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REVIEWED BLD BLD2021-1093+Structural_Calculations+8.8.2021_1.44.40_PM+2345144MITCHELL ENGINEERING INC. 7821 - 168th Ave. N.E. Redmond, WA 98052 (425) 747-1500 mitchellengineeringinc@comcast.net ��T ✓err 41,421,43 C T��a' /tin/�,�/• _ RECEIVED Aug 18 2021 CITY OFF EDMONDS DEVELOPMENT SERVICES / DEPARTMENT �'7 G 4� PREPARED BY / �'' a PROJECT DATE 4 2 C� 2 / SUBJECT z 2q1�/ 4 2Y'd& REVIEWED BY CITY OF EDMONDS ".'.'.'.' BUILDING' DEPARTMENT.'.'.,.'.` Ti✓�3� M/T R 20� �IOIVAL _ -' SHEET NO. /// OF 6j�- JOB NO. OZ/ r �� e , 7821- 168th Ave. N.E. MITCHELL ENGINEERING INC. Redmond, WA 98052 (425)747-1500 mitchellengineeringinc@comcast.net A44AI s4:Z ZAI 1 .,l) �40j--- 44;'w ;v- 7s'5 / ;; 5'�'t�4 dwo &Ax/j� ZL� h7 - > iz = 4� k1 - / 4&,v -w / 7 �&/ .0 179,,t, , 12 40'e.- , 0&�' e.-,/24 — 5 r �: ��/7 �� s &xld 4- dko PREPARED BY 4 PROJECT DATE Ize. 2! SUBJECT ei'&l 412 k4L., 6;/Z ,A& -;V/10440/ _ Y.Z.,,412 .� 061 2 SHEET NO. OF JOB NO. T a MITCHELL ENGINEERING INC. '&4/45 IN = 25 file it A—r 12o0c' 44v9P -w 4v,� //-I 4e.�- / z5 y! =/j a 1-1.24a - / 26- v7 �a/lam /�7i,✓y 5t40vx 25¢�/3_`4r/.�s/o°�L,� nvli„l9 SA/e�T AAc/ .4. G �4/ 7821- 168th Ave. N.E. Redmond, WA 98052 (425) 747-1500 mitchellengineeringinc@comcast.net W—..** ay � =ri2�f l!M AOLI- 4542Y-14�7 4 /// 3 .. ' 4 4e 171 S PREPARED BY PROJECT DATE �/ / SUBJE CT -Il *(-00� SHEET NO. i"g OF JOB NO. QG�"`✓ fJ MITCHELL ENGINEERING INC. bi,44;W 7 A /2 �7 -::.4 Z 574, X15 /2z67-- LIle 23v,, 1 ITT - f /2 '� f rG,�vw / 2,V U.7 7821- 168th Ave. N.E. Redmond, WA 98052 (425)747-1500 mitchellengineeringinc@comcast.net 39.✓ �4� - 9l s/zx9 Lj.L � �ayZl /J.1-0" �� / 4 7--re, = j'/ i 1212% PREPARED BYdl-/� PROJECT LG( �" a SHEET NO. 4 OF _ DATE C.� �� 2 SUBJECT JOB NO. e "/ ! 2 / MITCHELL ENGINEERING INC. 44�,- L 4t' 14 A � s de� 7:).. L 0 � r 1 VA1i6 ` Ae F v 0 7f Axi- 7821- 168th Ave. N.E. Redmond, WA 98052 (425) 747-1500 mitchellengineeringinc@comcast.net 4ist/i� �.�/lc.C A P7-/7/ LY.rec7�s _ //� PREPARED BY PROJECT /� '�/" SHEET NO. W—�7 OF _ DATE 6014 4 �2 / SUBJECT JOB NO. 02 /,.-7 �17f---lp 7821 168th Ave. N.E. MITCHELL ENGINEERING INC. Redmond, WA 98052 (425) 747-1500 mitchellengineeringinc@comcast.net .�' i 710 /1 �2 V4 52 7'/957f 9,b A� 4-- ,54A% 3��A- /164%)k 2dj lb, 4 �� Ai) 54AL PVAll 9 44�41A —),7 1 4�2,-) 2 //•G �4 L�s/L`�s- PREPARED BY PROJECT DATE SUBJECT SHEET NO. OF _ JOB NO. 4:,GI•2196 Criteria Retained Height - 4.00 ft Wall height above soil = 0.00 ft Slope Behind Wall - 0.00 : 1 Height of Soil over Toe = 0.00 in Water height over heel - 0.0 R Wind on Stem = 0.0 psf 'Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stei:�� Axial Dead Load _ 0.0 lbs Axial Live Load _ 0.0 Ibs Axial Load Eccentricity = 0.0 in *Design Summary rVall Stability Ratios Overturning - 2.46 OK Slab Resists All Sliding I Total Bearing Load = 1,052 lbs ...resultant ecc. 2.62 in Soil Pressure @ Toe = 740 psf OK Soil Pressure @ Heel - 195 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 792 psf ACI Factored @ Heel - 209 psf Footing Shear @ Toe - 3.4 psi OK Footing Shear @ Heel - 4.6 psi OK Allowable - 76.0 psi Sliding Calcs Slab Resists All Sliding I Lateral Sliding Force • _ 396•7 Ibs less 100% Passive Force = 86.8 lbs, less 100% Friction Force = - 281.4 lbs Added Force Req'd = 28.5 lip NG ....for 1.5 : 1 Stability = 226.8 lbs NG Load Factors Dead i.01dd- Live Load Earth, H Wind, W Seismic, E 1.200 1.600 1.600 1.600 1.000 Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure - 35.0 psf/ft Toe Active Pressure - 35.0 psflft Passive Pressure - 250.0 psflft Soil Density = 110.00 pcf FootingllSoil Friction - 0.300 Soil height to ignore for passive pressure = O.Oo in Lateral Load Applied to Stem Lateral Load - 0.0 #/ft ...Height to Top - 0.00 ft ...Height to Bottom = 0.00 ft Footing Dimensions & Strengths Toe Width - 1.00 ft Heel Width = �1 25 Total Footing Width _ 2.25 Footing Thickness - 10.00 in Key Width - 0.00 in Key Depth - 0.00 in Key Distance from Toe - 0.00 ft Footing Concrete Dens' si Fy dy . = 40,000 psi 150.00 pcf Min. As % - 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load - 0.0 (bs Footing Width = 0.00 ft Eccentricity - 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall - 0.0 ft Polsson's Ratio _ n •amen Stem Construction Top stem Design Height Above Ft Stem Ott g ft = 0.00 Wall Material Above "Hr, = Concrete Thickness - 8.00 Reber Size - # 4 Rebar Spacing _ 18.00 Rebar Placed at _ Edge Design Data - fb/FB + fa/Fa - _�-_-- 0.244 Total Force @ Section lbs = 448.0 Moment.... Actual ft-# = 597.3 Moment.... Allowable - 2,447.6 Shear.....Actual psi = 6.0 Shear..... Allowable psi = 67.1 Wail Weight - 100.0 Rebar Depth 'd In = 6.25 LAP SPLICE IF ABOVE in = 13.95 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 6.26 Masonry Data rm psl = Fs psi = Solid Grouting _ . Special Inspection _ Modular Ratlo'n' - Short Tenn Factor _ Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data rc psi = 2,000.0 Fy psi = 40,000.0 6e�Jg� I f Footing Design Results Toe Heel Factored Pressure - 792 209 psf Mu': Upward' - 353 44 ft-# Mu': Downward = 75 222 ft-# Mu: Design = 278 178 ft-# Actual 1-Way Shear - 3.42 4.58 psi Allow 1-Way Shear - 76.03 76.03 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S `' Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S 4 Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... Force . Distance Moment Item lbs ft ft-# Heel Active Pressure - 408.8 1.61 - 658.7 Toe Active Pressure = -12.2 0.28 -3.4 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load - Load @ Stem Above Soli = Total - 396.7 O.T.M. Resistingl+Gverturning Ratio = 2.48 Ve,*ical Loads used for Soil Pressure = 1,051.9 lbs Vertical component of active pressure used for soil pressure DESIGNER NOTES: .....RESISTING..... Force Distance Moment lbs ft ft-# Soil Over Heel - 256.7 1.96 502.6 Sloped Soil Over Heel - Surcharge Over Heel = Adjacent Footing Load - A)aal Dead Load on Stem = 0.00 Soil Over Toe _ Surcharge Over Toe Stem Weight(s) _ Earth @ Stem Transitions _ 400 0 1.33 533.3 Footing Weight = Key Weight . 281.3 1.13 316.4 Vert. Component = 113.9 2.25 256.4 Total = 1,051.9 lbs _ R.M.= 1,608.7 4 1 1 1 4P !�, Y., ;d-14S -f.P . $&-Z - 5-7-:)It- Criteria �r Retained Height = 6.00 ft.." Wall height above soil - 0.00 ft Slope Behind Wail = 0.00 :1 Height of Soil over Toe - 0.00 in Water height over heel = 0.0 ft Wind on Stem - 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overtuming Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem W0j Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = .0.0 in *Design Summery Wall Stability Ratios Overturning - 1.64 OK Slab Resists Ali Sliding I Total Bearing Load = 1,636 lbs ...resultant ecc. - 7.14 in Soil Pressure @ Toe - 1,399 psf OK Soil Pressure @ Heel - 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe - 1,434 psf ACI Factored @ Heel - 0 psf Footing Shear @ Toe - 7.8 psi OK Footing Shear @ Heel - 8.2 psi OK Allowable = 76.0 psi Sliding Cafes Slab Resists All Sliding I Lateral Sliding Force _ 840.0 lbs less 100% Passive Force = - 125.0 lbs less 100% Friction Force = - 419.3 lbs Added Force Req'd - 295.8 ibs NG ....for 1.5 : 1 Stability - 715.8 lbs NG Load Factors w Dead Loaa Live Load Earth, H Wind, W Seismic, E 1.200 1.600 1.600 1.600 1.000 Soil Data j Allow Soil Bearing Ramm = . 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure - 250.0 psf/ft Soil Density = 110.00 pcf FootingliSoil Friction = 0.300 Soil height to ignore for passive pressure - 0.00 in Lateral Load Applied to Stem Lateral Load - 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom - 0.00 ft Footing Dimensions & Strengths Toe Width --i - 1.50 ft Heel Width - 1.25 Total Footing Width = 2.75 Footing Thickness - 12.00 in Key Width - 0.00 in Key Depth - 0.00 in Key Distance from Toe = 0.00 ft fc = 2,000 psi Fy = 40,000 psi Footing Concrete Density = 150.00pcf Min. As % - 0.0018 Cover @ Top = 2.00 in Stm.= 3.00 In Adjacent Footing Load Adjacent Footing Load - 0.0 lbs Footing Width - 0.00 ft Eccentricity - 0.00 in Wall to Ftg CL Dist _, 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Polsson's Ratio Stem Construction Top Stem Design Height Above Ftg ft = Ste0 00 Wall Material Above "Hr' = Concrete Thickness - 8.00 Rebar Size - # 4 Rebar Spacing - 16.00 Reber Placed at = Edge Design Data fb/FB + fa/Fa = OJU Total Force @ Section lbs = 1408.0 Moment.... Actual ft-# = 2,016.0 Moment..... Allowable = 2,746.1 Shear..... Actual psi = 13.4 Shear..... Allowable psl = 67.1 Wall Weight - 100.0 Rebar Depth 'd' in = 6.25 LAP SPLICE IF ABOVE In = 13.95 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 6.26 Masonry Data Pm psi = Fs psi = Solid Grouting _ _ Special Inspection = Modular Ratio 'n' - Short Term Factor _ Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data rc psi = 2,000.0 Fy psl = 40,000.0 � a � � /'�' i�T ��ia��l �Uild.l � w/ ,,.�'a, �i • ��,�jJr,� % �5'4 �i�� i9 r Footing Design Results Toe Heel Factored Pressure = 1,434 0 psf Mu': Upward - 1,268 1 114 Mu': Downward -- 203 388 ft-# Mu: Design = 1,066 388 ft-# Actual 1-Way Shear - 7.85 8.25 psi Allow 1-Way Shear - 76.03 76.03 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S * Fr Heel Reinforcing = None. Speed Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: No key defined Summag of Overturnin• . & Resistin Forces &Moments .....OVERTURNING..... ` Force Distance Moment .....RESISTING ..... Item Ibs ft ft Force Distance Moment Ib Heel Active Pressure - Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Sall = 857.5 2.33 2,000.8 -17.5 0.33 -5.8 Total - 840.0 O.T.M. = 1,995.0 Resisting/Overtuming Ratio = 1.64 Vertical Loads used for Soil Pressure = 1,636.5 Ibs Vertical component of active pressure used for soil pressure s ft ft4 Soil Over Heel - 385.0 2.46 946.5 Sloped Soil Over Heel = Surcharge Over Heel - Adjacent Footing Load = Axial Dead Load on Stem = 0.00 Soil Over Toe _ Surcharge Over Toe _ Stem Weights) Earth @ Stem Transitions 600.0 1.83 1,1 CO.O ^ Footing Weight = Key Weight 412.5 1.38 567.2 Vert. Component = 239.0 2.75 657.2 Total = 1,636.5 lbs R.M.= 3,270.9 DESIGNER NOTES: --- / Y1 C6 C�44 ��-� �-Sag, b" P,.J �/a Shear Wall Notes: l . P 1 - 7/16 A.P.A. rated Plywood or Orientated Strand Board (O.S.B.) on one side of wall. P2 - 7/16 A.P.A. rated Plywood or Orientated Strand Board (O.S.B.) on each side of wall. 2. For P 1-3, P 1-2, P2-3, & P2-2 shear walls use 3x studs at adjoining panel edges. Nailing shall be staggered. 3. Nails shall be 8d common. (d = .131 inch) 4. Where plywood is installed on both sides of wall plywood joints shall fall on separate studs each side. 5. All panel edges backed with 2=inch nominal framing for PI-6 & PI-4 shear wall. All panels edges backed with 3x framing at P 1-3, P 1-2, P2-3, & P2-2 shear walls. Install panels either horizontally or vertically. Space nails a 12 inches on center @ intermediate supports. 6. All anchor bolts shall be installed with hot dipped galvanized plate washers. 7. Refer to foundation plan for anchor bolt size, spacing and mudsill/rin1 connections. STRUCTURAL NOTES CODE: DESIGN IS IN ACCORDANCE WITH THE 2018 INTERNATIONAL BUILDING CODE (I.B.C.) AS AMENDED BY THE LOCAL BUILDING DEPARTMENT. LIVE LOADS: ROOF ------------------- 2 5 P S F FLOOR ----------------- 40PSF DECK ------------------- 60PSF LATERAL WIND ------------------ EXPOSURE B, 85MPH/I IOMPH(ULT)/ WIND PER ASCE 7-18, SECTION 28.5.3 SEISMIC -------------- SITE CLASS D. SEISMIC PER ASCE 7-18, SIMPLIFIED LATERAL FORCE SYSTEM, SECTION 12.14.8.1 FOUNDATIONS: EXTEND FOOTINGS TO FIRM UNDISTURBED SOIL, ASSUMED BEARING CAPACITY OF 1500PSF. ALL EXTERIOR FOOTINGS SHALL EXTEND A MINIMUM OF 1'4" BELOW ADJACENT EXTERIOR GRADE. CAST -IN -PLACE CONCRETE: F'c=3000 PSI @ 28 DAYS. MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND MAXIMUM OF 6-3/4 GALLONS OF WATER PER 94# SACK OF CEMENT. NO SPECIAL INSPECTION REQUIRED. CONCRETE SHALL COMPLY WITH ACI 318-14 SECTION 26.4.2.1. MAXIMUM SLUMP IS 4 INCHES. ALL PHASES OF WORK PERTAINING TO THE CONCRETE CONSTRUCTION SHALL CONFORM TO BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE. ALL REINFORCING STEEL, DOWELS, ANCHOR BOLTS, AND OTHER INSERTS SHALL BE SECURED IN POSITION PRIOR TO POURING CONCRETE. ANCHOR BOLTS FOR PRESSURE TREATED SILL PLATES TO FOUNDATION WALLS TO BE 5/8 INCH DIAMETER WITH 7 INCH MINIMUM EMBEDMENT INTO CONCRETE AND MAXIMUM SPACING OF 2 FEET ON CENTER. MINIMUM 2 BOLTS PER SILL PLATE PIECE. ONE BOLT TO BE PLACED WITHIN 6 INCHES OF EACH END OF THE SILL PLATE. DIPPED GALVANIZED CONNECTORS SHALL CONFORM TO ASTM STANDARD 153 AND HOT DIPPED GALVANIZED CONNECTORS SHALL CONFORM TO ASTM A653M CLASS G-185. STAINLESS STEEL FASTENERS AND CONNECTORS SHALL BE TYPE 304 OR 316. SIMPSON PRODUCT FINISHES CORRESPONDING TO THESE REQUIREMENTS ARE ZMAX (HOT DIPPED GALVANIZED) AND SST 300 (STAINLESS STEEL). FASTNERS FOR PRESSURE TREATED AND FIRE -RETARDANT TREATED WOOD SHALL BE ZMAX HOT DIPPED GALVANIZED (G185). REINFORCING STEEL: ALL REINFORCING STEEL SHALL BE PLACED IN CONFORMANCE WITH THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE AND THE MANUAL OF STANDARD PRACTICE FOR REINFORCED CONCRETE CONSTRUCTION Hn BY CRSI. DEFORMED REINFORCING STEEL BARS SHALL CONFORM TO ASTM A- 615 GRADE 40 FOR #5 AND SMALLER REINFORCEMENT AND GRADE 60 FOR #6 AND LARGER. ALL REINFORCING BAR BENDS SHALL BE MADE COLD WITH A MINIMUM RADIUS OF 6 BAR DIAMETERS (1'-7" MINIMUM). CORNER BARS (2'-0" BEND) SHALL BE PROVIDED FOR ALL HORIZONTAL REINFORCEMENT. LAP ALL BARS A MINIMUM OF 48 BAR DIAMETERS UNLESS NOTED OTHERWISE. UNLESS NOTE OTHERWISE ON THE DRAWINGS REINFORCING STEEL SHALL HAVE THE FOLLOWING MINIMUM COVER: CONCRETE CAST AGAINST EARTH 3 INCHES CONCRETE EXPOSED TO EARTH OR WEATHER: #6 THROUGH #18 BARS 2 INCHES #5 BAR AND SMALLER 1-1/2 INCHES STRUCTURAL TIMBER: ALL LUMBER SHALL CONFORM TO WWPA GRADING RULES FOR WESTERN LUMBER, LATEST EDITION. PROVIDE CUT WASHERS UNDER ALL NUTS AND BOLTS BEARING AGAINST WOOD. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED IN ACCORDANCE WITH AWPA Ul AND M4 STANDARDS. ALL STRUCTURAL LUMBER SHALL BE AS NOTED BELOW: 2X FLOOR JOIST DOUG-FIR#2---------------- Fb=950 PSI 2X ROOF RAFTERS DOUG-FIR#2---------------- Fb=950 PSI 4X BEAMS DOUG-FIR/LARCH #2----- Fb=850PSI 6X BEAMS DOUG-FIR/LARCH #2----Fb=850PSI LUMBER NOT NOTED HEM -FIR #2------------------ Fb=850 PSI MISCELLANEOUS HANGERS TO BE SIMPSON OR APPROVED EQUAL. ALL HANGERS SHALL BE FASTENED TO WOOD WITH PROPER NAILS. ALL HOLES SHALL BE NAILED. MACHINE BOLTS TO BE A-307. ANCHOR BOLTS INTO CONCRETE SHALL BE 5/8 INCH DIAMETER WITH 7 INCHES OF EMBEDMENT INTO CONCRETE UNLESS NOTED OTHERWISE ON THE PLANS. ALL NAILS SHALL BE COMMON WIRE NAILS. NAILING SHALL BE IN ACCORDANCE WITH THE CURRENT I.B.C. SCHEDULE. FLOOR SHEATHING: SHEATHING SHALL BE 3/ INCH TONGUE AND GROOVE A.P.A. RATED SHEATHING. SPAN RATING 48/24 WITH LONG DIMENSION PERPENDICULAR TO SUPPORTS. UNLESS NOTED OTHERWISE NAIL WITH 8d COMMON NAILS AT 6 INCHES ON CENTER AT SUPPORTED PANEL EDGES AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. THE FLOOR SHEATHING SHALL BE GLUED TO THE JOIST AND THE TONGUE AND GROOVE JOINTS WITH AN APPROVED ADHESIVE. WALL SHEATHING: SHEATHING SHALL BE 7/16 INCH A.P.A. RATED SHEATHING, SPAN RATING 24/0. PANEL END JOINTS SHALL OCCUR AT SUPPORTS. NAIL PANEL EDGES WITH 10d A/3 NAILS AT 6 INCHES ON CENTER AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS UNLESS NOTED OTHERWISE ON THE DRAWINGS. GLU-LAMINATED TIMBER: LAMINATED TIMBER SHALL BE DOUGLAS-FIR/LARCH KILM DRYED. STRESS GRADE COMBINATION OF 24F-V4 FOR SIMPLE SPANS AND 24F-V8 FOR CANTILEVER AND CONTINUOUS BEAMS. ROOF SHEATHING: SHEATHING SHALL BE 7/16 NCH A.P.A. RATED SHEATHING. SPAN RATING 32/16, INSTALLED WITH LONG DIMENSION ACROSS SUPPORT. PANEL END JOINTS SHALL OCCUR AT SUPPORTS. NAIL PANEL EDGES WITH 8d NAILS SPACED AT 4 INCHES ON CENTER AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. FLOOR FRAMING: PROVIDE FULL DEPTH BLOCKING FOR JOIST AT THE SUPPORTS. FLUSH BEAMS (FB) AND HEADERS NOT CALLED OUT ON THE PLANS SHALL BE (2)2X8. ALL VERTICALLY LAMINATED COLUMNS AND HEADERS SHALL BE SPIKED TOGETHER WITH 12d NAILS SPACED AT 12 INCHES ON CENTER. BEARING WALL FRAMING: ALL DOOR AND WINDOW HEADERS NOT CALLED OUT ON THE PLANS SHALL BE (2) 2X8 HEM-FIR#2 WITH ONE CRIPPLE AND ONE STUD AT EACH END FOR OPENINGS 4 FEET WIDE OR LESS. ALL COLUMNS NOT CALLED OUT ON THE PLANS SHALL BE (2) STUDS SPIKED TOGETHER WITH 12d NAILS AT 12 INCHES ON CENTER. PROVIDE 2 LAYERS OF BUILDING PAPER BETWEEN WOOD AND CONCRETE. WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND DOUBLE TOP PLATE. END NAIL TOP PLATES AND BOTTOM PLATES TO EACH STUD WITH 2-16d NAILS. FACE NAIL DOUBLE TOP PLATE WITH 10d NAILS AT 10 INCHES ON CENTER. LAP AND FACE NAIL PLATES WITH 2-1Od NAILS AT EACH SPLICE, CORNER INTERSECTION. STAGGER SPLICES A MINIMUM OF 48 INCHES. #-141 4f 1Z .-O* Now' =mop, � r �� jar � '� •� `..• � 65 4:�77,--2 - -ill hll,r � � s r s • ! 51�, I�y�I 5�`/narn4 uJIFSUW» '"/ ✓IMA �14 �7- N _ 40 '00 00, V,4�x )4::7167- ToP�rs L AIJA Ta GSA. 5nlds�,��f4,�y gong w y�t w,1I 3,,L 4'1�. 41 13 it r�2) O-P 4 02 I e 4 4a 5 fay NAB 4z A/i )eA4 S, I (2) /7. e 7a- bll:4.15' 1a'�l�l si��✓fin 2a 2/ MITCHELL ENGINEERING INC. ow - 312 CIO ly 10.� 0 2 r P, 7-4 4 e...o CaJJ4,� 51 �j AJ�� ."Vlrl 2) 160�=j hJ Ai L5 22 i "SIZP 11 rq 23 0�'1 i1 41v 4�v 14t;l 14-rlpd ALI 16 i Y T r � 24 4- /h�D L&-45r1w1 *a pAg A-j4J iii C �i �L1 G�%r7liJ`7 {II I �10, wl; Ile 1 DI ITCHELL ENGINEERING INC. 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