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REVIEWED BLD-BLD2021-1694+Structural_Calculations+12.14.2021_4.57.54_PM+2573080PROJECT: Sean Drew Residence I IJOB # LB21-28 BY: Mikhail Lefelman I JDATE: 09.17.21. ISHEET 1 OF 42 RECEIVED REVISED 11.20.21. BLD2021-1694 Dec 20 2021 CITY OF EDMONDS DEVELOPMENTSERVICES DEPARTMENTMENT VERTICAL, LATERAL AND FOUNDATION ANALYSIS for REVIEWED BY CITY OF EDMONDS; ARCHITECT: PATRICIA ALBERT ARCHITECT ................................................ (206) 282-0668 Client: SEAN DREW (206) 295-0413 Location: 17715 TALBOT ROAD EDMONDS, WA 98026 Table of Contents Design Criteria Lateral Calculations Vertical Calculations Page No. t 2-4, F4pj1 ,s34813 �o� Fctsr�� SIONAL'R�� Foundation Design '�1111 Shearwall, Holdown Schedules & Details 11 20.2 Miscellaneous THE STAMP VALID IN RED INK ONLY THESE CALCULATIONS APPLY FOR VERTICAL, LATERAL AND FOUNDATION DESIGN ONLY. THE SITE WAS NOT INVESTIGATED AND NO JUDGMENT ON THE SUITABILITY OF THE SITE WAS MADE. 5-21; 22-39; 15;18;21; 40-42; V ML Engineering LLC 14607 N.E. 61 Street * Redmond, WA 98052 * (425) 558-9982 * Email: mlefelman@frontier.com P For 9� DESIGN CRITERIA e1-s21a8 PER 2018INTERNATIONAL BUILDING CODE DESIGN LOADS: ROOF DEAD LOAD = 15 psf BASIC WIND SPEED = 95 MPH Basic wind speed ROOF SNOW LOAD = 25 psf EXPOSURE -D" Rise Categ2 FLOOR DEAD LOAD = 10 Sf FLOOR LNE LOAD = 40 psf TYPE OF STRUCTURE Roof slope: Mean reef Sought = Occupancy Category RESIDENCE 'IC VALUES: 2.5r12; 11.Bdgr 20.00 8 II per Chapter 26 & 28 of ASCE7-16: WIncl Pressure Par ASCEITA6.28.2. Design W rd Pressure for Low -Ruse Buildings, (Envelope Presedule) Walls 186 Roof 283 p=94(GCm-(GCpi)) (Eq. 28.b1) (GCP0 0.53 L.B9 (wirdward pres) (GCpf)= edemal Pressure coefficient (Fig. 28.3-1) (GCp0 0.43 a." fleloyard press) (GCpi)= internal pressure coefficient (Tatia28.131) Waft UE 84E Reef 2E 83E qh = sabot, pressure evaluated al mean roof (GCO = 0.8 -1.01 (windward pres.) height I, using exposure. (GCpO = 0.64 0.69 (leeward PIe ) qh-o oo2ssi(z-"-Kd•KeN2 (Eq. 26.1D-1) (GCp) = 0.18 0.18 (internal pres.) 0.002%= numencid coefficient led = wind directionality, factor; K2= velocity pressure exposure coefficient', Kd = lopogrefic Mom'. Ke = ground elevation factor v = basic wind speed (3-second gust) Risk Category 2 after (Table2B.61) Kd= 0.85 (Table 26.10-1) (Fig. 26.8-1) Kd= 1.00 (Table2641) Ke= IN (Fig. 26.5-18) V= 95 0.6-W factor for Allowable Stress I 9.6 pef min. Wind load on components re 30.4I p wall inward = ghx(1 +0.18) 15.02 pat re 30.4-I pwell oulwaro=grg1.4+OA8) 20.11 psf 30.4-2B peave outward =ghx(22+0.18) 30.29 psf 30.4-28 p roof main outward = gmgo 8+0+18) 13.74 paf 30.4-2B p roof main inward = Clin 5+0.18) 8.65 pat 30.4-2C peave outward=ghx(20+0.18) 27.74 psf 30.4-2C proofrmum ntl=ghx(1.0+0.18) Islet psf 30.42C proofmaininward=ghx(8]+Q18) 11.20 Pat O.K. TO USE TABLE 30.4-1 OF ASCE 7-16 FOR COMPONENTS coax 7112 slope max 7112 slope nlax 7112 slope max 12112 slope max 12112 slope mmr 1W12 slope 4.8 pelf min. MPH DESIGN CRITERIA PER 2018 INTERNATIONAL BUILDING CODE , per Chapter 11&12 of ASCE 7.16, Equivalent Lateral Force Procedure: Seismic base sires, V = C'N v 0,1606 x w Ca= Sds l(R/0 0.1606 Ca= Sill /(T'R/I) Max. a 0000 T. = CI' 111 0.1891 Ca= 0.01 Min. Goloa R - The response modification factor W - The effective seismic veghl of the structure. I - The occupancy important factor System overstrength Factor Site Gass (Soil property unknown. Default$11.4-3) Cs - Seiemo Response Coefficient Ta-Apimommale Fundamental Pend hn - The height in 0 above the base Ct - The coetfident Ss - Mapped spectral response acceleration at short periods S1 - Mapped spectral response acceleration at l second period wwvr eadesion n u5os povlhtmVdesion4wku FD6.html ZIP CODE 98M Latdude 47,83776 Longitude-122352951 Fa - Sbe coellicient Fv - Site coefficient So. =M x Fa x Ss= Sd1=2/3 x Fv x S1= 0.000 ^D' SEISMIC DESIGN CATEGORY 'D^ 6.50 1.00 3 "W 20 0.02 1.31 0.46 NA N.A. GOVERN aLB21-28 (Equations 12.8-1) (Equations 12.8-2) (Equations 12.8-3) (Equations 12.8-7) (Equations 12.8-5) (Table 12 2A) (Table 1S2) (Table 12.2-1) (Chapter 20)) 0 (Table 12.62) (Section 11A.2) (Section IIA.2) (Table 11 41) (Table 11.4-2) (Eq'ns 11 4l 811.4J) (Eq'ns 11.4-2 811.") Design Information (Unless noted otherwise on plans): Lumber grade: HF#2 or better, HF#3 Q studs Horizontal roof sheathing: 7/16" CDX Plywood, APA index 24/16 w/ 8d @ 6" o.c.at edges/ 12" o.c. at field. (155plf allowable diaphragm shear w/o blocking) Horizontal floor sheathing: 3/4" T&G APA rated Sturd-I-Floor piwd w/ 8d @ 6" o.c. at edges/ 12" o.c. at field. (165pff allowable diaphragm shear w/o blocking) Shear walls: See shear wall schedule. Anchor Botts. MASA or MASAP mudsill anchors @ 4'-0" o.c typical or 5/8" diam. X 10"L @ 60" o.c., w/ 7" min. embedment unless noted otherwise. 14607 N.E. 61 Street" Redmond WA 98052' (425) 558-9982' FAX (425) 895-1337 File: CRITERIA-ISC-07AS Latitude, Longitude: 47.83776,-122.352951 1761h PI SW —O gle 'i yor- y2 OSHPD Date 9A&W21, 1020:28 PM Design Code Reference Document ASCE7-16 Risk Category II SR. Cl... D - DafaWt (Sea Section 11 A.3) Value Desorlptlon SS 1.305 NICER ground Mason, (for 02 second perod) 1 OA62 MCER ground motion. Mu 1 Os period) 5MG 1.566 Site -modified spectral acceleration value SMt null -Sea Secure 11.4.8 Site -modified spectral acceleration value S05 1.044 Numeric seismic design value at 0.2 second SA SOt null -Sae Section 11.d.6 Numeric seismic design value at 1.0 second SA Type ValuesDescription SDC nWl -See Seetien 11 AS Seismic design category Fe 1.2 Site anin ficatirn factor at 0.2 second Fv null .5. Section 11.4A Site amplification factor at 1.0 second PGA 0.559 NICE, peak ground acceleration FPGA 12 Site amplificalien fader at PGA PGA, 0.67 Site modified peak ground acceleration TL 6 Lang-panod transition perod in seconds SsRT 1.305 Probabilistic nsk-targeted ground motion. (0.2 second) SSUH 1.44 Factored undone-haeard (2 %prolk iihy of exceedance in 50 years) spectral acceleration so 2638 Factored deterministic acceleration value. (0.2 second) S1RT 0.462 Probabilistic risk-toigetad ground motor.(1.0 second) St UH D.517 Factored uniform-hanard (2%probability of exoeadanoe in 50 years) spectral acceleration, SID 1.118 Factored deterministic acceleration value. (10 second) PGM 0.932 Factored deterministic acceleration value, (Peak Ground Acceleration) CRS 0.905 Mapped value of the ask coelfiaanl at ahem periods Cal 0.8941 Mapped value of Me risk coeffickent at a mend of 1 s Map data, 2021 �1 n HEIGHT = 157.65' ZO KI -�1TGQ P... ;,: y`- 1.: [ �:; 1.: - .-� TOe PLATE 0 F1 FI R ,�„ a - ' nhl FLR Ll i„ I I II i II o_ 135.31' FINISI EG FLR m IN Fh&. i / S6ACF.'-yay -1-� 2.,2 -2x3=6 09 r 2' 0, v WEST MAXIMUM ALLOWABLE BUILDING HEIGHT = 157.65' F' 111 12 25 � VJ FIN FUR , ,-'TOP PL L a' 135.311 T FINISHED FLR PROJECT: SEAN DREW JOB # 112121-28 BY: Mikhail Lefelman DATE:09.10.21. ISHEET OF SEISMIC LOAD CALCULATION SEISMIC DESIGN CATEGORY: D R =6.5 Earthquake per Chapter 11 & 12 of ASCE 7-16, Equivalent Lateral Force Procedure Cs = 0.1606 V = p x Cs W x0.7 SEISMIC: V= 0.1606 x W (See design criteria) Story weight Redundancy Factor p=1.3 Wr=676SFC(15+10)psf= 16,900 # Wuf=6768F@1(10+15)psf+70SF@15psf= 17,950 # Total = 34,850 If Vertical Dlstdbudon Floor w In w x h % Roof 10900 18 304200 63% Upper 17950 10 179500 37% Total 34850 483700 100% therefore story shear: Vr = 3,203 Is Vuf= 1,890 # Total 6,093 # Dead Loads: Roof = 15 pat (hoa. framing) & 10 psf (partition) 25 psf Floor = 10 psf (hoa. framing) & 15 pat (partition) 25 psf Snow load reduced to 80%. Less 30 psf need not be included = 25 0 psf Story shear before vertical distrib. %of correction V second fir = 2470 # 130% V fust 0r = 2623 # 72 % Total base 5093 # shear PROJECT: SEAN DREW JOB # LB21-28 BY: Mikhail Lefelman DATE:09.10.21, ISHEET OF Horizontal Vertical Dead Seismic Venical Distributed Load from Total load Line Surface Dimensions Projected Loading weight (W) distnbution seismic load above mcl floor Remark Line ft Area w =Am(#) W above a b ft2 s # % # # # 1 2 3 4 1 6 1 7 8 9 10 11 12 13 16 SECOND FLOOR SIDE/SIDE A Roof 12.75 25.5 325 25 8128 130% 1541 0 1541 A 8128 B Roof 12.75 25.5 325 25. 8128 130% 1664 D 1664 8 Roof 2 13 26 25 650 676 8778 1 2 3 4 1 6 1 7 1 8 go 10 11 12 13 15 1 16 SECOND FLOOR FRONT/REAR i Roof 1275 25.5 325 25 8128 130% 1541 0 1541 1 8128 2 Roof 12.75 25.5 325 25 8128 130% 1664 0 1664 2 Floor 2 13 26 25 650 676 8778 O i N PROJECT: SEAN DREW JOB # LB21-28 BY: Mikhail Lefelman JSHEET OF 1 2 1 3 4 1 6 1 7 1 8 1 9 1 10 11 1 12 13 15 16 FIRST FLOOR SIMSIDE A Floor 12.75 25.5 325 25 8128 72% 856 1541 2396 A 8128 B Floor 12.75 25.5 325 25 8128 72% 1034 1664 2698 B Floor 2 13 26 25 650 Roof 2 4 8 15 120 Roof 4,75 13 62 15 926 746 9824 1 2 3 1 4 1 6 1 7 1 8 9 10 11 12 13 1 15 15 FIRST FLOOR FRONT/REAR 1 Floor 12,75 25.5 325 25 8128 72% 1333 1541 2873 1 Veneer 12 8 96 40 3840 Roof 4 11.5 46 15 690 12658 2 Floor 12.75 25.5 325 25 8128 72% 1116 1664 2779 2 Floor 2 13 26 25 650 Roof 12,75 9.5 121 15 1817 939 10595 V ML Engineering LLC 14607 N.E. 61 Street' Redmond, WA 98052 - (425) 558-9982 File:Prot-New-ASCE7-05 As T N PROJECT: SEAN DREW IJOB # LB21-28 BY: Mikhail Lefelman DATE:09.10.21. ISHEET OF WIND LOAD CALCULATION Design Wind Pressure Per ASCE7-16, 28.2. for Low-rise buildings, (Envelope prosedure): (See design criteria) 95 MPH FRCP "D" Kzt=1.0 15-20ft Wind ressure H<60tt Walls, zones (1 & 4) TRwf. zones(2 & 3) Walls, zones (IE & 4E) Roof, zones(2E & 3E) Total lWindward 11rotal Windward Total lWindward 1Total Windward 12.22 9.04 4.80 8.40 11 12.47 4.84 11.07 Projected Vertical Vertical in In case Line Surface Dimensions Projected Loading windward Total load Line ft Area Total only ft2 sq # a b h 1 2 3 4 5 1 6 7 8 9 10 SECOND FLOOR SIDEISIDE A Roof 0 1.75 6 5 4.84 11.07 25 A Roof 1.75 3.5 6.75 18 4.8 8.4 85 Wall 5 5 6 30 18.32 12.47 550 Wall 5 5 6.75 34 12.22 9.04 412 Total 87 1072 B Roof 0 1.75 6 5 4.84 11.07 25 B Roof 1.75 3.5 8.75 23 4.8 8.4 110 Wall 5 5 6 30 18.32 12.47 550 Wall 5 5 8.75 44 12.22 9.04 535 Total 102 1220 1 2 3 4 5 6 7 8 9 10 SECOND FLOOR FRONTIREAR 1 Roof 0 1.5 6 5 4,84 11.07 22 1 Roof 1.5 3.5 6.75 17 4.8 8.4 81 Wall 5 5 6 30 18.32 12.47 550 Wall 5 5 6.75 34 12.22 9.04 412 Total 85 1065 2 Roof 0 1.5 6 5 4.84 11.07 22 2 Roof 1.5 3.5 6.75 17 4.8 8.4 81 Wall 5 5 6 30 18.32 12.47 550 Wall 5 5 6.76 34 12.22 9.04 412 Total 85 1065 PROJECT: SEAN DREW IJOB # LB21-28 BY: Mikhail Lefelman DATE:09.10.21. ISHEET OF 1 2 3 4 1 5 1 6 7 1 8 1 9 10 FIRST FLOOR SIDEISIDE A Wall 9.5 9.5 6 57 18.32 12.47 1044 A Wall 9.5 9.5 6.75 64 12.22 9.04 784 Total 121 1828 B Roof 5 5 4.5 23 4.84 11.07 109 B Wall 9.5 9.5 6 57 18.32 12.47 1044 Wall 9.5 9.5 8.75 83 12.22 9.04 1016 Total 163 2169 1 2 3 4 5 6 7 8 9 10 FIRST FLOOR FRONTMEAR 1 Wall 9.5 9.5 6 57 18.32 12.47 1044 1 Wall 9.5 9.5 6.75 64 12.22 9.04 784 Total 121 1828 2 Wall 9.5 9.5 6 57 18.32 12.47 1044 2 Wall 9.5 9.5 6.75 64 12.22 9.04 784 Total 121 1828 V ML Engineering LLC File:Prot-New-ASCE7-05.xls 14607 N.E. 61 Street' Redmond, WA 98052' f425) 558-9982 PROJECT: SEAN DREW JOB # LB21-28 BY: Mikhail Lefelman OATE:09.10.21. I ISHEET OF WIND SPEED 95 mph eap "D" Seismic Design Category "D" COMBINED WIND & SEISMIC ANALYSIS SECOND FI To simplify design dead load is disregarded. Govem selamiclwind hlw END CONDITIONS' Wall W or V abv V Br V total Section Coem. Length Shear multiplier -1 1 multl Bar I Type M Mabv Mot T L/FR RISK A S 0 1541 1541 a 1 5 96 1.00 2.00 P1-6 8.0 0 3853 771 CS16towall CS16towall b 1 6 96 1.00 2.00 P1-6 8.0 0 4623 771 CS16towall CS16towall c 1 5 96 1.00 2.00 P1-6 8.0 0 3853 771 CS16towall CS16towall 16 B S 0 1664 1664 a 1 8 208 1.00 2.00 P14 8.0 0 13312 1664 CS16 to wall CS16towall 8 SECOND FLOOR FRONT/REAR V abv V Rr V total Section Costa. Len th Shwr aelamlcAvind hlw Type H Mabv Mot I T END CONDITIONS' Wall Govam mu16 Iler>=1 multi Tier LIFR R/BK is 0 1541 1541 a 1 4.25 81 100 2.00 P11-6 8.0 0 2758 649 1 PDL b 1 10.5 81 1,00 2.00 P1-6 8.0 0 6813 649 PDL PDL c 1 4.25 81 1.00 2.00 P1-6 SO 0 2758 649 PDL 1 19 2 S 0 1664 1664 a 1 3 79 1.09 2.67 P1-6 8.0 0 1902 634 1 CS16towall b 1 15 79 1.00 2.00 P1-6 8.0 0 9509 634 PDL POL c 1 3 79 1.09 267 P1-6 8.0 0 1902 634 CS16 to wall CS16towall 21 U ti N PROJECT: SEAN DREW JOB # L621-28 BY: Mikhail Lefelman DATE:09.10.21. I ISHEET OF REV65b dd-M-2! FIRST FLOOR SIDE/SIDE Side/Side --]lWall V abv V flr V total Section Cosin. Length Shear selsmlc/wind h/w T e H Mabv Mot T END CONDITIONS* Govern multi tier >=1 multi tier L/FR R/BK A W 1072 1828 2900 a 1 5 181 1 00 2.00 T1-4 9.0 2697 10853 2171 1 HDU8 b 1 6 181 1.00 2.00 T1-4 9.0 3236 13024 2171 HDU8 HDU8 C 1 5 181 1.00 2.00 T1-4 9.0 2697 10853 2171 HDU8 HDU8 16 B W 1220 2169 3389 a 1 7 219 1.00 2.00 T1-3 9.0 0 13775 1968 HDU8 HDU8 b 1 8.5 219 1.00 2.00 T1-3 9.0 0 16726 1968 STHD10 STHD10 155 FIRST FLOOR FRONT/REAR V abv V flr V total Section Cosin. Len th Shearl seismic/wind I h/w Type H Mabv Mot T JEND CONDITIONS* Wall Govern multiplier-1 I multiplier I L/FR R/BK 1 W 1065 1828 2893 a 1 2.66 544 1.21 3.38 P2-3 9.0 0 13019 4894 HDU8 HDU8 b 1 2.66 544 1.21 3.38 P2-3 9.0 0 13019 4894 HDU8 HDU8 5.32 2 W 1065 1828 2893 a 1 21.5 135 1.00 2.00 T1-4 9.0 0 26037 617 PDL PDL 21.5 ANCHOR ROl TS USE 5 / 8 " 0 Anchor Bolts @ 5' - 0" o.c. Unless Noted Otherwise (U.N.O.) v(II)=830x1.6=1328#/5=265plf V ML Engineering LLC 14607 N.E 61 Street * Redmond, WA 98052 * (425) 558-9982 *END CONDITIONS Pdl Dead load govern at the end of shear wall. 1 Perpendicular Exterior Wall @ corner (min) V = Hx240plf. 2 Perpendicular Interior Wall (min) 5-16d nails = 5xl42 = 710#. 3 Perpendicular Interior Wall (min) 8-16d nails = 8x142 = 1136#. File Prot-New-ASCE7-05 xls PROJECT: S6AA/ LWIFy- JOB# L/3??-2 BY: MIKNUIL LfiE LN/Af/ DATE: -09• f3' 21 SHEET /I � OF 42 o6T;, rev, SF� r? ire Rol I. R4 Af 92 i)A„ 14, 66u 1,l52S 25 _ riL 165` G�;O,,.2 ?/oPba= < f S2B.% overt; y «o v /3 AY6 Yr7 r. d��, . '992*6" �+SF cc ry V ML Engineering LLC 14607 N E 61st Street' Redmond. WA 98052 - Ph: (425) 558-9982 - E-mail mlefelman@frontier. com PROJECT:.SEAW OA-'F v JOB* L821-20 BY: Mr WAIC LEFELf+,C A/ DATE: 09- o'021 SHEET OF 92 d V=2 V F — xJ— 4 i j � TE e� xsuc�ur'E.- CR F 7 311 5 0* R = 2 893r`x L I' T_ Xsr= 6x fl39 "x 12" r"r2 �1-0 I � � I i V ML Engineering LLC 14607 N E 61 st Street - Redmond. WA 98052' Ph (425) 558-9982' E-mail. mlef lman@frontierwm ry? 62 NV]d 9 NIWd21j Jood OyYa9 009 ��� 6 Y .b-,S .0-.9 t1r, „0-,f -,5 9 jdSid - - J I N I N � i N I mom^ p fYi 3aoia A I m t t ,'-3+- 25'-4" 2. SECOND FLOOR FRAMING & SHEAR WALL PLAN S F E A10 7,5 S KEYNOTES O A d r- 51_-0._SF_,gN D K2-FWEX RITHICE rzEvrsE o 412d.21. EX BRICK FENCE W/ NEW POSTS ---- - - - SrkDiarYP - _ -- - C2)'R s TJ I �1 — EX CONC. 111,0 1 �^ _ STOR. OR. — S3 "r P ST BRI VENEER N 1 � 3 S3 7YjP W p p 1 -SA IX/CCLT 1 �3c��x3ox12y W� f.. N 1.1 3rr _ i FOYER NEW - �! a1 co CONCRETE - - --- :lEER STOOP /OF BRICK 5'-24 3'-0� _0. 3'-0" 5 _2 = 25'-4" FOUNDATION PLAN (VF-PrICA-L a44d G47E/2.4L) SC.4G,—' S>cE A10 6 s 5�Al PO 46E ,(211- 4 LB21-28 SEAN DREW RESIDENCE ROOF FRAMING PLAN & UPPER FLOOR SHEARWALLS (LATERAL ONLY) NOTE: -COMMON ABBREVIATIONS: U.N.O. = UNLESS NOTED OTHERWISE -ALL EXTERIOR WALLS AND GABLE ENDS TO BE P18, (U.N.O.) - ALL POSTS LOCATED IN SHEAR WALLS TO BE NAILED AS EDGE NAILING PER SHEAR WALL SCHEDULE. - NOTES ON THE PLAN HAVE PRIORITY OVER DETAILS AND SCHEDULES. 1 ADD ST6224 STRAP FROM BEAM TO WALL TOP PLATE, SEE DET."41S2". 2 CS16 WI(13)-8d EACH END TO WALL BELOW, SEE DET."6/S7' 020eF 42 LB21-28 SEAN DREW RESIDENCE UPPER FLOOR FRAMING & MAIN FLOOR SHEARWALLS (LATERALONLY) NOTE: -COMMON ABBREVIATIONS: U.N.O. = UNLESS NOTED OTHERWISE - ALL EXTERIOR WALLS AND GABLE ENDS TO BE P1.6, (U.N.O.) - ALL POSTS LOCATED IN SHEAR WALLS TO BE NAILED AS EDGE NAILING PER SHEAR WALL SCHEDULE. - SEE PLAN AND SHEAR WALL SCHEDULE FOR ANCHOR BOLT SPACING AND SHEARWALL REQUIREMENTS. USE 5/8"dx10" ANCHOR BOLTS AT F-W O.c. 12" MAX. FROM THE ENDS. With 7" MIN. EMBEDMENT INTO CONCRETE w/3" X 3" X 14' PLATE WASHERS (U.N.O.) USE EPDXY GROUTED 5/8"d RETROFIT ALL THREAD ROD TO INSTALL IN EXISTING CONCRETE WALLS or SLAB w/7" EMBEDMENT. - FOLLOW "SIMPSON STRONG TIE" CATALOG INSTRUCTION FOR INSTALLATION OF ALL CONNECTORS. - NOTES ON THE PLAN HAVE PRIORITY OVER DETAILS AND SCHEDULES. 1O PROVIDE FLOOR SHEATHING DIAPHRAGM W/BLOCKED PANEL EDGES, USE 8d AT 4"o.c. AT DIAPHRAGM BOUNDARIES AND PANEL'S EDGES, 12"o.c. AT INTERMEDIATE SUPPORT MEMBERS, SEE DET. "13/52". 2O CS16 STRAP L=5ft AS DRAG TIE, WI(6)-8d NAILS TO EACH 2x4 LAID FLAT BLOCKING, SEE DET. "12/S2". 3 ADD ST6224 STRAP WI(14)-16d EACH END TO SPLICE 1 3/4" LVL RIM JOIST. 4 HDU8 TO (2)-2x4 WITH 7/8"d ALL THREAD 15" SET-XP EPDXY GROUTED TO CONCRETE, SEE DET "17/S3". SO HDU8 TO (2)-2x6 WITH 7/8"d CAST IN PLACE ANCHOR TO CONCRETE PER HOLDOWN SCHEDULE, SEE DET. "17/ST', "22/S3" & "25/S3". P21vF42 LB21-28 SEAN DREW RESIDENCE FOUNDATION PLAN (LATERAL ONLY) NOTE: -COMMON ABBREVIATIONS: U.N.O. = UNLESS NOTED OTHERWISE - NOTES ON THE PLAN HAVE PRIORITY OVER DETAILS AND SCHEDULES. - SEE PLAN AND SHEAR WALL SCHEDULE FOR ANCHOR BOLT SPACING AND SHEARWALL REQUIREMENTS. USE 5/8"dx10" ANCHOR BOLTS AT 5'4' o.0 12" MAX. FROM THE ENDS. With T' MIN. EMBEDMENT INTO CONCRETE w/3" X W X 1l4" PLATE WASHERS (U.N.O.) USE EPDXY GROUTED 5/8"d RETROFIT ALL THREAD ROD TO INSTALL IN EXISTING CONCRETE WALLS or SLAB w/7" EMBEDMENT. - VERIFY THAT EXISTING SILL PLATE IS BOLTED TO CONCRETE w/112"d ANCHOR BOLTS wl3" X 3" X 1/4" PLATE WASHERS SPACED NO MORE THAN 6-0" O.C. UNLESS NOTED OTHERWISE ON THE PLAN. - FOLLOW "SIMPSON STRONG TIE" CATALOG INSTRUCTION FOR INSTALLATION OF ALL CONNECTORS. 07/8"d ALL THREAD 15" SET-XP EPDXY GROUTED TO CONCRETE FOR HDU8 TO (2)-2x4, SEE DIET "l71S3". 2O 718"d CAST IN PLACE ANCHOR TO CONCRETE PER HOLDOWN SCHEDULE FOR HDU8 TO (2)-24, SEE DET. -1 WSW, "22/S3" & "25/S3". ID 1/2"dx10" ANCHOR BOLTS Q 4'-0" O.C. & 2x SILL PLATE. (3}7/2"dxl0" ANCHOR BOLTS & 2x SILL PLATE. (3)-5/8"dx10"ANCHOR BOLTS & 2x SILL PLATE, DET. "l/S1". (2)-518"dx12"ANCHOR BOLTS & 3x SILL PLATE, DET. "20/SW& "25lS3". 1/2"dx10" ANCHOR BOLTS @ 6'-0" O.C. & 2x SILL PLATE. NOTE: AS BUILT CONDITIONS ARE ASSUMED. IF ACTUAL CONDITIONS ARE DIFFERENT CONTACT ARCHITECT OR ENGINEER. Lsaj -22 P � 2?�Fk2 � sEa,v o,eEw � �------ — -- --- - �- J 1— 13 0" Nn am 4 c $Q y � n 4-1 N \ FY a a � e Nuts EN JACe 9 RIDGE s? ` C24"o,l•. you � a h e i i o c � h 5'-5" 3 -0" 6 -0" 6 -0 R 5 -2 I, ROOF FRAMING PLAN (!/62t-ICA4 aNLVJ 311,5t 14�- O*s4lQF SEE A/oTF_ S VA1 p/19E ,204Z f P. 23aFy2 p& 5T S 564N pgsTuas — FALSE GO$T 2 � �i_3j• _ FAIISE PosT 14'-3• m HpR �2 415R CLOSES - C LL M2 I s M Q a N �1 m N ee�c� W/o ill BMS(FL LL� _ _13M4(Fy__ G BM2�� nn cn I kdag 0 c� ND R HDR ` L3/4"LSD G -"" ArYP OaRD 25 -a SECOND FLOOR FRAMING _. _.._........__ . _..N (VERT/CA( OA/Ly) S44Lb- 3/16" 1 L SEE ,✓DTES DN PA-6E KEYNOTES 0i - L-g 21-2 9 RZ,qdT 92 SE%lN 02E94- '2x6 (+QNT'R PLA?E b.4GN STUD ADU TYP. NEW EXTERIOR WALL ASSEMBLY COR—A—VENT SV-3 VENT 5" CONT. FORMED 24 GA. PRE —FINISHED ROOF CAP x x _4+/— MATCH EXISTING - — TYP. NEW FLOOR —CEILING seE DE7'„1"wow 12 ASSEMBLY Po? MANSARD /JS4EHBLy ; TYP. MANSARD ASSEMBLY _ — _HARDI—BOARD VENTED SOFFIT BOARD CONT MTL ROOF _ EDGE TRIM W/5" GUTTER-0/ 16 CEDAR FASCIA GARAGE EX BRICK VENEER WALL ASSEMBLY (ADD PLYWD SHEATHING @ INT.) EYE BROW AT WEST ELEVATION 1-621-2 B PZSdF92 S6/iN TYPICAL ROOF-CEIILING ASSEMBLY cKoRo° 12 CONT. 211x2° MTL CAP 3 FLASH'-/G (2) -16�JI a-r J 0/.VT >. TYP. MANSARD * ASSEMBLY 4 CD 12 - - - CONT MTL ROOF EDGE TRIM W/5" GUTTER 0/ 1 x6 � X CEDAR FASCIA (2) _jar,vr ACCESSORY HARDI-BOARD VENTED DWELLING - SOFFIT BOARD UNIT (ADU) - �21-16d ra-FAIAIZ-s 11 2x2 CONT. CEDAR WALL TRIM 2x4 L606ER a-10--f 60i TO Egcy S7U0 - -- TYP. NEW EXTERIOR WALL ASSEMBLY TYPICAL 2nd FLOOR EAVE l92 6ar42- #LB21-28 SEAN DREW RES ROOF FRAMING (VERTICAL) DESIGN LOADS: ROOF DL = 15 PSF LL = 25 PSF ENGINEERED TRUSSES BY TRUSS MANUFACTURER NOTE: GIRDER TRUSSES LABELED AND CALD FOR REACTIONS ONLY. PROVIDE (2)-2X POST U.N.O. RAFTERS (u) OVERFRAMING: 2x6 HF #2 A 24" O.C. NOTE: BRACE DOWN TO FRAMING BELOW Cad 48-0.c CEILING JOISTS: 2 x 4 HF # 2 Cal 24b.c. NOTE: SPLICE WITH TRUSS BOTTOM CHORD AT IS- LENGTH W/(4)-10d HEADERS: 4 x 10 DF # 2 U.N.O. NOTE: PROVIDE (1) 2 X TRIMMER @ ALL HEADERS U.N.O H1: 4x10DF#2 42: 4x10DF#2 BEAMS: NOTE: PROVIDE (2) 2 X POST @ ALL BEAMS U.N.O. BMI: 51/8 x 10 1/2 GLIB 24F-V4 COLUMNS: Cl: (2) 2 x 6 HE TRIMMERS: T1: (2) 2 x 6 HF R 2 -7oF 42- #LB21-28 SEAN DREW RES UPPER FLOOR FRAMING (VERTICAL) DESIGN LOADS: FLOOR DL=IOPSF LL = 40 PSF JOISTS: 9 112" TJI 210 (a)16" o.c. NOTE: PROVIDE ITS 2.0619.5 TOP FLANGE HANGERS AND IUS 2.0619.5 FACE MOUNT HANGERS @ ALL FLUSH FRAMED ENDS HEADERS: 4 x 10 OF # 2 U.N.O. NOTE: PROVIDE (1) 2 X TRIMMER @ ALL HEADERS U.N.O H3: 6x 10 DF#2 BEAMS: NOTE: PROVIDE (2) 2 X POST @ALL BEAMS U.N.O. BM2(F): (1)-1 314 x 9112 2.0E LVL BM3(F): (1)-13/4 x 91/2 2.0E LVL BM4(F): 5 114 x 9 112 2.0E PSL BM5(F): 5 114 x 9 112 2.0E PSL BM6(F): (1)-1 3/4 x 9 112 2.OE LVL BM7: 6 x 10 OF #2 �bl�llll:b'.' C2: (4) 2 x 4 HF C3: (4) 2 x 6 HF C4: 6x6OF C5: (2) 2 x 4 HF HANGERS: HGR1: ITS 1.81/9.5 HGR2: HUC610 W/(26)-16d TOTAL NAILS POST CAPS: PCI: PC6Z POST BASES PB1: CBSO66SDS2 NOTE: PROVIDE SOLID FRAMING IN JOIST SPACE TO POST BELOW FOR ALL POINT LOADS ABOVE NOTE: AS BUILT CONDITIONS ARE ASSUMED. IF ACTUAL CONDITIONS ARE DIFFERENT CONTACT ARCHITECT OR ENGINEER. P.1, S'2 T. z 2-2 P. .s . *r. 2, PROJECT: S"It A/ DIP FW JOB L3 21-2,g1 BY: M/Kaia/C LEFEGMAA/ DATE: O9.O2' SHEET // 20OF42- I I ffl/ M STE. ' I MM1 sL� 3t12 , 3 2GF-V x 6 PA= S 6oi 43 1 y . P 4e 192' ,2IS/ G"2 spy D/S i92y��39 1/2 2,7S5 = 9q2'.✓ 2,752 �— i ,JY R c2 w1d/WG I —i r'a I 1E1� 2 � 6 N 2q''o�r ^e1cli c �dl$AS � �:�Sapr RSSE 3`Y ell n/ /ZEO LO !/ r V ML Engineering LLC a"dam dQCRI7E!7 14607 N.E 61st Street' Redmond WA 98052' Ph. (425) 558-9982 -E-mail mlefelman@fronbei cem PROJECT: 5;eA I/ DP ELY/ JOB# Lg21-20 BY: 1ti 1 i,' WA/C LBFE L.NAN q p DATE: �9. Og.� 1 SHEETS OF`- �S9 TAB le D,3 77 3 6 D/Z L. 36 1• SL4 S E � i//J: i= Obit iF1� i`NN'b ITS,D6,19. TaPGC 2 Tll 2° 6 n,c, c F� cF 9uir i ' 6 t2 7'/ P tfx3O pFL'2 :: ITS 1, �1 3.5 4riiai�S, : ro� 2 S 60� 3iy y i2 2 aE °'61 � L/L T1 9Bo " DZ « 3, �5'- a = 55 35 Si, i I - 5 , � I _ A4 �flI 1 2-50 �t= a,s' QODS 2f 36 � x 592 V ML Engineering LLC 14607 IN E 61 st Street - RedmOnd, WA 98052 - Ph (425) 558-9982' E-mail. mleWman@frontier corn W PROJECT: SFAu DeFIY� JOB* L624- 2g BY: MlKH/S/L Le FE LHs1N DATE:Oj,a9' Zl SHEET OFZ U/L=1 90 is, . c e-Vq�E hom! 22S Ly9 ! c.l Z. T it S,SfN01 eHPCk o —�XIST,�/ 2 x g S, ¢aF I b L_ 3: S` a5� 20 jij � sc=: 3,5',r2 i 33 LL.= 65 44;' Z =r e I it - � t V ML Engineering LLC 14607 N.E. 61 st Street' Redmond, WA 98052' Ph'. (425) 558-9982 - E-mail. mlefelman@fronbsr. o vus P31aFq ® "Wood"Works' COMPANY V ML Engineering LLC (425) 558- PROJECT 8 ROOF ROOF Sep. 16, 2021 22:13 BM1.wwb Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type Distribution Pat- Location Ift] Magnitude Unit tern Start End StazT Entl Loath Dead Full UDL 20b.0 pit Load2 Snow Elrll UDL 344.0 pit Self -weigh[ Dead Ebll UDL 12.4 if Maximum Reactions (lbs) and Bearing Lengths (in) : 0• 12'-7.1" Unfactored• Dead 1417 1417 Snow 2236 2236 Factored: Total 3653 3653 Bearing: Length 3.00 3.00 Min req'd 1.10 _ 1.10 Glulam-Unbal., West Species, 24F-V4 DF, 5-118"x18-112" 7 laminations, 5-Vil" maximum Width, Supports: All - Lumber -soft Sill plate, D-Fir-L No.3 Total length: 13'; Clear span: 12'-6"; volume = 4.9 cu.ft. Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NOS 2015: Criterion Analysis Value Design Value I Unit Anal sis/Desi Shear fv 84 EV• = 305 psi fv Fv' " 0.28 Gentling (+I fb = 1420 E'b' 2760 psi fb/Eb' " 0.51 Live Defl•n 0.22 L/691 0.92 = L/360 in 0.52 Total Oefl •n 0.36 L/422 O.fi3 L/240 in 0.57 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015). the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glularn design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. S. Glulam Beams shall be laterally supported according to the provisions of NOS Clause 3.3.3. 5. GLULAW bearing length based on smaller of Fcp(tension), Fcp(wmp'n). 9 P 39 of �l2 ® /J� WuodWo rks COMPANY V ML Engin98eering LLC (425) 55s-021 PROJEOT ROOF 8 ROOF Sep. 16, 202122:16 H1.wwb Design Cheek Calculation Sheet Wood Works Sim 11.1 Loads: Load Type Distribution Pat- tern Location Ittl Start End mgmtude Start end Unit Loadl I pead Partial VUL 1.5 .25 u I pit Load2 Snow Partial ODL 1.50 3.25 319.0 319.0 pl£ Load3 Dead Point 1.50 860 lbs Load4 Snow Point 1.50 1434 lbs self -weight Dead Mi UDL 1.11 if Maximum Reactions fibs) and Bearing Lengths (in): y — Y-3" 3'-0.13" Unfactored' Dead 564 65fi Snow 920 10]2 Factored: Total 1484 1]28 Bearing: Length 1.50 1.50 Min re 'd O.68 0.]9 Lumbeneoft, D.Fir-L, No.2, 41A0 (3.1/2"xe4/4") Supports: All - Lumber -soft Sill plate. D.Fir-L No.3 Total length: 3'-3.0": Clear span: 3; volume = 0.7 cu.ft. Lateral support: top= full, boltom= at supports; /ina"Is Vs. Allolsrable Stress and Deflection using NOS 2015: Criterion Analysis Value Design value Unit IAnai sis/pest n Shear fv = 68 1v = 20] psi v ", = 0.33 "I' Bendingial fb 499 Fb' 1242 pat fb/FD' = 0.40 Live Defl'n 0.00 IL/999 0.10 L/360 in 0.05 Total Def 1'n 0.01 = <L/999 0.15 = L/240 in 0.05 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015). and NDS Design Supplement. 2. Plasma verity that the default deflection limits are appropriate for your application. 3. Sewn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. P COMPANY PROJECT ® V MIL LLC 8 wood Wo rks® ROOF (425) 558-9982 ROOF Sep. 16, 2021 22:20 H2.wwb Design Check Calculation Sheet Woodworks Sizer 11.1 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Deatl Partial UDL .0 5.00 192.0 192.0 plf Load2 Snow Partial UDL 0.00 5.00 319.0 319.0 plf Load3 Dead Point 5.00 1 860 lbs Load4 Snow Point 5.00 1434 Ibs Self -weight Dead Full UDL 7.7 plf Maximum Reactions (Ibs) and Bearing Lengths (in) : 8.6" Unfactored: Dead 806 1061 Snow 1301 1728 Factored: Total 2107 2789 Bearing: Length 3.00 3.00 Min to 'd 0.96 1.28 Lumber -soft, D.Fir-L, No.2, 4xl0 (3-112"x9-1/4") Supports: All - Lumber -soft Sill plate, D.Fir-L No.3 Total length: 6-6.0" , Clear span: 6'; volume = 1.5 w.ft. Lateral support: lop= full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Anal sis/Desi n Sheat fv 129 Fv' = 20"I psi fv Fv' = 0. 62 Bending l+) fb = 921 Fb• 1242 psi fb/£b' = 0.T5 Live Defl'n 0.04 <L/999 0.20 = L/360 in 0.21 To Defl'n 0.07 _ <L/999 0.30 = L/240 in 0.23 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015). the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 42 or 42- W ® COMPANY VML Engineering LLC (4mL 558-9962 PROJECT SECOND FLR SECOND •����Works® Sep. 16, 2021 22:: BM3.wwb Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type Distribution Pat- tern Location Iftl Start End Magnitude Start End Unit Load3 Dead Point 8.00 140 lbs Load4 Live Point 8.00 560 lb s Lcad5 Dead Full UDL 70.0 plf Load6 Live Full UDL 4D.0 plf Self -weight Dead Full UDL 4.8 pl, Maximum Reactions (lbs) and Bearing Lengths (in) : 14'E' 14'-0.37" Unfactored• Dead 604 616 Live 540 600 Factored: Total 1144 1218 Bearing: Length 3.50 3.50 Min re 'd 1.33-- 1.42" "Minimum bearing length governed by the required width of the supporting member. LVL n-ply, 2.OE, 250019b,11414"x9.1/2",1-ply Supports: All - Lumber -soft Sill plate, Hem -Fir No.3 Toter length: 14'-6.0"; Clear span: 13'-11"; volume = 1.7 cu.ft. Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using Nos 2i Criterion Analysis Value I Design Value Unit Mal sis/Desi n Shear fv - 99 Fb' 285 psi tw/ = 0.35 Bending(+) fb = 2380 Fb' 2580 psi fb/Fb' - 0.92 Live Defl'n 0.36 L/469 0.4] L/360 in I 0.77 Total Defl'n 0.67 = L/249 0:10 = L/240 in 0.96 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015). the National Design Specification INDS 2015), and NOS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 5. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 03SoF42- /� ® WoodWorks" rks ML Engineering LLC ( 425) 558-9882 PROJECT 8 SECOND SECOND FUR Sep. 16, 2021 22:24 BM4.wwb Design Check Calculation Sheet Woodworks Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loads Dead Full UDL 1 .D p f Loadfi Live ,iii UDL 550.0 plf Self -weight Dead Full UDL 14.4 pIf Maximum Reactions (lbs) and Bearing Lengths (in) : 11' 10'-6.69" ❑nfactored: Dead 835 835 Live 3025 3025 Factored: Total 3860 3860 Bearing: Length 3.50 3.50 Min re 'd 1.69" 1,69`• '"Minimum bearing length governed by the required width of the supporting member. LVL n-ply, 2.OE, 2500Fb, l4W'x9-112", 3-pty (5-1/4"x9.1/2") Supports: All - Lumber -soft Sill plate, Hem -Fir No.3 Total length: 11'; Clear span: 19-5.0"; volume = 3.8 cu.ft. Lateral support: top= full, bottom= at supports; Repetitive factor applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using Nos 2015: Criterion Anal sis Value Desi n Value Unit Analysis/Design Shear fv 93 Fv' = 285 psi tv/kv. = 0.33 Bending(+) fb = 1481 Fb' - 2683 psi fb/Fb' = 0.55 Live Defl'n 0.20 L/618 0.35 = L/360 in 0.58 Total Defl'n 0.26 = L/484 0.53 = L/240 in 0.50 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015). the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. System factor KH may not apply to field -assembled multi -ply beams. 4. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 5. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. /A��■■ ® WOQY Wo r ks CMPANY EngineenrgLLC �v,,',mL,,,,_gg, 2 PROJECT SECO 8 SECOND FLR Sep. 16, 2021 22:25 Stil b Design Check Calculation Sheet WoodWorks S¢er 11.1 Loads: Load Type Distribution Pat- tern Location [it] Start End Magnitude Start End Unit Load3 Dead Point 9.00 90 its Load4 Live Point 9.00 360 lb. Loads Dead Full UDL 10.0 plf Load6 Live Full UDL 40.0 plf Load? Dead Partial UDL 9.00 13.00 60.0 60.0 plf Self-cei ht Dead Full UDL 4.8 pit Maximum Reactions (lbs) and Bearing Lengths (in) : 1r-5.81' Unfactored; Dead 156 364 Live 368 512 Factored: Total 524 875 Bearing: Length 3.50 3.11 Min re 'd 0.61— 1.02*• minimum oeanng lengm govemea by the required wmm or me supporting member. LVL n-ply, 2.OE, 2501 1.314"xs-1l2", 1-ply Supports: All - Lumber -soft Sill plate, Hem -Fir No.3 Total length: IS; Clear span: 12'-5 volume = 1.5 cWt. Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using Nos 2015: Criterion Analysis Value Desi n Value Unit Anal sis/Desi n Shear fv m 66 Fv'•= 285 psi fv Fv' = 0.24 Bending fb = 1082 Eb' = 2580 psi fb/Eb' = 0. 42 Live Defl'n 0.17 L/893 0.92 = L/360 in 0.40 Total Defl'n 0.25 = L/606 0. 62 = L/240 in 0.40 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification INDS 2015), and NOS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 5. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. P s of q2 Wood Wo rks ® COMPANY V ML Engineering LLC (425) 558-9982 PROJECT 8 SECOND FLR Sep. 16, 2021 22:39 H3.wwb Design Check Calculation Sheet Woodworks S¢er 11.1 Loads: Load Type Distribution Pat- tern Location [ft) Start End Magnitude Start End Unit Load5 Dead Full UDL 10.0 plf Load6 Live Full UDL 40.0 pit Load3 Dead Full UDL 155.0 pit Load4 Snow Full UDL 125.0 plf Sel£-wei ht Dead Full UDL 12.4 pif Maximum Reactions (lbs) and Bearing Lengths (in) : 9'-8' a 9'-3.6" Unfactored• Dead 841 "1 Live 190 190 Snow 594 594 FactOretl: Total 1435 1435 Bearing: Length 1.50 1.50 Min re 'd 0.60"• 0.60" ^Minimum bearing length governed by the required w dth of the supporting member. Timber -soft, D.Fir-L, No.2, 6x10 (S-112"x9-112") Supports: All - Lumber -soft Sill plate, Hem -Fir No.3 Total length: 9'-6.0": Clear span: B-3.0"; volume = 3.4 cu.ft.; Beam and stringer Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress and Deflection wing NOS 2015: Criterion Analysis Value Design Value Unit Anal sis/Dsie Shear fv = 33 Fv' = 195 psi fV/Fv• 0.17 Be fb = "1 Fb' = 1006 psi fb/Fb• = 0.17 Live Defl'n 0.04 cL/999 0.31 = L/360 in 0.13 Total Defl•n 0.10 = <L/999 0.47 = L/240 in Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NOS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. ® COMPANY V ML Engineering LLC PROJECT LB21-28 WuudWorks (425)558-g082 SECOND FLR Sep. 16, 2021 22:40 BM7.wwb Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft1 Magnitude Unit tern Start End Start End Loads Dead Full UDL 143.0 plf Load9 Snow Full UDL 1 238.0 plf Self -weight Dead F 12.4 Vlf Maximum Reactions (lbs) and Bearing Lengths (in) : t 11' 0' 10'-5.911, Unfactored: Dead 852 852 Snow 1309 1309 Factored: Total 2161 2161 Bearing: Length 3.50 3.50 Min re •d 0.91'• 0.91+" "Minimum bearing length governed by the required width of the supporting member. Timber -soft, D.Fir-L, No.2, 6x10 (5-112"xil-1/2") Supports: All - Lumber -soft Sill plate, Hem -Fir No.3 Total length: 1 T; Clear span: 10'-5.0"; volume = 4.0 cu.ft.; Beam and stringer Notches: 1,2 - top (depth = 1-1/2", unsupp. length, e = 0"); Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NOS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Shear fV = 59 Fv• = 195 psi fv/Fv' = 0.30 Bending(+) fb = 785 Fb• = 1006 psi fb/Fb• = 0.78 Live Defl'n 0.13 = L/991 0.35 = L/360 in 0.36 Total Defl'n 0.21 = L/599 0.52 = L/240 in Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. /P3 %or y2 W /�■ COMPANY PROJECT ® • � ood Wo rks® ( ML Engineering LLC FIRST 8 (425)558-9982 FIRST FLR Sep. 16, 2021 22:41 2x4 STUDS.wwc Design Check Calculation Sheet Wood Works Sizer l l.1 Loads: Load Type Distribution Location Iftl Start End Magnitude Start 8nd Unit Loadl Dead Axial UDL (Ecc. - 0.58") 203 if Load2 Snow Axial UDL (Ecc. = 0.58^) 338 plf Load3 Dead Axial UDL (£cc. - 0.58") 145 plf Load4 Live Axial UDL (Ecc. - 0.58") 260 plf LoadS Wind Full UDL 26.7 if Self-weight Dead Axial UDL '/ if Lateral Reactions (lbs): 9' Cr 9' Unfactored• Dead 3 -3 Live 2 -2 Snow 2 -2 wind 120 120 Factored: R->L -6 Load comb 43 L->R 95 71 Lumber Stud, Hem -Fir, No.2, 2x4 (1-1/2"113.112") Support: Lumber Stud Bottom plate, Hem -Fir No.2; Bearing length = stud thickness; continuous lower support Spaced at 16.0" rJc; Total length: W; Clear span: 8'-10.5"; volume = 0.3 cu ft. Pinned base; Load face = width(b); Ke x Lb: 1.0 x 0.0 = 0.0 [tt]; We x Ld: 1.0 x 9.0 = 9.0 [tt]; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using Nos 2015: Criterion Anal sis Value Design Value Unit Anal sis/Desi n Shear fv = 21 Fv' = 240 psi fv. Fv' = 0.09 Bending(+) fb = 681 Fb' = 2346 psi fb/Fb' = 0.29 Axial fc 204 Fc' 384 psi fc/Fc' = 0.53 Combined (ax al + eccentric a side load bending) Eq.15.4-1= 0.87 Axial Bearing fc = 204 Fc• - 1719 psi Ec/Fc- - 0.12 Support Bearin fcp - 204 Fcp = 506 psi fcp/Fcp = 0.40 Live Defl'n 0.34 = L/318 0.60 - L/180 in 0.57 Total Defl'n 0.37 = L/293 0.60 = L/180 in 0.61 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015). the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. OSB or PLYWOOD SHEAR WALL SCHEDULE FOR SEISMIC DESIGN CATEGORY "D" AND "E" SILL PLATE INTERIOR SHEATHING SILL BOTTOM PLATE ANCHOR UNLESS WALLS TOP ALLOWABLE MARK SHEATHING EDGE NAILING PLATE NAILING OTHER CONNECTION SHEAR SIZE SPECIFIED ON U.N.O. ON THE PLAN THE PLAN 7/16" APA RATED 16d © 6" o.c. to 5/8" 0 p A35/LTP4 © P1 -6 SHEATHING ONE 8d © 6" o.c. 2X SINGLE blocking or 5' - 0" 24" o.c. 240p1f SIDE joist interior walls o.c. 7/16" APA RATED 16d @ 4" o.c. to 5/8" 0 p A35/LTP4 P1 -4 SHEATHING ONE 8d © 4" o.c. 2X SINGLE blocking or „ - 6 18 o.c. 349plf SIDE joist interior walls)3 o.c. 7/16" APA RATED 16d @ 3" o.c. staggered 5/8" 0 @ A35/LTP4 P1 -3 SHEATHING ONE 8d © 3" o.c. 2X to DBL blocking or joist 2' - 6" o.c. 12" 450plf SIDE interior walls o.c. 7/16" APA RATED 2 2X 16d @ 2" o.c. staggered 5/8" 0 @ A35/LTP4 @ 589 If P1 -2 SHEATHING ONE 8d o.c. to DBL blocking or joist - 0 10" o.c. p SIDE interior walls)2 o.c. 7/16" APA RATED 16d © 3" o.c. 2 rows A35 or LTP5 P2-3 SHEATHING EACH 8d @ 3" o.c. 2X to DBL blocking or 5�8"`� © 12" o.c. both 900p1f SIDE joist 1 - 4 o.c. sides NOTES: 1. All fasteners shall be common wire or galvanized box and meet the following criteria: 8d common = 0.131 " 0 x 2-1/2" min. 10d common = 0.148"0 x 3" min. 8d box galvanized = 0.1130 x 2-1/2"min. 10d box galvanized = 0.1280 x 3" min. 2. Schedule is based on IBC 2018 for wood framed walls with 2x4(minimum) SPF#2 or BTR. 3. Sheathing is to be span rated 24/0 minimum and may be plywood or OSB installed on studs are spaced 16" o.c. max. 4. Space nails at 12" o.c. along intermediate framing members. 5. Sheathing is to be directly applied to studs and all edges blocked. 6. For shear walls where panels are applied on both faces, panel joint shall be offset to fall on different framing members or framing shall be 3-inch nominal or thicker and nail on each side shall be staggered. 7. For shear walls: P1 -3; P1-2; P2-3, all framing members receiving edge nailing from abutting panels shall not be less than 3-inch nominal member or dbl studs fastened together per bottom plate nailing schedule above. Plywood joint nailing shall be staggered. 8. For installation on standard forms use MASA version anchors, for panelized forms use MASAP version. Anchor bolts to have a minimum YxYx1/4" thick plate washers. 9. Provide full width blocking below post at ends of shear walls. 10. Install anchors within 12" and no closer than 4" of each plate break and holdown anchor. 11. Edge nailing at ends of shear walls is to post with tie -down attached to it, even if sheathing extends past the post. STEEL STRAP SCHEDULE TYPE ALLOW. TENSION LOAD # for SPF or BTR FASTENERS EACH END NOTES CS16 1705 13-8d H 1 400 10-8d total H2.5 365 10-8d total A35 600 12-8d x 1.1 /2" A34 445 8-8d x 1.1 /2" LTP4 515 12-8d commons For addition information see "Simpson Strong -Tie Connectors catalog" mDortant ACO Fastener Reauirements All treated lumber is treated with ACQ (alkaline, copper, quat). ACQ is a corrosive material and therefore the type and quality of connectors, fasteners, washers and other metal that come into contact with the treated lumber is very important. to prevent electrolysis, always match metal components with fasteners that are compatible. All connectors that come into contact with treated materials are to be Simpson Strong -Tie G185 Z-Max, HDG (hot dip galvanized) or SST300 (stainless steel) or equivalent. Hot dipped galvanized fasteners are to be used with G185 Z-Max and HDG connectors and stainless steel fasteners are to be used with SST300 stainless steel connectors. Do not use stainless steel fasteners with G185 Z-Max or HDG connectors. All anchor bolts, washers and nuts are to be hot dipped galvanized. Hot dipped galvanized or stainless steel nails must be used when fastening the sheathing, studs and joists into the treated mud sill. Mechanically galvanized or electroplated gun nails are not appropriate in this situation. Use hot dipped galvanized or stainless steel fasteners when fastening decking to treated material. ROOF SHEATHING PER PLAN, NAILED w/8d NAILS ® 6"o.c. @ PANEL EDGES & 12"o.c. ALONG INTERMEDIATE FRAMING. (NO BLOCKING) 80 NAILS AT 6"o.c. SHEATHING TO MANUFACTURED BLOCKING TRUSS BLOCKING PANEL DESIGNED FOR LATERAL LOAD 300#. EXTEND TRUSS UPPER CHORD 6" MIN. i i i EAVE PER ARCH. DETAIL i EDGE NAILING PER SHEAR WALL SCHEDULE SHEAR WALL PER _ PLAN & SCHEDULE TRUSS CONNECTION _SIMPSON H1 SEISMIC CLIP @ 24"o.c. SIMPSON A35 @ 24"o.c. (4)-10d TOENAIL EACH BLOCK RF-10 CAST IN PLACE HOLD-DOWN SCHEDULE FOR CONCRETE FOUNDATION MARK ON THE PLAN TYPE ALLOW. TENSION LOAD # FOR SPF or HF ANCHOR MODEL FOR MONO POUR MIDWALL or CORNER DIAM. IN. MIN. EMBEDMENT IN. VERTICAL WOOD MEMBER MIN. MIDWALL ENDWALL & CORNER STHD10 3400 © 8" wall 2175 © 8" wall (20)-16d SINKER 10 2-2x ■ STHD14 3815 © 8" wall 3500 @ 8" wall (24)-16d SINKER 14 2-2x HDU2-SDS2.5 2215 (HF) 2215 (HF) SSTB16 / SBJx24 5/8" 12-j" / 18" 2-2x ® HDU4-SDS2.5 3285 (HF) 3285 (HF) SSTB24 / SBJx24 5/8" 20-1" / 18" 2-2x HDU5-SDS2.5 4340 (HF) 4340 (HF) SBJx24 / SBJx24 5/8" 18" 2-2x ® HDU8-SDS2.5 5820 (HF) 5730 (HF) SSTB28 / SBJx24 7/8" 24-J" / 18" 2-2x 5995 (HF) 5730 (HF) SSTB28 / SBJx24 7/8 24-J" / 18" 4x6 6580 (HF) 5730 (HF) SSTB28 / SBJx24 7/8°° 24-J" / 18" 6x6 NOTES: Minimum Concrete Strength 2500psi U.N.O. Extend foundation down as required to receive hold-down A.B. embedment. Threaded rod and coupler as required. For Two pour foundation see "SIMPSON" Catalog SSTBL Model. For sill plate more then 1-1/2" use anchor bolts SSTBL Model. For epoxy -tie hold-down anchor application see typical detail below. Appl only if epoxy grouted anchor is s ecified on �th:e�plan.For addition informa Ion see "Simpson Strong -Tie Connec ors catalog Tighten all nuts on bolted connections at the latest practicable time before covering them with further construction. 321 Z SLOTTED BPS5/8-3 FOR 5/8" 0 ANCHOR BOLTS 2" MAX. 10 1 /2" MAX. GAP C L 4 1 /2" i� SLOTTED BPS5 8-6 FOR 5/8"0 ANCHOR BOLTS Fol BP5/8-3 FOR 5/8"0 ANCHOR BOLTS BPS5/8-6 - BEARING PLATE BP5/8-3 or BPS5/8-3 BEARING PLATE HOLD -DO' 1 3/4" PER PLAN CONCRETE STANDARD CUT 1.3/4"0 FOUNDATION x1 1/1 6"Ox9/64" WASHER. TO BE USED BETWEEN NUTS AND SLOTTED BEARING PLATES RETROFIT ANCHO 2 3/4" MAX. PER TABLE 10 1 /2" MAX. GAP C L STANDARD CUT WASHER d 2x P.T. SILL PLATE 1. FINISH GRADE I FINISH GRADE"I ° ° REINFORCEMENT PER PLAN 5/8" 0 ANCHOR BOLT ° PER PLAN, 12" MAX. FROM ENDS & 7" MIN. EMBEDMENT OPTION 1 EXTERIOR CONCRETE OPTION 2 STEM WALL PER PLAN FOR WALLS SHEATHED ON BOTH SIDES ANCHOR BOLTS TO BE STAGGERED SILL PATE ANCHORAGE 4'-0" MIN. (8) - 16d COMMON __ /1 7,\ 1 CA onv LA J I 1L'J I LI\ I L/"11V 16" O.C. TYPICAL LATERAL DETAIL FRMGB-12 w a-w J m� w 4 5/16" FOR HDU2; HDU4; HDU5 4.3/8" FOR HDU8 ELEVATION SECTION L11►1 SIMPSON REQUIRED EPDXY -TIE MINIMUM EMBEDMENT ADHESIVE FOR FULL ANCHOR HOLD-DOWN 'HD' CAPACITY END WALL MIDWALL HDU2 "SIMPSON" 10" 101, HDU4 SET-XP RFB #5x16 1214# ASD 1857# ASD HDU5 (1700# LRFD) (2600# LRFD) "SIMPSON" 7/8"0 15" 15"1214# HDU8 SET-XP AS D 2214# AS THRU-BOLT (1700# LRFD) (3100# LRFD) HDU11 CAST IN PLACE HDU14 APPLICATION ONLY EPDXY -TIE HOLD-DOWN ANCHOR RETROFIT DESIGN CRITERIA: ROOF DEAD LOAD 15 psf SNOW LOAD 25 psf ROOF TRUSS BOTTOM CHORD LIVE LOAD FOR UNINHABITABLE ATTIC WITHOUT STORAGE 1Opsf (ROOF TRUSS BOTTOM CHORD LIVE LOAD DOES NOT ACT CONCURENTLY WITH THE ROOF LIVE LOAD) FLOOR DEAD LOAD 10 psf FLOOR LIVE LOAD 40 psf IMPORTANCE FACTOR 1.0 WIND VELOCITY (3-second gust) 95 mph WIND EXPOSURE "D" INTERNAL PRESSURE FACTOR 0.18 Kzt FACTOR 1.00 FOR SEISMIC DESIGN USED EQUIVALENT LATERAL FORCE PROCEDURE SEISMIC FORCE RESISTING SYSTEM IS BEARING LIGHT FRAMED WALLS WOOD STRUCTURAL PANELS OCCUPANCY CATEGORY II SEISMIC FORCE -RESISTING SYSTEM BEARING WALL SYSTEM SITE CLASS "D" DESIGN SPECTRAL RESPONSE ACCEL. Sds 1.044 DESIGN SPECTRAL RESPONSE ACCEL Sd1 0.0 IMPORTANCE FACTOR FOR SEISMIC DESIGN 1.0 RESPONSE MODIFICATION FACTOR 6.5 SEISMIC DESIGN CATEGORY "D" SEISMIC RESPONSE COEFFICIENT 0.1606 FOUNDATION DESIGN CRITERIA Allowable soil bearing capacity 1500psf Equivalent Fluid Pressure 35psf/ft Lateral Sliding Coefficient 0.25 Lateral Passive Pressure 150psf/ft Frost depth 18" Concrete Compressive Strength (USD Design) 3000psi Concrete Compressive Strength for calculations 2500psi The minimum cement content per cubic yard of concrete is 51 sacks, special inspection is not required. Concrete reinforcing bars 40000psi Anchor bolts A307 or BTR STRUCTURAL NOTES GENERAL: ALL METHODS, MATERIALS AND WORKMANSHIP ARE TO CONFORM TO THE INTERNATIONAL BUILDING CODE 2018 EDITION, AS AMENDED AND ADOPTED BY THE GOVERNING JURISDICTION. THE CONTRACTOR IS RESPONSIBLE FOR THE FOLLOWING: a. PROVIDING TEMPORARY SHORING AND BRACING UNTIL ALL STRUCTURAL ELEMENTS HAVE BEEN INSTALLED AND CONNECTION COMPLETED. b. FIELD VERIFICATION AND COORDINATION OF ALL DIMENSIONS AND ELEVATIONS BEFORE PROCEEDING WITH THE WORK. C. BRINGING TO THE ATTENTION OF THE BUILDING DESIGNER ANY CONFLICTS IN DIMENSIONS, MATERIALS OR NOTES SHOWN ON THE PLANS. d. INSTALLATION OF PROPRIETARY PRODUCTS IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS AND RECOMMENDATIONS. INSPECTIONS: a. PERIODIC SPECIAL INSPECTIONS REQUIRED FOR WIND AND SEISMIC RESISTANCE SUCH AS ANCHORS & STRAPS EMBEDDED IN TO CONCRETE. b. IF INSPECTION IS REQUIRED, IT CAN BE PROVIDED BY AAR TESTING LABORATORY INC. Ph: (425)-881-5812 or ANOTHER CERTIFIED AGENCY. C. THE MANUFACTURER'S INSTALLATION INSTRUCTIONS SHALL BE AVAILABLE ON THE JOB SITE AT THE TIME OF INSPECTION, FOR THE INSPECTOR'S USE AND REFERENCE. WOOD ROOF TRUSSES: METAL PLATE CONNECTED WOOD TRUSSES ARE TO BE DESIGNED BY A WASHINGTON STATE PROFESSIONAL ENGINEER IN ACCORDANCE WITH ANSI/TPI 1. TRUSSES INCLUDING DRAG TRUSSES AND SHEAR FRAMES, ARE TO BE PLANT FABRICATED BY A MANUFACTURER. ALL TRUSSES: - SHALL CARRY MANUFACTURER'S STAMP. - THE TRUSS TEMPORARY AND PERMANENT BRACING SHALL BE PER IRC SECTION 502.11.2 AND 802.10.3 AS WELL AS THE TRUSS PLATE INSTITUTE'S BUILDING COMPONENT SAFETY INFORMATION. - SHALL HAVE DESIGN DETAILS AND DRAWINGS ON SITE FOR FRAMING INSPECTION. - SHALL NOT BE FIELD CUT, NOTCHED SPLICED OR ALTERED WITHOUT THE APPROVAL OF A REGISTERED DESIGN PROFESSIONAL. - TRUSS HANGERS SHALL BE SPECIFIED BY THE TRUSS ENGINEER. SHEAR WALL FRAMING SEE SHEAR WALL SCHEDULE PLYWOOD DIAPHRAGM ROOF SHEATHING OF SIZE SHOWN ON THE ARCHITECTURAL PLANS IS TO BE APA RATED EXPOSURE 1 OR EXTERIOR, MANUFACTURED WITH EXTERIOR GLUE, 15/32" PLYWOOD or 7/16" O.S.B. SPAN RATED 24/16 MINIMUM DIRECTLY NAILED TO SUPPORTING TRUSSES OR RAFTERS with LONG DIMENSION PERPENDICULAR TO SUPPORTS with 8d COMMON ® 6" o.c. AT ALL EDGES AND 12" o.c. AT ALL INTERMEDIATE SUPPORTS. FLOOR SHEATHING (SUB -FLOORING) OF SIZE SHOWN ON THE ARCHITECTURAL PLANS IS TO BE 3/4" PLYWOOD or 23/32" O.S.B. APA RATED STURD-I-FLOOR UNDERLYMENT GRADE with LONG DIMENSION PERPENDICULAR TO SUPPORTS with 8d COMMON ® 6" o.c. AT ALL EDGES AND 12" o.c. AT ALL INTERMEDIATE SUPPORTS. WOOD FRAMING 2x LUMBER TO BE HF#2 or BETTER EXCEPT WALL STUDS MAY BE HF STUD GRADE & SILL PLATE HF#3 WHERE NOT SPECIFIED ON THE PLANS: a. COLUMN IN WALLS ARE TO BE (2)-2x STUDS OF THE SAME WIDTH AS THE WALL and NAILED WITH 16d ® 24" o.c. (UNLESS NOTES OTHERWISE) b. FLOOR FRAMING PARALLEL TO INTERIOR PARTITIONS IS TO HAVE TWO FLOOR JOISTS DIRECTLY BENEATH EACH PARTITION IF PARTITION EXCEEDS ONE HALF THE SPAN LENGTH OF THE JOIST. C. FLOOR JOISTS SHALL BE LATERALLY SUPPORTED AT THE ENDS BY FULL -DEPTH SOLID BLOCKING NOT LESS THAN 2 INCHES NOMINAL IN THICKNESS; OR BY ATTACHMENT TO A FULL -DEPTH HEADER, BAND OR RIM JOIST, OR TO AN ADJOINING STUD TO PROVIDE LATERAL SUPPORT TO PREVENT ROTATION. ALSO, LATERAL RESTRAINT SHALL BE PROVIDED AT EACH INTERMEDIATE SUPPORT. d. WALL TOP PLATES ARE TO HAVE STAGGERED SPLICES A MINIMUM OF 4'-0" APART AND NAILED TOGETHER IN THE SPLICE ZONE WITH MINIMUM OF (8)-16d COMMON NAILS. e. WOOD IN CONTACT WITH THE WEATHER, SOIL, CONCRETE or MASONRY IS TO BE PRESERVATIVE TREATED COMPLYING WITH AWPA U1 AND M4 STANDARDS. METAL CONNECTORS FOR WOOD: THE MODEL NUMBERS OF METAL CONNECTORS WHERE SPECIFIED ON THE PLANS ARE THOSE AS MANUFACTURED BY "SIMPSON STRONG -TIE" AS SPECIFIED IN THE LATEST CATALOG. BOLTS ARE TO BE A307 WITH WASHERS AT ALL WOOD SURFACES BENEATH HEAD OR NUTS. BOLT HOLES ARE TO BE 1/16" GREATER IN DIAMETER THAN BOLT DIAMETER. NAILS ARE TO BE COMMON WIRE NAILS AND OF QUANTITY, SIZE, LENGTH AND TYPE AS SPECIFIED BY SIMPSON. FASTENERS INSTALLED IN PRESERVATIVE TREATED WOOD SHALL BE HOT -DIPPED, ZINC -COATED GALVANIZED WITH A MINIMUM COATING WEIGHT COMPLYING WITH ASTH A153. THIS INCLUDES NUTS AND WASHERS. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS ARE PERMITTED TO BE MECHANICALLY DEPOSITED ZINC -COATED WITH COATING WEIGHT COMPLYING WITH ASTM B695, CLASS 55 MINIMUM. FOUNDATION 1. Verify all dimension with architectural plans. Verify all dimensions prior to start of work or ordering materials. 2. Bottom of all footing are to be level and rest on undisturbed soil regardless of elevations shown on plan. 3. Clean footing excavation immediately before concrete is placed to remove all softened or loosened materials. 4. Do not locate foundation vent openings under shear walls with anchor bolts spacing less than 24" o.c. OR locate them at rim joist. 5. All backfill against foundation walls must be thoroughly compacted. 6. Lap all bars in accordance w/ACI 318 but not less than 40 bar diameter nor less than 18". All horizontal bars shall be developed at corners. 7. Contractor to provide concrete landing and or stoop at all egress door as per local codes. 8. The minimum clear spacing between parallel bars in a layer shall be D-bar but not less than 1 inch. 9. See plan and shearwall schedule for anchors spacing and shearwall requirements. Elsewhere use 5/8"0 anchors at 5-0"o.c. 12" max from ends U.N.O. 10. Follow "SIMPSON STRONG TIE" Catalog instruction for installation of all connectors. 11. The exposed concrete must be 3000psi mix. TRUSSES SHALL BE DESIGNED TO NOT ALLOW LIMITED STORAGE PER TABLE 1607.1(i) 2018 IBC, WEB SHALL BE CONFIGURED SO THAT ALL OPENINGS ARE SMALLER THAN 24" WIDE x 42" HIGH PER THE ABOVE TRUSS LAYOUT. U o J U J L N N C: O Z L` IJ � 0 0) U) Q a) M w ao F= LO W Lu 0 Z - LO Z Z COCNE O LU .. V 0-LUZ W J G J *P' sss�ztt��� N***' d% N 4Q1J +*� cn X w V J Q J_ U Q U LLJ w L.L 7 V ) U LU 0 (10 N Q _ 000 U Q O L.L J v ) Q LU MW W III--` %0 J Lo 0 0 G Q C) Z Q .. U w U 7 L �W v J LU � O �Z U U LU O Q J U REVISIONS: DATE: 09/17/21 SCALE: AS SHOWN DRAWN: ML JOB: LB21-28 BOTTOM PLATE NAILING PER SHEAR WALL SCHEDULE SHEAR WALL PER FLUSH BEAM CS16 STRAP ON SINGLE 16d ® 6"o.c. PLAN & SCHEDULE SIMPSON ST6224 STRAP PER PLAN W/(14)-16d EACH END, STUD w/(13)-8d NAILS EACH END. EDGENAILING DON'T PROVIDE STRAP IF-Ix BEAM LOCATED UNDER THE RIM BOARD PER PLAN. AT TJI FLOOR, USE 1i" SCHEDULE BEAM PER TOP WALL PLATE (2)—H2.5 TIE AT Q EDGE NAILING LSL AS RIM JOISTS PLAN EACH BEAM'S END 0 PER SHEAR WALL SCHEDULE SHEATHING JOINT FULL BLOCKING 7-7 BELOW THE POST RIM BOARD PER PLAN. DBL WALL FLOOR JOIST PER PLAN FLOOR JOIST or AT TJI FLOOR, USE 1i" FLOOR JOIST or TOP PLATES LOCATE SHEATHING BLOCKING PER PLAN LSL AS RIM JOISTS BLOCKING PER PLAN JOINTS AT RIM BOARD TOP PLATE w/3/8" GAP 10d TOE —NAIL STUD WALL POST PER PLAN Q o 10d TOENAIL AT EDGE NAILING 6 AT 6 o.c. A35 PER S EAR POST or STUDS o.c. PER SHEAR WALL SHEATHING WALL SCHEDULE PER PLAN SCHEDULE JOINT U.N.O. SHEAR WALL PER (O.K. TO USE LTP4 PLAN & SCHEDULE SEE DETAIL OVER THE "8/S2" FOR EDGE NAILING PER SHEATHING ® SAME OPTION SHEAR WALL SCHEDULE DISTANCE AS A35) NAIL WALL SHEATHING TO STUDS, THAT BELOW SHEAR WALL PER STRAPS, PER EDGE PLAN & SCHEDULE NOTE: USE THIS DETAIL WHEN NAILING SHEAR WALL PER SHEARWALL PANEL EDGES DO PLAN & SCHEDULE NOT FRAME ONTO COMMON MEMBER (RIM JOIST) SHEAR TRANSFER @ SHEAR TRANSFER @ BEAM TO PLATE CONNECTION 4 BEAM TO POST CONNECTION CS16 STRAP CONNECTION EXTERIOR WALL EXTERIOR WALL (OPTION) RF-60 5 RF-13 6 FRM-02A 7 FRM-01 8 FRM-01A FOR BEAM DEPTH 9" MIN. IT OKAY z TO NOTCH 1.1 2" THE END OF A SIMPSON CS16 COILED STRAP 5ft LONG, ROOF SHEATHING PER PLAN, NAILED w/8d 8d Cam? 6"o.c. _ BEAM BEAM FOR RUNNING UPPER PLATE N OVER FOUR BAYS, w/(6)-8d TO EACH ROOF FLOOR 2x4 LAID FLAT BLOCKING NAILS ® 6"o.c. � PANEL EDGES & 12"o.c. THROUGH THE WALL WITHOUT THE TWO BAYS , TWO BAYS ALONG INTERMEDIATE FRAMING. (NO BLOCKING) LOW ROOF NEED FOR A STEEL STRAP SHEATHING A as 8d NAILS AT 6"o.c. < SHEATHING TO MANUFACTURED BLOCKING SIMPSON CS16 STRAP w/(13)-8d EACH END TRUSS BLOCKING ' PANEL DESIGNED FOR (2)-16d To ILSTUD or (PLAN LATERAL LOAD 300#. EA. I 2x4 LAID FLAT JOISS T PER ea a lr TJI PER PLAN @ 16"o.c. BLOCKING ea DBL WALL TOP PLATES EXTEND TRUSS UPPER ERAISED HEEL WALL PER CHORD 6" MIN. �i MANUFACTURED SIMPSON CS16 COILED STRAP 5ft LONG, PLAN TRUSSES PER PLAN OVER FOUR BAYS, w/(6)-8d TO EACH 2x4 LAID FLAT BLOCKING OK TO NAIL 24" END OF CS16 STRAP BY (13)-8d NAILS TO 1j"x11i" LVL STUD EACH SIDE OF POST 2x4 BLOCKING 2 —� BEAM INSTEAD OF 2x4 FOUR BAYS EAVE PER2x ARCH. DETAIL �/ �� TRUSS PER w/16d @ 24" O.C. TO POST TWO BAYS BLOCKING PLAN & (4) MIN. TO BEAM L SIMPSON H1 SEISMIC - \�� (4)-10d TOENAIL CLIP @ 24"o.c. i" EACH BLOCK SHEAR WALL PER �"� OP6E IRS 1j"x9j" LVL BEAM (U.N.O.) PLAN & SCHEDULE ---------- ,______________ BEAM PER PLAN ---------- �- / 2x4 BLOCKING, TWO BAYS WALL BEYOND A -A FLOOR JOISTS PER PLAN TRUSS CONNECTION TRUSS TO WALL BEAM TO POST CONNECTION DRAG TIE AT FLOOR 9 RF-10 10 RF-50 1 1 12 RF-90 RF-13 STHD STRAP PER PLAN, DBL STUD OR WALL PER PLAN STRAP MAY BE PLACED POST PER PLAN (2)-16d @ 6"o.c. (2)-16d @ 6"o.c. PLYWOOD FLOOR SEE HOLD—DOWN OVER SHEATHING 2x6 FRAMING 2x6 FRAMING 16d 6"o.c. SHEATHING PER PLAN SCHEDULE FOR SIZE & NUMBER TWO CONTINUOUS EDGE NAILING TWO CONTINUOUS FLOOR SHEATHING OF NAILS RIM BOARDS PER PER SHEAR WALL RIM BOARDS PER PER PLAN 8d ® 4"o.c. U.N.O. EDGE NAILING PLAN SCHEDULE PLAN DO NOT NAIL I PER SHEAR WALL (4)-8d TO BLOCKING SCHEDULE 2x4 BLOCKING SHEATHING AT STAIR'S OPENING HOLD—DOWN I - 16d @ 6 o.c. LTP5 PER SHEAR I U.N.O. WALL SCHEDULE OF INSULATION STAIR'S OPENING SHEAR WALL ABOVE STAIR'S OPENING PLYWOOD I ° CONTINUOUS (1)-1i" LVL SHEATHING I LOCATE SHEATHING RIM JOIST W/1,Od PER PLAN I JOINTS AT RIM F TOENAILS ® 6 o.c. BOARD w/3/8" GAP INSULATE PRIOR INSULATE PRIOR TO COVER LTP4 PER SHEAR TO COVER #4 BAR D o °p p WALL SCHEDULE OF------ BLOCKING PER ° I 10d TOENAIL AT SHEAR WALL BELOW 10d TOENAIL AT MANUFACTURER ° D =Elk u EDGE NAILING 10 6" o.c. 6" o.c. @ 48"o.c. • ° I ° PER SHEAR WALL SCHEDULE NEW 2x6 TOP PLATE EDGE NAILING NEW 2x6 TOP PLATE p o ° I p W/16d ® 6"o.c. TO PER SHEAR WALL W/16d ® 6"o.c. TO p I °p EXISTING 2x4 SCHEDULE EXISTING 2x4 ° ° EXTERIOR WALL 2"x1j" STRIP AT EACH EXTERIOR WALL___Z 2"x1j" STRIP AT EACH WALL PER PLAN SHEATHING STUD W/16d @ 6"o.c. SHEATHING STUD W/16d @ 6"o.c. 1 /2" @ EX. 2x4 FRAMING EX. 2x4 FRAMING CORNER CONDITION OPTION "A"OPTION B STEM PER PLAN WALL TO FLOOR CONNECTION CORNER OF STEM 16 WALL AS OCCUR #4 BAR x 30" PLYWOOD SPLICE AT MIN. LENGTH PERIMETER BEAM @ BLOCKED FLOOR DIAPHRAGM STHD STRAP TIE HOLD-DOWN OPEN SPACE 1 14 15 RF-68 STANDARD INSTALLATION FRMGB-43 FRM-01 U o J U JL r I� N � O V z LLJ 0 00 U) Q a) m W p 0 � w _N QLo � z O N C� p 0 .. � v z ' 0-W W J J P, sss�ztt��� N** d% ** � N N J **� *3 * , CO » o cn w X ****lz� w J U) � J U < w 0 U) U LJJ 0 � N Q O O 00 U �(m Q O J v) LLI 0 w Z < Lo O C Q G C) Z Q .. U w LLI ~ U� Z M LU O _ z ) U L.0 LL O Q J U REVISIONS: DATE: 09/17/21 SCALE: AS SHOWN DRAWN: ML JOB: LB21-28 DBL STUDS w/16d ® 6"o.c. or WATERPROOF PAPER POST PER PLAN. IF SHEAR WALL ADJACENT TO SHEAR WALL PER SHEAR WALL PER 6 OPENING WITH (2)-2x POST PER PLAN Q PLAN & SCHEDULE PLAN &SCHEDULE TRIMMERS, NAIL KING STUD TO TRIMMER PER SHEAR WALL J EX. 2x P.T. PLATE w/ANCHOR MASONRY VENEER 3x6 P.T. PLATE w/ANCHOR LINE OF CONCRETE MASONRY VENEER BEYOND��r STEM WALL BEYOND BOTTOM PLATE NAILING PATTERN w BOLT PER PLAN 12" MAX FROM BOLT PER PLAN 12" MAX FROM I HDU HOLD-DOWN PER PLAN EXISTING CONCRETE SLAB ENDS & 7" MIN. EMBEDMENT PANEL EDGE NAILING, w/ 3 x3 x1/4 PL. WASHER (ELSEWHERE USE 5/8"dx10' ENDS & 7" MIN. EMBEDMENT 1" AIR GAP w/ 3 x3 x1/4 PL. WASHER (ELSEWHERE USE 5/8"dx10" I I SAW CUT F---� I I I EX. CONCRETE SLAB I j PER SHEAR WALL I I SIMPSON COLUMN BASE w SCHEDULE, (HDG TO A.B. ® 60'o.c.) PANEL EDGE NAILING, PER A.B. @ 60' o.c.) I I I I PRESSURE TREATED SILL PLATE CBSQ66-SDS2- 6x6 POST = OR EQUAL SILL PLATE) SHEAR WALL SCHEDULE, (HDG TO SILL PLATE) DRIVEWAY APPROACH I I I I z ~0 (2)-#5 GRADE 40 SAW CUT o0 4" TIGHTLINE WEEP HOLES & BARS ® TOP FLASHING PER ZHT��:_O 1 X. CONCRETE SLAB _ z ARCH. DET. SAW CUT 4" ° (2)-#5 GRADE 40 NV4<ZEX. CONCRETE SLAB 9 ° d BARS ® TOP �; ° DRIV WAY APPROACH I I• #4 BARS VERTICAL ® 24"o.c. ° Q ; CONCRETE REINFORCEMENT ° a d ° ° a - a e a a A° a ° I w/6" HOOK, ALTERNATE _i i � J C_uL------- Q a d ° ° a ° ---�-a- a---�-- d BENDS ° \ a z I � n I I _ ° Q 4" TIGHTLINE X ° 4 - 2 5 GRADE 40 a i ° - d d 4 o�uooUooOoo � o o ° � Uoo\oOoo\ z Q - - ° BARS O BOTTOM O X III a oOC 0< a d - — — — — — — — — —�°IL �� youU ° � - - FOUNDATION MUST w d d �°mo°O� �c 0000 0 CO - #4 BARS VERTICAL ® - I BOAR ON UNDISTURBED Ns �� SIMPSON SSTB/SB ANCHOR �O°o0° o°oC ° EX. FOUNDATION 24"o.c. w/6" HOOK, o BOLT or EPDXY GROUTED ALL _ ° ALTERNATE BENDS ' 5" 10" THREADED ROD PER HD - - SCHEDULE SEE FOUNDATION PLAN FOR -_ - SIZE AND REINFORCEMENT FOU DDATIOON DRAIN APPROVED DRAINAGE 5" 10" SOURCE FOUNDATION DRAIN i� FOOTING MUST BEAR SLOPED TO _T, ON UNDISTURBED SOIL APPROVED DRAINAGE 1 '-3" (2)-#5 GRADE 40 SOURCE BARS ® BOTTOM ISOLATED FOOTING HDU HOLD—DOWN — WALL ABOVE 17 ON SLAB ON GRADE 18 EX. FOUNDATION w/S AB F R. 19 FOUNDATION w/SLAB FLR. 20 FND-05 FOUNDATION at GARAGE DOOR 21 FND-08 t0 FOUNDATION BELOW F-04E FRMGB-31 F-10B NAIL SHEATHING TO EACH STUD AND TYPICAL CORNER HOLD BACK STUD TO POST STAGGERED DOUBLE TOP PLATE PER SHEARWALL DETAIL ALLOW FOR CONTINUOUS SHEARWALL SHEATHING NEW FOUNDATION SCHEDULE �°=ate— STAGGERED EDGE NAILING 4x6 BLOCKING AT 1'-6" 4" STAGGERED EDGE NAILING PER SHEARWALL SCHEDULE PANEL JOINT X X X X I` PER SHEARWALL SCHEDULE (2)-2x6 HEADER PER (3)-#4 REBAR EPDXY ° I 1'-6" PORDOW N PLAN GROUTED TO EXISTING a FOUNDATION a �� MATCH SIZE and 10 SHEAR WALL (2)-16d @ 3"o.c. -----16d ® 3"o.c. c — — — — — ° DIAMETER OF I 1 '-6" HORIZ. N PER PLAN X PER PLAN BOTH SIDES SHEATHING SHEAR REINFORCEMENT 2 -2x6 (2)-2x6 WALL PER PLAN & SCHEDULE d X (2)-2x6_�- T° -' HDU8 HOLDOWN w/ ° �dl°� 7/8" DIA. ANCHOR 3x6 TREATED PLATE w/ (2)- EXISTING FOUNDATION STAGGERED EDGE NAILING BOLT CAST IN CONC. 5/80"x12" ANCHOR BOLTS _ _ _ _ _ II PER SHEARWALL SCHEDULE STAGGERED EDGE NAILING w/3"x3"x1/4" PLATE WASHER ° II r II I�° PER SHEARWALL SCHEDULE 6" THK. < a � dAJL�I X STEMWALL Ip° II BOTH SIDE SHEATHING ° SHEARWALL PER PLAN TYPICAL INTERSECTION 3x6 P.T. SILL PLATE GRADE BEAM, DET. \��\�\xx DETAIL „IX 21/S3" /� / _ W/(2) 5/8"Dx12" ANCHOR II II BOLTS PER PLAN AND (4)-#5 GRADE 40 — VERT. w/ 8" HOOK FOOTING I I I— — — — TYPICAL CONCRETE WALLS 3"x3"x1 /4" PLATE WASHER PLAN VIEW SHEAR WALLS INTERSECTION -�-4-44--- __ 24 25 CONT. OUNDATION (4)-#3 TIES � 3„ o.c. and FOOTING INTERSECTION F_,D w/(2)-#5 GRADE 40, TOP & 6 o.c. FOR TOP & BOT. (U.N.O.) 2x4 P.T. PLATE w ANCHOR BALANCE (T1 —1 1) OSB or PLYWOOD SHEAR WALL SCHEDULE FOR SEISMIC DESIGN CATEGORY "D" AND "E" BOLT SHEARWALL SCHEDULE 12" MAX FROM ENDS & 7" BRACED WALL PANEL NEW 8c EXISTING N G FOUNDATION N DAT 0 N SHEAR WALL PER . PLAN & SCHEDULE EMBEDMENT w/ 3"xMIN3"x1/4" PL. WASHER SILL PLATE INTERIOR 22 N.T.S. FRM-26C 23 (ELSEWHERE USE 5/8"dx10" FND-01 SHEATHING SILL BOTTOM PLATE ANCHOR BOLTS WALLS TOP ALLOWABLE A.B. ® 60"o.c.) MARK SHEATHING EDGE NAILING PLATE NAILING UNLESS OTHER CONNECTION SHEAR SIZE SPECIFIED ON U.N.O. ON EDGE NAILING PER (1)-#4 @ TOP THE PLAN THE PLAN S EAR WALL SCHEDULE 1j" LVL BEAM PER PLAN z 4" TH. CONCRETE SLAB 5/8 MIN. APA » „ 16d Co? 6 o.c. to °°0 © 5/8 T1-6 RATED PLYWOOD 8d @ 6 o.c. 2x SINGLE blocking or „ A35 @ 32 o.c. 147 If p w/WWF 6x6-10/10 FLOOR JOIST SHEAR WALL PER PER PLAN SIDING ONE SIDE joist interior walls 5 - 0 O.C. 5/8" MIN. APA 16d © 6" o.c. to 5/8" 0 PLAN & SCHEDULE 2x12 STRINGER T1 -4 RATED PLYWOOD 8d @ 4" o.c. 2x SINGLE blocking or A35 @ 24" o.c. 220plf CONCRETE PATIO _ © 12"o.c. SIDING ONE SIDE joist interior walls 5 - 0 o.c. — — — _ ° d d a ° I a - ° 5/8" MIN. APA 16d © 4" o.c. staggered 1 /2» 0 © (5)-8d w/ PLYWD. T1 -3 RATED PLYWOOD 8d @ 3 o.c. 2x to DBL blocking or joist 4 - 0 A35 @ 18 o.c. 285plf a BLOCKING A35 SIDING ONE SIDE interior walls o.c. I a � a 1 z_ F SEE DET. " "7 S2FOR / CONCRETE SLAB LSC STRINGER a 0 I 4 LOCATION OF SHEATHING PER PLANL CONNECTOR < 1 a JOINT 11 W/(8)-10dx1.1/2 TO NOTES: _ * ° a° a RIM JST. a° , Q. A° ° ...d° e° (9)-10dx1.1/2" TO 1. All fasteners shall be common wire or galvanized box and meet the following criteria: BLOCKING PER °` STRINGER ° 8d galvanized casing 8d common = 0.131"0 x 2-1/2" min. #4 DOWEL @ 24"o.c• III III MANUFACTURER @ 16"o.c. _ 10d common = 0.148" 0 x 3" min. W/STANDARD HOOK UJ EACH END (BEARING WALLS), @ 48"o.c. - 8d box galvanized = 0.1130 x 2-1/2"min. (2)_#4 ® BOT. (GABLE WALLS) 2x12 P.T. LEDGER W STAGGERED / 10d box galvanized = 0.1280 x 3" min. MONO POUR 1'-0" (3)-1/2"Ox4" "STRONG -BOLT 2" 2. Schedule is based on IBC 2018 for wood framed walls with 2x4(minimum) SPF#2 or BTR. FOUNDATION PER PLAN FOOTING MUST BEAR TO CONCRETE LANDING 3. Sheathing is to be plywood siding 3/8" min. thickness at point of nailing on panel edges installed on WITH PLINTH ON UNDISTURBED SOIL SHEAR WALL PER PLAN & SCHEDULE studs are sposed 16" o.c. max. 4. Space nails at 12" o.c. along intermediate framing members. EXTERIOR FOUNDATION 5. Sheathing is to be directly applied to studs and all edges blocked. 28 6. Anchor bolts to have a minimum 3"x3"x1/4" thick plate washers. 7. Provide full width blocking below post at ends of shear walls. 8. Install anchor bolts within 12" and no closer than 4" of each plate break and holdown anchor. BLOCKING TO END WALL WOOD STAIRS CONNECTION 9. Edge nailing at ends of shear walls is to post with tie -down attached to it, even if sheathing extends past the post. 26 27 10. Thickness of grooved panels is measured at bottom of grooves, FRM-03 FIRM-1 8 U o J U J a� `J C: O Z w o CN � ��0 U) Q Ca W C� 00 LO W Lu Q z�N F= Z z O N O L .. V Z 't � 0- W W J J *P' sss�,ur��ut N***' d% N � rQ *3 * , F.-*J OC) » o cn C w o X w J Q U) Q w L.L U) U LJJ 0 � (N Q c) O00 U �� Q O JU W Q C) W Z J Q Lop �� � Q �o Z Q .. U w w U� z 0 LU Q .. _ Z U U L.0 � O Q J U REVISIONS: 11/20/21 DATE: 09/17/21 SCALE: AS SHOWN DRAWN: ML JOB: LB21-28