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Home My WebLink About19319 63RD AVE NE_BLD3416_2026 I O m o c j Y LNI � a V� o c > ° I a Z wI(toz a ILL A. \ Y LL J O v` %N \ c O 'E T i w W Q m � LU cr > r N a o o � I I I UUtnLL W a c I c O C7 c c c p a � D c I z > o ° ° w I L L L C t E I V U a a a o Y y J t Q 4-7 `° I m Y CCDI Z N c o f 0 p O >. o U I = i N �n Z 0 v ? ca I CC LL H Q CV V a) N Y J i '� C H a7 I CJ7 z w w W w Q V 00 Z C C •E H y CD Y I 'O Q 0 a Q = = J i �� m c°'i o c°'i a �, I o �, N � o w m mZ � � wF- H acn L U J N J N a c) , m `a m Z x O U cn cn cn O O w ca r2 d ? 0 _ ° •� Cn J > E o ► m"' Q c Y E ° LU =Qv V C o a p �Wco Z w ca o a) O w >o Q C7 o a yA z Y L q Y m Q w Q i$ a. w l \, E E Q } m cc nv o mQ y E J V ~ Q J > _ t L # o z H v°i o a � 0 J I U U °_ d y N cmmo O U) LD I N LL fnl C oILU o } w y cYi m fn W \ CD U p o N o w ° � 'ca w > co ° z CL -le ° c W U c o a o o c67, LL U > w CC cr Lu n JQ m` 0 LU J U H w� Jv m , > c a ° Cu L I O I � a N J W o a� U tea, c I O I I LL v=i L z z a Y ` W �i y o I P � O D a ° a m `° r d Z) E Y O E ° y c I z U � � N — Q � � �; a � z ac co O y Z y y-- Cn y N F— a CD # O a, C7 I Z O = H LL a� n co O O ° Q v m cu a — c --se C > I H 0 cc Q. 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Type of Permit: ( ) Commercial Remodel ( ) Commercial Addition (,�) Tenant Improvement Project Address: I ci3ty_(Ado A-ij: ,it. Parcel ID#: Project Description: I'nsl411aV'1&A e4- lo,ttt.«•4 nb a,r:.., rc.i3(�<. Legal Description: Project Valuation: "iQaQeo.�w Owner: c_LEXYL Gtzi;-Etj i-Lc. Phone Number: Address: I93)4 10 Ave- N t' City:Ar%%kuy,_ State: W h Zip Code: W=3 Contact Person: GN P P 812ecAk_,� Phone Number: y)r-4 L L-736L Cell Phone: 1/2S'-464_7,3J„C E-mail: .g��lc+.�'•t�a f'�r� >��4 �� Address:2 ar��21. ZAJ- ' piN"Y Rc,A►�o City: /4►111 J_ State: idl r, � Zip Code: 983-23 Contractor: ST►IL ��or F►R� PitdTEc��o�u y�L Phone Number: VIE- ` kt 7ILL Address: 3ogOL ,nkr R21LkY gonri City: Aq,►;,, .}ty� State: Wt. _ Zip Code: 78713 Contractor's License Number: SV0.Ny_- wF $31L'1 Expiration: 11/3►/,1a2o Pluinbing Contractor: A) /A Phone Number- Address: / City: State: Zip Code: Contractor's License Number: Expiration: - Mechanical Contractor: sTArrE t,,IDS FARE a LL - Phone Number: Address: City: State: Zip Code: Contractor's License Number: S�rAlejp F 9,3 i L-7 Expiration: 11411Aag REV 2019 Page 6 of 7 COMMERCIAL REMODEL PERMIT APPLICATION Department of Community & Economic Development City of Arlington• 18204 59th Ave NE • Arlington, WA 98223 • Phone(360) 403-3551 Project Name/Tenant c LEN>z 1_L G Site Address Ig315 i.3�" AQ iJ0 Bldg./Unit/Suite IBC Construction Type IBC Occupancy Type Description of Use CURa.w opE -P.-rmN Building Square Footage may,),)o Number of Stories_ Square Footage per Floor Tub 7,-81g fo--flm- _1,1Q6 2'" �l« Will there be any installation, modification or removal of the following? (Check all that apply) Automatic fire extinguishing systems ❑ Compressed gas systems ©Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids (tanks,piping etc...) ❑ Hazardous materials ❑ High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure, tents (>200sq ft)or canopies (>400 sq ft) Provide details on any of the above checked items- fie Ar-tl� a nc� FIRE Sftliuk4ft <YS M ALc,&X, a:1-k a nr,_, Me ALACM YS T'Em Installation,changes, modifications or removal of any of the above may require additional submittals,information,or permits during the plan review or construction process. hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above-described property will be in accordance with the laws, rules and regulation of the State of Washington. Applicants Signature GHIIRLLs5 be"wt, Print Applicants Name Date FOR STAFF USE ONLY Received —ZA-" — si, i, -.'i i ma Permit# AccepVd By Amount Received Receipt# Date Received REV 2019 Page 7 of 7 Revisions. Date 17'-6" 22•-0" 17'-2" 15'-4" 24•_1•.+/- Walls stack over Room 4 & 5 Walls Below I II II I I II I II II RDDI*I5 N I f II I I II 9 01 E I< Room 9 II Room 7 R R 3 O �4 Room 11 Room I Room 9 Room 7 Room 3e€ Below Below Below SALT GUT 3b"U X36"LXIB" IITNK fib WIM-1f4 3 BARS AT EA. FACE EN6ED 4" INTD EXS'F. IISLAB.[TYP IF36) E T — JI I r , �r J IL = �I I J24 24 L_J L" 24 36 J L. 3o 36 24LJ L 4 T4 24 -fit- 24 24 CUT 3C'IJY ED"Lx1 i" K FTC, WC21_„ ST. 1- r F3i8 ED Y`INTO EXST. m 24 Z4 J L 24 24 SLAG C1VP3D) an II II 8^THK EXST. SLAB DN GRADE N II II I CFIELD VERIFY v, N I II II I M Room 8 II Room 6 10 Room 2 I Room 1 Room 8 Room 6 Room 4 Room 2 Room 1 Below Below Below ( Below Room II II I N £/S2D SAW CUT Z*WYZVLX1&"'1WK II II C13 FTC, /[2]-.3 GARS m PT EACN FACE 2) 4" INTO N A E%ST. SLAB(TVP L424) V ad 24 t- 24L 2'I- 24 p 1 24 24 24 N m I - p �a -i Q GrFIcF_ l �m cIL 98'-9" t 55'-9" � �4' 0" Scale: 1/8" = 1'-0" SEE 1'*FLQDC FRAMING PLAN FOR FOUNDATIDN PLAN 1CPT1D11 b TYPE �vl Fr�Q(� Floor Areas of Project Information Proposed Project Location: Applicant: �1 f%1ec� Grow Rooms ��, is�xt�" 19319 63rd Ave NE, Arlington, Wa, 98223 Clear Green, LLC r lta`C'ro r2c(�t d. 1. 1873s.f. Project Contact: 19319 63rd Ave NE, Arlington, W 9822f4lb �lLDit�Gr 2. 601s.f. Peter Chopelas P.E. Andy Chan t�kl`�l-I�dkfld4 t=tt�le xil�' 3. 601s.f. 302 N. Olympic Ave #208 (206) 391-5651 g 4. 658s.f. Arlington, Wo, 98223 andychan78@yahoo.com a �� Eli 6. 861s.f. (360) 653-4615 'I Q Existing Main Floor 7. 861s.f. chopeIascndassociates@gmail.CCM Existing building: 9752 s.f. .L� P— e 8. 908s.f. - Scale: 1/16" = 1'-0" 9. 793S.f. 10. 748s.f. covey� W 11. 658s.f. CI'I'Y OF ARLIN o BUILDING DEPART Total: 9220s.f. APPROVE DATE -&—BY NO CHANGES AUTHORIZEDUNLESS APPROVED BY Date BL'LDING INSPECTOR U 0 7 2M Scale Existing 2nd Floor I FFICE Cv 0 e Dawn Sheet Existing egress door Revisions Date Eliminate existing Add 3'-0"x 6'-8" Eliminate existing main. overhead door 1.2'_0" fire.egress door. to re . � 12`-0° overhead door. I � 5114 II I B 3/52.0 IIII I ✓-EWF.Q 021E2 C E30 10 Ceiling height these roo, 3. II O 13 Room 11 10' Ceiling height these roomsCS . B Room 7 Below 3 Room 9 _ Room 7 _ Room 5 _ Room 3 !e E Room 9 Below I : $ Below o II 8' Ceiling hei ht these cams II I Eliminate existing I E I I (Both floors) I overhead door. O r 1 I 1 I I 131=11(� =9 ILICSI4 I I � LSTHDa STNDIO LSTNDS LSTH08 \17�5T.D� 1nB4:2•12 DF2 e lVo% M81:1'�/4x11'/4 LVL 2.0E MB5.2.12 DF2t2N"oi All new doors to be 9!V CTYf.tM85) II 3.-0„x6,-8" I II R6t:2x110F2 II I 6 814°o/c MB3:2x110F1 a 11 ok. PRDYEOE 2'xb 2x12 LEDGER II I I STUD m EA 3DIST SECURED TD EA, tl CTYF.) STUD LIPw.MINI �•� wi CM 5DWS224 DDOB Room 8 II Room 6 Room 2 I Room 1 CTY0 Room 10 I Room 8 Room 6 Room 4 Room 1 I. Below Below Below I Below 4/S2.0 I) I I YMIN.6AF B/W Rwvm.2 m 5TDDS f CLADDIM6 U)p 21r.7_0 _-_ Remove this door. hz 1L57N118leave opening, forlNDB I LSTHDB STH DIO 5THD10 I LSTH LS THDEt OIO 1. 51Y continuation of 1-hr egress corridor. ►yi a No Ceiling Joists over fire egress corridor exce t to Rooms 10 & 11. m -i � p 4 ExST.FLDOR SOISTS =Q �g �-Existing 2nd Floor-�7 ---y ^^,, Q O ^W L u, h� c - 1P_0•' .Existing overhead door to remain. D. o L7MIA lyoOO[F IFIFfomol g FUME Eliminate existing 0 0 0 a 0 0 overhead door., 0 0 p 0 0 Scale: 1/8" = 1'-0" Structural Notes A. General D. Foundation Data Heat-saving 2nd floor ceiling. M 1. These notes are supplementary and do not 1. Existing slabs are acceptable footings for N Extends approx 24' between roof supports. supports supercede any other specifications in interior walls and columns. �r intrude in 3 places over 82'-5" the drawings. r length of rooms 10 &11. 2. zoning: industrial E. .Timber Framing Notes a� 3 Welded steel roof supports e with steel pur 3. Building group: F-1 4. Sprinkler system required. rafters, and framing 1. Hem-Fir No: 2 o E fng Doug-Fir No.2 for joists C� e _ 5. Type of construction: V (non-rated). . 4 width. E_ W 6. Grow rooms Ag occupancy 300 SF/occupant, 2. Hem-Fir or Doug-Fir,, Utility or No.3 or z better for plates and blocking. & class C ceiling and wall finish. 3. Joists and rafters to have 2" thick solid blocking at bearing supports. C� B. odes and Standards cov, o o 4. Provide washers for all bolts bearing on wood: . 2015 International Building Code (IBC) ASCE 7 5. All nails are common wire nails. Nailing not T. 2015 International Mechanical Code otherwise noted should be per IBC Table 2304.9.1. Washington State Energy Code. F. Miscellaneous ��'I�j C. eSign Loads 1. Contractor to verity all dimensions in the field. 2. Provide temp. bracing as required until all OCT Dale Seismic Site Class: D, Sds=0.763 0 7 2019 Scale: 1/8" = 1'-0" T. Wind Speed: 110 mph, Exposure "B" permanent connections are installed.grade): 125PSF wale 3. Floor Load (slab on . 3. Pre-fabricated trusses,..hold downs,. hangers, I. Ceiling area loads: 2grad and other items to be installed per the Drawn . Soil bearing capacity: 2,000PSF manufacturer's recommendations. sheet BUILDING CODE CONCRETE 2015 INTERNATIONAL BUILDING CODE 1. ALL CONCRETE UNLESS OTHERWISE NOTED SHALL BE SHEARWALL SCHEDULE (CDX) HOEDOWN SCHEDULE REGULAR WEIGHT HARD ROCK TYPE (150 PCF) AGGREGATES *FOR HOLDOWNS INSTALLED IN NEW FOUNDATIONS SILL PLATE & BOTTOM/TOP PLATE FLOOR LOAD SHALL CONFORM TO ASTM C33 WITH PROVEN SHRINKAGE MARK SHEATHING EDGE NAILING FIELD NAILING / CONN. ® FND CONN. THRU - LIVE LOAD 30 psf CHARACTERISTICS OF LESS THAN 0.05% %" 0 A.B. ® 48" LTP4 ® 20 0 C MODEL ANCHOR BOLT NAIL BOLTS S EMBEDMENT/T MINIMUM LIVE LOAD: 250 psf Q COX ONE 8d ®6" O/C 8d ® 12" O/C O/C W/ 2x SILL W/ 2x BOTTOM NAILS/SCREWS STRAP LENGTH EDGE DIST. la d* 4pc t 04 2. CONCRETE COMPRESSIVE STRENGTHS AT 28 DAYS (f'c) FACE N e ,< ROOF LOAD SHALL BE:CONTINUOUS FOOTINGS: 2500 PSI " 0 A.B. ® 36" LTP4 0 114' O/C LSTHD8RJ N/A (24) 10d COMMON 8" EMBED 1YZ" NA NA DEAD LLOAD:21 psf ALL CONCRETE EXPOSED TO WEATHER MUST HAVE AN fc Q COX ONE 8d ® 4" O/C 8d ® 12" O/C OFACE /C W/ 2x SILL W/ 2x BOTTOM STHD10/RJ N/A (28) 16d COMMON 10" EMBED 1h.LIVE NA NA SNOW EXPOSURE FACTOR (Ce): 1.1 >= 3000 PSI. PLATE PATE CS14 N/A (3N)SIlodNGLE STUDN 34"SP CLEAR CENTER ONNA NA N O SNOW LOAD IMPORTANCE FACTOR (Is): 1.0 3, ALL CONCRETE WITH A DESIGNATED COMPRESSIVE STRENGTH SHEARWALL NOTES - THERMAL FACTOR (Ct): 1.1 EXCEEDING 2500 PSI SHALL REQUIRE SPECIAL INSPECTION BY 1. ALL STUDS, BLOCKING, TOP AND BOTTOM PLATES SHALL BE HEM-FIR NO. 2 UNLESS HOEDOWN NOTES WIND DESIGN DATA AN INSPECTOR APPROVED BY THE BUILDING DEPARTMENT AND NOTED OTHERWISE ON PLANS. ALL SHEATHING EDGES MUST BE BACKED WITH 2x OR WIDER 1. ALL-THREAD BOLTS SHALL CONFORM TO ASTM A307. N 1. BASIC WIND SPEED: 110 MPH THE ENGINEER. EXCEPTION: WHERE 3000 PSI CONCRETE IS FRAMING (SEE NOTE #3). V � 2. WIND IMPORTANCE FACTOR (Iw): 1.0 USED FOR WEATHERING PURPOSES, NO INPSECTION IS REQUIRED. 2. MINIMUM CONCRETE COMPRESSIVE STRENGTH f'c = 2500 PSI Q N BUILDING CATEGORY: II 2. SHEATHING MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY. ALL SHEARWALL N N Gj 3. WIND EXPOSURE: B 4. CEMENT SHALL CONFORM TO ASTM C150, TYPE I, CSA SHEATHING MUST EXTEND TO THE OUTISDE EDGE OF ALL HOLDOWN POSTS AND CORNERS, 3. ALL HOLDOWNS REQUIRE A (2) 2x POST UNLESS NOTED OTHERWISE. HDU11 AND HHDQ14 to w N N � NORMAL. AND TO THE INSIDE EDGE OF FRAMING AROUND OPENINGS. REQUIRE A 4x6 D F# 2 MINIMUM POST SIZE, U.N.O. WHERE HOLDOWNS ARE INSTALLED INTO Q >M 1 3 4. Kzt = 1.00 THE WIDE FACE OF THE STUD, THE STUDS MUST BE STITCH NAILED TOGETHER W/ 16d Q 5. INTERNAL PRESSURE COEFFICIENT: NA S. PLACEMENT OF CONCRETE SHALL BE IN CONFORMANCE WITH 3. WHERE SHEATHING NAILING IS SHEARWALL #3 AND GREATER, ALL FRAMING MEMBERS SINKERS STAGGERED ® 4" 0/C. 02 O Q 6. APPLICABLE WIND PRESSURE FOR ACI 301. RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE Nu- COMPONENTS AND CLADDING: NA 3-INCH NOMINAL MEMBER. ADDITIONALLY, WHERE SHEARWALLS ARE SHEATHED ON BOTH 4. MINIMUM EDGE DISTANCE IS FOR FORMED CONCRETE EXPOSED TO WEATHER OR SOIL. FOR N U n cO > 6. PLACEMENT OF CONCRETE SHALL BE IN CONFORMANCE WITH FACES, ALL STUDS AND PLATES RECEIVING. EDGE NAILING FROM BOTH FACES MUST BE A CONCRETE CAST AGAINST SOIL PROVIDE 3" CLEAR TO ANCHOR BOLT. M n SESIMIC DESIGN DATA ACI 301. SINGLE 3-INCH NOMINAL MEMBER OR PANEL JOINTS MUST BE STAGGERED. IN EACH OF ce Q N 1. SEISMIC IMPORTANCE FACTOR: 1.0 THESE CASES 3x STUDS ARE REQUIRED UNLESS SPECIFICALLY NOTED OTHERWISE ON THE L c9 5. NAILS/SCREWS TO HOLDOWN POST SHALL BE PER MANUFACTURER'S SPECIFICATIONS. 3 O N SEISMIC USE GROUP: I 7. CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR PLANS BY THE ENGINEER. FOR SHEARWALLS #3 AND #4, A 2x SILL PLATE MAY BE USED IF $ ++01 2. SPECTRAL RESPONSE ACCELERATION (Ss): 106.5% G A MINIMUM OF FIVE (5) DAYS AFTER PLACEMENT. ALTERNATE TWO TIMES THE NUMBER OF ANCHOR BOLTS REQUIRED BY THE SHEARWALL SCHEDULE ARE 6. ALL HOEDOWN BOLTS MUST BE RE-TIGHTENED JUST PRIOR TO ENCLOSING 2ND SIDE OF li m s m 3. SITE CLASS: D (ASSUMED) METHODS WILL BE APPROVED IF SATISFACTORY PERFORMANCE USED AND ARE EVENLY SPACED (SEE 2003 IBC SECTION 2305.3.10). WALL. lu N 4. SPECTRAL RESPONSE COEFFICIENTS (SDS): 76.3% G CAN BE ASSURED. 5. SEISMIC DESIGN CATEGORY: D 4. SHEARWALL NAILING CRITERIA IS BASED ON TABLE 2306.4.1 OF THE INTERNATIONAL 6. BASIC SEISMIC-FORCE-RESISTING SYSTEM: SHEARWALLS 8. KEYED CONSTRUCTION JOINTS SHALL BE USED IN ALL CASES. BUILDING CODE (FOR CDX) OR REPORT NER-124 (FOR OSB). VALUES ARE BASED ON V 7. DESIGN BASE SHEAR: SEE CALCULATIONS ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED HEM-FIR NO. 2 FRAMING WITH COMMON NAILS. L W 8. SEISMIC RESPONSE COEFFICIENT (Cs): 0.117 AND ALL LAITANCE SHALL BE REMOVED. ALL VERTICAL JOINTS FOR DOUBLE SIDED SHEARWALLS, Z RESPONSE MODIFICATION FACTOR (R): 6.5 SHALL BE THOROUGHLY WETTED AND SLUSHED WITH A COAT OF 5. HOLDOWNS AND OTHER CONNECTIONS MAY BE REQUIRED AT THE ENDS OF MANY LENGTH OF THE SHEATHING ON EACH FACE 0 10. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE NEAT CEMENT IMMEDIATELY BEFORE PLACING NEW CONCRETE. SHEARWALLS. SIZES AND LOCATIONS OF THESE CONNECTORS ARE INDICATED ON THE SHEARWALL MUST EXTEND CONTINUOUS PROCEDURE PLANS. REFER TO THE APPROPRIATE DETAILS AND/OR HOLDOWN SCHEDULE FOR HOEDOWN POST. SEE BETWEEN HOEDOWN POSTS AS 9. MINIMUM CONCRETE COVERAGE OF REINFORCING STEEL FOR ADDITIONAL INFORMATION REGARDING ANCHOR BOLTS, EMBEDMENT LENGTH, ETC. WHERE 2 HOEDOWN SCHEDULE OR SHOWN. Z FOUNDATIONS FORMED WORK SHALL BE AS FOLLOWS: ( ) PLAN FOR MINIMUM p 1. THE FOUNDATION DESIGN IS BASED ON THE EXPOSED TO EARTH OR WEATHER (#5 OR SMALLER): 1%" EAC ARE USEDH MEMBER OFF THE POST.A HOEDOWN POST, SHEARWALL EDGE NAILING MUST BE STAGGERED INTO REQUIREMENTS N EAC RECOMMENDATION IN THE INTERNATIONAL BUILDING CODE OPENING PER PLA a� TABLE 1804.2. FOUNDATION WORK SHALL BE PERFORMED IN *NOTE: CONCRETE CAST AGAINST GROUND SHALL HAVE 3" 6. ANCHOR BOLTS MUST BE EMBEDDED A MINIMUM OF 7" INTO CONCRETE OR GROUTED CMU, ACCORDANCE WITH CHAPTER 18 OF THIS CODE. MINIMUM COVERAGE AND SHALL BE PLACED TO PROVIDE A MINIMUM OF 2" COVER. PROVIDE 3" COVER FORj\_tS14RJ2. THE FOUNDATION DESIGN IS BASED ON THE FOLLOWING 10. CONCRETE MIXES SHALL BE PROVIDED IN ACCORDANCE WITH CONCRETE CAST AGAINST SOIL. LOCATION OF VALUES:. ACI 318 (WHEN STRENGTH DATA FROM TRIAL BATCHES OR FIELD HOEDOWN TO BE ALLOW. SOIL BEARING 1500 PSF 7. ALL MACHINE BOLTS SHALL BE ASTM A307 OR BETTER. HILTI KWIK BOLTS/SIMPSON INSTALLED TYPE OF HOEDOWN TO BE SOIL FRICTION .2g EXPERIENCE ARE NOT AVAILABLE). TITEN HD BOLTS OF THE SAME DIAMETER AS SHOWN IN THE SHEARWALL SCHEDULE MAY BEINSTALLEDSUBSTITUTED FOR ANCHOR BOLTS INTO EXISTING CONCRETE. BOLTS SHALL BE EMBEDDED A HEARWALL DESIGNATION - SEE EQUIV. FLUID PRESSURES CEMENT CONTENT SACKS PER O ACTIVE PRESSURE* 35 PCF MINIMUM OF 5" INTO EXISTING CONCRETE. . SHEARWALL SCHEDULE FOR FRAMING, Z PASSIVE PRESSURE 150 PCF LBS/CUBIC YARD CUBIC YARD NAILING AND ANCHORAGE F'c (PSI) (MINIMUM) (MINIMUM) 8. ALL NAILS AND REQUIREMENTS DESIGf(*WALLS RE ANS RAINED AGAINST ROTATION SHALL BE 2500(no special inspection) 470 5 BORITE THE TED WOOD) MUST CONNECTOR BENHOT DIPPED GALVANIZED CONTACT WITH RORT REATED O STAINLESS SD (EXCEPT STEEL TO RESIST FLUID PRESSURE OF 55 PCF). 3000 SEE NOTE A_ 5" 5? coRRosloN. LATERAL MARKING LEGEND 3. ALL FOOTINGS SHALL BE FOUNDED AT LEAST 18" BELOW 9. WHERE 10d NAILS ARE SPACED AT 3" .ON CENTER OR LESS, NAILS MUST BE STAGGERED. N m THE UNDISTURBED GROUND SURFACE OR TO FROST DEPTH. AIR ENTRAINMENT IS REQUIRED FOR ALL CONCRETE EXPOSED TO GENERAL N W N ALL FOOTINGS SHALL BE FOUNDED E COMPACTED FILL H. WEATHER. FOR 3#4" AGGREGATE AN ENTRAINMENT OF 6% IS 10. OSB OF EQUAL OR GREATER THICKNESS MAY BE SUBSTITUTED FOR CDX SPECIFIED IN 1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE CONTRACT DRAWINGS. U-J Z N UNDISTURBED NATURAL GRADE UNLESS OTHERWISE NOTED. REQ'D. FOR 1#2" AGGREGATE AN AIR ENTRAINMENT OF 7% IS SHEARWALL SCHEDULE. 2. DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE � W REQ'D. SAFETY OF THE BUILDING. THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACING, 4. COMPACTION: MATERIAL FOR FILLING AND BACKFILLING FRAMING LUMBER AND GUYS IN ACCORDANCE WITH ALL NATIONAL, STATE, AND LOCAL SAFETY ORDINANCES. U Q SHALL CONSIST OF THE EXCAVATED MATERIAL AND/OR MIXES SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" 1. FRAMING LUMBER SHALL BE HEM-FIR NO. 2. GRADES ARE TYPICAL UNLESS OTHERWISE ANY DEVIATION MUST BE APPROVED IN WRITING PRIOR TO ERECTION. J Q IMPORTED BORROW AND SHALL BE FREE OF ORGANIC MATTER, OR LESS. NO MORE THAN A 1" PLUS TOLERANCE SHALL BE NOTED ON PLANS. LUMBER TO BE GRADE MARKED PER WCLIB SPECIFICATIONS. q TRASH, LUMBER, OR OTHER DEBRIS. ALL WALLS SHALL BE ALLOWED. 3. ALL ERECTION PROCEDURES SHALL CONFORM TO OSHA STANDARDS. ANY DEVIATION MUST Z CZ ADEQUATELY BRACED PRIOR TO BACKFILLING. FILL AND 2. STRUCTURAL SHEATHING SHALL BE APA RATED PLYWOOD, EXPOSURE 1 SHEATHING BE APPROVED BY OSHA PRIOR TO ERECTION. ILJ (Y) Z BACKFILL SHALL BE DEPOSITED IN LAYERS NOT TO EXCEED 8 A) WHERE SPECIAL INSPECTION IS NOT REQUIRED UNDER CONFORMING TO EITHER COMMERCIAL STANDARDS P51-83, APA PRP-108, OR VOLUNTARY LLJ Q INCHES THICK, PROPERLY MOISTENED TO APPROXIMATE SECTION 1704.4 OF THE I.B.C., CONCRETE SHALL HAVE A PRODUCT STANDARD PSE-92. PROVIDE A MINIMUM OF %" EDGE DISTANCE ON ALL NAILS 4. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION PROCEDURES. OPTIMUM REQUIREMENTS AND THOROUGHLY ROLLED OR MINIMUM CEMENT CONTENT OF 5 SACKS PER CUBIC YARD OF AND 16" EXPANSION JOINT BETWEEN ALL PANEL EDGES. MINIMUM SHEATHING REQUIREMENTS 0) COMPACTED WITH APPROVED EQUIPMENT IN SUCH A MANNER CONCRETE. ARE AS FOLLOWS: 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES - AND EXTENT AS TO PRODUCE A RELATIVE COMPACTION OF ROOF SHEATHING TO BE 1%2" INT-APA RATED PLYWOOD OR 34s" OSB WITH EXTERIOR AND SHALL CHECK ALL DIMENSIONS. ALL DISCREPANCIES SHALL BE CALLED TO THE 0Z m Z 90%OF MAXIMUM POSSIBLE DENSITY AS DETERMINED BY B) DESIGN MIX (OTHER THAN AS SPECIFIED IN THIS TABLE) GLUE, P.I. 24/0. NAIL WITH 8d NAILS AT 6" ON CENTER AT PANEL EDGES AND 12" ATTENTION OF THE ENGINEER AND BE RESOLVED PRIOR TO PROCEEDING WITH THE WORK. Q J ASTM D1557. HAND TAMPERS SHALL WEIGH AT LEAST 50 SHALL BE SUBMITTED TO THE BUILDING OFFICIAL TWO WEEKS ON CENTER AT INTERMEDIATE MEMBERS. LLJ OL POUNDS EACH AND SHALL HAVE A FACE AREA NOT IN PRIOR TO FIRST USE. 6. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE -1 - Q EXCESS OF 64 SQUARE INCHES. HAND TAMPERS MAY BE SUB FLOORING TO BE 34" TONGUE AND GROOVE C-D INT-APA RATED PLYWOOD OR CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS U OPERATED EITHER MANUALLY OR MECHANICALLY AND SHALL MANUFACTURED LUMBER SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED SUBJECT TO REVIEW BY THE BE USED WHERE LARGER POWER DRIVEN COMPACTION 1. LAMINATED VENEER LUMBER DESIGN IS BASED ON MICROLAM OSB WITH EXTERIOR GLUE, P.I. 48/24. GLUE AND NAIL WITH 10d NAILS AT 6" ON ENGINEER. EQUIPMENT CANNOT BE USED. FILL OVER 12" DEEP SHALL LVL PRODUCTS AS SUPPLIED BY TRUSS-JOIST MACMILLAN IN CENTER AT PANEL EDGES AND 12" ON CENTER AT INTERMEDIATE MEMBERS. COMPLY WITH A GEOTECHNICAL REPORT. SEE GEOTECHNICAL ACCORDANCE WITH ASTM D 5456. DESIGN PROPERTIES SHALL 7. ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL OCCUR IN ADDITION TO ANY REPORT FOR FURTHER DESIGN CRITERIA. BE: 3. NAILING SHALL CONFORM TO TABLE 2304.9.1 OF THE INTERNATIONAL BUILDING CODE OTHER SPECIFIC DETAIL CALLED OUT. Fb = 2600 PSI UNLESS NOTED OTHERWISE. USE COMMON NAILS THROUGHOUT UNLESS NOTED OTHERWISE. COVIV REINFORCING STEEL Fv = 285 PSI 8. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS GIVEN WA4 C 1. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615 E = 1.8x10^6 PSI 4. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS SPECIFICALLY DETAILED AS THE BEST PRESENT KNOWLEDGE, BUT WITHOUT GUARANTEE OF ACCURACY. WHERE v 1w O GRADE 60 (fy = 60 KSI) FOR BAR SIZES NO. 5 & LARGER, OR APPROVED IN WRITING BY THE STRUCTURAL ENGINEER. ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS, THEY SHALL BE REPORTED TO THE GRADE 40 (fy = 40 KSI) FOR NO. 3 AND NO. 4 BARS. 2, PARALLEL STRAND LUMBER DESIGN IS BASED ON PARALLAM ENGINEER SO THE PROPER REVISIONS MAY BE MADE. MODIFICATIONS TO CONSTRUCTION PSL PRODUCTS AS SUPPLIED BY TRUSS-JOIST MACMILLAN IN 5. PROVIDE PROPERLY SIZED WASHERS UNDER HEADS AND NUTS OF ALL BOLTS AND LAG DETAILS SHALL NOT BE MADE WITHOUT PRIOR WRITTEN APPROVAL BY THE ENGINEER. 3438 2. ALL REINFORCING STEEL SHALL BE LAPPED AS NOTED ON ACCORDANCE WITH ASTM D 5456. DESIGN PROPERTIES SHALL SCREWS BEARING ON WOOD, THE PLANS. WHERE LAP OR SPLICE LOCATIONS ARE NOT BE: u SPECIFICALLY INDICATED ON THE CONSTRUCTION DOCUMENTS, Fb = 2900 PSI 6. PROVIDE 3"x3"xO.229" WASHERS AT ALL ANCHOR BOLTS. LAPS AND/OR SPLICES SHALL BE 42 BAR DIA AND BE WELL Fv = 290 PSI OCI 7 1019 STAGGERED. E = 2.Ox10^6 PSI 7. BOLT HOLES SHALL BE NOMINAL DIAMETER OF BOLT PLUS Ks" UNLESS NOTED OTHERWISE. LAG BOLT PILOT HOLES SHALL BE PRE-DRILLED TO 60% OF THE NOMINAL DIAMETER OF THE 3. COMPLETE REINFORCING PLACEMENT DRAWINGS PREPARED 3. 1.5E LAMINATED STRAND LUMBER DESIGN IS BASED ON LAG BOLT UNLESS NOTED OTHERWISE. Drawn B VKY IN ACCORDANCE WITH ACI 315 SHALL BE REVIEWED BY THE TIMBERSTRAND LSL PRODUCTS AS SUPPLIED BY TRUSS-JOIST y' ENGINEER AND AVAILABLE ON THE JOB SITE PRIOR TO THE MACMILLAN IN ACCORDANCE WITH ASTM D 5456. DESIGN 8. ALL SILL PLATES SHALL BE BOLTED TO THE FOUNDATION WITH 96' MINIMUM DIAMETER Checked By:CHRIS PLACING OF CONCRETE. PROPERTIES SHALL BE: BOLTS SPACED AT A MAXIMUM OF 48" ON CENTER. BOLTS MUST BE EMBEDDED A MINIMUM Date: 10-4-19 Fb = 2250 PSI OF 7" INTO CONCRETE OR MASONRY. SEE PLANS AND DETAILS FOR SPECIFIC 4. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A82 AND Fv = 400 PSI A185 AND SHALL BE 6x6 W2.1/W2.1 UNLESS OTHERWISE E = 1.5x10A6 PSI REQUIREMENTS WHERE APPLICABLE. SDA JOB NO. NOTED. LAP REINFORCEMENT 6" MINIMUM. 9. RIM JOIST IS TO BE 1Y4" LSL MINIMUM. 88 2 2 4. PROPOSED SUBSTITUTIONS SHALL BE SUBMITTED ALONG WITH 5. ANCHOR BOLTS, DOWELS AND OTHER EMBEDDED ITEMS THE APPROPRIATE ICBO EVALUATION REPORTS TO THE ENGINEER 10. PROVIDE DOUBLE JOIST UNDER ALL PARALLEL PARTITION WALLS AND SOLID BLOCKING SHALL BE SECURELY TIED IN PLACE BEFORE CONCRETE IS FOR REVIEW PRIOR TO CONSTRUCTION. INSTALLATION OF UNDER PERPENDICULAR PARTITION WALLS. STRUCTURAL POURED. SLAB ON GRADE REINFORCEMENT SHALL BE SUBSTITUTIONS SHALL NOT PROCEED WITHOUT PRIOR WRITTEN NOTES PLACED AT MID-DEPTH OF SLAB AND SHALL BE HELD APPROVAL OF THE ENGINEER. 11. CONTACT THIS OFFICE PRIOR TO MAKING ANY CHANGES TO THESE DETAILS. SECURELY IN PLACE WITH MECHANICAL DEVICES DURING PLACING OF THE CONCRETE. 5- 1 .0 A F C F � 4 C N E 0 J N � DTT1Z NOT 1 00 2x LEDGER PER ISH OWN CLARITYFOR V Lo PLAN DEPTH TO G E MATCH JOISTS) PROVIDE 2" Lo SIDS SCREW MINIMUM EDGE Q �m WALL PER PLA CONNECTION PER DISTANCE AND p SILL PLATE AND ANCHOR PLAN (STAGGERED) ROW SPACING Q! �? � �^'• A . . .„',''y. BOLTS PER SHEARWALL (2) LAYERS OF 90# CEILING JOIST AND HANGER = ce ON:,•( ,;:. ..' :.: .. ; . . N T .r:•..i•.:.; SILL TO RIM — SCHEDULE. (USE 2x6 P T L FELT OR EQUIVALENT PER PLAN w/ DTTZ1 ® DIAPHRAGM EDGE NAILING IN a, :....,. ..:. PLATE W/ fib" 0 J—BOLTS SLAB PER PLAN ENDS (60" o/c MIN.) JOIST (10d ®6" o/c MIN) N y ",!.•..••..,. «. .. 48 O/C MIN.) - M . - -- Q 3 @6 --- - -- -- 16d NAIL EACH JOIST (USE N BACKFILL W/ POROUS-, SDSYa x4X" SCREW FOR 3x BOTTOM lo9 O N ®DOUBLE TOP PLATE W/ EDGE NAILING QG HOLDOWN PER SCHEDULE MATERIAL (TYP) ________________ PLATES) — O y (STAGGER) AND PLAN (HDQ8—SDS3 ®SHEARWALL EDGE NAILING AT ALL PANEL SHOWN) 6" t SHEARWALL EDGE NAILING ? m c 3 EDGES. BLOCKING AT ALL PANEL EDGES ®COORDINATE ALL STUD (WHERE APPLICABLE) W N WHERE APPLICABLE. AND PLATE SIZES w/ LTP4 FROM BOTTOM PLATE V v ©EDGE NAILING TO HOLDOWN POST FULL SHEARWALL SCHEDULE TO RIM JOIST PER SCHEDULE uj ( FROST DEPTH 8" WALL w 4 BARS ® 18" JOIST PER PLAN (I—JOIST SHOWN, s— HEIGHT) STAGGER INTO DOUBLE STUDS REQUIREMENTS (18"MIN) / # (AT SHEARWALL ONLY) y� z ®STUDS ® 16" ON CENTER QJ EDGE NAILING TO POSTS, o/c EACH WAY. (2) #4 BARS 30" MIN. SOLID SAWN SIMILAR) REBAR "t:,,r LPT4 FROM RIM JOIST TO ®PRESSURE TREATED SILL PLATE WITH TRIM STUDS, AND KING . ®TOP. HOOK VERTICAL BARS —== TOP PLATE PER SCHEDULE Yi RIM JOIST (MINIMUM) (n STUDS INTO FOOTING — ALTERNATE LENGTH Ire;: (2)16d NAILS EACH EDGE NAILING AND ANCHOR BOLTS PER ®BEARING STUD FOR HOOK DIRECTION. '; k; ' ONE #4 REBAR (AT SHEARWALL ONLY) JOIST TO TOP PLATE SHEARWALL In SCHEDULE. 4" 0 PERFORATED PLASTIC :t IN SHEAR CONE SHEARWALL EDGE NAILING z HEADER PIPE. CENTER IN ONE CUBIC ®TOP PLATE SPLICE NAILING TO BE (8) 16d FOOT OF FREE DRAINING FOUNDATION (12"MIN. REBAR (WHERE APPLICABLE) O SINKERS (MIN). LAP 48" MINIMUM. PER PLAN LENGTH) SHEARWALL PER PLAN CENTER SPLICE ON STUD. GRAVEL AND DRAIN TO 1/2" MIN. (WHERE SPECIFIED) o� APPROVED OUTFACE. FROM CONER STD. SHEARWALL ELEVATION W/O RIM nFNDN/SHEARWALL CONN r, THDINSTALLATION nTYPICAL LEDGER CONNECTION m o z DOUBLE STUD OR PER PLAN STRAP PER PLAN — N Lu m CENTER BETWEEN N LLJ z N FLOORS. Lu �0 CLEAR SPAN . J Q Q NO NAILS J REQUIRED z W m Z FLOOR FRAMING LLJ L/ O PER PLAN (D LUBLE STUD �_J PER PLAN Q Lu cz 5 FLOOR TO FLOOR STRAP v Q C'ov�N of w"ryi C 34 U y� �- roNAL OCT 10 209 Drawn By: VKY Checked By: CHR15 Date: 10-4-15 5DA JOB NO. 8822 STRUCTURAL DETAILS 5-2.0 498'9"/ /1 117'2"► 11 424'1"4 T 6"/ /22'0"/ 5'4"/ I Lr 1 D 1 Exit Exit LEGENDS Grow Room Grow Room Grow Room Grow Room EXit Grow Room #8 #6 #4 #2 Exit Sign with backup lights #10 (Flowering) (Vegetation) (Flowering) (Flowering) (Flowering)Recreational Recreational Recreational Recreational Recreational m m 36" 36" 36" I 36111 b� 60 Grow Room Grow Room Grow Room Grow Room #7 #5 #3 #1 (Flowering) (Vegetation) (Flowering) (Flowering) Recreational Recreational Recreational Recreational Grow Room #9i - (Flowering) Recreational �f � � 1 36" 36" 36" 36" 1st Floor ® Exit �Xit HAlly ay V // Exit Plan m` Bathroo (No Cann ti abis Area) Gh I I L/t�F- L— UIF^GI� Packaging Security/ Loading �� fpis h.�l, T Mr-t5,r WH Reception (Processing Waste p Area) Storage O O � Stock Room Dock Area, (N,Cannabrs (Restricted Area ,71 4real jNo Cannabis Storage Area) Exit Exit I Nn Cannabrs Shower Rm Area) � W ',,,jD Overhead Door Clear Green, LLC Plan Description DATE SCALE SHEET NO. 19319 63rd Ave NE, Arlington, WA 98223 1st Floor Exit Plan 10-28-2020 1/8"=1' 1013 -TIP 2AV ,:I'ef:1 BAN 0 4 2029 498'9"► /1 /17'2"/ /15'4" 424'1"/ T 6"/ 122'0"/ �, '� / I D 1 D Exit Exit LEGENDS Grow Room Grow Room Grow 6Room Grow Room Grow Room EXIt Exit Sign with backup lights #10 (Flowering) (Vegetation)(Flowering) (Fl i g) ( 9 ) (Flowering) (Flowering) Recreational Recreational Recreational Recreational Recreational m - m 36" 36" 36" EO M Grow Room Grow Room Grow Room Grow Room #7 #5 #3 #1 (Flowering) (Vegetation) (Flowering) (Flowering) Recreational Recreational Recreational Recreational GX EvQUlap Grow Room #9 (Flowering) Recreational �F'� Gxtf 36" 36"` 36" 36" 1st Floor Exit rt H I a j Exit (Processing Area)g Stock Room Dock Area Plan CBathroom (No Cannabis Area) Packaging Security/ Loading �N (,}�S kr-r-D. -I-., li r- - Storage wH O Reception (Ping A Waste � -abis a) (Restricted Area (No C_ws q— Storage Exit Shower Rm Exit (No Cannabis NO Area) �� W D Overhead Door Clear Green, LLC Plan Description DATE SCALE SHEET NO. _ _ REVISEDI _ 19319 63rd Ave NE, Arlington, WA 98223 1st Floor Exit Plan 10 za zozo vs _1 1 of 3 _ttp UW Recaivo.� 498,9"/ • �4 �••-•• See Detail 1 on Sheet 3. _T i o O i IF------------------ --------------------- 6" ------------Y— LEGENDS ,♦ i I i i Exit '; , � ♦ It 1 I ' ` i i ` ' 1 ♦ ', ' ♦ ii ` '' ,` ' � ♦♦ ' ' E X I t ;♦ �: �` �' it Exit Sign with backup lights % ♦ , ` , 1 ♦♦ ; ; ; /' 1 `♦ Grow Room �� ' %At 1 (Flowering) ; i i, ♦� i ♦ Medical 1 i `♦ �' �, i' ♦ 1 1 ' � I I, Room `♦ 1 Room It ' Room ♦% 1 1 '� 1 #B i #4 � i #2 ♦� (Below) �♦ j (Below) '; ) i (Below) ♦ I 1 Room I `♦ ' ` i (Below) ; , i % i `♦ i � : i 1 ♦` j �' ♦% i, `♦ i i ♦♦ I 1 i `♦ 1 ♦` �, i i ♦♦♦ �, 1 1 I ♦ i I ; , ♦ ; ————————————————,I �� ♦ It , I ZD it % i i \ I' 1 '1 ♦ ' ` ♦ i rn 1 ,� i, 1 ♦♦ �' `♦ ♦♦♦ Irl i I `♦% �; i `♦ j I ♦ ♦ i I 1 `♦ i 1 %, �' Grow Room �` i `` ♦ , 1 �it (Vegetation) ;♦ , it Medical , ; ; � 1 ♦♦ . ♦ 1 1 ` ' ` ' 1 i 1 i it it % `� i i ♦ I Room % i Room % i Room ♦ I j i 1 i #7 % i #3 % i #1 %% I �� (Below) % ,i (Below) ♦, ; ;i (Below) `;♦ % I i I i It 1 ' : 1---------------------- ---------------L----------------------- Hallway - 2 n d Floor i ; �+ R#9 ` 1 (Open to Below) GXIY ' (Below) Exit Plan 1 1 � , Loading Dock 1 ' Dry Room Open (Open to Below) (Processing Area) Space , , t t 1 i ` 1 f � w w w N Clear Green, LLC Plan Description DATE SCALE SHEET NO. REVISED 19319 63rd Ave NE, Arlington, WA 98223 2nd Floor Exit Plan 10-28-2020 1/8"=1' 2 of 3 Received IAN 04 2020 �ti��o 4 4' 0"/ 10 See Detail 2 3 2"x12"Treated Rim Joist See Detail 4"x4"Treated Post (4 Locations) _ JS _ 36"Wide Wood Stair � --------------- Existing Exterior Siding New Interior 4"Wall st 2"x12"Tret.at Floor Jost (4 Location2" oc) Detail 1 - Plan View - Egress Stair 1 1 1 1 j Existing Exterior Siding `o_ 1 m ° Railing spacing less w than 4" oc. Bottom rail and the decking 3'-0"xT-0"Egress Door T.O.Railing Post at42"off the decking spacetobe less than4"( - 2nd Floor 42"High Railing Post Decking attached to rim joist with(2)deck ties Decking Wood Fkxxing (Simpson DPT7Z)typ. 42"High Railing Post .. ................................. attached to rim joist :.. with(2)deck ties 2"x12"Joist (Simpson DPT7Z)typ _ 1 2"x12"Rim Joist 1 attached to Joist 1 �M with Angle 1 Joist Hanger at each joist Post Cap d (Simpson ML28Z) 1 (Simpson LUS210) � (Simpsan EPC4Z) jt 1 at 4"x 4"post& 4"x4"Beam 1 r warn(tYP) c m 1 m O Stringer Connector Mr(rA;, Screueo( t feff, cr'T.) yrI 61ac t. w 1 5 New Interior Wall �Hurrlcan Tie(Simpson HS24) (Simpson LSCZ) I u 4"x4"Post (See Interior Plans for details) at each joist to 4" x4"beam(typ.) I 1 Z"x12"Stair Steps w/Staircase Ilrr 1 Angles(Simpson TA9Z-R) r 1 at each end y 1 Post Base ( ) Post Base (Simpson EPB44) 1 (Simpson EP844) l:•1 2x Stair Stringer :;••j Exis"Exterior Siding ;`•_ Concrete Infill 18"Deep Concrete Infill 18"Deep at each Post Footing at each Post Footing Detail 2 - Section - Egress Stair Detail 3 - Elevation Section - Egress Stair Clear Green, LLC Plan Description DATE SCALE SHEET NO. 19319 63rd Ave NE, Arlington, WA 98223 Egress Stair Details 10-28-2020 1/$" _1 a of s RESEDUI Received JAN 0 4 2020 tD3411 CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 1NSPECI IONS:360-403-3417-Permit Center:360-403-3551 BUILDING PERMIT Permit#:3416 19319 63RD AV E NE PERMIT EXPIRES 180 DAYS AFTER DATE OF ISSUANCE. Parcel#:31051500401202 Valuation: 100000.00 CONTRACTOR OWNER APPLICANT CONTRA I GONG INVESTMENTS LLC Clear Green LLC Chamber's Hardwood Floors 2617 98TH PLACE SE 19319 63rd Ave 3385 S 290th St EVERETT,WA 98208 Arlington,WA 98223 Federal Way,WA 98001 LIC:CHAMBHF815KB EXP:O5/02/2021 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Tenant Improvement CODE YEAR: 2015 STORIES: 2 CONST TYPE: DWELLING UNITS: OCC GROUP: BUILDINGS: 1 OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not he construed to be a permit for,or approval of,any violation of this Codc or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Govemor of this State.To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation, guidance advice or decision of the Govemor.The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order,state or federal law,or any order,proclamation,guidance or decision of the GOVemoL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY,NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. TBCI l0/IRCl10. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. Anv� C a '2 U ign turn rint Name Date Released By Ecate CONDITIONS ADHERE TO APPROVED PLANS.SEE RED-LINED DRAWINGS FOR ADDITIONAL REQUIREMENTS APPROVED JOB COPY SHALL BE ONSITE FOR CONSTRUCTION AND INSPECTIONS.CALL FOR INSPECTIONS. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS, MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Fee Amount Date Description $1,497.74 03/25/2021 Building Permit Fee $25.00 03/25/2021 ProcessinglTechnology Fee $25.00 03/25/2021 State Surcharge-Commercial $973.53 03/25/2021 Building Plan Review Fee $500.00 03/25/2021 Non-permitted Work Total Due: $3,021.27 Total Payment: $0.00 Balance Due: $3,021.27 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT Permit#: 3416 19319 63RD AVE NE PERMIT EXPIRES 180 DAYS AFTER DATE OF ISSUANCE. Parcel#: 31051500401202 Valuation: 100000.00 OWNER APPLICANT CONTRACTOR GONG INVESTMENTS LLC Clear Green LLC Chamber's Hardwood Floors 2617 98TH PLACE SE 19319 63rd Ave 3385 S 290th St EVERETT,WA 98208 Arlington,WA 98223 Federal Way,WA 98001 LIC:CHAMBHF815KB EXP:05/02/2021 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Tenant Improvement CODE YEAR: 2015 STORIES: 2 CONST.TYPE: DWELLING UNITS: OCC GROUP: BUILDINGS: 1 OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State.To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation, guidance advice or decision of the Governor.The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order,state or federal law,or any order,proclamation,guidance or decision of the Governor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY,NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC 110/IRCI10. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. Signature Print Name Date Released By ate CONDITIONS ADHERE TO APPROVED PLANS. SEE RED-LINED DRAWINGS FOR ADDITIONAL REQUIREMENTS.APPROVED JOB COPY SHALL BE ONSITE FOR CONSTRUCTION AND INSPECTIONS.CALL FOR INSPECTIONS. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS, SIDEWALKS,DRIVEWAYS, MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMT FEES Date Description Fee Amount 03/25/2021 Building Permit Fee $1,497.74 03/25/2021 Processing/Technology Fee $25.00 03/25/2021 State Surcharge-Commercial $25.00 03/25/2021 Building Plan Review Fee $973.53 03/25/2021 Non-permitted Work $500.00 Total Due: $3,021.27 Total Payment: $0.00 Balance Due: $3,021.27 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon Revisions. Date 17'-6" 22'-0" 17'-2" 15'-4" 24'-1 Wdlls Stack Ou2r room 4&6 wails 6elvv+ 1w`( II II I FM N an711 O II II I C, I ro a II II Room 7 Room 3 Room 9 SAW CUT :W'W X3L'LXIS" 5i Room 3 I) I TNK FT 6 W I(2)-1F4 . Room 9 Room 7 Room 11 Below CARS AT EA. FACE Below Below EMBED 4" INTO EX-Sr ISL RB.[TYP®36) lJf� I I II I II — 11 I r J L 30 36 2 J L 24 L 24 24- LYT 24 241—J�- 24 36 K CFT6 N/C2)--Y"AM r — WSLF6 ClYI30)EXST. — JI I I 24 24 J L 24 24 �I THK EXST. p SLAG DNGCADE III CFIELD VERIFY an II I i II Room 4 Room 2 Room 1 III Room 8 Room 6 Room 2 I Room 1 II Room 8 Room 6 Room 10 Below I Below SAN CUT 2¢W Below Y24'LX &4 Below I AT FT6 WI@)-M3 BARS EIS2.0 N II I I AT EALN FACE EMBED)4" INTO Di W EXST. SLAE C TYP Q24 U II _ r IL 24 2424 24 O 24L a ---J 0 IT z SEE PT FLOOE FRAIAIIVG PLAN FOR 98'-9" N0 OCATIDN 6 TYPE scale, 1/8" = 1-° FOUNDATION PLAN �rr�d C �oor� po�arr� OCT- F w��c CAA Project Information �l t� I--- ►' Floor Areas of J Applicant: Proposed Project Location: Lwow -re,i it Etetz $ Clear �' b �-►�ilLlDl�l4 Grow Rooms 19319 63rd Ave NE, Arlington, WO, 98223 19319 Green, Ave NE, Arlington, W , 9822 a Project Contact: Andy Chan rxlfLaKltI4 F.t,bmiwlwo 1. 1873s.f. Peter Chopelas P.E. (206) 391-5651 2. 601s.f. 302 N. Olympic Ave #208 d 3. 601s.f. Arlington, Wa, 98223 andychan78@yahoo.com _ f — f 4. 658s.f. lj ©��'D 5. 658S.f. (360) 653-4615 Existing building: 9752 s.f. 6. 861S.f. chopelasondassociates®gm oil.corn W 7. 861 s.f. _ Existing Main Floor " 4�yG�V�NC 8. 908s.f. og 9. 793s.f. a u Scale: 1/16" = 1'-0" 10. 748s.f. 11. 658s.f. Total: 9220s.f. Dote 0 7 2019 Scale e Received a Dawn SEP 01020 sheet LJ Existing 2nd Floor tD*V Eliminate existing Add 3'-0"x 6'-8" Existing egress door Eliminate existing Revisions Date door.egress fire a to remain. tz'—o' --'head door. overhead door. 12'-0" 9 I — , i I L TNDB 1 1 W II I 3/5 2.D _ f o I II II I RB1'4>S DFL N II II I , LNP.@Rb1N Im mi �• . a ¢1 II II , I � 3� II Room 9 Room 7 res Room 5 _ Room 3 A4 ti g 10' Ceiling height these rooms. � gg 10'y Ceiling heightllthese roo, s. Room 11 Room 3 I 9'€ Below B I Room 7 � Room 9 I Below Below I II Eliminate existing l I 1 1 I 8' Ceiling hei ht these cams overhead door. (Both floors) —I 2 _ $TNDID LSTHOR LSTHD!I o LSTHDe ne4:2n2 Daze 11"0% Ir I CV4 I I .1 1 M81;l/4x11'/ti LYL 2.DE N65: x12 DF2t24 LSTHDB eg•a� E7Yf.*MBs) All new doors to be _ 3'-0"x6'-8" II I RMUE 2+& 2x12 ItDGEA: II II MB3)2 m me 12"o/c STUD a EA-IM'T SEUIRED TD EA. R61:2x110F2 _ I ��1 ME') - STUD m"e�•MTNJ t (Tyr.) ¢14"D/a Room 1 III I Room 6 Room 4 Room 2 Room 1 Room 8 4/S2.D Room I II Room 6 Room 10 Below I Below I D 8 Ro' 2 Below Below I N� it I 13"NIN.6aP BIW V - IIII STUDS f CLADDVRfi 1 1 O. 121 2192.0 LSTHDB 1 STHDID LSTHDfl I LSTN L9THDB I 5THD10 a Remove this door, �1 1_g�pg I _ leave opening, for r l continuation of I� 1-hr egress corridor . r EXST _ tG ---+ .FLDDR SD1ST5 No Ceiling Joists over fire egress _-_t [gT DTH E9573 corridor except to Rooms 10 &11. SSS 0 Existing 2nd Floor la _ w Existing overhead door 12'-0" to remain. fL lrl/52.0 11 Eliminate existing � OO q R 0 � 1 r IF NOMO 91 D overhead door. U�J U �J FOlt:..l[@ Scale: 1/8" = 1.-0" Structural Notes D. Foundation Data A. General 1. Existing slabs are acceptable footings for cJ floor ceiling. 1. These notes are supplementary and do not interior walls and columns. d 3 Heat-saving 2nd between supercede any other specifications in Extends approx floor ram. roof supports. Supports the drawings. E. Timber Framing Notes 6 intrude in 3 places over 82'-5" 2, Zoning: industrial length of rooms 10 &11. —1 1. Hem—Fir No. 2 or Doug—Fir No.2 for joists 3. Building group: F d E Welded steel roof supports 4. Sprinkler system required. rafters, and framing to Oil width. with steel pur 5. Type of construction: V (non—rated). 2. Hem—Fir or Doug—Fir, Utility or No.3 or 9 better for plates and blocking. 16 6. Grow rooms Ag occupancy 300 SF/occupant, a oists and rafters to have 2" thick solid class C ceiling and wall finish. 3. J m blocking at bearing supports. o B. odes and Standards 4. Provide washers for all bolts bearing on wood. �QSw Vwc 2 0 2015 International Building Code (IBC) ASCE 7 5. All nails are common wire nails. Nailing not o o a otherwise noted should be per IBC Table 2304.9.1. a � 2o15 International Mechanical Code F. Miscellaneous Washington State Energy Code. 1. Contractor to verity all dimensions in the field. pate C. esign Loads 2. Provide temp. bracing as required until all OCT 0 7 2019 ^ permanent connections are installed. Scale o l:N(Vl u� ��0�� V� Seismic Site Class: D, Sdsosure l:l a v Wind Speed: la mph, Exposure "B" 3. Pre—fabricated trusses, hold downs, hangers, Drawn Scale: 1/8" = 1'-0" and other items to be installed per the Sheet Floor Load (slab on grade): 125PSF manufacturer's recommendations. . Ceiling area loads: 25PSF Soil bearing capacity: 2,000PSF CONCRETE SHEARWALL SCHEDULE (CDX) HOLDOWN SCHEDULE BUILDING CODE 1. ALL CONCRETE UNLESS OTHERWISE NOTED SHALL BE *FOR HOLDOWNS INSTALLED IN NEW FOUNDATIONS 2015 INTERNATIONAL BUILDING CODE REGULAR WEIGHT HARD ROCK TYPE (150 PCF) AGGREGATES SILL PLATE & BOTTOM/TOP PLATE SHALL CONFORM TO ASTM C33 WITH PROVEN SHRINKAGE MARK SHEATHING EDGE NAILING FIELD NAILING CONN. 0 FND CONN. :(2:4) U BOLTS OR EMBEDMENT/ MINIMUM FLOOR LOAD CHARACTERISTICS OF LESS THAN 0.05%. 0 A.B. ® 48" LTP4 ®20" O/C MODEL ANCHOR BOLTLS/SCREWS STRAP LENGTH EDGE DIST. I° d° f DEAD LOAD : 30 psf 1 %" CDX ONE Bd 0 6" O/C 8d ®12" O/C O/C W/ 2x SILL W/ 2x BOTTOM c t N 8 LIVE LOAD: 250 psf 2. CONCRETE COMPRESSIVE STRENGTHS AT 28 DAYS (f'c) FACE PLATE PATE LSHD8RJ N/A 10d COMMON 8" EMBED 1J�i" NA NA SHALL BE: �¢" 0 A.B. ® 36' LTP4 ® 14" 0/C ROOF LOAD CONTINUOUS FOOTINGS: 2500 PSI 2 CDX ONE 8d ® 4" O/C 8d ® 12" O/C O/C W/ 2x SILL W/ 2x BOTTOM STHD10/RJ N/A t6d COMMON 10" EMBED 11¢" NA NA DEAD LOAD: 15 psf * ALL CONCRETE EXPOSED TO WEAHER MUST HAVE AN f'c FACE PLATE PLATE CS14 N/A (30) 10d COMMON 34" + CLEAR CENTER ON LIVE LOAD: 20 psf IN SINGLE STUD SPAN RIM JOIST NA NA l() SNOW EXPOSURE FACTOR (Ce): 1.1 >= 3000 PSI. 4-1 SNOW LOAD IMPORTANCE FACTOR (Is): 1.0 3. ALL CONCRETE WITH A DESIGNATED COMPRESSIVE STRENGTH SHEARWALL NOTES HOEDOWN NOTES o THERMAL FACTOR (Ct): 1.1 EXCEEDING 2500 PSI SHALL REQUIRE SPECIAL INSPECTION BY 1. ALL STUDS, BLOCKING, TOP AND BOTTOM PLATES SHALL BE HEM-FIR NO. 2 UNLESS 1. ALL-THREAD BOLTS SHALL CONFORM TO ASTM A307. V nj AN INSPECTOR APPROVED BY THE BUILDING DEPARTMENT AND NOTED OTHERWISE ON PLANS. ALL SHEATHING EDGES MUST BE BACKED WITH 2x OR WIDER WIND DESIGN DATA THE ENGINEER. EXCEPTION: WHERE 3000 PSI CONCRETE IS FRAMING (SEE NOTE #3). 2. MINIMUM CONCRETE COMPRESSIVE STRENGTH f'c = 2500 PSI N 1. BASIC WIND SPEED: 110 MPH USED FOR WEATHERING PURPOSES, NO INPSECTION IS REQUIRED. 2 SHEATHING MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY. ALL SHEARWALL 2. WIND IMPORTANCE FACTOR (Iw): 1.0 BUILDING CATEGORY: II 4. CEMENT SHALL CONFORM TO ASTM C150, TYPE I, CSA SHEATHING MUST EXTEND TO THE OUTISDE EDGE OF ALL HOEDOWN POSTS AND CORNERS, REQUIRE A 4LL �6 D F#WNS YUIMINIMRE AUM)POST SIZE,2x POST UU.N.O.NLESS NWHERE HOEDOWNS ARE INSTALOTED OTHERWISE. HDU11 DLd INTO Q <m U 3. WIND EXPOSURE: B NORMAL. AND TO THE INSIDE EDGE OF FRAMING AROUND OPENINGS. THE WIDE FACE OF THE STUD, THE STUDS MUST BE STITCH NAILED TOGETHER W/ t6d Q x 4. Kzt = 1.00 ALL KOQ � �WNIL � CO 5. INTERNAL PRESSURE COEFFICIENT: NA 5. PLACEMENT OF CONCRETE SHALL BE IN CONFORMANCE WITH RECEIVING EDGEANAIN NAILING FROM ABUTTING WALLPANELS SHALL NOT 3 AND GREATER, LESS HANINA SINGLE MEMBERS SINKERS STAGGERED ® 4 0 C. 6. APPLICABLE WIND PRESSURE FOR ACI 301. 3-INCH NOMINAL MEMBER. ADDITIONALLY, WHERE SHEARWALLS ARE SHEATHED ON BOTH 4. MINIMUM EDGE DISTANCE IS FOR FORMED CONCRETE EXPOSED TO WEATHER OR SOIL. FOR N M m > COMPONENTS AND CLADDING: NA MUSTCONCRETE CAST AGAINST SOIL PROVIDE 3" CLEAR TO ANCHOR BOLT. N V Q N m 6. PLACEMENT OF CONCRETE SHALL BE IN CONFORMANCE WITH SINGLE 3L NCHUNOMINAL MEMBER OR IPA EL DJOIN S NAILING TFBEE STAGGERED. EACH OF C9 N SESIMIC DESIGN DATA ACI 301. THESE CASES 3x STUDS ARE REQUIRED UNLESS SPECIFICALLY NOTED OTHERWISE ON THE 5. NAILS/SCREWS TO HOLDOWN POST SHALL BE PER MANUFACTURER'S SPECIFICATIONS. 00 + 0 3 1. SEISMIC IMPORTANCE FACTOR: 1.0 7. CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR PLANS BY THE ENGINEER. FOR SHEARWALLS #3 AND #4, A 2x SILL PLATE MAY BE USED IF C6 m m 3 SEISMIC USE GROUP: I THE S6. ALL HOLDOWN BOLTS MUST BE RE-TIGHTENED JUST PRIOR TO ENCLOSING 2ND SIDE OF L 2. SPECTRAL RESPONSE ACCELERATION (Ss): 106.5% G A MINIMUM OF FIVE METHODS WILL BE PPRODAYS VED IF SATISFACTORY NPERFORMANCE USED ANDARE EVENLYNUMBER (SEE B 003 BCQS SECTION2305.3.10).RWALL SCHEDULE ARE WALL. 43 I j N 3. SITE CLASS: D (ASSUMED) CAN BE ASSURED. 4. SPECTRAL RESPONSE COEFFICIENTS (SDS): 76.3% G 4. SHEARWALL NAILING CRITERIA IS BASED ON TABLE 2306.4.1 OF THE INTERNATIONAL 5. SEISMIC DESIGN CATEGORY: D 8. KEYED CONSTRUCTION JOINTS SHALL BE USED IN ALL CASES. BUILDING CODE (FOR CDX) OR REPORT NER-124 (FOR OSB). VALUES ARE BASED ON L Z ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED HEM-FIR NO. 2 FRAMING 6. BASIC SEISMIC RESISTING SYSTEM: SHEARWALLS WITH COMMON NAILS. FOR DOUBLE SIDED SHEARWALLS, 0 7. DESIGN BASE SHEAR: SEE CALCULATIONS AND ALL LAITANCE SHALL BE REMOVED. ALL VERTICAL JOINTS LENGTH OF HE SHEATHING ON EACH FACE (J) _ 8. SEISMIC RESPONSE COEFFICIENT (Cs): 0.117 SHALL BE THOROUGHLY WETTED AND SLUSHED WITH A COAT OF 5. HOLDOWNS AND OTHER CONNECTIONS MAY BE REQUIRED AT THE ENDS OF MANY SHEARWALL MUST EXTEND CONTINUOUS D RESPONSE MODIFICATION FACTOR (R): 6.5 NEAT CEMENT IMMEDIATELY BEFORE PLACING NEW CONCRETE. SHEARWALLS. SIZES AND LOCATIONS OF THESE CONNECTORS ARE INDICATED ON THE HOLDOWN POST. SEE BETWEEN HOLDOWN-POSTS AS 10. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE PLANS. REFER TO THE APPROPRIATE DETAILS AND/OR HOLDOWN SCHEDULE FOR HOLDOWN SCHEDULE OR SHOWN. z PROCEDURE 9. MINIMUM CONCRETE COVERAGE OF REINFORCING STEEL FOR ADDITIONAL INFORMATION REGARDING ANCHOR BOLTS, EMBEDMENT LENGTH, ETC. WHERE (2) PLAN FOR MINIMUM O N FOUNDATIONS FORMED WORK SHALL BE AS FOLLOWS: 2z s ARE USED AS A HOLDOWN POST, SHEARWALL EDGE NAILING MUST BE STAGGERED INTO REQUIREMENTS 1. HE FOUNDATION DESIGN IS BASED ON HE EXPOSED TO EARTH OR WEATHER (#5 OR SMALLER): 1�/i" EACH MEMBER OF THE POST. OPENING PER PLA '7 RECOMMENDATION IN THE INTERNATIONAL BUILDING CODE m TABLE 1804.2. FOUNDATION WORK SHALL BE PERFORMED IN -NOTE: CONCRETE CAST AGAINST GROUND SHALL HAVE 3" 6. ANCHOR BOLTS MUST BE EMBEDDED A MINIMUM OF 7" INTO CONCRETE OR GROUTED CMU, STHDI4RJ ACCORDANCE WITH CHAPTER 18 OF THIS CODE. MINIMUM COVERAGE AND SHALL BE PLACED TO PROVIDE A MINIMUM OF 2" COVER. PROVIDE 3" COVER FOR LOCATION OF CONCRETE CAST AGAINST SOIL. HOLDOWN TO BE TYPE OF HOLDOWN TO BE o F 2. THE FOUNDATION DESIGN IS BASED ON THE FOLLOWING 10. CONCRETE MIXES SHALL BE PROVIDED IN ACCORDANCE WITH INSTALLED INSTALLED VALUES: ACI 318 (WHEN STRENGTH DATA FROM TRIAL BATCHES OR FIELD 7 ALL MACHINE BOLTS SHALL BE ASTM A307 OR BETTER. HILTI KWIK BOLTS/SIMPSON ALLOW. SOIL BEARING 1500 PS EXPERIENCE ARE NOT AVAILABLE). TITEN HD BOLTS OF THE SAME DIAMETER AS SHOWN IN THE SHEARWALL SCHEDULE MAY BE SHEARWALL DESIGNATION - SEE SOIL FRICTION .25 SUBSTITUTED FOR ANCHOR BOLTS INTO EXISTING CONCRETE. BOLTS SHALL BE EMBEDDED A SHEARWALL SCHEDULE FOR FRAMING, z EQUIV. FLUID PRESSURES CEMENT CONTENT SACKS PER MINIMUM OF 5" INTO EXISTING CONCRETE. . REQUIRNAIUNGEMENTS AND ANCHORAGE ^ ACTIVE PRESSURE* 35 PCF LBS/CUBIC YARD CUBIC YARD REQUIREMENTS EATED WOOD (EXCEPT FOR PASSIVE PRESSURE 150 PCF F'c (PSI) (MINIMUM) (MINIMUM) 8, ALL NAILS AND CONNECTORS IN CONTACT WITH PRESSURE TR (*WALLS RESTRAINED AGAINST ROTATION SHALL BE 2500(no special inspection) 470 5 BORITE TREATED WOOD) MUST BE HOT DIPPED GALVANIZED OR STAINLESS STEEL TO RESIST LATERAL MARKING LEGEND - (*WALLS FOR AN EQUIV. SEE NOTE A CORROSION. FLUID PRESSURE OF 55 PCF). 3000 5" 5? N ILJ N 9. WHERE 10d NAILS ARE SPACED AT 3" ON CENTER OR LESS, NAILS MUST BE STAGGERED. GENERAL 3. ALL FOOTINGS SHALL BE FOUNDED AT LEAST 18" BELOW AIR ENTRAINMENT IS REQUIRED FOR ALL CONCRETE EXPOSED TO 1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE CONTRACT DRAWINGS. LLJ Z (V THE UNDISTURBED GROUND SURFACE OR TO FROST DEPTH. WEATHER. FOR 3#4" AGGREGATE AN ENTRAINMENT OF 6% IS 10. OSB OF EQUAL OR GREATER THICKNESS MAY BE SUBSTITUTED FOR CDX SPECIFIED IN j ALL FOOTINGS SHALL BE FOUNDED ON COMPACTED FILL OR REO'D. FOR 1#2" AGGREGATE AN AIR ENTRAINMENT OF 7%IS SHEARWALL SCHEDULE. 2. DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE UNDISTURBED NATURAL GRADE UNLESS OTHERWISE NOTED. SAFETY OF THE BUILDING. HE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACING, Q REQ'D. FRAMING LUMBER AND GUYS IN ACCORDANCE WITH ALL NATIONAL, STATE, AND LOCAL SAFETY ORDINANCES. 4, COMPACTION: MATERIAL FOR FILLING AND BACKFILLING 1. FRAMING LUMBER SHALL BE HEM-FIR NO. 2. GRADES ARE TYPICAL UNLESS OTHERWISE ANY DEVIATION MUST BE APPROVED IN WRITING PRIOR TO ERECTION. -I q SHALL CONSIST OF THE EXCAVATED MATERIAL AND/OR MIXES SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" 3. ALL ERECTION PROCEDURES SHALL CONFORM TO OSHA STANDARDS. ANY DEVIATION MUST IMPORTED BORROW AND SHALL BE FREE OF ORGANIC MATTER, OR LESS. NO MORE THAN A 1" PLUS TOLERANCE SHALL BE NOTED ON PLANS. LUMBER TO BE GRADE MARKED PER WCLIB SPECIFICATIONS. TRASH, LUMBER, OR OTHER DEBRIS. ALL WALLS SHALL BE ALLOWED. 2. STRUCTURAL SHEATHING SHALL BE APA RATED PLYWOOD, EXPOSURE 1 SHEATHING BE APPROVED BY OSHA PRIOR TO ERECTION. � � O ADEQUATELY BRACED PRIOR TO BACKFILLING. FILL AND N 1704.4 OF THE I.B.C., CONCRETE SHALL HAVE A PRODUCT STANDARD PSE-92. PROVIDE A MINIMUM OF %7 EDGE DISTANCE ON ALL NAILS 4. HE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION PROCEDURES. BACKFILL SHALL BE DEPOSITED IN LAYERS NOT TO EXCEED 8 A) WHERE SPECIAL INSPECTION IS NOT REQUIRED UNDER CONFORMING TO ETHER COMMERCIAL STANDARDS P51-83, APA PRP-108, OR VOLUNTARY - INCHES THICK, PROPERLY MOISTENED TO APPROXIMATE SECTION AND N' EXPANSION JOINT BETWEEN ALL PANEL EDGES. MINIMUM SHEARING REQUIREMENTS 5 THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES p[ m Z OPTIMUM REQUIREMENTS AND THOROUGHLY ROLLED OR MINIMUM CEMENT CONTENT OF 5 SACKS PER CUBIC YARD OF ARE AS FOLLOWS: AND SHALL CHECK ALL DIMENSIONS. ALL DISCREPANCIES SHALL BE CALLED TO THE COMPACTED WITH APPROVED EQUIPMENT IN SUCH A MANNER CONCRETE. ROOF SHEATHING TO BE 1%2" INT-APA RATED PLYWOOD OR 746" OSB NH EXTERIOR ATTENTION OF THE ENGINEER AND BE RESOLVED PRIOR TO PROCEEDING WITH THE WORK. W J AND EXTENT AS TO PRODUCE A RELATIVE COMPACTION OFNAIL - Q 90% OF MAXIMUM POSSIBLE DENSITY AS DETERMINED BY 8) DESIGN MIX (OTHER TO THAN S SPECIFIED IN THIS TABLE) GLUON E, P.I. AT0INTERMED ATE MEMBERS.AT 6" ON CENTER AT PANEL EDGES AND 12" 6. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE ASTM D1557. HAND TAMPERS SHALL WEIGH AT LEAST 50 SHALL PRIOR TO FIRST USE. CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS POUNDS EACH AND SHALL HAVE A FACE AREA NOT IN SUB FLOORING TO BE 3a" TONGUE AND GROOVE C-D INT-APA RATED PLYWOOD OR SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED SUBJECT TO REVIEW BY THE EXCESS OF 64 SQUARE INCHES. HAND TAMPERS MAY BE OSB WITH EXTERIOR GLUE, P.I. 48/24. GLUE AND NAIL WITH 10d NAILS AT 6" ON ENGINEER. OPERATED ETHER MANUALLY OR MECHANICALLY AND SHALL MANUFACTURED LUMBER CENTER AT PANEL EDGES AND 12" ON CENTER AT INTERMEDIATE MEMBERS. BE USED WHERE LARGER POWER DRIVEN COMPACTION 1. LAMINATED VENEER LUMBER DESIGN IS BASED ON MICROLAM 7. ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL OCCUR IN ADDITION TO ANY EQUIPMENT CANNOT BE USED. FILL OVER 12" DEEP SHALL LVL PRODUCTS AS SUPPLIED BY TRUSS-JOIST MACMILLAN IN COVwC COMPLY WITH A GEOTECHNICAL REPORT. SEE GEOTECHNICAL ACCORDANCE WITH ASTM D 5456. DESIGN PROPERTIES SHALL 3. NAILING SHALL CONFORM TO TABLE 2304.9.1 OF THE INTERNATIONAL BUILDING CODE OTHER SPECIFIC DETAIL CALLED OUT. REPORT FOR FURTHER DESIGN CRITERIA. BE: UNLESS NOTED OTHERWISE. USE COMMON NAILS THROUGHOUT UNLESS NOTED OTHERWISE. Fb = 2600 PSI 8. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS GIVEN °f O REINFORCING STEEL Fv = 285 PSI 4. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS SPECIFICALLY DETAILED AS THE BEST PRESENT KNOWLEDGE, BUT WITHOUT GUARANTEE OF ACCURACY. WHERE U 1. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615 E = 1.8x10�6 PSI OR APPROVED IN WRITING BY THE STRUCTURAL ENGINEER. ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS, THEY SHALL BE REPORTED TO THE 34383 GRADE 60 (fy = 60 KSI) FOR BAR SIZES NO. 5 & LARGER, ENGINEER SO HE PROPER REVISIONS MAY BE MADE. MODIFICATIONS TO CONSTRUCTION GRADE 40 (fy = 40 KSI) FOR NO. 3 AND NO. 4 BARS. 2, PARALLEL STRAND LUMBER DESIGN IS BASED ON PARALLAM 5. PROVIDE PROPERLY SIZED WASHERS UNDER HEADS AND NUTS OF ALL BOLTS AND LAG DETAILS SHALL NOT BE MADE WITHOUT PRIOR WRITTEN APPROVAL BY HE ENGINEER. PSL PRODUCTS AS SUPPLIED BY TRUSS-JOIST MACMILLAN IN SCREWS BEARING ON WOOD. 2. ALL REINFORCING STEEL SHALL BE LAPPED AS NOTED ON ACCORDANCE WITH ASTM D 5456. DESIGN PROPERTIES SHALL QC 1)7 2M THE PLANS. WHERE LAP OR SPLICE LOCATIONS ARE NOT BE: 6. PROVIDE 3"x3"xO.229" WASHERS AT ALL ANCHOR BOLTS. SPECIFICALLY INDICATED ON THE CONSTRUCTION DOCUMENTS, Fb = 2900 PSI LAPS AND/OR SPLICES SHALL BE 42 BAR DIA AND BE WELL Fv = 290 PSI 7. BOLT HOLES SHALL BE NOMINAL DIAMETER OF BOLT PLUS X6" UNLESS NOTED OTHERWISE. STAGGERED. E = 2.Ox10"6 PSI LAG BOLT PILOT HOLES SHALL BE PRE-DRILLED TO 60% OF THE NOMINAL DIAMETER OF THE Drawn By: VKY 3. COMPLETE REINFORCING PLACEMENT DRAWINGS PREPARED 3, 1,5E LAMINATED STRAND LUMBER DESIGN IS BASED ON LAG BOLT UNLESS NOTED OTHERWISE. Checked By:CIIRIS IN ACCORDANCE WITH ACI 315 SHALL BE REVIEWED BY THE 71MBERSTRAND LSL PRODUCTS AS SUPPLIED BY TRUSSGJOIST TO THE Date: I 0-4-)9 ENGINEER AND AVAILABLE ON THE JOB SITE PRIOR TO THE MACMILLAN IN ACCORDANCE WITH ASTM D 5456. DESIGN g0 TS SPACED ALL SILL AATSASMAXMUM OF 8D ON ENT RUN BOUTS UST BE EMBEDDED AMMINMUM PLACING OF CONCRETE. PROPERTIES SHALL BE: OF 7" INTO CONCRETE OR MASONRY. SEE PLANS AND DETAILS FOR SPECIFIC SDA JOB NO. Fb = 2250 PSI 88 2 2 4. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A82 AND Fv = 400 PSI REQUIREMENTS WHERE APPLICABLE. A185 AND SHALL BE 6x6 W2.1/W2.1 UNLESS OTHERWISE E = 1.5x10"6 PSI 9. RIM JOIST IS TO BE 1Ya" LSL MINIMUM. NOTED. LAP REINFORCEMENT 6" MINIMUM. STRUCTURAL 4. PROPOSED SUBSTITUTIONS SHALL BE SUBMITTED ALONG WITH 5. ANCHOR BOLTS, DOWELS AND OTHER EMBEDDED ITEMS THE APPROPRIATE ICBO EVALUATION REPORTS TO THE ENGINEER 10. PROVIDE DOUBLE JOIST UNDER ALL PARALLEL PARTITION WALLS AND SOLID BLOCKING NOTES SHALL BE SECURELY TIED IN PLACE BEFORE CONCRETE IS FOR REVIEW PRIOR TO CONSTRUCTION. INSTALLATION OF UNDER PERPENDICULAR PARTITION WALLS. POURED. SLAB ON GRADE REINFORCEMENT SHALL BE SUBSTITUTIONS SHALL NOT PROCEED WITHOUT PRIOR WRITTEN 11. CONTACT THIS OFFICE PRIOR TO MAKING ANY CHANGES TO THESE DETAILS. 5- I °O PLACED AT MID-DEPTH OF SLAB AND SHALL BE HELD APPROVAL OF THE ENGINEER. SECURELY IN PLACE WITH MECHANICAL DEVICES DURING PLACING OF THE CONCRETE. F 5 -- m�r N e e4 ° C K J � U B O DTT1Z NOT SHOWN FOR V N 2x LEDGER PER CLARITY 0 N PLAN DEPTH TO MATCH JOISTS) PROVIDE 2" Ln MINIMUM EDGE N w N Q SDS SCREW DISTANCE AND Q >m 't O G CONNECTION PER ROW SPACING Q — E WALL PER PLA PLAN (STAGGERED) U O L SILL PLATE AND ANCHOR CEILING JOIST AND HANGER �C BOLTS PER SHEARWALL (2) LAYERS OF 90# PER PLAN w/ DTTZ1 ®� DIAPHRAGM EDGE NAILING INTO RIM N U n cn EQUIVALENT ENDS (60" o/c MIN.)--- -- JOIST (10d ®6" o/c MIN � N SCHEDULE. (USE 2x6 P.T. SILL ------ - ` PLATE LAB PER PLAN16d NAIL EACH JOIST (USE U 3 O N . ....,, V 48 J O/ MI j SCREW FOR 3x BOTTOM (m 3 SC S W " C IN. SDS 4 x4 C '.'..'...: ...•:..;........,,. .. .. .. PLATES BACKFILL W/ POROUS ----------- ---- m MATERIAL (TYP) � to N ®DOUBLE TOP PLATE W/ EDGE NAILING ©AND PER DQ8HSOS3E SHEARWALL EDGE NAILING (STAGGER) 6" i (WHERE APPLICABLE) ? V' LTP4 FROM BOTTOM PLATE lyj ® SHOWN)SHEARWALL EDGE NAILING AT ALL PANEL TO RIM JOIST PER SCHEDULE JOIST PER PLAN (I-JOIST SHOWN, Z EDGES. BLOCKING AT ALL PANEL EDGES ®ANDRP ATEE ALL SIZESSTUDw/ (AT SHEARWALL ONLY) SOLID SAWN SIMILAR) WHERE APPLICABLE. FROST pep1N 8" WALL w/ #4 BARS 0 18" 30" MIN. LPT4 FROM RIM JOIST TO Ya RIM JOIST (MINIMUM) ©EDGE NAILING TO HOLDOWN POST (FULL SHEARWALL SCHEDULE (18"MIN) o/c EACH WAY. (2) #4 BARS REBAR —� TOP PLATE PER SCHEDULE (2)16d NAILS EACH HEIGHT) STAGGER INTO DOUBLE STUDS REQUIREMENTS "•. QJ EDGE NAILING TO POSTS, 0 TOP. HOOK VERTICAL BARS AT SHEARWALL ONLY) JOIST TO TOP PLATE .: LENGTH Y .. ®STUDS 0 16" ON CENTER TRIM STUDS, AND KING INTO FOOTING - ALTERNATE ;; c,> ONE #4 REBAR ( p ®PRESSURE TREATED SILL PLATE WITH STUDS HOOK DIRECTION. IN SHEAR CONE SHEARWALL EDGE NAILING EDGE NAILING AND ANCHOR BOLTS PER ®BEARING STUD FOR 4" 0 PERFORATED PLASTIC " LE) (12MIN. REBAR (WHERE APPLICABLE) ? I I I I SHEARWALL SCHEDULE. HEADER PIPE. CENTER IN ONE CUBIC FOUNDATION LENGTH) SHEARWALL PER PLAN o� NAILING TO BE (8) 16d FOOT OF FREE DRAINING PER PLAN 1/2" MIN. (WHERE SPECIFIED) ®TOP PLATE SPLICE NA SINKERS (MIN). LAP ILI MINIMUM. GRAVEL AND DRAIN TO FROM CONER m 48" APPROVED ouTFALL. 4 TYPICAL LEDGER CONNECTION AL A I N I I I CENTER SPLICE ON STUD. 'STH INSTT a 1 STD. SHEARWALL ELEVATION W/O RIM 2 FNDN SHEARWALL CONN 00 S r-r f {4 F• � DOUBLE STUD IN Z N OR PER PLAN W Z N W � STRAP PER PLAN - > G) CENTER BETWEEN FLOORS. zoo CLEAR SPAN. W m Z NO NAILS u C1 REQUIRED QD FLOOR FRAMING Q m .J PER PLAN DOUBLE STUD U Q OR PER PLAN 5 FLOOR TO FLOOR STRAP Co V/NC OCT 10 n Drawn By: VKY Checked BY: CHRIS Date: 10-4-19 5DA JOB NO. 8822 STRUCTURAL DETAIL5 5-2.0 /98'9"► 417'2"/ 424'V" 122'0"/ 115'4"► 117'64 D Exit Exit LEGENDS Grow Room Grow Room Grow Room Grow Room EXIt Exit Sign with backup lights Grow Room #6 #6 #4 #2 #10 (Flowering) (Vegetation) (Flowering) (Flowering) (Flowering) Recreational Recreational Recreational Recreational Recreational K m — W 36-' I 36" 36 36�, ib 0) Grow Room Grow Room Grow Room Grow Room #7 #5 #3 #1 (Flowering) (Vegetation) (Flowering) (Flowering) Recreational Recreational Recreational Recreational Grow Room #9 (Flowering) Recreational n 0 �► 1st Floor " 36" x Exic Hallway Exit Plan Exit Bathroom C (No Cannabis \\ Area) g Loading Rece tion Packaging Security/ g waste wH , p (Processing Area) Stock Roopf Dock Area Storage 0 u (Restricted Ar (No Cannabis O Area) (No Cannabi Area)Exit Shower Rm D W r, Overhead Door �J Plan Description DATE SCALE SHEET NO. Clear Green, LLC 19319 63rd Ave NE, Arlington, WA 98223 ,st Floor Exit Plan ,o-zs zozo ,of a ,/s' _,' Received JAN 0 4 2020 498'9"► .—..—..—..—..—..----------..—..--------------- --------------- -------------------- ' ��-�� See Detail 1 on Sheet N 14'0"�� - 1 1.—..—..—..—..—..—..—..—..—..—.....—r M 1 � 1 ----------------;�i♦,------------------ -----------------------i 1♦ , 1 ♦ i ••Exit '• ♦ �, ♦ ' LEGENDS I Exit 0' �` �' Exit Sign with backup lights ♦ ofI �' `♦; Grow Room % :��' 1 i 1 #12 zo i%, 1 (Flowering) %% i Medical , . ♦ I 1 ; 1 i %, 1 ; 1 i Room ; i Room % i #8 i Room 1 1 , 1 ♦ i #4 % 1 �` (Below) %, i (Below) i i, (Below) `% 1 1 Room % 1 ♦ 1 1 i (Below) %♦ ♦ , % ' ♦ i % ' , � 1 % I 1 i to ` i � � i `♦ 1 1 i ` K-------------------- ------------ „i `1 % , V �\ ,I 1 i `♦ 1 ♦` i, ♦ ''� ,` i, 1 ————————————————, ♦♦ �' ,� i `� 1� it % i 1 o� ♦ '1 % rn 1 1 ♦ i i i 20 to lip `♦ I ♦♦ ; �' ♦; 1 1 i t i i % �� 1 1 , I to Grow Room ; , ♦ ; 1 % (Vegetation) % Medical t i I i % 1 o 1 ♦ � 1 I Room ; 4 Room i III Room � I #7 ♦ , #3 1 #1 ` 1 (Below) `to ; i (Below) ♦� i i' (Below) ♦ 1 % 1 1 1 i % % 1 i � � 1 1 1 i i \ 1 1 i `♦ j i, % to ` 1 2nd 1---------------------- -------------- ------------------------- i Room % 1 Hallway (Open to Below) Floor (Below) Exit Plan 1 ; I , 1 I , Loading 1 , Dry Room Open Dock j �' ♦� (Processing Area) Space (Open to Below) t li ♦ m w w w NO Clear Green, LLC Plan Description DATE SCALE SHEET NO. 19319 63rd Ave NE, Arlington, WA 98223 2nd Floor Fait Plan 1 o-2s-2o2o 1is"=1' 2 of 3 41 0t1� 10 See Detail 2 11—" 2"x12"Trued Rim Joist See Detail 3 4"x4"Trued Post (4 Locations) _ 4"x4"Beam (2 Locations) O36"Wide Wood Stair 0 M — —————————————— Existing Exterior Siding New Interior 4"Wall Joist Hanger at each joist 2"x12"Treated Floor Joist (Simpson LUS210) (4 Locations at 12" oc) Detail 1 - Plan View - Egress Stair 1 1 1 1 1 1 Existing Exterior Siding 1 Railing spacing less w c than 4" oc. Bottom rail and the decking 3 T.O.Railing Post at 42"off the decking space to be less than 4"( typ.'-0"x 7'-0"Egress Door 2nd Floor 42"Highg Post Decking attac joist with es Decking Wood Flooring (SimT7Z)typ. 42"High Railing Post FT-1 FM .............................._.... attached to rim joist ..:.:::.::.... 2"x12"Joist with(2)deck ties (Simpson DPT7Z)typ. 1 im Jdto JdsJoist Hanger at each joistPost Cap e ML28Z) 1 (Simpson LUS210) (Simpson EPC4Z) 1 — at 4"x 4"post& 1 beam(typ•) 4"x4"Beam - 1 0 1`o m 1� Stringer Connector O 1 c O Simg on LSCZ H-Ak.A Sere d t foS'f, JN.) W dacact, 4"x4"Past w 1_ New Interior Wall Hurrican Tie(Simpson HS24) ( Ps ) „ 1 (See Interior Plans for details) at each joist to 4" x4"beam(typ.) 1 1 Fng'.x12"Stair Steps w/Staircase 1 (Simpson TA9Z-R) Post Baseeach end( typ.) (Simpson EPB44) 1 Post Base (Simpson EPB44) Existing Exterior Siding 2x Stair Stringer Concrete Infill 18"Deep Concrete lnfi11 18"Deep at each Post Footing at each Post Fcoting Detail 2 - Section - Egress Stair Detail 3 - Elevation Section - Egress Stair Clear Green, LLC Plan Description DATE SCALE SHEET NO. 19319 63rd Ave NE, Arlington, WA 98223 Egress Stair Details 10-28-2020 1/8" = 1' 3 of 3 Structural Design Associates 3006 Rucker Ave. Everett, WA 98201-3774 Phone: (425) 339-0293 Fax: (425) 252-0916 STRUCTURAL CALCULATIONS LATERAL, GRAVITY, FOUNDATION SDA Job # 8822 S Co V14VC 407 o 83 S1pNA:. OCT 0 7 2019 CLEAR GREEN LLC, MEZZ. 19319 63RD AVE NE ARLINGTON, WA October 4, 2019 Received SEP 01 2020 UN ir � C 0 P Y CLEAR GREEN LLC, MEZZ. I October 4, 2019 SDA Job # 8822 ` Scope of Work: LATERAL. GRAVITY. FOUNDATION Site Address: 19319 63RD AVE NE ARLINGTON, WA Number of Stories: 2 Engineer: JIB Reviewed by: CCC Roof Level Loading- Roofing z Sheathing 15/32" Plywood 1.5 of g Insulation j � Ceiling Framing RAFTERS AND BEAMS 3.0 b Q Miscellaneous fixtures, mechanical, electrical, partitions etc. 10.0 ROOF LIVE LOAD11 20.0 sf TOTAL DEAD LOAD: 14.5 psf ROOF SNOW LOAD: 0.0 sf 2nd Floor Level Loading: Floor Covering Carpet/Hardwood/Tile 3.3 g Sheathing 3/4" Plywood 2.3 T o Ceiling o w Joists 2x10 2.8 I U) Beams RAFTERS AND BEAMS 10.0 N Q Miscellaneous fixtures, mechanical, electrical, partitions etc. 10.0 3: TOTAL DEAD LOAD: 28.4 sf FLOOR LIVE LOAD: 250.0 psf Grade Level Loading: Floor Covering Sheathing Ceiling Joists Beams Miscellaneous TOTAL DEAD LOAD: 12.0 sf FLOOR LIVE LOAD: 40.0 sf NA Level Loading Floor Covering Sheathing Ceiling Joists Beams Miscellaneous NA TOTAL DEAD LOAD: 12.0 sf FLOOR LIVE LOAD: 40.0-P-sf�l Soil Bearing Capacity: 1500 psf Frost Depth: 1 18 in ULCNPC UMr-C:IV LLU, IVIGLL. VCiODer 4, LU I J 0UH JOD iF ?JOZ/- Type of construction. I Residential Location 19319 63RD AVE NE Applicable Building Codes: 12015 IBC,ASCE 7-10 ARLINGTON,WA Work performed: LATERAL, GRAVITY, FOUNDATION WIND DESIGN: (PRESSURE DIFF CONSIDERED ONLY-10 PSF) PS = APS30Kzt Exposure: Wind Exposure Category as set forth in Section 26 7.3 of ASCE 7-10 Wind Speed=11110 MPH Basic Wind Speed as used in Figure 28.6 1 of ASCE 7-10 Ps30= Simplified design wind pressure for Exposure B,at In=30 feet and for I=1,0,from Figure28.6,1 Iw= 1 Importance factor for wind from Table 1 5-1 1\= 0 73 Adjustment factor for building height and exposure from Fiqure28 6.1 of ASCE 7-10 KZT= 1 33 Adjustment factor for increased wind speed due to a hill or escarpment Roof slope : rise run Front/Rear tan-1 ( Flat / 12 ) = 0 0 degrees Number of floors: Left/Right tan-1 ( Flat J 12 ) = 0.0 degrees loft Mean Elevation Average uplift(F/R)= -12.7 psf Based on wind zones'G'and'H' Average uplift(R/L)= -12.7 psf Based on wind zones'G'and'H' End zone of wall Front/Rear End zone of roof Front/Rear Left/Right Left/Right l PS30= A= 19.2 psf 19.2 psf B= -10.0 psf -1D.0 psf PS= 18.7 psf 18.7 psf -9.8 psf -9.8 psf Interior zone of wall Interior zone of roof ° 5 J� Front/Rear Left/Right Front/Rear Left/Right y. b �- PS30= C= 12.7 psf 12.7 psf D= -5.9 psf -5.9 psf PS= 12.4 psf 12.4 psf 5.8 psf 5.8 psf _��._ . • Transverse WIND LOAD CALCULATIONS FRONT REAR -TV Roof= WIND ZONE AVE. HEIGHT AVE.WIDTH Ps 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL ?Olbs FV 2nd Floor = WIND ZONE AVE. HEIGHT AVE.WIDTH Ps 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D.00 0.00 0.00 0.00 0.00 SUBTOTAL 0 0 0 0 0 0 1 0 0 0 0 0 0 TOTAL ,0Ibs IV Grade= WIND ZONE � AVE. HEIGHT AVE WIDTH Ps 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 0 0 0 0 0 0 1 0 0 0 0 0 0 TOTAL :0lbs -rV NA = WIND ZONE AVE HEIGHr AVE WIUIH Ps 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.00 O.DO 0.00 SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL :0lbs I�LCNIC 171CCCIV LLI�, IVICLLI ULAUUer 'F. LU ly JUN J004i 00LL L WIND LOAD CALCULATIONS LEFT RIGHT FV Roof= WIND ZONE AVE. HEIGHT AVE.WIDTH Ps 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL �Olbs FV 2nd Floor = WIND ZONE AVE. HEIGHT AVE.WIDTH Ps 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0-00 SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL JOlbs FV Grade= WIND ZONE AVE. HEIGHT AVE.WIDTH Ps 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL tOlbs FV NA= WIND ZONE AVIE. HEIGHT AVE.WIDTH Ps 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL :0lbs p CALCS: Roof Level Calculations Plate Height: 8.00 ft Tributary Area: 1.0 Total length of Shearwall in Shortest Line: 10.00 ft Total Area:1 2.0 Length of Shortest Segment within Shear Line: 5.00 ft Length of Longest Segment in Shear Line: 5.00 ft p= 1.00 ASCE 7-10 12 3.4.2 b 2nd Floor Level Calculations Plate Height: 10.00 ft Tributary Area: 1.0 Total length of Shearwall in Shortest Line: 16.00 ft Total Area:1 2.0 Length of Shortest Shearwall within Shear Line: 6.00 ft Length of Longest Wall in Shear Line: 10.00 ft p= 1.00 ASCE 7-10 12,3 42 b Grade Level Calculations Plate Height: Tributary Area: Total length of Shearwall in Shortest Line: Total Area: Length of Shortest Shearwall within Shear Line: Length of Longest Wall in Shear Line: p= NA NA Level Calculations Plate Height: Tributary Area: Total length of Shearwall in Shortest Line: Total Area: Length of Shortest Shearwall within Shear Line: Length of Longest Wall in Shear Line: p= NA ULtZ/-\M UlMr-MIN LLU, IVICLL. VCLOOer 4, LU I y OUH JODTT oozz .5 D.L. L L. SEISMIC LOAD: (ASCE7-10 SEC. 12.8) WALL DEAD LOAD= 10 sf ROOF D.L.= 15 psf 20 Psf E=Eh+Ev FLAT ROOF SNOW LOAD= sf 3RD FLOOR D L.= 28 sf 250 sf E=PQE+.2SosD RED S.L.(20%x S.L.)= 0 2ND FLOOR D.L.= 12 psf 40 psf QE=EV=CSW Risk Category= II Risk Category as defined in Table 1.5.1 1ST FLOOR D.L.= 12 sf 40 Psf p= 1.00 Redundancy STORAGE L.L.x 25%= sf Site Class= D Site Class"D"assumed U.N.O. STORAGE L.L.x 25%= 63 sF IE= 1 All structures except 1,111, IV(Table 1.5-1) STORAGE L.L.x 25%= psf R= 6.5 STORAGE L.L.x 25%= sf hn= 17 Total height of structure V=0.7SDsIEW/R Sos=2/3 SMs Ss= 106.5% SMs= 114.4% V= 0.117 W Vmax=SD1IEW/TaR SMs=(Fa)(Ss) Fa- 1.074 SDs = 76.3% E= 0.117 W Ta= 0.02h„°"5 Soy =2/3 SMi S, = 41.5% SMi = 65.8% Ta= 0.17 s SM1 =(Fv)(Sl) Fv= 1.585 Sol = 43.9% CS= 0.117 SDC= D Seismic Design Cateogry Roof Level Diaphragm Loading: 2nd Floor Level Diaphragm Loading: W(ROOF)= LENGTH WIDTH COEFF LOAD TOTAL W(ROOF)= LENGTH WIDTH COEFF LOAD TOTAL 18 83 1 14.5 21663 40 83 1 14.5 48140 56.5 16 1 14.5 13108 17 16 1 14.5 3944 14.5 0 83 40 1 14.5 48140 14.5 0 17 16 1 14.5 3944 14.5 0 1 1 1 14.5 0 Area= 2398 Sub-Total= 34771 lb Area= 7184 Sub-Total=104168 lb W(FLOOR)= LENGTH WIDTH LOAD TOTAL W(FLOOR)= LENGTH WIDTH LOAD TOTAL 28.4 0 9 82 90.9 67084 28.4 0 56 16 90.9 81446 28.4 0 90.9 0 28.4 0 90.9 0 28.4 1 0 1 1 1 90.9 0 Area= 0 Sub-Total= Ito Area= 1634 Sub-Total=148531 lb W(WALL)= NUMBER LENGTHI TRIB. HT t LOAD TOTAL W(WALL)= NUMBER LENGTH ITRIB.HT I LOAD TOTAL 2 98 1 4 10.0 7840 6 98 8 1 10.0 47040 2 17 1 4 10.0 1360 4 98 8 10.0 31360 2 60 4 10.0 4800 1 10.0 0 Area= 700 Sub-Total= 14000 Area= 1568 Sub-Total= 78400 TOTAL= 48771 lb TOTAL= 331099 lb NOT APPLICABLE NOT APPLICABLE W(ROOF)= LENGTH WIDTH COEFF LOAD TOTAL W(ROOF)= LENGTH WIDTH COEFF LOAD TOTAL 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 Area= 0 Sub-Total= lb Area= 0 Sub-Total= lb W(FLOOR)= LENGTH WIDTH LOAD TOTAL W(FLOOR)= LENGTH WIDTH LOAD I TOTAL 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 Area= 0 Sub-Total= lb Area= 0 Sub-Total= lb W(WALL)= NUMBER LENGTH TRIB. HT.1 LOAD I TOTAL W(WALL)= NUMBERI LENGTH TRIB. HT I LOAD TOTAL 0.0 0 0.0 0 0.0 0 0.0 0 0.0 1 0 1 0.0 0 Area= 0 Sub-Total= 0 Area= 0 Sub-Total= 0 TOTAL= lb TOTAL= lb EV ZVXP height FV x height REDISTRIBUTE: E(} EV(ROOF)= 5722 Ib 5722 Ib 18 102987 Ib 11094 lb EV(1 ST FLOOR)= 38842 Ib 38842 Ib 8 310740 lb EV x height x EV TOTAL = 33470 Ito EV()= 0 lb lb lb FV x height TOTAL Ito EV()= 0 lb lb lb lb TOTAL= 44564 lb 44564 Ib 413727 lb I�LC�1r[ VICCCIV LLIi, IVICLL. UULUUCI 'i, LU ly OutA JUU* OOLG �+ UNFACTORED LOAD SUMMARY: WIND(front-rear) WIND(left-right) SEISMIC £V(Roof)= Ibs Ibs 11094 Ibs £V(2nd Floor)= Ibs Ibs 33470 Ibs NOT APPLICABLE 0 Ibs 0 Ibs 0 Ibs NOT APPLICABLE 0 Ibs 0 Ibs 0 Ibs TOTAL BASE SHEAR= Ibs Ibs 44564 Ibs IRREGULARITY: Increase in force due to irregularities for seismic design categories D-F(per ASCE7-10 Sec. 12.3.3.4): No :.No seismic load change Affected Levels: Out-of-plane offset with discontinuity, including out-of-plane offset of at least one vertical elements(T12.3-1.Type 4) No . No seismic load change Affected Levels: One or two-family dwelling of light frame construction: I No 00=1 2.50 _FLEXIBLE DIAPHRAGM DESIGN (ASCE 7-10 Sec. 26.2) IV(Roof)_ %of load transfer= 50°10 (Percentage of load transferred through diaphragm) Total diaphragm length= 52.0 Sub-diaphragm length= 52.0 ft #N/A Ibs #NIA —> Location @ 253 PLF x S.G.=0 ft. Diaphragm width= 18.0 ft 0.7 x£V(Roof)= 7,766 Ibs FACTORED SEISMIC/rho —> Location @ 240 PLF x S G.=2 ft. Aspect Ratio= 2.86889 ASDx£V(FLOOR) [0 Ibs. 7766 Ibs] 1 �_ _ _[WIND=O PLF,SEISMIC=232 PLF] Seismic Governs (2)(width)(S.G-) 2 x 18 ft.x 0.93 'NOTE:SEISMIC MAY GOVERN OVER WIND DUE TO HIGHER WIND CAPACITY 2015 SDPWS T4.2A&T4.2C USE: 15/32"SHEATHING WITH 2x HEM-FIR FRAMING; FASTEN AT PANEL EDGES WITH 8d @ 6"O/C £V(2nd Floor)= %of load transfer= 25% (Percentage of load transferred through diaphragm) Total diaphragm length= 40.0 ft Sub-diaphragm length= 40.0 ft #N/A Ibs #N/A > Location @ 253 PLF x S G =0 ft. Diaphragm width= 18.0 ft 7 x£V(2nd Floor)= 23,429 Ibs FACTORED SEISMIC I rho ...> Location @ 240 PLF x S G.=14 ft. Aspect Ratio= 2.22222 V= ASDx£V(FLOOR) _ [0 Ibs,23429 Ibs] _[WIND=O PLF,SEISMIC=700 PLF] 'Seismic Governs! (2)(width)(S.G.) 2 x 18 ft.x 0.93 'NOTE:SEISMIC MAY GOVERN OVER WIND DUE TO HIGHER WIND CAPACITY 2015 SDPWS T4.2A &T4.2C USE: 15/32"SHEATHING WITH 2x HEM-FIR FRAMING; FASTEN AT PANEL EDGES WITH 8d @ 6"O/C I,LCHK VKCCIV LLI., IVICLL. UGLOUef 4, LU I OUH Ja0* OOLL CHORD DESIGN: IV(Roof)_ Sub-diaphragm length= 52.0 ft Total-diaphragm length= 52.0 ft Design Load(critical case)= 116 PLF Sub-diaphragm width= 18.0 ft _ M _ �V(unit shear)x(diaphragm length) 116 PLF x 52 ft =754 Ibs *SEE DIAPHRAGM T 8 8 DESIGN FOR FV(unit shear) Top Plate Size: 2x6 Species/Grade:) HF#2 Area= 825 in Ft = 525 psi Load duration(CD)= 1.60^2 Tallowable = Area x CD x Ft = 6,930 Ibs Since T allowable is greater than T applied. OK SHEAR CAPACITY OF 10d COMMON NAIL = , 102 Ibs 102 x Cd x p= 163 Ibs 2015 NDS 754 Ibs USE:2x6 HF#2 TOP PLATE w/(8)1Od #OF NAILS PER 4FT.SPLICE= 163 Ibs =5 NAILS COMMON NAILS PER SPLICE IV(2nd Floor)_ Sub-diaphragm length= 40.0 ft Total-diaphragm length= 40.0 ft Design Load(critical case)= 175 PLF Sub-diaphragm width= 18.0 ft M 'EV(unit shear)x(diaphragm length) t 75 PLF x 40 ft T__ � = 8 _ 8 =875 Ibs 'SEE DIAPHRAGM DESIGN FOR EV(unit shear) Top Plate Size: 2x6 Species/Grade: HF#2 Area=1 25 in^2 Ft = 525 psi Load duration(CD)= 1.60 Tallowable = Area x CD x Ft = 6,930 Ibs Since T allowable is greater than'T applied. OK SHEAR CAPACITY OF 10d COMMON NAIL = 102 Ibs 102 x Cd x p= 163 Ibs 2015 NDS #OF NAILS PER 4FT.SPLICE= 875 Ibs =6 NAILS USE 2x6 HF#2 TOP PLATE w/(8) 1Od 163 Ibs COMMON NAILS PER SPLICE l.Lt/AM UKCCIV LLU, Mr-t-L. umooer 4. LU ly JUH JOD* oozz b Lateral Calculation Key �P2 V _ V=Shear, plf H=Height of shearwall L=Length of shearwall ti P1 =Weight of shearwall and connected framing 1P 1 P2=Weight of adjacent wall TIIt IC *T=V x H -0.51P1 -P2=Tension reaction to be resisted by holdown C=V x H+0.5P1 =Compression reaction *Holdown tension load supporting roof framing includes wind uplift from'Zone G'&'Zone H' ASD Basic Load Combinations For calculation of tension and compression forces in compliance with ASCE 7-10 2.4.1 Tension Equations (Uplift) 7. 0.6D+0.6 W 8**. (0.6-0.14SDS)D+0.7Emh 10.0.6D-0.7Ev+0.7Eh 10*.0.6D-0.7Ev+0.7Em h Compression Equations 5. D+0.6W 5**(1+0.14SDS)D+0.7Emh 6 D+0.75L+0.75(0.6W)+0.75S 6b**(1+0.105SDS)D+0-525Emh+0.75L+0-75S 8.D+0.7Ev+0.7Eh 8*D+0.7Ev+0.7Emh 9 D+0.525Ev+0.525Eh+0.75L+0.75S 9*D+0.525Ev+0.525Emh+0.75L+0.75S LRFD Basic Load Combinations (Where Applicable) For calculation of tension and compression forces in compliance with ASCE 7-10 2.4.1 Tension Equations(Uplift) 5.0.9D+W 7.0.9D-Ev+Eh 7*.0.9D-Ev+Emh 7**.(0.9-0.2SDS)D+Emh Compression Equations 4. 1.2D+1.6W+L+0.5S 5**.(1+0.2SDS)D+Emh+L+0.2S 6. 1.2D+Ev+Eh+L+0.2S 6*. 1.2 D+Ev+Emh+L+0.2S Load Symbol Legend: D-Dead load L-Live load S-Snow load W-Wind load SIDS-Design spectral response acceleration Eh-Effect of horizontal seismic forces Ev-Effect of vertical seismic forces Em-Effect of horizontal seismic forces,including overstrength Emh-Vertical seismic load effect Shear Wall Coefficient Legend: (see"SEGMENTED SHEAR WALL DESIGN"oages) WL FACTOR-Factor for increasing seismic capacity to wind load capacity per SDPWS-2015 T4.3A. ASPECT RATIO-Full-height segmented shear wall reduction factor per SDPWS-2015 4.3.3.4.1.Shear walls with similar stiffness per 4.3.4.2. TOTAL ADJ.LENGTH-Sumation of shear wall segments widths adjusted with aspect ratio(as required). S.G.-Specific Gravity Adjustment Factor for Hem-Fir Framing(may be increased to 1.0 for Douglas-Fir framing). ASD-Allowable Stress Design load combination factor. ALLOWED UNIT SHEAR-Unit shear capacity per SDPWS-2015 T4.3A.Shear values adjusted with FACTOR OF SAFETY per 4.3.3. WIND CAPACITY-Ultimate shear value calculated per:WL FACTOR x S.G.x UNFACTORED SHEAR CAPACITY/(FACTOR OF SAFETY x ASD). SEISMIC CAPACITY-Ultimate shear value caulated per:S.G.x UNFACTORED SHEAR CAPACITY/(FACTOR OF SAFETY x ASD). CLEAR GREEN LLC, MEZZ. I October 4, 2019 SDA Job # 8822 7 ROOF-LEFT/RIGHT SEGMENTED SHEARWALL WIND SEISMIC Floor Info Tributary Area(ROOF) Tril lary Area(ROOF) ROOF Floor Level,e.g. Roof,4TH,3RD,2ND F 1 o tributary width 1 0 tributary area Lt-Rt Load Direction,e.g. Left-Right,Front-Rear F 2.0 total width 2.0 total area (For Left Wall.Use Front-Rear Load Direction) Tributary Area(2ND) Tributary Area(2ND) CDX Sheathing type(T4.3A of SDPWS-2015) Plotal Uibulwidth h Btotal are area width total area ROOF Resisting Dead Load Tributary Area(NA) Tributary Area(NA) Shearwall Segment Lengths, Adi.Total Lerig th= 80.0 ft tribute width tributary area tributary 80.0 ft (Dial width El total area Tributary Area(NA) Tributary Area(NA) FV(ROOF)= 0 lb 11094 lb tributary width 1tributary area EV()= 0 Ib 0 Ib total width total area FV()= 0 lb 0 lb EV()= 0 lb 0 Ito Height of Shearwall= 8 0 ft Weight of Shearwall= 10.0 Ibs E(Wind)= lb E(Smc)= 11.094 lb Length of Shearwall= 80.0 ft Tributary width for dead load= 9.0 ft ULT. v= 0 PLF ULT. v= 69 PLF Aspect Ratio OK Length of adjoining wall= 0.0 ft Use alternate R factor for seismic? No R= 6.5 ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 CIO Holdown Design? No no= 2.5 WIND CAPACITY:1.4 x 0.93 x 460 PLF 1(2 x 0.6)=499 PLF Ductile Anchor Design? No Block Shear Wall SEISMIC CAPACITY:1 x 0.93 x 460 PLF/ 2 x 0 a 30b PLF USE 1 . Floor Above: NO FLOOR ABOVE Seismic r;ootrcis shear vall(.Design ASD C.TOTAL= (floor above)+(this floor)= 0 Ibs + 1287 Ibs = 1287 Ibs Seismic controls-C3(ASD eq.8): ASD T.TOTAL w/o(10= (floor above)+(this floor)= 0 Ibs + -2301 Ibs = -2301 Ibs Wind controls-T1(ASD eq.7): Unfactored C,WL=0 Ibs _ Unfactored T WL=4586 Ibs NO HOLDOWNS REQUIRED OK Unfactored C.EQ=555 Ibs Unfactored T EQ=555 Ibs FOUNDATION/INTERIOR WALLS: OK Unfactored C.DL= 8420 Ibs Unfactored C.LL/SL= 0 lbs ROOF-FRONT SEGMENTED SHEARWALL WIND SEISMIC Floor Info Tributary Area(ROOF) Tributary Area(ROOF) ROOF Floor Level,e.g. Roof,3RD,2ND, 1ST.. 1.0 tributary width 22.0 tributary area Lt-Rt Load Direction,e.g Left-Right,Front-Rear 30 total width 83.0 total area (For Left Wall,Use Front-Rear Load Direction) Tributary Area(2ND) Tributary Area(2ND) CDX Sheathing type(T4.3A of SDPWS-2015) F::Itolall tributary width Btributary area width total area ROOF Resisting Dead Load Tributary Area(NA) Tributary Area(NA) Shearwall Segment Lengths. Adj.Total tnbmary Length14.D ft width tributary area FE 9.0 ft 1 5.0 ft � � total width total area Tributary Area(NA) Tributary Area(NA) IV(ROOF)= 0 lb 11094 lb tributary width Btributary area FV()= 0 lb 0 lb F::::Itotal width total area EV()= 0 lb 0 lb FV()= 0 lb 0 Ito Height of Shearwall= 8 0 It Weight of Shearwall= 10.0 Ibs E(Wind)= lb F(Smc)= 11,094 lb Length of Shearwall= 5 0 fl Tributary width for dead load= 2.0 ft ULT. v= 0 PLF ULT. v= 210 PLF Aloe:t Ratio 04 Length of adjoining wall= 2.0 ft Use alternate R factor for seismic? No R= 6.5 ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 00 Holdown Design? No no= 2.5 WIND CAPACITY:1.4 x 0.93 x 460 PLF!(2 x 0.6)=499 PLF Ductile Anchor Design? No BICCI Shear Wall SEISMIC CAPACITY: 1 x 0.93 x 460 PLF! 2 x 0.7 =305 PLF USE 1� Floor Above: NO FLOOR ABOVE Seismic controls shearwall rie'Sign ASD C.TOTAL= (floor above)+(this floor)= 0 Ibs + 1229 Ibs = 1229 Ibs Seismic controls-C3(ASD eq.B): ASD T.TOTAL w/o Q0= (floor above)+(this floor)= 0 Ibs + 934 Ibs = 934 Ibs Seismic controls-T2(ASD eq.10): f! Unfactored C WL=0 Ibs Unfactored T WL= 115 Ibs SIMPSON DESIGNED HOLDOWN: I CS14 I Unfactored C. EQ= 1660 Ibs Unfactored T EQ=16BO Ibs FOUNDATION/INTERIOR WALLS: Unfactored C-DL= 491 Ibs Unfactored C.LLISL= 0 Ibs CLEAR GREEN LLC, MEZZ. I October 4, 2019 SDA Job# 8822 8 ROOF-MID SEGMENTED SHEARWALL WIND SEISMIC Floor Info Tributary Area(ROOF) Tributary Area(ROOF) 77 ROOF Floor Level,e.g.Roof,3RD,2ND, 1ST.. 1.0 tributary width 41 0 tributary area Lt-Rt Load Direction,e.g. Left-Right,Front-Rear 2 0 total width 1 830 Itotalarea (For Left Wall,Use Front-Rear Load Direction) Tributary Area(2ND) Tributary Area(2ND) CDX Sheathing type(T4.3A of SDPWS-2015) tributary width F�total tributary area total width area ROOF Resisting Dead Load Tributary Area(NA) Tributary Area(NA) Shearwall Segment Lengths: Ad).Total Lenolh=I 14-0 ft F=� tnbutary width tributary area 5.0 ft 9.0 ft total width total area Tributary Area(NA) Tributary Area(NA) IV(ROOF)= 0 lb 11094 lb tributary width tributary area IV()= 0 lb 0 lb F=Itolal width total area IV()= 0 lb 0 Ib £V()= 0 Ito 0 lb Height of Shearwall= 8-0 ft Weight of Shearwall= 10.0 Ibs E(Wind)= lb E(Smc)= 11,094 Ito Length of Shearwall= 5.0 ft Tributary width for dead load= 2.0 ft ULT. v= 0 PLF ULT. v= 391 PLF Aspect Ratic OK Length of adjoining wall= 2 0 It Use alternate R factor for seismic? No R= 6.5 ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 40 Holdown Design? No Sao= 2.5 WIND CAPACITY:1.4 x 0.93 x 720 PLF 1(2 x 0.6)=499 PLF Ductile Anchor Design? No Block Shear UVall SEISMIC CAPACITY:1 x 0,93 x 720 PLF/ 2 x 0.7 =478 PLF USE 2 Floor Above: NO FLOOR ABOVE Sersnuc controls shearvlall design ASD C.TOTAL= (floor above)+(this floor)= 0 Ibs + 2244 Ibs = 2244 Ibs Seismic controls-C3(ASD eq,8): ASD T.TOTAL w/o 00= (floor above)+(this floor)= 0 Ibs + 1950 Ibs = 1950 Ibs Seismic controls-T2(ASD eq.10): Unfactored C.WL=0 Ibs Unfactored T.WL= 115 Ibs SIMPSON DESIGNED HOLDOWN: Unfactored C.EQ=3132 Ibs Unfactored T EQ=3132 Ibs FOUNDATION I INTERIOR WALLS: Unfactored C.DL= 491 Ibs Unfactored C.LL/SL= 0 Ibs ROOF-REAR SEGMENTED SHEARWALL WIND SEISMIC Floor Info Tributary Area(ROOF) Tributary Area(ROOF) ROOF Floor Level,e.g.Roof,3RD,2ND,1ST.. 1.0 tributary width 1.0 tributary area Lt-Rt Load Direction,e.g.Left-Right,Front-Rear 2.0 total width 3.0 total area (For Left Wall,Use Front-Rear Load Direction) Tributary Area(1 ST) Tributary Area(1 ST) CDX Sheathing type(T4.3A of SDPWS-2015) Btotal id width F1tributary area total width total area ROOF Resisting Dead Load Tributary Area(NA) Tributary Area(NA) Shearwall Segment Lengths: Adl Total Length= 18.0 ft tributary width Ellotal tnbutary area 18,0 ft total width area Trbutary Area(NA) Tributary Area(NA) IV(ROOF)= 0 lb 11094 lb tributary width F :::Itolal tnbutary area EV()= 0 Ib 0 Itototal width area IV()= 0 lb 0 lb IV()= 0 lb 0 lb Height of Shearwall= 8.0 ft Weight of Shearwall= 10.0 Ibs F(Wind)= lb E(Smc)= 11,094 Ib Length of Shearwall= 18.0 ftl Tributary width for dead load= 2.0 ft ULT. v= 0 PLF ULT. v= 205 PLF Aspect Ratio OK Length of adjoining wall= 0 0 ft Use alternate R factor for seismic:? No R= 6.5 ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 QO Holdown Design? No 40= 29 WIND CAPACITY:1.4 x 0.93 x 460 PLF/(2 x 0.6)=499 PLF Ductile Anchor Design? No Block Shear'JVall SEISMIC CAPACITY:1 x 0.93 x 460 PLF 1(2 x 0.7)=305 PLF USE 1 Floor Above: NO FLOOR ABOVE Se;simc i:ootroi'S shearvvtill desipyl ASD C. TOTAL = (floor above)+(this floor)= 0 Ibs + 1255 Ibs = 1255 Ibs Seismic controls-C3(ASD eq.8): ASD T.TOTAL w/o 00= (floor above)+(this floor)= 0 Ibs + 667 Ibs — 667 Ibs Seismic controls-T2(ASD eq.10): Unfactored C WL=0 Ibs Unfactored T WL= 229 Ibs SIMPSON DESIGNED HOLDOWN: CS14 ! Unfactored C EQ=1644 Ibs Unfactored T.EQ= 1644 Ibs FOUNDATION/INTERIOR WALLS: LSTH Unfactored C DL= 981 Ibs Unfactored C LL/SL=0 Ibs CLEAR GREEN LLC, MEZZ. I October 4, 2019 SDA Job # 8822 9 2ND-LEFT RIGHT RM 5&4 SEGMENTED SHEARWALL WIND SEISMIC Floor info Tributary Area(ROOF) Tributary Area(ROOF) 2ND I Floor Level,e.g.Roof,4TH,3RD,2ND 1 0 tributary width 1 D tributary area Lt-Rt Load Direction,e.g.Left-Right,Front-Rear 2.0 total width 2.0 total area (For Left Wall,Use Front-Rear Load Direction) Tributary Area(2ND) Tributary Area(2ND) COX Sheathing type(T4.3A of SDPWS-2015) 1 0 tributary width 20 0 tributary area 2.0 total width 98 0 total area ROOF Resisting Dead Load Tributary Area(NA) Tributary Area(NA) Shearwall Segment Lengths. AA Total Length= 73.0 fl tributary width tributary area 17.0 ft 1 17 D ft 39.0 ft T F"::1total width total area Tributary Area(NA) Tributary Area(NA) EV(ROOF)= 0 lb 11094 Ito tributary width tributary area EV(2ND FLOOR)= 0 Ito33470 lb total width total area EV()= 0 lb 0 lb EV()= 0 lb 0 lb Height of Shearwall= 8.0 ft Weight of Shearwall= 1 D D Ibs E(Wind)= lb E(Smc)= 44.564 lb Length of Shearwall= 17.0 ft Tributary width for dead load= 18.0 ft ULT. v= 0 PLF ULT. v= 170 PLF Aspect Ratio OK Length of adjoining wall= 2 0 ft Use alternate R factor for seismic? No R= 65 ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 DO Holdown Design? No no= 2.5 WIND CAPACITY:1.4 x 0.93 x 460 PLF 1(2 x 0.6)=499 PLF Ductile Anchor Design? No Block Shear Wall SEISMIC CAPACITY:1 x 0.93 x 460 PLF 12 x 0.7 =305 PLF USE 1 Floor Above: ROOF-LEFT/RIGHT SerslTlrc controls shean�va/l clesigo ASD C. TOTAL= (floor above)+(this floor)= 1288 Ibs + 1332 Ibs = 2620 Ibs Seismic controls-C3(ASD eq.B): ASD T.TOTAL w/o QO= (floor above)+(this floor)= -2300 Ibs + -704 Ibs = -3004 Ibs Wind controls-T1(ASD eq.7): Unfactored C WL=0 Ibs Unfactored T.WL=6994 Ibs NO HOLDOWNS REQUIRED OK Unfactored C.EQ=1911 Ibs Unfactored T EQ=1911 Ibs FOUNDATION/INTERIOR WALLS: OK Unfactored C DL= 12001 Ibs Unfactored C LUSL=0 Ibs 2ND-REAR SEGMENTED SHEARWALL WIND SEISMIC Floor Info Tributary Area(ROOF) Tributary Area(ROOF) 2ND Floor Level,e.g.Roof,3RD,2ND,1ST.. 1.0 tributary width 1 o tributary area Lt-Rt Load Direction,e.g.Left-Right,Front-Rear F2.0 total width 3.0 total area (For Left Wall,Use Front-Rear Load Direction) Tributary Area(2ND) Tributary Area(2ND) CDX Sheathing type(T4.3A of SDPWS-2015) 1 0 tributary width 11 1.0 tributary area 2.0 1 total width 3.0 total area ROOF Resisting Dead Load Tributary Area(NA) Tributary Area(NA) Shearwall Segment Lengths. Adi Total Length= 60.0 ft tributary width tributary area 60.0 ft Blotal width total area Tributary Area(NA) Tributary Area(NA) EV(ROOF)= 0 lb 11094 Ito tributary width tributary area EV(2ND FLOOR)= 0 lb 33470 lb B total width total area EV()= 0 Ito 0 Ito EV()= 0 lb 0 lb Height of Shearwall= 10 0 ft Weight of Shearwall= 10 0 Ibs E(Wind)= Ito E(Smc)= 44,564 lb Length of Shearwall= 60.0 ft Tributary width for dead load= 2.0 f. I ULT, v= 0 PLF ULT. v= 248 PLF Aspect Ratio OK Length of adjoining wall= 2.0 ft Use alternate R factor for seismic? No R= 6 5 ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 00 Holdown Design? No f2o= 2.5 WIND CAPACITY:1.4 x 0.93 x 460 PLF 1(2 x 0.6)=499 PLF Ductile Anchor Design? No Block Shear Wall SEISMIC CAPACITY:1 x 0.93 x 460 PLF/ 2 x 0.7 =305 PLF USE Floor Above: NO FLOOR ABOVE �:i»lG sheaf!vaH design ASD C.TOTAL= (floor above)+(this floor)= 0 Ibs + 2174 Ibs = 2174 Ibs Seismic controls-C3(ASD eq 8): ASD T.TOTAL w/o 00= (floor above)+(this floor)= 0 Ibs + -303 Ibs = -303 Ibs Seismic controls-T2(ASD eq 10): Unfactored C WL=0 Ibs Unfactored T.WL= 815 Ibs NO HOLDOWNS REQUIRED Unfactored C.EQ=2476 Ibs Unfactored T.EQ=2476 Ibs FOUNDATION I INTERIOR WALLS: OK Unfactored C DL= 4128 Ibs Unfactored C LL/SL= 0 Ibs CLEAR GREEN LLC, MEZZ. I October 4, 2019 SDA Job# 8822 10 2ND-LEFTrRIGHT SEGMENTED SHEARWALL WIND SEISMIC Floor Info Tributary Area(ROOF) Tributary Area(ROOF) 2ND I Floor Level,e.g. Roof,3RD,2ND,1 ST. 0 0 tributary width F-5-67 tributary area ` Lt-Rt Load Direction,e.g Left-Right,Front-Rear 2.0 total width r 2.0 total area (For Left Wall,Use Front-Rear Load Direction) Tributary Area(2ND) Tributary Area(2ND) CDX Sheathing type(T4.3A of SDPWS-2015) 1.0 tributary width I.0 tributary area 30 total width 3.0 total area ROOF Resisting Dead Load Tributary Area(NA) Tributary Area(NA) Shearwall Segment Lengths: Ad).Total Lenotn= 69.0 ft Plotal ributary width tributary area 23.0 ft 23.0 It 230ft width total area Tributary Area(NA) Tributary Area(NA) IV(ROOF)= 0 Ito 11094 lb tributary width tributary area %V(2ND FLOOR)= 0 Ito 33470 lb B total width total area IV()= 0 Ito 0 lb IV()= 0 lb 0 lb Height of Shearwall= 10.0 ft Weight of Shearwall= 10.0 Ibs F(Wind)= lb E(Smc)= 44,564 lb Length of Shearwall= 23.0 ft Tributary width for dead load= 9.0 ft I ULT. V= 0 PLF ULT. V= 162 PLF Aspect Ratio OK Length of adjoining wall= 2.0 ft Use alternate R factor for seismic? IN. R= 65 ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 f20 Holdown Design? no= 2.5 WIND CAPACITY:1.4 x 0.93 x 460 PLF 1(2 x 0.6)=499 PLF Ductile Anchor Design? Block Shear Wall SEISMIC_ CAPACITY:1 x 0.93 x 460 PLF/ 2 x 0.7)=306 PLF USE 1 Floor Above: NO FLOOR ABOVE S�isr7lir a�nirnl:;slierar!'✓allOusigr) ASD C.TOTAL= (floor above)+(this floor)= 0 Ibs + 1464 Ibs = 1464 Ibs Seismic controls-C3(ASD eq.8): ASD T.TOTAL w/o 00= (floor above)+(this floor)= 0 Ibs + -403 Ibs = -403 Ibs Seismic controls-T2(ASD eq.10): i Unfactored C.WL=0 Ibs Unfactored T WL= 1548 Ibs NO HOEDOWNS REQUIRED OK Unfactored C EQ= 1617 Ibs Unfactored T EQ= 1617 Ibs FOUNDATION/INTERIOR WALLS: OK Unfactored C_DL= 3112 Ibs Unfactored C.LL/SL=0 Ibs 2ND-MID SEGMENTED SHEARWALL WIND SEISMIC Floor Info Tributary Area(ROOF) Tributary Area(ROOF) 2ND Floor Level,e.g. Roof,3RD,2ND, 1 ST.. 1 0 Iributary width 40.0 tributary area Lt-Rt Load Direction,e.g.Left-Right,Front-Rear F 2 0 total width 97.0 Jtotal area (For Left Wall,Use Front-Rear Load Direction) Tributary Area(1 ST) Tributary Area(1 ST) CDX Sheathing type(T4.3A of SDPWS-2015) 1.0 tributary width 40,0 tributary area 2.0 total width 97 0 total area 2ND/FL Resisting Dead Load Tributary Area(NA) Tributary Area(NA) Shearwall Segment Lengths: Adj.Total Length=Fo z ft Btributary width �Mbutary area 6.0 ft 17 0 ft 15 0 ft 9.0 ft 4.0 ft r 10 0 ft total width total area Tributary Area(NA) Tributary Area(NA) IV(ROOF)= 0 lb 11094 lb tributary width tributary area IV(2ND FLOOR)= 0 Ib 33470 lb total width total area IV U= 0 Ito 0 lb EV()= 0 lb 0 Ito Height of Shea rwalI= 10.0-fti Weight of Shearwall= 10.0 Ibs F(Wind)= lb E(Smc)= 44,564 Ito Length of Shearwall= 4 0 ft Tributary width for dead load= 2 0 ft ULT. V= 0 PLF ULT. V= 305 PLF Aspect Ratio OK Length of adjoining wall= 2.0 ft Use alternate R factor for seismic? No R= 6,5 ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 00 Holdown Design? No no= 2.5 WIND CAPACITY:1.4 x 0.93 x 460 PLF 1(2 x 0.6)=499 PLF Ductile Anchor Design? No A Block Shear Wall SEISMIC CAPACITY:1 x 0.93 x 460 PLF/ 2 x 0.7 =305 PLF USE 1 Floor Above: NO FLOOR ABOVE Seismic Controls sllea;P-al!dPsi.rn ASD C_TOTAL= (floor above)+(this floor)= 0 Ibs + 2180 Ibs = 2180 Ibs Seismic controls-C3(ASD eq.8): ASD T.TOTAL w/o 00= (floor above)+(this floor)= 0 Ibs + 1940 Ibs = 1940 Ibs Seismic controls-T2(ASD eq.10): I4Unfactored C.WL=0 Ibs Unfactored T WL= 0 Ibs SIMPSON DESIGNED HOLDOWN: CS14 Unfactored C.EQ=3053 Ibs Unfactored T.EQ=3053 Ibs FOUNDATION/INTERIOR WALLS: 11 5THU1 UIKH Unfactored C DL= 400 Ibs Unfactored C.LIJSL= 96 Ibs CLEAR GREEN LLC, MEZZ. I October 4, 2019 SDA Job # 8822 11 2ND-MID FRONT SEGMENTED SHEARWALL "V�L SEISMIC Floor Info Tributary Area(ROOF) Tributary Area(ROOF) 2ND I Floor Level,e.g.Roof,4TH,3RD,2ND 1 0 tributary width 1 0 tributary area Lt-Rt Load Direction,e.g. Left-Right,Front-Rear 2 0 total width 30 total area (For Left Wall.Use Front-Rear Load Direction) Tributary Area(2ND) Tributary Area(2ND) CDX Sheathing type(T4.3A of SDPWS-2015) 1 0 Itributaywidth F_1o__1 tributary area 2.0 total width 3.0 total area ROOF Resisting Dead Load Tributary Area(NA) Tributary Area(NA) Shearwall Segment Lengths. Aut Total Length= 66 o ft F=Itolat tributary width tributary area 13.0 ft 14 0 ft 150ft 150ft 9'0 ft width total area Tributary Area(NA) Tributary Area(NA) FV(ROOF)= 0 lb 11094 lb tributary width tributary area FV(2ND FLOOR)= 0 lb 33470 lb F=:Itotal width total area FV()= 0 lb 0 lb FV()= 0 lb 0 lb Height of Shearwall= 10.0 ft Weight of Shearwall= 10.0 Ibs F(Wind)= lb 7(Smc)= 44,564 lb Length of Shearwall= 9.0 fl Tributary width for dead load= 2.0 fl I ULT. It= 0 PLF ULT. v= 225 PLF Aspect Ratic OK Length of adjoining wall= 2.0 f1 Use alternate R factor for seismic? No R= 6.5 ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 D0 Holdown Design? No no= 2.5 WIND CAPACITY:1.4 x 0.93 x 460 PLF 1(2 x 0.6)=499 PLF Ductile Anchor Design? No Block Shear Wall SEISMIC CAPACITY:1 x 0.93 x 460 PLF f 2 x 0. =305 PLF USE 1 Floor Above: ROOF-FRONT Seismic cont"oks ll ar!.:Iall desi_; I ASD C.TOTAL= (floor above)+(this floor)= 1229 Ibs + 1665 Ibs = 2894 Ibs Seismic controls-C3(ASD eq 8): ASD T. TOTAL w/o QO= (floor above)+(this floor)= 935 Ibs + 1162 Ibs = 2097 Ibs Seismic controls-T2(ASD eq.10): Unfactored C.WL=0 Ibs Unfactored T WL= 281 Ibs SIMPSON DESIGNED HOLDOWN: LSTHD8 Unfactored C.EQ=3932 Ibs Unfactored T EQ= 3932 Ibs , FOUNDATION I INTERIOR WALLS: STHDI0/RJ Unfactored C DL= 1330 Ibs Unfactored C LL/SL=0 Ibs 2ND-FRONT SEGMENTED SHEARWALL WIND SEISMIC Floor Info Tributary Area(ROOF) Tributary Area(ROOF) - 2ND Floor Level,e.g.Roof,3RD,2ND, 1 ST._ 1 0 tributary width 1.0 tributary area Lt-Rt Load Direction,e.g.Left-Right,Front-Rear 2.0 total width 0.0 total area (For Left Wall,Use Front-Rear Load Direction) Tributary Area(2ND) Tributary Area(2ND) CDX Sheathing type(T4.3A of SDPWS-2015) 1.0 tributary width 10 o tributary area 2.0 total width 97.0 total area ROOF Resisting Dead Load Tributary Area(NA) Tributary Area(NA) Shearwall Segment Lengths: Adj Total Length= 432 ft Btributary width tributary area 20.0 ft 20.0 ft 4.0 ft total width total area Tributary Area(NA) Tributary Area(NA) FV(ROOF)= 0 lb 11094 lb tributary width tributary area FV(2ND FLOOR)= 0 lb 33470 lb F=Itotal width total area FV()= 0 lb 0 lb EV()= 0 lb 0 lb Height of Shearwall= 10 0 ft Weight of Shearwall= 10 0 Ibs F(Wind)= lb F(Smc)= 44,564 lb Length of Shearwall= 4.0 ft Tributary width for dead load= 2.0 ft ULT. v= 0 PLF ULT. v= 80 PLF Aspect Ratio OIC Length of adjoining wall= 2.0 ft Use alternate R factor for seismic? No R= 6.5 ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 f20 Holdown Design? No no= 25 WIND CAPACITY:1.4 x 0.93 x 460 PLF 1(2 x 0.6)=499 PLF Ductile Anchor Design? No Block Shear VVall SEISMIC CAPACITY:1 x 0.93 x 460 PLF/ 2 x 0.7 =306 PLF USE 1Q Floor Above: NO FLOOR ABOVE ASD C.TOTAL= (floor above)+(this floor)= 0 Ibs + 814 Ibs = 614 Ibs Seismic controls-C3(ASD eq,8): ASD T. TOTAL W(0 00= (floor above)+(this floor)= 0 Ibs + 305 Ibs = 305 Ibs Seismic controls-T2(ASD eq,10): Unfactored C.WL=0 Ibs Unfactored T NIL= 102 Ibs NO HOLDOWNS REQUIRED OK Unfactored C EQ=799 Ibs Unfactored T EQ=799 Ibs FOUNDATION/INTERIOR WALLS: Unfactored C.DL= 516 Ibs Unfactored C-LUSL=0 Ibs CLEAR GREEN LLC, MEZZ. October 4, 2019 SDA Job # 8822 12 2ND-RIGHT @ EX.FRAMING SEGMENTED SHEARWALL WIND SEISMIC Floor Info Tributary Area(ROOF) Tributary Area(ROOF) 2ND Floor Level,e.g.Roof,3RD,2ND, 1ST.. 0.0 tributary width 0.0 tributary area Lt-Rt Load Direction,e.g. Left-Right,Front-Rear total width 2.o total area 2.o (For Left Wall,Use Front-Rear Load Direction) Tnbutary Area(2ND) Tributary Area(2ND) CDX Sheathing type(T4.3A of SDPWS-2015) 1.o tributary width 448.o tributary area 2 0 total width 7184.0 total area ROOF Resisting Dead Load Tributary Area(NA) Tributary Area(NA) Shearwall Segment Lengths. Adj.Total Length-1 17 0 ft Plotall ributary width tributary area 17.0 ft width total area Tributary Area(NA) Tributary Area(NA) EV(ROOF)= 0 Ib 11094 Ib tributary width tributary area EV(2ND FLOOR)= 0 Ib 33470 Ib F�tolall width total area FV()= 0 Ib 0 Ib EV()= 0 Ib 0 Ib Height of Shearwall= 10.0 ft Weight of Shearwall= 10.0 Ibs E(Wind)= Ib Y(Smc)= 44,564 Ib Length of Shearwall= 17.0 ft Tributary width for dead load= 4.0 ft I ULT, v= 0 PLF ULT. v= 123 PLF Aspect Ratio OK Length of adjoining wall= 2.0 fl Use alternate R factor for seismic? No R= 6.5 ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 00 Holdown Design? No flo= 2.5 WIND CAPACITY:1.4 x 0.93 x 460 PLF I(2 x 0.6)=499 PLF Ductile Anchor Design? No Block Shear Wall SEISMIC_ CAPACITY: 1 x 0.93 x 460 PLF/ 2 x 0.7)=305 PLF USE Z1 Floor Above: NO FLOOR ABOVE Seismic controls sheaw✓all design ASD C.TOTAL= (floor above)+(this floor)= 0 Ibs + 1037 Ibs a 1037 Ibs Seismic controls-C3(ASD eq.8): ASD T.TOTAL w/o 00= (floor above)+(this floor)= 0 Ibs + 41 Ibs = 41 Ibs Seismic controls-T2(ASD eq.10): Unfactored C WL=0 Ibs Unfactored T WL=535 Ibs NO HOLDOWNS REQUIRED OK Unfactored C EQ= 1228 Ibs Unfactored T EQ=1228 Ibs j FOUNDATION/INTERIOR WALLS: OK Unfactored C.DL= 1659 Ibs Unfactored C LLISL=0 Ibs 2ND-EX FRAMING @ REAR SEGMENTED SHEARWALL WIND SEISMIC Floor Info Tributary Area(ROOF) Tributary Area(ROOF) 2ND Floor Level,e.g. Roof,3RD,2ND,1ST.. 1A tributary width 1.0 tributary area Lt-Rt Load Direction,e.g. Left-Right,Front-Rear 2.0 total width 2.0 total area (For Left Wall.Use Front-Rear Load Direction) Tributary Area(1 ST) Tributary Area(1 ST) CDX Sheathing type(T4.3A of SDPWS-2015) 1.0 tributary width 446.o tributary area 2.0 total width 7184 0 tolal area ROOF Resisting Dead Load Tributary Area(NA) Tributary Area(NA) Shearwall Segment Lengths: Adj.Total Length= 48.0 ft F tribulary width tributary area 30.0 ft 18.0 ft total width total area Tributary Area(NA) Tributary Area(NA) EV(ROOF)= 0 Ib 11094 Ib tributary width tributary area EV(2ND FLOOR)= 0 Ib 33470 Ib total width Ptotal area FV()= 0lb 0lb 7V()= 0 Ib 0 Ib Height of Shearwall= 10.0 ft Weight of Shearwall= 10.0 Ibs E(Wind)= Ib E(Smc)= 44,564 Ib Length of Shearwall= 18.0 ft Tributary width for dead load= 2 0 ft ULT. v= 0 PLF ULT- v= 159 PLF Aspect Ratio OK Length of adjoining wall= 2.0 ft Use alternate R factor for seismic? No R= 65 ASD SHEAR WALL DESIGN PER.AF&PA SDPWS-2015 t20 Holdown Design? No no= 2.5 WIND CAPACITY:1.4 x 0.93 x 460 PLF/(2 x 0.6)=499 PLF Ductile Anchor Design? No Q Block Shear all SEISMIC CAPACITY:1 x 0.93 x 460 PLF/(2 x 0.7 =305 PLF USE 1 Floor Above: NO FLOOR ABOVE Seismic controls shea..gvall dest;;n ASD C.TOTAL= (floor above)+(this Floor)= 0 Ibs + 1265 Ibs = 1265 lips Seismic controls-C3(ASD eq.8): ASD T.TOTAL w/o 00= (floor above)+(this floor)= 0 Ibs + 413 Ibs = 413 Ibs Seismic controls-T2(ASD eq.10): Unfactored C.WL=0 Ibs _ Unfactored T.WL=280�lbs j NO HOLDOWNS REQUIRED 11 OK Unfactored C.EQ= 1590lbs Unfactored T.EQ= 1590 Ibs FOUNDATION/INTERIOR WALLS: f Unfactored C.DL= 1419 Ibs Unfactored C.LUSL=0 Ibs Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: SDA#8822 and then using the"Printing& Protect Descr: Title Block"selection. Title Block Line 6 -- _ Printed: 4 OCT 2019, 3:22PM - - - Rie=C:1UserslKruth40NEDRI-11DesktoplKRUTH(-118822-(-11BB22-Gravity.ec6 Wood Beam Software copyright ENERCALC,INC.1902019,Build:12,19.8.30 DESCRIPTION: RB1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 875.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 875.0 psi Ebend-xx 1,300.Oksi Fc-Prll 600.0 psi Eminbend-xx 470.0 ksi Wood Species DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade No.2 Fv 170.0 psi Ft 425.Opsi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase DC0.03)aLCq.04) 2x12 tY' Span= 17.0 ft Applied Loads Service loads entered_Load Factors will be applied for calculations Uniform Load: D=0.0150, L=0.020 ksf, Tributary Width=2.0 ft,(CEILING) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.9531 Maximum Shear Stress Ratio = 0.277 : 1 Section used for this span 2x12 Section used for this span 2x12 959.05psi = 47.10 psi 1,006.25psi = 170.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 8.500ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0 327 in Ratio= 624>=240 Max Upward Transient Deflection 0 000 in Ratio= 0<240 Max Downward Total Deflection 0.572 in Ratio= 356>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C, C m C t C L M fb Pb V N F'v +.D+H 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0.454 0.132 0.90 1.000 1.00 1.15 1.00 1.00 1.00 1.08 411.02 905.63 0.23 20.18 153.00 +D+L+H 1.000 1,00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0.953 0.277 1.00 1.000 1.00 1.15 1.00 1.00 1.00 2.53 959.05 1006.25 0.53 47.10 170.00 +D+Lr+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0.327 0.095 1.25 1.000 1.00 1.15 1.00 1.00 1.00 1.08 411.02 1257.81 0.23 20.18 212.60 +D+S+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0,355 0.103 1.15 1.000 1.00 1.15 1.00 1.00 1.00 1.08 411.02 1157.19 0.23 20.18 195,50 +D+0.750Lr+0.750L+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0,654 0.190 1.25 1.000 1.00 1.15 1.00 1.00 1.00 2.17 822.04 1257.81 0.45 40.37 212.50 +D+0.750L+0.750S+H 1,000 1.00 1.15 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0.710 0.206 1.15 1.000 1.00 1.15 1.00 1.00 1.00 2.17 822.04 1157.19 0.45 40.37 195.50 +D+0.60W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0.255 0,074 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.08 411.02 1610.00 0.23 20.18 272.00 Title Block Line 1 Project Title: You can change this area Engineer: t"sing the"Settings"menu item Project ID: SDA#8822 and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 4 OCT 2019, 3:22PM - Flle=C:1UsemU(ruthIONEDRt-1tDesktopv<RUTHI-118822•(-118822•Gruty.ec6 Wood Beam Software copyright ENERCALC.INC.19812019,Build:12.19.8.30 STRUCTURAL 015510N ASSOCIATES DESCRIPTION: RB1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb F'b V tv F'v +D+0,750Lr+0.750L+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0.511 0.146 1.60 1.000 1.00 1.15 1.00 1.00 1.00 2.17 822.04 1610.00 0.45 40.37 272.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0,511 0.148 1.60 1.000 1.00 1.15 1.00 1.00 1.00 2.17 822.04 1610.00 0.45 40.37 272.00 +0.60D+0.60W+0,60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0,153 0.045 1.60 1,000 1.00 1.15 1.00 1.00 1.00 0.65 246.61 1610.00 0.14 12.11 272.00 +D+0.70E+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length=17.0 ft 1 0.255 0.074 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.08 411.02 1610.00 0.23 20.18 272.00 +D+0,750L+0.750S+0.5250E+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0.511 0.148 1.60 1.000 1.00 1.15 1.00 1.00 1.00 2.17 822.04 1610.00 0.45 40.37 272.00 +0.600+0.70E+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0.153 0.045 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.65 246.61 1610.00 0.14 12.11 272.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Dell Location in Span +D+L+H 1 0.5719 8.562 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.595 0.595 Overall MINimum 0.340 0.340 +D+H 0.255 0.255 +D+L+H 0.595 0.595 +D+Lr+H 0.255 0.255 +D+S+H 0.255 0.255 +D+0,750Lr+0.750L+H 0.510 0.510 +D+0.750L+0.750S+H 0.510 0.510 +D+0.60W+H 0.255 0.255 +D+0.750Lr+0.750L+0.450W+H 0.510 0.510 +D+0.750L+0.750S+0.450W+H 0,510 0.510 +0,60D+0.60W+0.60H 0.153 0,153 +D+0.70E+0.60H 0.255 0.255 +D+0.750L+0.750S+0.5250E+H 0,510 0,510 +0.60D+0.70E+H 0.153 0.153 D Only 0,265 0.255 Lr Only L Only 0.340 0.340 S Only W Only E Only H Only Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: SDA#8822 and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 4 OCT 2019, 3:22PM File=C:1UserslKrulhilONEDRI-11Desktop\KRUTHI-118822-(-118822-Gravily.ec6 Wood Beam Software 99MA#i NERCALC,INC 1983-2019,Build:12.19.8.3o J., STRUCTURAL DESCRIPTION: MB1 CODE REFERENCES _ Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-16 Material Properties - -_ Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 2,600.0 psi Ebend-xx 2,000.Oksi Fc-Prll 2,510.0 psi Eminbend-xx 1,016.54ksi Wood Species iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 2.0 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase 1 0198i L(0 165) _ c } } 1-750x11-875 Span=17.0 It Applied Loads _ - Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.030, L=0.250 ksf, Tributary Width=0.660 ft,(FLOOR) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.7191 Maximum Shear Stress Ratio = 0.354 : 1 Section used for this span 1.750x11.875 Section used for this span 1.750x11.875 1,947.77psi = 100.97 psi 2,707.15psi = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 8.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.639 in Ratio= 319>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.715 in Ratio= 285>=180 Max Upward Total Deflection 0.000 in Ratio= 0<160 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values _ Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M fb Fb V N Fv +D"+H 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0.086 0.042 0.90 1.001 1.00 1.04 1.00 1.00 1.00 0.72 208.69 2436.43 0.15 10.82 256.50 +D+L+H 1.001 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0.719 0.354 1.00 1.001 1.00 1.04 1.00 1.00 1.00 6.68 1,947.77 2707.15 1.40 100.97 285.00 +D+Lr+H 1.001 1,00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.0 It 1 0,062 0.030 1.25 1.001 1.00 1.04 1.00 1.00 1.00 0,72 208.69 3383.93 0.15 10.82 356,25 +D+S+H 1.001 1.00 1.04 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length=17.0 ft 1 0.067 0.033 1.15 1.001 1.00 1.04 1.00 1.00 1.00 0.72 208.69 3113.22 0.15 10.82 327.75 +D+0,750Lr+0.750L+H 1.001 1.00 1.04 1.00 1.00 1.00 0.00 Ho 0.00 0.00 Length=17.0 ft 1 0.447 0 220 1,25 1.001 1,00 1.04 1.00 1.00 1.00 5.19 1,513.00 3383.93 1.09 78.43 356.25 +D+0.750L+0.750S+H 1.001 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0.486 0.239 1.15 1.001 1.00 1.04 1.00 1.00 1.00 5.19 1,513,00 3113.22 1.09 78.43 327.75 +D+0.60W+H 1.001 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0.048 0,024 1.60 1.001 1.00 1.04 1.00 1.00 1.00 0.72 208.69 4331.44 0.15 10.82 456.00 Title Block Line 1 Project Title: You can change this area Engineer: Osing the"Settings"menu item Project ID: SDA#8822 and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 4 OCT 2019, 3:22PM Wood Beam File=C:lUsers\SftwaareeEcooplrighttENER1CALC,INC.111983-2019BBuildG2.19.8.30 ' DESCRIPTION: M61 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d_ C FN C i Cr Cm C t C L M fb Fb V fv F'v +D+0.750Lr+0.750L+0.450W+H 1.001 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0.349 0.172 1.60 1.001 1.00 1.04 1.00 1.00 1.00 5.19 1,513.00 4331.44 1.09 78.43 456.00 +D+0,750L40,750S+0.450W+H 1.001 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0.349 0.172 1.60 1.001 1.00 1.04 1.00 1.00 1.00 5,19 1,513.00 4331.44 1.09 78.43 456.00 +0.60D+0.60W+0.60H 1,001 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0,029 0.014 1.60 1,001 1.00 1.04 1.00 1.00 1.00 0.43 125.21 4331.44 0.09 6.49 456.00 +D+0.70E+0.60H 1.001 1,00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0,048 0.024 1.60 1.001 1.00 1.04 1.00 1.00 1.00 0.72 208.69 4331.44 0.15 10.82 456.00 +D+0.750L+0.750S+0.5250E+H 1.001 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length=17.0 ft 1 0,349 0.172 1.60 1.001 1.00 1.04 1.00 1.00 1.00 5.19 1,513.00 4331.44 1.09 78.43 456.00 +0.60D+0.70E+H 1.001 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0.029 0.014 1.60 1.001 1.00 1.04 1.00 1.00 1.00 0.43 125.21 4331.44 0.09 6.49 456.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max.W Defl Location in Span +D+L+H 1 0.7152 8.562 0.0000 0,000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support Support2 Overall MAXlmum 1.571 1.571 Overall MINimum 1.403 1.403 +D+H 0.168 0.168 +D+L+H 1.571 1.571 +D+Lr+H 0.168 0.168 +D+S+H 0,168 0.168 +D+0.750Lr+0.750L+H 1.220 1.220 +D+0.750L+0.750S+H 1.220 1.220 +D+0.60W+H 0,168 0.168 +D+0.750Lr+0.750L+0.450W+H 1.220 1.220 +0+0.750L+0.750S+0.450W+H 1.220 1.220 +0.60D+0.60W+0.60H 0.101 0.101 +D+0.70E+0.60H 0.168 0.168 +D+0.750L+0.750S+0.5250E+H 1.220 1.220 +0.60D+0.70E+H 0.101 0.101 D Only 0.168 0.168 Lr Only L Only 1.403 1.403 S Only W Only E Only H Only Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: SDA#8822 and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 4 OCT 2019, 3:26PM Wood Beam File=C:lUserslKruthIONEDRI-11DeskloplKRUTHI-118822•(-11as22-Gravity.ec6 Softwarewpyrghl ENERCALC,INC.1983-2019,Build:12.19.8.30 KW.06011301STRUCTURAL DESIGN ASSOCIATES DESCRIPTION: M132 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 875.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 875.0 psi Ebend-xx 1,300.Oksi Fc-Prll 600.0 psi Eminbend-xx 470.0 ksi Wood Species ; Doug lasFir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase DJO.165)LtO.22) --------------- ' D o�255)„L i25) 1 4x8 44 Span=3.0 ft J Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.030, L=0.250 ksf, Tributary Width=8.50 ft,(FLOOR) Uniform Load: D=0.0150, L=0.020 ksf, Tributary Width=11.0 ft,(CEILING) DESIGN SUMMARY '= • Maximum Bending Stress Ratio = 0.931: 1 Maximum Shear Stress Ratio = 0.863 : 1 Section used for this span 4x8 Section used for this span 4x8 1,217.41 psi = 146.75 psi 1,308.13psi = 170.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.030 in Ratio= 1210>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.035 in Ratio= 1026>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.157 0.146 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.47 184.92 1177.31 0.38 22.29 153.00 +D+L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.931 0,863 1.00 1.300 1.00 1.15 1.00 1.00 1.00 3.11 1,217.41 1308.13 2.48 146.75 170.00 +D+Lr+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.113 0.105 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.47 184.92 1635.16 0.38 22,29 212.50 +D+S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 it 1 0.123 0.114 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.47 184,92 1504.34 0.36 22.29 195.50 +D+0.750Lr+0.750L+H 1.300 1.00 1.15 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length=3.0 ft 1 0,587 0.544 1.25 1.300 1.00 1.15 1.00 1.00 1.00 2.45 959.29 1635.16 1.96 115.63 212.50 +D+0.750L+0.750S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.638 0.591 1.15 1.300 1.00 1.15 1.00 1.00 1.00 2.45 959.29 1504.34 1.96 115.63 195.50 +D+0.60W+H 1.300 1.00 1.15 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: You can change this area Engineer: -sing the Settings menu item Project ID: SDA#8822 and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 4 OCT 2019, 3:26PM Wood Beam File=C:lUserslKruthilONEDRI-11DesktoplKRUTHl-118822-(-118822-Gravity.ec6 Software copyright ENERCALC.INC.1983-2019.Build:12.19,8.30 - DESCRIPTION: MB2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C I Cr C m C t C L M fb F'b V tv Pv Length=3.0 ft 1 0.088 0.082 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0,47 184.92 2093.00 0.38 22.29 272.00 1 D 1 0.750Lr 1 0.750L 1 0.450W 1 H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.458 0.425 1.60 1.300 1.00 1.15 1.00 1.00 1.00 2.45 959.29 2093.00 1.96 115.63 272.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.458 0.425 1.60 1.300 1.00 1.15 1.00 1.00 1.00 2.45 959.29 2093.00 1.96 115.63 272.00 +0.60D+0.60W+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.053 0,049 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.28 110.95 2093.00 0.23 13.37 272.00 +D+0.70E+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.088 0.082 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.47 184.92 2093.00 0.38 22.29 272.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.15 1.00 1.00 1.00 000 0.00 0.00 0.00 Length=3.0 ft 1 0.458 0.425 1.60 1.300 1.00 1.15 1.00 1.00 1.00 2.45 959.29 2093.00 1.96 115.63 272.00 +O.60D+0.70E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.053 0.049 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0,28 110.95 2093.00 0.23 13.37 272.00 Overall Maximum Deflections Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Deti Location in Span +D+L+H 1 0.0351 1.511 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.148 4.148 Overall MINimum 3.518 3.518 +D+H 0.630 0.630 +D+L+H 4.148 4.148 +D+Lr+H 0.630 0.630 +D+S+H 0.630 0.630 +D40,750Lr+0.750L+H 3.268 3.268 +D+0.750L+0.750S+H 3.268 3.268 +D+0.60W+H 0.630 0.630 +D+0.750Lr+0.750L+0.450W+H 3.268 3.268 +D+0.750L+0.750S+0,450W+H 3.268 3.268 +0.60D+0.60W+0.60H 0.378 0.378 +D+0.70E+0.60H 0.630 0.630 +D+0.750L40.750S+0.5250E+H 3,268 3.268 +0.60D+0.70E+11 0.378 0,378 D Only 0,630 0.630 Lr Only L Only 3.518 3.518 S Only W Only E Only H Only Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: SDA#8822 and then using the"Printing& Project Descr: Title Block"selection. Tide Block Line 6 _ Printed: 4 OCT 2019, 3:26PM Wood Beam File=C:\UserslKruthilONEDRI-11DeskloplKRUTHI-�11BB22-(-�118822-Gravity.ec6 . Softwareeopy"ghl ENERCALC,INC.1983-2019,Build:12.19.8.30 i•411ii- . STRUCTURAL DESIGN ASSOCIATES DESCRIPTION: MB3 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-16 Material Properties _ Analysis Method: Allowable Stress Design Fb+ 875.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 875.0 psi Ebend-xx 1,300.Oksi Fc-Prll 600.0 psi Eminbend-xx 470.Oksi Wood Species DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade Not Fv 170.0 psi Ft 425.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase I 2x12 �.a Span=22.0 ft J Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0,0150, L=0.020 ksf, Tributary Width=1.0 ft,(CEILING) DESIGN SUMMARY '" • Maximum Bending Stress Ratio = 0.881: 1 Maximum Shear Stress Ratio = 0.204 : 1 Section used for this span 2x12 Section used for this span 2x12 = 887.00psi = 34.76 psi 1,006.25psi = 170.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 11.000ft Location of maximum on span = 21.117ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.458 in Ratio= 576>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0,886 in Ratio= 298>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces S Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r C m C t C L M fb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.473 0.110 0.90 1.000 1.00 1.15 1.00 1.00 1.00 1.13 428.10 905.63 0.19 16.78 153.00 +D+L+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.881 0.204 1.00 1.000 1.00 1.15 1.00 1.00 1.00 2.34 887.00 1006.25 0.39 34.76 170.00 +D+Lr+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.340 0.079 1.25 1.000 1.00 1.15 1.00 1.00 1.00 1.13 428.10 1257.81 0.19 16.78 212.50 +D+S+H 1.000 1.00 1.15 1,00 1.00 1.00 0.00 0.00 0-00 0.00 Length=22.0 ft 1 0.370 0.086 1.15 1.000 1.00 1,15 1,00 1.00 1.00 1.13 428.10 1157.19 0.19 16.78 195.50 +D+0.750Lr+0.750L+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 It 1 0.614 0.142 1.25 1.000 1.00 1.15 1.00 1.00 1.00 2.04 772.28 1257.81 0.34 30.27 212.50 +D+0.750L+0.750S+H 1.000 1.00 1.15 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length=22.0 It 1 0.667 0.155 1.15 1.000 1.00 1.15 1.00 1.00 1.00 2.04 772.28 1157.19 0.34 30.27 195.50 +D+0.60W+H 1.000 1.00 1.15 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: You can change this area Engineer: rising the"Settings"menu item Project ID: SDA#8822 and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 4 OCT 2019, 3:26PM File=C:IUserslKrulhIONEDRI-11DesktoplKRUTHI-118822-(-118822-Gravity.ec6 Wood Beam Sofwarecopynght ENERCALC,INC.1983.2019,Build:12.19.8.30 STRUCTURAL DESIGN ASSOCIATES DESCRIPTION: M133 Load Combination Max Stress Ratios Moment Values _ Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb F'b V tv F'v Length=22.0 It 1 0.266 0.062 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.13 428.10 1610.00 0.19 16.78 �272.00 +D+0,750Lr+0.750L+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 It 1 0.480 0.111 1.60 1.000 1.00 1.15 1.00 1.00 1.00 2.04 772.28 1610.00 0.34 30.27 272.00 +D+0.750L+0.750S+0,450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 It 1 0.480 0,111 1.60 1.000 1.00 1.15 1.00 1.00 1.00 2.04 772.28 1610,00 0.34 30.27 272.00 +0.600+0.60W+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.160 0.037 1.60 1.000 1.00 1.15 1.00 1.00 1,00 0.68 256.86 1610.00 0.11 10.07 272.00 +D+0.70E+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.266 0.062 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.13 428.10 1610.00 0.19 16.78 272.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 It 1 0.480 0.111 1.60 1.000 1.00 1.15 1.00 1.00 1.00 2.04 772.28 1610.00 0.34 30.27 272.00 +0.60D+0.70E+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 It 1 0.160 0,037 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.68 256.86 1610.00 0.11 10.07 272.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+°Defl Location in Span +D+L+H 1 0.8858 11.080 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.425 0.425 Overall MINimum 0.220 0.220 +D+H 0.205 0.205 +D+L+H 0.425 0.425 +D+Lr+H 0.205 0.205 +D+S+H 0.205 0,205 +D+0.750Lr+0.750L+H 0.370 0.370 +D+0.750L+0.750S+H 0.370 0.370 +D+0.60W+H 0.205 0.205 +D+0.750Lr+0.750L+0.450W+H 0.370 0.370 +D+0.750L+0.750S+0.450W+H 0,370 0.370 +0.60D+0.60W+0.60H 0.123 0.123 +D+0.70E+0.60H 0.205 0.205 +D+0.750L+0.750S+0.5250E+H 0.370 0.370 +0.60D+0.70E+H 0.123 0.123 D Only 0.205 0.205 Lr Only L Only 0.220 0.220 S Only W Only E Only H Only Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: SDA#8822 and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 4 OCT 2019, 3:27PM File=C:IUserslKrulhilONEDRI--10wktoplKRUTHI-118622-(-1022-Gravity-ec6 Wood Beam Software cogynghlENERCALC,INC.1983.2019,Build:12.19.8.30. STRUCTURAL DESIGN ASSOCIATES DESCRIPTION: M84 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 875.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 875.0 psi Ebend-xx 1,300.Oksi Fc-Prll 600.0 psi Eminbend-xx 470.Oksi Wood Species DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade No.2 Fv 170.0 psi Ft 425.0psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase n(o o1 );1_,o n-2) t 2x12 Span=24.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.020 ksf, Tributary Width=1.0 ft,(CEILING) DESIGN SUMMARY " Maximum Bending Stress Ratio = 0.950 1 Maximum Shear Stress Ratio = 0.204 : 1 Section used for this span 2x12 Section used for this span 2x12 955.73psi = 34.61 psi 1,006.25psi = 170.00psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 12.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.649 in Ratio= 443>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 1.136 in Ratio= 253>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations - Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.452 0.097 0.90 1.000 1.00 1.15 1.00 1.00 1.00 1.08 409.60 905.63 0.17 14.83 153.00 +D+L+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length=24.0 ft 1 0.950 0.204 1.00 1.000 1.00 1.15 1.00 1.00 1.00 2.52 955.73 1006.25 0.39 34.61 170.00 +D+Lr+H 1.000 1.00 1,15 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.326 0.070 1.25 1.000 1.00 1.15 1.00 1.00 1.00 1.08 409,60 1257.81 0.17 14.83 212.50 +D+S+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length=24.0 ft 1 0.354 0.076 1.15 1.000 1.00 1.15 1.00 1.00 1.00 1.08 409.60 1157.19 0.17 14.83 195.50 +D+0.750Lr+0.750L+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.651 0.140 1.25 1.000 1.00 1.15 1.00 1.00 1.00 216 819.20 1257.81 0.33 29.66 212.50 +D+0.750L+0.750S+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.708 0.152 1.15 1.000 1.00 1.15 1.00 1.00 1.00 2.16 819.20 1157.19 0.33 29.66 195.50 +D+0.60W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.254 0.055 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.08 409.60 1610.00 0.17 14.83 272.00 Title Block Line 1 Project Title: You can change this area Engineer: 'Using the"Settings"menu item Project ID: SDA#8822 and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 __ _ _ _ __ _ Printed: 4 OCT 2019, 3:27PM Wood Beam FIfs-GUf6WKru1M\ONEDRI-HDWepU(RUTHt-118822.(-1l$822-Gravity.ec6 Software copyright ENERCALC.INC.1983-2019.Build:12.19.8.30 - sTRUcTuRAL DESIGN ASSOCIATES DESCRIPTION: MB4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C RV C i Cr C m C t C L M fb Pb V fv Pv +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1,15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length-24.0 It 1 0.509 0.109 1.60 1.000 1.00 1.15 1.00 1.00 1.00 2.16 819.20 1610.00 0.33 29.66 272.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.509 0.109 1.60 1.000 1.00 1.15 1.00 1.00 1.00 2.16 819.20 1610.00 0.33 29.66 272.00 +0.60D+0.60W+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.153 0.033 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.65 245.76 1610.00 0.10 8.90 272.00 +D+0.70E+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 It 1 0.254 0.055 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.08 409.60 1610.00 0.17 14.83 272.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.509 0.109 1.60 1.000 1.00 1.15 1.00 1.00 1.00 2.16 819.20 1610.00 0.33 29.66 272.00 +0.60D+0.70E+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.153 0.033 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.65 245.76 1610.00 0.10 8.90 272.00 Overall Maximum Deflections Load Combination Span Max.°"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 1.1358 12,088 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.426 0.420 Overall MINimum 0.240 0,240 +D+}f 0.180 0.180 +D+L+H 0.420 0.420 +D+Lr+H 0.180 0.180 +D+S+H 0.180 0.180 +D+0.750Lr+0.750L+H 0.360 0.360 +D+0.750L+0.750S+H 0.360 0.360 +D+0.60W+H 0.180 0.180 +D+0.750Lr+0.750L+0.450W+H 0.360 0.360 +D+0,750L+0.750S+0.450W+H 0.360 0.360 +0.60D+0.60W+0.60H 0.108 0.108 +D+0.70E+0.60H 0.180 0.180 +D+0.750L+0.750S+0.5250E+H 0.360 0.360 +0.60D+0.70E+H 0.108 0.108 D Only 0.180 0.180 Lr Only L Only 0.240 0.240 S Only W Only E Only H Only Title Block Line 1 Project Title: You can change this area Engineer: - using the"Settings"menu item Project ID: SDA#8822 and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 4 OCT 2019, 3:27PM Wood Beam File=C:\Users\Kruthi\ONEDRI-11DeskloplKRUTHI-11B822-(-118822-Gravityec6. Software MrightENERCALC,INC.1983-2019,Build:12.19.8.30 KW-,06011301 STRUCTURAL DESIGN o DESCRIPTION: MB5 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb j 875.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 875.0 psi Ebend-xx 1,300.Oksi Fc-Prll 600.0 psi Eminbend-xx 470.Oksi Wood Species ; Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade ; No.2 Fv 170.0 psi Ft 425.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase 0(0-034L(0 04) 2x12 Span=16.0ft Applied Loads _ Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.020 ksf, Tributary Width=2.0 ft,(CEILING) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.8441 Maximum Shear Stress Ratio = 0.259 : 1 Section used for this span 2x12 Section used for this span 2x12 849.54psi - 43.96 psi 1,006.25psi = 170.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 8.000ft Location of maximum on span - 15.066 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.256 in Ratio= 748>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.449 in Ratio= 427>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb _ F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.402 0,123 0.90 1.000 1.00 1.15 1.00 1,00 1.00 0.96 364.09 905.63 0.21 18.84 153.00 +D+L+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 It 1 0.844 0.259 1.00 1.000 1.00 1.15 1.00 1.00 1.00 2.24 849.54 1006.25 0.49 43.96 170.00 +D+Lr+H 1,000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.289 0.089 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0.96 364.09 1257.81 0.21 18.84 212.50 +D+S+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.315 0.096 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.96 364.09 1157.19 0.21 18.84 195.50 +D+0.750Lr+O 750L+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.579 0.177 1,25 1.000 1.00 1.15 1.00 1.00 1.00 1.92 728.18 1257.81 0.42 37.68 212.50 +D+0.750L+0.750S+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length=16.0 ft 1 0.629 0,193 1.15 1.000 1.00 1.15 1.00 1.00 1.00 1.92 728.18 1157.19 0.42 37.68 195.50 +D+0.60W+H 1.000 1.00 1.15 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.226 0.069 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.96 364.09 1610.00 0.21 18.84 272.00 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: SDA#8822 and then using the"Printing& Project Descr: Title Block"selection. Title Block_Line_6 Printed: 4 OCT 2019, 3:27PM WOO( BeamFile=C;lUserslKruthilONEDRI-11DesktoplKRUTHI-118822-(-118822-Gravity.ec6. ' Software copyright ENERCALC.INC.1983-2019,Build:12,19.8.30 STRUCTURAL DESIGN A3150CIATES DESCRIPTION: MB5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M ib F'b V fv F'v +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.452 0.139 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.92 728.18 1610.00 0.42 37,68 272.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.452 0.139 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.92 728.18 1610.00 0.42 37.68 272.00 +0.60D+0.60W+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 000 Length=16.0 ft 1 0.136 0.042 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0,58 218.45 1610.00 0.13 11.31 272.00 +D+0.70E+0.60H 1.000 1.00 1.15 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.226 0.069 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.96 364.09 1610.00 0.21 18.84 272.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 000 Length=16.0 ft 1 0.452 0,139 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.92 728.18 1610.00 0.42 37.68 272.00 +0.60D+0.70E+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.136 0.042 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.58 218.45 1610.00 0.13 11.31 272.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Deft Location in Span +D+L+H 1 0.4487 8.058 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.560 0.560 Overall MINimum 0,320 0.320 +D+H 0.240 0.240 +D+L+H 0.560 0.560 +D+Lr+H 0.240 0.240 +D+S+H 0.240 0.240 +D+0.750Lr+0.750L+H 0.480 0.480 +D+0.750L+0.750S+H 0.480 0.480 +D+0.60W+H 0.240 0.240 +D+0.750Lr+0.750L+0.450W+H 0,480 0.460 +0+0.750L+0.750S+0.450W+H 0,480 0.480 +0.60D+0.60W+0.60H 0,144 0.144 +D+0.70E+0.60H 0.240 0.240 +D+0.750L+0.750S+0.5250E+H 0.480 0,480 +0.60D+0.70E+H 0.144 0.144 D Only 0.240 0.240 Lr Only L Only 0.320 0.320 S only W Only E Only H Only Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: SDA#8822 and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 _ _ Wil _ Printed: 4 OCT 2019, 3:27PM File=C;1Users4o 6NEDRI-IbwkloplKRUTHI-1022-(-1022-Gravity.ec6. ' Wood Column Software Copyright ENERCALC.INC.1%3.2019,Build:12.19.8.30 STRUMUKAL DESIGN ASSOCIATES DESCRIPTION: STUD Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-16 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top&Bottom Pinned Wood GradinglManuf. Graded Lumber Overall Column Height 8 ft Wood Member Type Sawn (used For non-slender calculations) Exact Width 1.50 in Allow Stress Modification Factors Wood Species Hem-Fir Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 " Cf or Cv for Compression 1.10 Flo+ 850.0 psi Fv 150.0 psi Area 8.257 in 2 P Ix 20.797 in"4 CF or Cv for Tension 1.30 Fb- 850.0 psi Ft 525.0 psi ly 1.547 inA4 Cm:Wet Use Factor 1.0 Fc-Prll 1,300.0 psi Density 26.840 pcf Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 1532 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis: Unbraced Length for buckling ABOUT XA Axis=10 It,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weiqht included:12.302 Ibs*Dead Load Factor AXIAL LOADS. . . Axial Load at 8.0 ft,D=0.1780, L=0.7430 k DESIGN SUMMARY Bending&Shear Check Results PASS Max,Axial+Bending Stress Ratio = 0.1651 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 0.9333 k for load combination: n/a Applied Mx 0.0 k-ft 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Applied My Fc:Allowable 6850.0 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.600+0.70E+H Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 240.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.519 0.03455 PASS 0.0ft 0.0 PASS 8.0 ft +D+L+H 1.000 0.479 0.1651 PASS O.Oft 0.0 PASS 8.0 ft +D+Lr+H 1.250 0.401 0.03222 PASS 0.0ft 0.0 PASS 8.0 ft +D+S+H 1.150 0.429 0,03269 PASS 0.0ft 0.0 PASS 8.0 ft +D+0,750Lr+0,750L+H 1.250 0.401 0.1266 PASS 0.0ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+H 1.150 0.429 0.1284 PASS O.Oft 0.0 PASS 8.0 ft +D+0.60W+H 1.600 0.324 0.03114 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0,324 0.1223 PASS 0.0ft 0.0 PASS 8.0 ft +D+0,750L+0,750S+0.450W+H 1.600 0.324 0.1223 PASS 0.0ft 0.0 PASS 8.0 ft +0.60D+0.60W+0.60H 1.600 0.324 0,01869 PASS 0.0ft 0.0 PASS 8.0 ft +D+0.70E+0.60H 1.600 0.324 0,03114 PASS O.Oft 0.0 PASS 8.0 ft +D+0,750L+0.750S-45250E+H 1,600 0.324 0.1223 PASS O.Oft 0.0 PASS 8.0 ft Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings'menu item Project ID: SDA#8822 and then using the Printing& Protect Descr: Title Block"selection. TiitOOC� Column Block Line 6 Printed: 4 OCT 2019, 3:27PM File=C.lUserslKruthAONEDPJ-11DesktoplKRUTHI-118822-(-118822-&"ly.ec6 •r Software copyright ENERCALC,INC.INC.1983-2019.Build: . LIc 0'i r c o DESCRIPTION: STUD Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+H 1.600 0.324 0.01869 PASS O.Oft 0.0 PASS 8.0 ft Maximum Reactions Note:Only non-zero reactions are listed X-X Axis Reaction k Y Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 0.190 +D+L+H 0,933 +D+Lr+H 0.190 +D+S+H 0,190 +D+0.750Lr+0.750L+H 0.748 +D+0.750L+0.750S+H 0.748 +D+0.60W+H 0.190 +0+0.750Lr+0.750L+0.450W+H 0.748 +0+0.750L+0.750S+0.450W+H 0.748 +0.60D+0.60W+0.60H 0.114 +D+0.70E+0.60H 0.190 +D+0.750L+0.750S+0.5250E+H 0.748 +0.60D+0.70E+H 0.114 D Only 0.190 Lr Only L Only 0.743 S Only W Only E Only H Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0,0000 in 0.000 ft 0,000 in 0.000 ft +D+L+H 0,0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0,000 in 0.000 ft +D+S+H 0,0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0,000 ft +0+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.750L+0.750S+0.450W+H 0,0000 in 0.000 ft 0.000 in 0.000 It +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 It D Only 0.0000 in 0.000 ft 0.000 in 0.000 It Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 It W Only 0.0000 in 0.000 ft 0,000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0,0000 in 0.000 ft 0,000 in 0.000 It Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: SDA#8822 Project Descr: and then using the"Printing& Title Block"selection. Title Black Line 6 Printed: 4 OCT 2019, 3:27PM Wood Column File=C:lUse:s',KrulhilONEURI-riDeskloplKRUTHI-I8822•(-t18822.Grevity.ec6. ' Software copyright ENERCALC.INC.1983-2019,Bulid:12.19.8.30. r.0 , DESIGN ASSOCIATES DESCRIPTION: STUD Sketches MIR 0621M +x I4 � I ! : r I� I I l 1 y I I 1.50 in fastener Designer: Solutions Report Report Generated:October 02,2019 Ledger Inputs Lpidger,ConnectionLoading Condition Ledger . Joist Spacing Ledger-to-Stud 60 psf Live F / 10 psf 2X 16 in. Up to 18 ft Dead Ledger Connection Options K' Size/Type M. r__ Finish/Material Model Number Ledger Size Screws Per Stud 0.22"x 4"Strong- Double Barrier SDWS2240ODB 2x8 3 Drive AO SDWS Coating TIMBER Screws Strong-Drive® SDWS TIMBER Screw Structural Wood-to-Wood Connections Including Ledgers 2x stud 2x stud 2x stud 2x6 ledger 2x8 ledger 2x101edger O ! 7/16 3 12" wf ''( 25/6 I 1' 27/16 L 2/6' ` 27/16 2 3�8 n 9/16 1 i Load r t direction r -B/16 Load direction Load direction I_�A f_ Designed to provide an easy-to-install, high-strength alternative to through-bolting and traditional lag screws.The SDWS structural wood screws are ideal for the contractor and do-it-yourselfer alike. Features: www.stronatie.com/fd Page 1 of 2 Fastener Designer: Solutions Report EZ= Report Generated:October 02,2019 • Bold thread design that provides superior holding power. • Patented SawTooth' point ensures fast starts, reduces installation torque and eliminates the need for pre-drilling in most applications. • Under-head nibs that offer greater control when seating the head. • Large low-profile washer head provides maximum bearing area (0.75" head dia.). • Size identification on all SDWS screw heads. • 6-lobe T-40 drive reduces driver-bit cam-outs, resulting in easier installations and longer bit life. Double-barrier coating provides corrosion resistance equivalent to hot-dip galvanization,making it suitable for certain exterior and preservative-treated wood applications,as described in the evaluation report. Notes: • Allowable loads shall be limited to parallel-to-grain loaded solid sawn main members (minimum 2" nominal).Wood side members shall be loaded perpendicular to grain. • Allowable loads are based on SPF/HF wood members having a minimum specific gravity of 0.42.Where the side and main members have different specific gravities,the lower values shall be used. • Allowable loads are shown at the wood load duration factor of CD= 1.00. Loads may be increased for load duration as permitted by the building code up to a CD = 1.60. All adjustment factors shall be applied per the NDS-2012. For in- service moisture content greater than 19%, use CM =0.70. • Fasteners shall be centered in the stud and spaced as shown in the figure. The stud minimum end distance is 6"when loaded toward the end and 2 1/2"when loaded away from the end.The ledger end distance is 6"for full values. For ledger end distanced between 2"and 6" use 50% of the table loads. For end distances between 2" and 4",predrill using a 1/8"bit for the SDWH. • Screws may be installed with an intermediate layer of wood structural panel between the side and main member provided the wood structural panel is fastened to the main member per code and the minimum screw penetration of 2 1/2" into the main member(excluding the wood structural panel) is met. Longer lengths of the screw series may be used. • For LRFD values,the reference connection design values shall be adjusted in accordance with the NDS-2012,section 10.3.7. • For 2x10 SP ledgers, use the number of screws and allowable loads of the 2x8 SP ledger. • For 2x8 ledgers with two screws,use 2x6 values. For 2x10 ledgers with three screws, use 2x8 values. Spacings and edge distances shown in the figure are minimum dimensions. Codes/Standards: IAPMO-UES ER-192; State of Florida FL13975 Product Information: Stron -Drive SDWS TIMBER Screw U.S. Patents: 5,897,280 and 7,101,133 www.stronatie.com/fd Page 2 of 2 C LC/a(, w �W�s►J ATsc 1 s a _ �,Cx� F �ZooM :S� } [ZOOM 11 5 UOS C TA ,FLDcit Tip S-rvo . � $V700+zso}1 � p��t = 2.o�k1Ps 1 Al Z 4 S• 4M /4 foZYZ�lc"�Z)lrzZ� ,� !1, �J �`�z �2 = 1,413uz = 2,86r s > 2,o) ram. 1/6&4C_ y 5 (56, dk � n �JCt s HF-140'LlnJO.f x 0.7 = 35-bPLF CO NC, I.JCTe, 4r- = (W)Z2 o z sr) etesr,, L. = 3So/7. � L) It �I �s �" SCA3 gL a Fob �► � � ! r � 2�.i . Washingron State Department o� Labor&Industries(https://lni.wa.gov) IL HUYNH VINH QUOC Owner or tradesperson VINH HUYNH 3847 RAINIER AVE S STE 3 ...................................................................... Doing business as SEATTLE,WA 9811 8-11 39 VICTOR CONSTRUCTION WA UBI No. 603 285 449 Certifications & Endorsements OMWBE Certifications No active certifications exist for this business. Apprentice Training Agent No active Washington registered apprentices exist for this business.Washington allows the use of apprentices registered with Oregon or Montana.Contact the Oregon Bureau of Labor&Industries or Montana Department of Labor &Industry to verify if this business has apprentices. Workers' Comp Do you know if the business has employees?If so,verify the business is up-to-date on workers'comp premiums. L&I Account ID Account is closed. 257,785-00 ................................ Doing business as VICTOR CONSTRUCTION Estimated workers reported N/A L&I account contact T4/ALISON WOODWARD(360)902-4629-Email:WOAL235@lni.wa.gov Public Works Requirements Verify the contractor is eligible to perform work on public works projects. Required Training—Effective July 1,2019 Needs to complete training. Contractor Strikes ....................................................... No strikes have been issued against this contractor. Contractors not allowed to bid ....................................................... ...................... No debarments have been issued against this contractor. Workplace Safety & Health Check for any past safety and health violations found on jobsites this business was responsible for. No inspections during the previous 6 year period. Permit#: 3416 Permit Date: 09/04/20 Permit Type: COMM HZCIAL ALTERATION Project Nam e Clear Green LLC Applicant Nam a Clear Green LLC Applicant Address: 19319 63rd Ave Applicant, City, State, Zip: Arlington,WA98223 Contact: Andy Chan Phone: Em al: andychan78@yahoo.com Scope of Work: Tenant im lrovem ait to build out grow room sfor 1502 Valuation: 100000.00 Square Feet: 9220 Num ber of Stories: 2 Construction Type: O xupancy G ioup: ID Code: CIC Permit Issued: 03/29/2021 Permit Expires: 09/25/2021 Form Permit Type: Status: LASERFICHE Assigned To: Property Parcel# Address L egal Description O wrier Nam e Cvner Phone Zoning GONG 399 Other 31051500401202 1 9319 63RD AVE NE INVESTMENTS Miscellaneous LLC Manufacturing NEC Contractors Contractor P rim ay Contact P hone A ddress C ontractor Type L icense License# Cham 6er's Hardwood 3385 S 290th St CONSTRUCTION Labor and CHAMBHF815KB Floors CONTRACTOR Industries Inspections Date I nspection Type D escription S cheduled Date C om Iieted Date I nspector S tatus 11/02/2021 C20.BUILDING ComOete 1 1/03/2021 1 1/03/2021 B UILDING A pproved FINAL 08/25/2021 C20.BUILDING TI Final 0 8/30/2021 0 9/23/2021 B UILDING Not FINAL Com Oeted 05/10/2021 C 09.FRAMING 0 5/27/2021 0 5/20/2021 B UILDING A pproved Plan Reviews Date Review Type D escription A ssigned To R eview Status 01/19/2021 COMMIRCIAL BUILDING ALTERATION 01/19/2021 COMMIRCIAL No com m nts,LT P W ADMIN-GIS ALTERATION 01/19/2021 COMMIRCIAL No commats.SB P W-SEW REV ALTERATION 01/19/2021 COMMIRCIAL PW WAT REV ALTERATION Fees Fee D escription N otes A m curt Building Perm i T able 4-1 $1,497.74 Processing/Technology $25.00 State Surcharge-Corn m ccial C om m ecial Only $25.00 Building Plan Review T able 4-2 $973.53 Non-perm ited Work V iolation $500.00 Credit Card Service $90.64 Total $3,111.91 Attached Letters Date Letter D escription 03/25/2021 Building Penn 09/04/2020 Building Perm i Paym arts Date Paid By D escription P aym art Type A ccepted By A m Burt 03/25/2021 Wing Fung 8 5664750 $3,021.27 03/25/2021 Wing Fung Transaction $90.64 85664750 O ttstanding Balance $0.00 Notes Date Note C reated By: 03/26/2021 Em Bled the perm i for signature. K ristin Foster 03/24/2021 Received inform dion from Andy that the contractor has changed to Cham ter's Hardwood Kristin Foster Floors. 03/11/2021 Received info for the new contractor(Victor Construction),which doesn't have an active Labor Kristin Foster and Industries account. 02/11/2021 THIS CONTRACTOR NO LONGER ON THIS JOB. R aelynn Jones 02/11/2021 $500.00 additional fee for working without a perm i as per KO. R aelynn Jones 01/04/2021 Received revised exiting plans and second story landing and stair details. K ristin Foster 11/03/2020 Replied to Andy's question in regards to the egress window and followed up with the previously Kristin Foster m aitioned review com m ats em Bled on October 21 st. Received an em dl from the applicant explaining that there are sprinklers in the building in 10/23/2020 regards to the egress requirem Bits.Em dled the applicant Kevin's response that for a F1 Kristin Foster occupancy with one exit cannot exceed 100'.See em al in address file. 10/21/2020 E m sled Kevin's review com m ats-see attached em dl. K ristin Foster 10/21/2020 O nce revised plans are subm ited,em al to PW. Kristin Foster 09/23/2020 Resubm ital required for egress distances and lighting.Applicant cam eand picked up the plans Kristin Foster for revisions. 09/04/2020 Plans are available for review at the Perm i Center. K ristin Foster Uploaded Files Date File Nam e 03/29/2021 8428701-3416 Issued Perm i.pdf O1/19/2021 8000018-3416 Plans.pdf 10/21/2020 7570211-RE Clear Green LLC-TI perm it(19319 63rdAve NE).m R 09/04/2020 7296818-3416 Apnlication.pdf