-0955 REVISION Apr 18 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT �—---------— — — — — — — — --/rt \ / \ II — ----- i eon/ 1 E \ 1 L--..---. --------� I / 1 I Noll mom mom mo 1 �— I-------� 1----————— — — — I- 1 \ \ I I I --- I I '— ------�l— —— oil1 / I iP4 z — — — — — — — — — — — 1 I / 1 � / I 1———————————————————— — — — — —-——--Z———————— I 1 Noll I-2-11111111- — — — — — — — — — — — — — — — — — — — — — — L----------- — — — M - - - - - - 1 1 1 1 1 / I 1 \ 1 1 - --/ ----- r- 1 1 y \ \ 1 \ I 1 r�--• / 1 1 \\ \ \ I I 1 1 1 \ \ \ \\ \�---------------------------\� / -- i \ /-------------------------—— — — — — ——---------- O Z CID cn W O 06 w f~ U w f~ U a wLU m 10$99 FREGISTERED CHITECT SLAKE D. FISHER STATE OF WASHlNGTQN BLD2020-0955 REVISION Apr 18 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 8 LA 0 F-1 ---------- I I I =1 f===1 f===1 13 13 E:11 Po � 000 IIIIIIII IIIIIIIIIIIIIIIII IIIII 0 1 LLU � � IIIIIIIIIIIII III IIIII o o �. o o J O Z L'3 [!] W O 06 w f~ U w f~ U a wLU m 10$99 FREGISTERED CHITECT f3LAKE D. FISHER STATE OF WASHlNGTQN BLD2020-0955 REVISION Apr 18 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 0 t-- - - - - - - - - - - F- F f - - I - E-1-7- 7-1- ---T�� - - ---------- - - - - - - - - - - - - --- - - - - - - - -- - i iLA � � I(D i------------------------ -------- � i I�IM IMIM 11 NM 0 on 10899V REGISTERED ARCHITECT BLAKE D. FISHER STATE OF WASHINGTON 9/712020 REVISION Apr 18 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Z L'3 cn W O 06 w f~ U w f~ U a 10$99 FREGISTERED CHITECT f3LAKE D. FISHER STATE OF WASHlNGTQN BLD2020-0955 REVISION Apr 18 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT --------------------------- I — — — — — — — — — — — — — — — — — — — — — — — — — — — -- I Z L'3 [!] W O 06 w f~ U w f~ U a cC W w m 10$99 REGISTERED ARCHITECT f3LAKE D. FISHER STATE OF WASHlNGTQN BLD2020-0955 REVISION Apr 18 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Z L'3 [!] W O 06 w f~ U w f~ U a cC W w m 10$99 REGISTERED ARCHITECT f3LAKE D. F15HER STATE OF WASHlNGTQN 9/712020 REVISION Apr 18 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 1 1 1 1 1 1 1 1 1 1 1 1 1 L 1 Z L'3 W O 06 w f~ U w f~ U a w LLJ 10$99 FREGISTERED CHITECT SLAKE D. FISHER STATE OF WASHlNGTQN BLD2020-0955 REVISION Apr 18 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Z L'3 [!] W O 06 w f~ U w f~ U a cC W w m 10$99 FREGISTERED CHITECT f3LAKE D. FISHER STATE OF WASHlNGTQN BLD2020-0955 REVISION Apr 18 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Z L'3 [!] W O 06 w f~ U w f~ U a cC W w m 10$99 REGISTERED ARCHITECT f3LAKE D. F15HER STATE OF WASHlNGTQN BLD2020-0955 REVISION Apr 18 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT m Z L'3 [!] W O 06 w f~ U w f~ U a cC W w m 10$99 FREGISTERED CHITECT f3LAKE D. FISHER STATE OF WASHlNGTQN BLD2020-0955 REVISION Apr 18 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT TJ ID joist flange must bear fully on plate H Birdsmouth Cut Allowed at low end of joist only Beveled web stiffeners required on both sides. Cut to match roof slope 20 block for soffit support �\Birdsmouth cut must n( overhang inside face of plate z Cn W 0 06 W c) W c� a oC W LU Lj- 10$99REGfSTERE❑ ARCHITECT EE!d BLD2020-0955 REVISION Apr 18 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT r .tea n m� n •. ° < �,Ice Zz ��mO CTAC , co QQ VI = nom xZ 0 Q z BLAKE FISHER ARCHITECTURE & DESIGN u on Z [.3 U) w O w H C.] w H CJ d 10899 REGISTERED ARCHITECT BLAKE D. FISHER STATE OF WASHIfVGTOfV BLD2020-0955 REVISION Apr 18 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT A. DESIGN CRITERIA i. GOVERNING BUILDING CODE: 2015 INTERNATIONAL BUILDING CODE WITH WASHINGTON STATE AMENDMENTS. ii. RISK CATEGORY: II iii. CONSTRUCTION LOADS: CONSTRUCTION LOADS (MATERIAL AND EQUIPMENT) SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. iv. LIVE LOADS: a. ROOF 20 PSF b. FLOOR 40 PSF v. E SNOW LOADS: a. GROUND SNOW LOAD 25 PSF b. FLAT ROOF SNOW LOAD 17.5 PSF c. IMPORTANCE FACTOR 1.0 d. SNOW EXPOSURE FACTOR Ce 1.0 e. THERMAL FACTOR C 1.0 f. MINIMUM ROOF SNOW LOAD 25 PSF [PER CITY OF EDMONDS] vi. F WIND LOADS - ASCE 7-10 CHAPTER 28, PART 2 - ENVELOPE PROCEDURE: a. BASIC WIND SPEED: 110 MPH (ULTIMATE) b. EXPOSURE: D c. COMPONENTS & CLADDING: 1. END & CORNER ZONES 30 PSF (ASD) 2. INTERIOR ZONES 18 PSF (ASD) 3. ROOF OVERHANG -57 PSF (ASD) vii. SEISMIC LOADS - ASCE 7-10 CHAPTER 12, EQUIVALENT LATERAL FORCE PROCEDURE: a. IMPORTANCE FACTOR 1.0 b. SS 1.280 g C. S1 0.502 g d. SIDS 0.853 g e. SD1 0.502 g f. SITE CLASS D g. SEISMIC DESIGN CATEGORY D h. BASIC SEISMIC FORCE RESISTING SYSTEM 1. LIGHT FRAMED WOOD WALLS SHEATHED WITH WOOD STRUCTURAL PANELS RATED FOR SHEAR RESISTANCE i. DESIGN BASE SHEAR 3904 LBS (ASD) j. CS 0.131 viii. DEFLECTIONS: a. ROOF TOTAL LOAD U240 b. ROOF LIVE LOAD U360 c. FLOOR TOTAL LOAD U360 d. FLOOR LIVE LOAD L/480 B. GENERAL NOTES i. NOTES AND DETAILS IN THE DRAWINGS SHALL TAKE PRECEDENCE OVER THESE GENERAL STRUCTURAL NOTES. ii. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO BEGINNING WORK. ALL UNDERGROUND UTILITIES SHALL BE LOCATED BY THE CONTRACTOR PRIOR TO EXCAVATION. THE ARCHITECT AND FOR SHALL BE NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES. iii. COORDINATE DIMENSIONS WITH ARCHITECTURAL DRAWINGS. DO NOT SCALE STRUCTURAL DRAWINGS. iv. REFERENCE THE ARCHITECTURAL DRAWINGS FOR OPENINGS, INTERIOR AND EXTERIOR NON -BEARING WALLS, CURBS, FLOOR DRAINS, SLOPES, DEPRESSED AREAS, CHANGES IN LEVEL, CHAMFERS, GROOVES, INSERTS, FINISHES, STAIRS, AND DIMENSIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS. v. METHODS, PROCEDURES AND SEQUENCES OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO MAINTAIN AND ENSURE THE INTEGRITY OF THE STRUCTURE AT ALL STAGES OF CONSTRUCTION. vi. THE CONTRACT DRAWINGS REPRESENT THE STRUCTURE IN ITS FINISHED STATE, THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE, WORKERS, AND VISITORS DURING CONSTRUCTION, INCLUDING BUT NOT LIMITED TO BRACING, SHORING, AND SAFETY STANDARDS SUCH AS OSHA AND WSHA. A VISIT TO THE SITE BY THE FOR SHALL NOT INCLUDE REVIEW OF THESE ITEMS. vii. OPENINGS, NOTCHES, HOLES, ETC. SHALL NOT BE PLACED IN STRUCTURAL ELEMENTS UNLESS SPECIFICALLY DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. viii. PRODUCTS SPECIFIED IN THESE DRAWINGS ARE USED AS THE BASIS OF DESIGN FOR THE PROJECT. SUBSTITUTIONS MAY BE SUBMITTED TO THE FOR FOR REVIEW. SUBSTITUTION REQUESTS MUST CONTAIN A CURRENT ICC-ESR OR IAPMO-ER REPORT IDENTIFYING THE SAME OR GREATER LOAD CAPACITY FOR THE REQUESTED COMPONENT. ix. DETAILS IDENTIFIED ON THE STRUCTURAL DRAWINGS SHALL APPLY IN ESTIMATING AND CONSTRUCTION TO EVERY LIKE CONDITION WHETHER OR NOT THE REFERENCE IS MADE IN EVERY INSTANCE, C. TESTING & SPECIAL INSPECTIONS i. BUILDING OFFICIAL INSPECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH IBC D. FOU WITH'THE BU'ILDIN'G OFFICIAL.. . . ' ' ' ' ' ' ' ii. STRUCTURAL OBSERVATIONS, WHEN REQUIRED BY THE PROVISIONS OF CHAPTER 17 OF THE IBC, THE OWNER OR OWNER'S AUTHORIZED AGENT SHALL EMPLOY THE FOR TO PERFORM STRUCTURAL OBSERVATIONS. STRUCTURAL OBSERVATIONS DO NOT INCLUDE OR WAIVE THE RESPONSIBILITY BUILDING DEPARTMENT INSPECTIONS OR THIRD PARTY SPECIAL INSPECTIONS, OR ANY OTHER INSPECTIONS REQUIRED BY CODE. iii. SUBSTANTIAL COMPLETION OF ROOF DIAPHRAGM NAILING & CONNECTIONS iv. SUBSTANTIAL COMPLETION OF STRUCTURAL STEEL AND CONNECTIONS. TIONS ii. ALLOWABLE SOIL BEARING PRESSURE -A GEOTECHNICAL REPORT WAS NOT PROVIDED FOR THIS PROJECT. PRESUMPTIVE SOIL LOAD -BEARING VALUES BELOW WERE USED AS THE BASIS OF DESIGN. a. 1500 PSF [IBC 2015 TABLE 1806.2] iii. ALL FOUNDATIONS AND SLABS -ON -GRADE SHALL BEAR ON STRUCTURAL COMPACTED FILL OR COMPETENT NATIVE SOIL. EXTERIOR AND PERMITER FOOTINGS SHALL HAVE A MINIMUM DEPTH OF 18" AND INTERIOR FOOTINGS SHALL HAVE A MINIMUM DEPTH OF 12". E. CONCRETE i. CONFORM TO ACI 318-14 AND IBC CHAPTER 19. ii. CONCRETE MIX DESIGN SHALL MEET OR EXCEED THE REQUIREMENTS BELOW: a. FOUNDATIONS, STEM WALLS 1. STRENGTH: 3500 PSI 2. TEST AGE: 28 DAYS 3. MAXIMUM AGGREGATE: 1 " 4. EXPOSURE CLASSIFICATION: F1, Cl 5. MAXIMUM W/C RATIO: 0.55 6. TARGET AIR CONTENT: 4.5% (± 1.5%) b. MIX NOTES: 1. THE MIX DESIGN SHALL MEET THE REQUIREMENTS OF ACI 318-14 CHAPTER 19 BASED ON THE EXPOSURE CLASSIFICTIONS IDENTIFIED ABOVE. 2. CONCRETE SHALL HAVE A SLUMP OF 4" ± 1 " AT THE POINT OF DELIVERY 3. ALL CONCRETE MUST ACHIEVE FULL COMPRESSIVE STRENGTH BEFORE BEING SUBJECT TO FREEZING AND THAWING CYCLES. iii. POSITION AND SECURE EMBEDDED ITEMS PRIOR TO PLACING CONCRETE. REFERENCE ALL CONTRACT DRAWINGS AND COORDINATE EMBEDDED ITEMS. iv. REFERENCE TESTING AND SPECIAL INSPECTION SECTION FOR CONCRETE TESTING AND ACCEPTANCE CRITERIA. v. CONCRETE MATERIALS SHALL CONFORM TO THE FOLLOWING SPECIFICATIONS a. PORTLAND CEMENT ASTM C150 b. AGGREGATES ASTM C33 c. MIXING WATER ASTM C1602 d. AIR ENTRAINMENT ASTM C260 e. MIXING AND TRANSPORTING ASTM C94 OF ASTM C685 vi. CONCRETE PLACEMENT, CONSOLIDATION AND CURING SHALL BE IN CONFORMANCE WITH ACI 318-14 CHAPTER 26. vii. CONCRETE REINFORCING MATERIALS SHALL CONFORM TO THE FOLLOWING SPECIFICATIONS a. REINFORCING BARS ASTM A615, GRADE 60 viii. REINFORCING BARS SHALL NOT BE WELDED, HEATED OR CUT UNLESS INDICATED ON THE CONTRACT DOCUMENTS OR APPROVED BY THE EOR. ix. REINCORCING COVER REQUIREMENTS SHALL BE: a. CAST AGAINST EARTH 3" b. EXPOSED TO WEATHER/EARTH 1-1 /2" c. SLABS AND WALLS 3/4" a. REFERENCE DRAWINGS FOR REINFORCEMENT SPLICES AND DEVELOPMENT LENGTHS. F WOOD i. ALL WOOD PRODUCTS AND CONSTRUCTION SHALL CONFORM TO IBC CHAPTER 23, NDS AND NDS SUPPLEMENT (NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION), ANSI/TPI 1 (NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION) ii. ALL SAWN LUMBER AND PRE -MANUFACTURED WOOD PRODUCTS SHALL BE IDENTIFIED BY A GRADE MARK OR CERTIFICATE OF INSPECTION ISSUED BY THE CERTIFYING AGENCY. SAWN LUMBER SHALL CONFORM TO THE GRADING RULES OF WWPA, WCLIB, OR NLGA, AND BE OF SPECIES AND GRADE AS LISTED BELOW a. STUDS & PLATES (2X & 3X) HF #2 b. POSTS (4X) HF #2 c. JOISTS (2X) HF #2 d. BEAMS (4X) HF #2 e. BEAMS (6X) DF #1 f. POSTS (6X) DF #1 iv. WOOD STRUCTURAL SHEATHING SHALL BE APA RATED AND CONFORM TO THE PRODUCT STANDARDS PS-1-95 & PS-2-92 OF THE US DEPARTMENT OF COMMERCE AND THE AMERICAN PLYWOOD ASSOCIATION (APA). a. ROOF SHEATHING 1. THICKNESS 15/32" 2. SPAN RATING 24/16 3. GRADE C-D 4. EXPOSURE 1 b. ii FLOOR SHEATHING 1. THICKNESS 23/32" 2. SPAN RATING 24 OC 3. GRADE STUDD-1 FLOOR 4. EXPOSURE 1 C. iii WALL SHEATHING 1. THICKNESS 15/32" 2. SPAN RATING 32/16 3. GRADE C-D 4. EXPOSURE 1 v. THE LATEST PRODUCT CATALOGS PRODUCED BY THE SIMPSON STRONG -TIE COMPANY, INC WERE USED AS THE BASIS OF DESIGN FOR THIS PROJECT REFERENCE GENERAL NOTES ABOVE FOR SUBSTITUTION CRITERIA. vi. WOOD CONNECTORS SHALL BE INSTALLED PER THE MANUFACTURERE'S PROVIDED INSTALLATION INSTRUCTIONS TO OBTAIN THE MAXIMUM LOAD CAPACITY OF THE CONNECTOR, UNLESS NOTED OTHERWISE IN THE DRAWINGS. vii. NAILING SHALL CONFORM TO IBC TABLE 2304.10.1 UNLESS MORE RESTRICTIVE NAILING IS INDICATED ON THE PLANS OR DETAILS. viii. NAILS SHALL BE COMMON SIZES UNLESS NOTED OTHERWISE ON THE DRAWINGS. ix. NAILS AND STAPLES SHALL CONFORM TO IBC SECTION 2303.6. x. NAIL SIZES SHALL BE AS FOLLOWS: a. 8D COMMON LENGTH = 2-1/2" DIAMETER=0.131" b. 10D COMMON LENGTH = 3" DIAMETER = 0.148" c. 16D COMMON LENGTH = 3-1/2" DIAMETER = 0.162" d. 16D SINKER LENGTH = 3-1/4" DIAMETER 0.148" xi. LAG SCREWS AND THRU BOLTS SHALL BE A307. PROVIDE PLATE WASHERS UNDER HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. xii. SHEAR WALL HOLDOWN HARDWARE IS SPECIFIED FROM THE LATEST PRODUCT 1 CATALOGS PRODUCED BY THE SIMPSON STRONG -TIE COMPANY, INC. PROVIDE ADDITIONAL FRAMING MEMBERS PER THE MANUFACTURER'S INSTALLATION INSTRUCTIONS TO ACHIEVE THE MAXIMUM CAPACITY. DO NOT COUNTERSINK HOLDOWN BOLTS. xiii. UNLESS NOTED OTHERWISE ON THE DRAWINGS, CONSTRUCTION SHALL CONFORM TO IBC SECTION 2308 - CONVENTIONAL LIGHT -FRAME CONSTRUCTION" AND IBC SECTION 2304 -GENERAL CONSTRUCTION REQUIREMENTS. xiv. WOOD MATERIALS IN DIRECT CONTACT WITH CONCRETE OR OTHERWISE REQUIRED TO BE PRESERVATIVE 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 316L, HOT DIP GALVANIZED, OR Z-MAX COATED PROVIDED THE ZINC CONTENT IS AT LEAST 1.85 OZ/SF. G. POST INSTALLED ANCHORS i. POST -INSTALLED ANCHORS SHALL COMPLY WITH THE LATEST REVISION OF THE ICC-ES ACCEPTANCE CRITERIA AND HAVE A VALID ICC-ES REPORT OR IAPMO-ES REPORT IN ACCORANCE WITH THE APPLICABLE BUILDING CODE. ABBREVIATIONS ii. REFERENCE GENERAL NOTES ABOVE FOR SUBSTITUTION CRITERIA. iii. REFERENCE TESTING AND INSPECTIONS SECTION ABOVE FOR SPECIAL INSPECTION ADD'L ADDITIONAL CRITERIA FOR POST -INSTALLED ANCHORS. ALT ALTERNATE ARCH ARCH ITECT/ARHITECTURAL B/ BOTTOM OF BLKG BLOCKING BM BEAM BOT BOTTOM BRG BEARING BTWN BETWEEN CL CENTERLINE CJ CONSTRUCTION/CONTROL JOINT CLR CLEAR CONC CONCRETE CONST CONSTRUCTION CONT CONTINUOUS CTRD CENTERED DBL DOUBLE DET DETAIL DF DOUGLAS FIR DIAG DIAGONAL DWG DRAWING EA EACH EF EACH FACE EN EDGE NAILING EL ELEVATION EMBED EMBEDMENT ENGR ENGINEER FOR ENGINEER OF RECORD EQ EQUAL ES EACH SIDE EW EACH WAY (E) EXISTING EXT EXTERIOR F/ FACE OF FLR FLOOR FDTN FOUNDATION FTG FOOTING GA GAUGE GALV GALVANIZED GEN GENERAL GLB GLUE LAMINATED BEAM GR GRADE GT GIRDER TRUSS GWB GYPSUM WALL BOARD HD HOLDOWN HDR HEADER HF HEM -FIR HORIZ HORIZONTAL HSS HOLLOW STRUCTURAL SECTION HT HEIGHT INT INTERIOR Ld DEVELOPMENT LENGTH LONG LONGITUDINAL Ls SPLICE LENGTH LSL LAMINATED STRAND LUMBER LVL LAMINATED VENEER LUMBER MAX MAXIMUM MECH MECHANICAL MFR MANUFACTURER MIN MINIMUM MISC MISCELLANEOUS MTL METAL (N) NEW NOM NOMINAL NTS NOT TO SCALE OC ON CENTER OPP OPPOSITE OSB ORIENTED STRAND BOARD OWWJ OPEN WEB WOOD JOIST PL PLATE PERP PERPENDICULAR PLY PLYWOOD PSL PARALLEL STRAND LUMBER PT PRESSURE TREATED REF REFERENCE REINF REINFORCING REQ'D REQUIRED RET RETAINING SCHED SCHEDULE SEC SECTION SHTG SHEATHING SIM SIMILAR SOG SLAB -ON -GRADE SPEC SPECIFICATION SQ SQUARE STD STANDARD STIFF STIFFENER STRUCT STRUCTURAL SW SHEAR WALL T/ TOP OF T&B TOP & BOTTOM T&G TONGUE & GROOVE THK THICK THRU THROUGH TJI TRUSJOIST WOOD I JOIST TRANS TRANSVERSE TYP TYPICAL UNO UNLESS NOTED OTHERWISE VERT VERTICAL WHS WELDED HEADED STUD WTS WELDED THREADED STUD WWF WELDED WIRE FABRIC w Lu IC o O EQ N o� 0- z a >00 �w Wo Z 0� �N 0 t.J } 00 Z C) 0 UW U ROSE 4Y wasy,�/,�,yF 54970 O�FSS/ONAL 10/8/2020 © 2019 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. LLB 0 zQ O >� Q U) w = 0 DC or) z O U) Lo = 0 W r w Q DESIGNED BY CRW DRAWN BY CRW DATE DESCRIPTION 2020 09 06 PERMIT SHEET TITLE STRUCTURAL GENERAL NOTES SHEET NUMBER S1.0 PROJECT NUMBER 20-12 73 n WOOD -FRAMED SHEAR WALL SCHEDULE HEM FIR - 8d NAILING APA RATED EDGE NAILING BOTTOM BOTTOM PLATE FRAMING CLIP RIM BOARD FRAMING BLOCKING ANCHOR TO SILL PLATE AT ALLOWABLE SW TYPE WALL (EN) PLATE ATTACHMENT TO WALL THICKNESS & AT PANEL AT PANEL FOUNDATION FOUNDATION SHEAR SHEATHING BELOW GRADE EDGES EDGES CAPACITY(PLF) [3] [8] [3] [3] [5] [3] [12] SEISMIC WIND 1-1/4" 1.55E SW-6 15/32'' 8d @ 6" OC 2X 16d SINKER @ 4" OC LTP5 @ 18" OC TIMBERSTRAND 2X 2X 5/8" 0 @ 48" OC PT 2X 242 339 LS L 1-3/4" 1.55 E SW-4 15/32'' 8d @ 4" OC 2X 16d SINKER @ 3" OC LTP5 @ 12'' OC TIMBERSTRAND 2X 2X 5/8" 0 @ 32" OC PT 2X 353 495 LS L NOTES: 1. ALL FRAMING MEMBERS AND BLOCKING SHALL BE 2" NOMINAL OR GREATER, PER THE SHEAR WALL SCHEDULE ABOVE. ALL JOINTS IN SHEATHING SHALL OCCUR OVER AND BE FASTENED TO COMMON FRAMING MEMBERS OR COMMON BLOCKING. 2. FOR BUNDLED END STUDS, STITCH NAIL TOGETHER WITH FASTENER DIAMETER AND SPACING TO MATCH THE BOTTOM PLATE NAILING TO RIM. 3. IN LIEU OF 3X FRAMING, (2) 2X FRAMING MEMBERS MAY BE USED PROVIDED THEY ARE FASTENED TOGETHER WITH FASTENER, DIAMETER, AND SPACING TO MATCH THE BOTTOM PLATE NAILING TO RIM. 4. ALL NAILS ARE COMMON, UNLESS NOTED OTHERWISE. NAILS SHALL BE DRIVEN WITH THE HEAD OF THE NAIL FLUSH WITH THE SURFACE OF THE SHEATHING. OTHER APPROVED FASTENERS SHALL BE DRIVE AS REQUIRED FOR PROPER INSTALLATION OF THAT FASTENER. 5. FOUNDATION ANCHOR BOLTS SHALL HAVE A GALVANIZED STEEL PLATE WASHER UNDER EACH NUT NOT LESS THAN 0.229"x3"x3" IN SIZE. PROVIDE A MINIMUM 6" ANCHOR BOLT EMBEDMENT INTO THE FOUNDATION. PROVIDE AN ANCHOR BOLT AT EACH END OF EACH SILL PLATE WITH AN END DISTANCE OF 6". 6. ALL SHEAR WALL PANELS SHALL NOT BE LESS THAN 4'X8', EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING. ALL EDGES OF ALL PANELS SHALL BE SUPPORTED BY AND FASTENED TO FRAMING MEMBERS OR BLOCKING. 7. NAILS SHALL BE LOCATED AT LEAST 3/8" FROM THE PANEL EDGES. REFERENCE SCHEDULE ABOVE AND PLAN FOR EDGE NAIL SPACING. NAILS AT THE INTERMEDIATE FRAMING MEMBERS SHALL BE THE SAME SIZE AS NAILS SPECIFIED FOR THE PANEL EDGE NAILING. THE MAXIMUM NAIL SPACING AT INTERMEDIATE FRAMING MEMBERS IS 12" OC. THE MAXIMUM STUD SPACING IS 16" OC. 8. ALL FRAMING CLIPS AND HARDWARE MUST BE INSTALLED PER THE MANUFACTURER'S INSTALLATION INSTRUCTIONS TO OBTAIN THE MAXIMUM HARDWARE CAPACITY. 9. EDGE NAILING IS REQUIRED IN ALL HOLDOWN POSTS. EDGE NAILING IS REQUIRED TO EACH STUD USED IN BUILT UP HOLDOWN POSTS. 10. WHERE PANELS ARE APPLIED ON BOTH SIDES OF A SHEAR WALLAND NAIL SPACING IS LESS THAN 6" OC, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS. ALTERNATIVELY, THE WIDTH OF THE NAILED FACE OF FRAMING MEMBERS SHALL BE 3" NOMINAL OR GREATER AT ADJOINING PANEL EDGES. 11. NAILS AT ALL PANEL EDGES SHALL BE STAGGERED. 12. PROVIDE HOT DIPPED GALVANIZED NAILS AND FRAMING CLIPS AT PRESSURE TREATED LUMBER. 13. REFERENCE KEY DETAILS FOR ADDITIONAL INFORMATION. SHEAR WALL SCHEDULE SCALE: NTS POST PER PLAN o_o a a COMPETENT NATIVE SOIL OR COMPACTED STRUCTURAL FILL 001 TYP ISOLATED POST BASE SCALE: 1 " = V-0" STUD WALL FRAMING BOTTOM PLATE ATTACHMENT ADD'L NAILING AS REQ'D PER SW SCHEDULE FLOOR FRAMING DIAPHRAGM EDGE NAILING DOUBLE TOP PL STUD WALL FR/ SILL PLATE SHEAR WALL SHTG PER PLAN ABOVE EDGE NAILING RIM BOARD SHEATHING SPLICE FRAMING CLIP EDGE NAILING SHEAR WALL SHTG PER PLAN BELOW EDGE NAILING ANCHOR BOLT SHEAR WALL KEY DETAIL FLOOR/ROOF FRAMING HEADER DOUBLE TOP PL NOT SHOWN FOR CLARITY PER PLAN 3x BLKG AT STRAP ABOVE & BELOW OPENING SIMPSON CS16 STRAP ABOVE & BELOW OPENING EXTEND 2'-0" MIN PAST WINDOW OPENING, TYP - KING STUDS NOTES: 1. REFERENCE SHEAR WALL SCHEDULE AND KEY DETAIL FOR REMAINING INFORMATION 2. STRAPS TO BE ON BOTH SIDES WHEN SHEAR WALL IS DOUBLE SIDED FTAO SHEAR WALL ELEVATION SCALE: 1 /2'' = 1'-0" TYPICAL HEADER FRAMING SCALE: 1 " = 1'-0" ENTRY CANOPY POST PER PLAN 112" KNIFE PL W/ (2) 5/8" 0 THRU BOLTS 3" 00, 5/2'I I 1Y4" 0 0 0 B/POST LlQl T/FTG o 2y2„ 1y2" TYP EDGE DIST 211 a SIMPSON PB POST BASE a ° ° i', PLATE W/ REBAR ANCHOR LAYOUT _ U °C Q 1/2"x5.5x5.5 BASE PL Ir w W/ (2) #4 A706 X 8" REBAR a LL a WELDED TO BOT OF PLATE a a T/GRADE T/GRADE a ° - II a- - = w �o a ° a° T� 12" SO CONC FTG W/ (2) #4 EA WAY (3) LOCATIONS — CONC FTG a ° REFERENCE PLAN FOR DIMENSIONS AND ° COMPETENT NATIVE SOIL REINFORCEMENT OR COMPACTED STRUCTURAL FILL, TYP KNIFE PLATE AT ENTRY BASE PLATE SCALE: 1-112" = 1'-0" TRIMMER STUDS WINDOW SILL CRIPPLE STUDS WALL SHTG NOT SHOWN FOR CLARITY "✓ALL ABOVE WHERE OCCURS SHEATHING PER PLAN RIM JOIST WHERE OCCURS PER PLAN DOUBLE TOP PL SPLICE PER PLAN 16d NAILS EA END 'P (8'-0'' MAX SPAN) MER STUDS PER PLAN WALL PER PLAN i NOT SHOWN FOR ITY SOWS 16d NAILS �GGERED @ 6" OC 'HIN SPLICE LENGTH DOUBLE TOP PLATE (2) 16d AT LOWER PLATE BREAK LINE STUDS AND SPACING PER PLAN ninTCc. 1. SHEATHING AND FLOOR/ROOF FRAMING NOT SHOWN FOR CLARITY 2. AT LOCATIONS WHERE THE TOP PLATE IS INTERRUPTED, PROVIDE SIMPSON LSTA15 STRAP EA SIDE OF TOP PL TO BEAM FOR CONTINUITY. TYPICAL TOP PL SPLICE SCALE: 3/4" = V-0" W� Lu CLo 100 ,�co 0 EQ 3N zX3Cco uj�~ J O 'j LL1 ' M Z CN 0 z } O 0 Lu U c5r ROSE �Y pE WAS 54970 O�FSS�ONAL 9/7/2020 © 2019 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. w 0 zQ O >3: Q U) LIJ = 0 � 0-)z cf)Lo O CE Cry n W r LJ Q DESIGNED BY CRW DRAWN BY CRW DATE DESCRIPTION 2020 09 06 PERMIT SHEET TITLE FOUNDATION & SHEAR WALL DETAILS SHEET NUMBER S3.0 PROJECT NUMBER 20-12 ROOF FIN PER AR GLB RIE ( l 1Ttl Ml M Ml AAI JOISTS R PLAN DF BEAM 30 LTS rL_n rvvv KING POST @ RIDGE SCALE: 1-1/2" = V-0" /7\ 7VQ DInr_C DCAhA /71 n" KAAV (`I D QDAKl\ (2) 16d NAILS @ EA BLOCK & @ EA (E) ROOF RAFTER TYPICAL ROOF OVERFRAMING SCALE: 1 " = 1'-O" FASCIA PER ARCH NON-STRUCTURAL FURRING AS REQ'D FOR SOFFIT — SOFFIT PER ARCH 0 2X6 HF #2 RIM FASTEN W/ MIN (3) 16D NAILS EA JOIST SHTG PER PLAN STAGGER NAILING SIM SLC no KING POST @ RIDGE SCALE: 1-1 /2" = V-0" TYPICAL HEADER FRAMING SCALE: 1 " = 1'-0" SIMPSON H2.5 EA JOIST TO BEAM/WALL BELOW 2X6 BLKG @ HEADER 2X6 HF #2 OUTRIGGERS W/ 5'-0" CLR BACKSPAN @ 16" OC T/OPENING =ASOREQ'D N-STRUCTURAL FURRING FOR CEILING FINISH CEILING FINISH PER ARCH HIGH HEADER PER PLAN OUTRIGGERS @ VAULTED ROOF SCALE: 1-1/2" = 1'-0" SIMPSON LUS HGR :3V�»:i�Ie1�l 1/4" STIFFENER PL EA SIDE OF WEB AT END OF TOP FLANGE PROVIDE 2X STUD PACK BELOW WF NAIL EACH STUD W/ 16d @ 12" OC STAGG WF BM @ WALL SCALE: 1-1/2'' = 1'-0" w a- O U- SHTG PER PLAN C�LJT(� nrn nl AKI TJI ROOF JOIST BEYOND WF LOW BEAM PER PLAN TAPER TOP OF WF AS REQ'D AT ROOF FRAMING i z 00 (2) 1/4" X 4" SIMPSO SIDS SCREWS EA SIDE OF WEB, TYP (E) DBL TOP PL TO REMAIN (N) HDR @ SIM =R PLAN DF JOISTS PER PLAN SOLID SAWN 4X SHIM BEAM ABOVE (E) DBL TOP PL CONNECT TO DBL TOP PL W/ SIMPSON LTP5 @ 18" OC, TYP MID 1Y2" TYP KING @ LOW WF BM SCALE: 3" = 1'-0" F PER PLAN \ FLANGE TO F BM BELOW - EA SIDE N WITH EACH ANGE w U w 00 co 0 T i�� E Z _r 00— z ` �N w s �� ~~ J O 'jui �•n T � N y } O Z 0 �w U (i ROSE �Y WA 54Is 970 O�FSS�ONAL 9/7/2020 (9 2019 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. I W 0 zQ O >� QU) w =o rr cy)z O UD Lo OC o w r LLJ Q DESIGNED BY CRW DRAWN BY CRW DATE DESCRIPTION 2020 09 06 PERMIIT SHEET TITLE ROOF SECTIONS & DETAILS SHEET NUMBER S3.1 PROJECT NUMBER 20-12