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Plans (34) BUP2021 -00139 OFFICE r,()!'v IECEI"r-r JUN JUIN' 2l Zozo Structural Calculations for cI2 r,u 7.0 3ULLDBJG DIVISION LiveEdge Eco Salon TI 12386 Main St Tigard, OR 97223 Project # 2105 #3272 'A � 'A TODD 1. 1SEL1 rr o�'n, -C OF 0 June 15, 2021 ■ INISELIN ARCHITECTS , P . C . 1307 Seventh Street Oregon City, OR 97045 p: 503-656-1942 f: 503-656-0658 Ow 7oN� I�E� rOiV` p `' hG ®�9 Rh ,1p1�f3 6 J$M d z.4 M n ION 1 S EL 1 N Project Name: /o 5At-1011 ARCHITECTS, P.C. Project No: Z49 1307 7th Street Oregon City, Oregon 97045 503.65&1942 f. 503.656.0658 Date: www.iselinarchitects.com J>c3-j gM a t5>k'q uu Prot -1z. Zrb 7.0; ` u cj 1 IL A.J. / ay d/A Pt. H*tk- l1 /1 q x lD a P44t, 3x n t 76 , N- hoof 3 %uAIV '/y G•1�41� 295 ' w T7/+� AotD /V) F1G h5+1 Dt. ARt tJ i B y x+ST'S W/ NvT tR> Zvi y n I Zoe �� vl/00 M r w/ Lee- to ;,a e-kP 4 '4z-t- 44'� 5afOe r 4 ��_b • ink% oL ��>w JJF q 15l� ;Z+71;74X* PST J�J E -1-- � u g AIVP 3�2FIZ G,1>aM (Ali f73i, • Project Name: allP 64l21AI ISELIN ARCHITECTS, P.C. Project No: ;Ulrl� 1307 7th Street Oregon City, Oregon 97045 503.656.1942 f. 503.656.0658 Date: www.iselinarchitects.com A;r t4-- o /5 )q5;r- oz, �o 9010' if V AA- 7v Maly+ AP 07- MFB-i �xi5l'r� r SM G BTtt l z 2xb;-,- 3,5 A >3.5A 3.5x T I x 7 a: L3 7tk � n /z x 4o - fw •/, a A-Iz- 3AqJZX /57 Gro '"r, r.� 7a1�- ADO PAST ' M.114 f IIAA\ 24lo�/r Dl, TaTi4r, f)W 1*4% WF,e• 2 3r;-,v/5T'k )4, BM c $> N,rW /2 zr pj 1A)p-5.5 w 3.5,r +A9 l40FOj- 3.5 x /5 F4t- p '7 K b 3 h p r, Nhkt, 3l6 31* //6"4�" o1- 7rr*L- z77 z- zTZ 1'a Aap sv k��v �T Miyf�y Project 2105-Eco Salon Tigard r r Todd Iselin / Location eG (J7B ' -t^ Iselin Architects PC Multi-Loaded Mufti-SpanBeam1307 Seventh St 12015 Intematronal Building Code(2015 NDS)I Oregon City,OR 97045 3.51N x 10.51N x 125 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By 37 8% Controlling Factor Moment StruCalc Version 1001 4 6!212021 12 38 10 PM DEFLECTIONS Center LOADING DIAGRAM Live Load 0.27 IN U563 Dead Load 0 17 In Total Load 0.43 IN 0347 Live Load Deflection Crrtena U360 Total Load Deflection Criteria U240 REACTIONS g a Live Load 1844 Ib 1844 Ib Dead Load 1144 Ib 1144 Ib Total Load 2988 Ib 2988 Ib Bearing Length 1.31 in 1.31 in BEAM DATA Cattler Span Length 12.5 fl - UnbracedLength-Top 0 it ttsn Unbraced Length-Bottom 12.5 ft A B Live Load Duration Factor 1.00 Camber Adj Factor 1.5 Camber Required 0.25 7BeamSelf DS Center Notch Depth 000 ad 295 plf MATERIAL PROPERTIES Load 175 plf 24F-V4-Visually Graded Western Species ight B plf oatl 478 plf Base Values Adiusted Bending Stress Fb= 2400 psi Controlled by. Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1 00 Shear Stress. Fv= 265 psi Fv'= 265 psi Cd=1 00 Modulus of Elasticity E= 1800 kst E'= 1800 ksi Comp 1 to Grain Fc-1= 650 psi Fc-1 = 650 psi Controlling Moment: 9335 ft-Ib 6 25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on spans)2 Controlling Shear: -2569 Ib At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: $igiQ Provided Section Modulus 46.68 in3 64 31 in3 Area (Shear) 14 54 in2 36 75 int Moment of Inertia(deflection; 233 34 tn4 337 64 m4 Moment 9335 ft-lb 12863 114b Shear -2569 lb 6493 lb NOTES Project 2105-Eco Salon Tigard Totld Iselin / Loc:;hon uPo-2 Iselin Architects PC Multi-Loaded Multi-Span Beam 1307 Seventh St y [2015 International Building Code(2015 NDS)] Oregon Cry. OR 97045 551N x 9.51N x 12.0 FT(8-4) Select Structural-Douglas-Fir-larch-Dry Use Section Adequate By 75.7% Controlling Factor Shear StruCalc Version 100 1 4 6/1412021 7 58 18 AM DEFLECTIONS Center Right LOADING DIAGRAM Live Load 005 IN 01803 -0.01 IN U5315 Dead Load 0.02 in 0.00 in Total Load 0.07 IN 07324 -0.01 IN 04387 Live Load Deflection Criteria U360 Total Load Deflection Criteria 0240 REACTIONS A a Q Live Load 2000 Ib 4950 Ib 1100 Ib Dead Load 768 Ib 1950 Ib 118 Ib Total Load 2768 Ib 6900 Ib 1218 It, Uplift(1.5 F.S) 0 Ib 0 Ib -721 Ib Bearing Length 081 in 2.01 in 0.35 in BEAM DATA Center f l hj Span Length 8 It 4 k Unbraced Length-Top 0 It 0 If A B C Unbraced Length-Bottom 8 h 4 It Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center $light MATERIAL PROPERTIES Uniform Live Load 600 plf 600 pif Select Structural-Douglas-Fir-Larch Uniform Dead Load 225 plf 225 plf Beam Self Weight 11 off 11 plf Adjusted Base Values Total Uniform Load 836 pit 836 p11 Bending Stress Fb= 1600 psi Fb'= 1588 psi Cd=1.00 CI=0.99 CF=1.00 Shear Stress Fv= 170 psi Fv'= 170 psi Cd=100 Modulus of Elasticity E = 1600 ksi E'= 1600 kill Comp 1 to Grain Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: -5018 111-lb Over right support of span 2 (Center Span) Created by combining all dead bads and live loads on span(s)2,3 Controlling Shear: -3370 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on spans)2. 3 Comparisons with required sections: Redd Provided Section Modulus. 37.92 in3 82.73 m3 Area(Shear). 29.74 in2 52.25 int Moment of Inertia(deflection) 78.45 m4 392 96 in4 Moment -5018 ft-lb 10947 ft-lb Shear -3370 lb 5922 to NOTES Project. 2705-Eco Salon Tigard / Todd Iselin Location. ufb-3 Iselin Architects PC Multi-Loaded Mufti-Span Beam 1307 Seventh St [2015 International Building Code(2015 NDS)] Oregon City, OR 97045 351N x 12.0 IN x 8.0 FT 24F-V4-Visually Graded Western Species-Ory Use Section Adequate By.20.4% Controlling Factor Moment StruCalc Version 100 t4 6%14/2021 8.04 48 AM DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN 0955 Dead Load 0.04 in Total Load 0.14 1N U675 Live Load Deflection Criteria. L1360 Total Load Deflection Criteria. LJ240 REACTIONS A @ Live Load 2475 Ib 2475 Ib Dead Load 1051 Ib 1051 Ib r Total Load 3526 Ib 3526 Ib Bearing Length 1.55 in 1.55 in BEAM DATA Center . Span Length 8 It - - Unbraced Length-Top 0 It A it Unbraced Length-Bottom 8 ft A B Live Load Duration Factor 1.00 Camber Ad). Factor 1.5 Camber Required 0.05 rBeam NIFORM LOADS Center Notch Depth 0.00 niform Live Load 0 plf MATERIAL PROPERTIES niform Dead Load 10 pit 24F-V4-Visually Graded Western Species Self Weight 9 plf Base Values Adiustedotal Uniform Load 19 plf Bending Stress. Fb= 2400 psi Controtled by: POINT LOADS-CENTER SPAN Fb_cmpr= 1850 psi Fb'= 2400 psi Load Number Q0fl Cd=1.00 Live Load 4950 ib Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 1950 Ib Cd=1.00 Location 41t Modulus of Elasticity E= 1800 ksi E'= 1800 ksi Comp. -L to Grain Fc-.L= 650 psi Fc-1'= 650 psi Controlling Moment: 13953 ft-Ib 4.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 3508 Ib At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Ell" Providetl Section Modulus 69 76 in3 84 in3 Area(Shear)- 19.86 int 42 in2 Moment of Inertia(deflection) 190.06 in4 504 in4 Moment- 13953 ft-Ib 16800 ft-Ib Shear 3508 Ib 7420 lb NOTES Project: 2105-Eco Salon Tigard Todd Iselin / Location: MFJ-1 Iselin Architects PC Floor Joist 1307 Seventh St [2015 International Budding Code(2015 NDS)( Oregon City OR 97045 1.51N x 3.51N x 5.5 FT @16OC #2-Douglas-Fir-Larch-Dry Use Section Adequate By 20 9% Controlling Factor Moment StruCalc Version 100 1 4 6!14,!2021 905.56 AM DEFLECTIONS nt r LOADING DIAGRAM Live Load 0.07 IN L/931 Dead Load 0 02 in Total Load 0.09 IN U716 Live Load Deflection Criteria. 0480 Total Load Deflection Catena 0360 REACTIONS A B Live Load 183 Ib 183 Ib Dead Load 55 Ib 55 Ib Total Load 238 Ib 238 Ib Bearing Length 0.25 in 0.25 in SUPPORTLOADS A H Live load 737 pit 137 pH Dead Load 41 pit 41 pit A ssn Total Load 179 pit 179 pit A B MATERIAL PROPERTIES #2-Douglas-Fir-Larch JOIST DATA Center Base Values 6"1 Span Length 5.5 ft Bending Stress Fb= 900 psi Fb'= 1553 psi Unbraced Length-Top 0 ft Cd=100 CF=150 Cr-115 Unbraced Length-Bottom 0 ft Shear Stress Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top of joists fully braced Cd=1 00 Floor Duration Factor i DO Modulus of Elasticity E= 1600 ksi E'= 1600 ksi Comp. -L to Grain. Fc--L= 625 psi Fc--L'= 625 psi JOIST LOADING Uniform Floor Loading Center Controlling Moment: 328 ft-Ib Live Load LL = 50 psf 2.75 Ft from left support of span 2(Center Span) Dead Load DL= 15 psf Created by combining all dead loads and live loads on spans)2 Total Load TL= 65 psf Controlling Shear: 215 to TL Adj For Joist Spacing wT= 86 7 pit At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Re" Provided Section Modulus. 2.53 in3 3.06 in3 Area(Shear). 1.79 Int 5 25 int Moment of Inertia(deflection) 6.24 inil 12 1 m4 Moment 328 ft-Ib 396 ft-Ib Shear 215 lb 630 lb Decking Information Plywood Thickness T= 3i4 in Plywood Is Glued. Moment of Inertia Calculations For Glued Floor Joist Area A-joist= 5.25 IN2 Plywood Area A-ply= 2.08 IN2 Section Centroid C= 2 IN ABOVE BASE Moment of Inertia(deflection) 1-comb= 12 IN4 NOTES Project 2105-Eco Salon Tigard °ny Todd Isatin / Location MFB-1 Iselin Architects PC Multi-Loaded Multi-Span Beam 1307 Seventh St 12015 International Building Code(2015 NDS)j Oregon Crty. OR 97045 2 i 1 51N x 551N x 55 FT(2.8,2.8) e2 -Douglas-Fir-Larch -Dry Use Semon Adequate By 68 4% Controlling Factor Shear StruCalc Version 100 1 4 6/14/2021 9.02.25 AM DEFLECTIONS Center Rigjh LOADING DIAGRAM Live Load 001 IN U3918 0.01 IN U3918 Dead Load 0 00 in 0 00 in Total Load 0.01 IN U3055 0.01 IN U3055 Live Load Deflection Criteria. U360 Total Load Deflection Crena 0240 REACTIONS A 13 Q Live Load 746 Ib 2131 Ib 746 Ib Dead Load 309 to 1030 Ib 309 Ib Total Load 1055 Ib 3161 Ib 1055 Ib Bearing Length 0.56 in / 69 in 0.56 in BEAM DATA Center at= Pan Length 2.75 It 2.75 tt ---------- ---- - Unbraced Length-Top 0 h 0 R A z.1srt B vsrt Unbraced Length-Bottom 275 ft 275 ft Live Load Duration Factor 1.00 Notch Depth 000 MATERIAL PROPERTIES UNIFORM LOADS Center Riaht a2- Douglas-Fr-Larch Uniform Live Load 620 plf 620 plf Base Values Actustetl Uniform Dead Load 296 plf 296 plf Bending Stress Fb= 900 psi 1.30 Beam Self Weight 4 plf 4 plf Cd=1.00 C1=1.00 CF= = 1166 psi Total Uniform Load 920 plf 920 p8 Shear Stress Fv= 180 psi FY= 180 psi Cd=1 00 Modulus of Elasticity E= 1600 ksi E'= 1600 list Comp.-L to Grain- Fc--L= 625 psi Fc-1'= 625 psi Controlling Moment: -869 ft-Ib Over right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2. 3 Controlling Shear: 1176 Ib At a distance d from left support of span 3(Right Span) Created by combining all dead loads and live loads on span(s)2.3 Comparisons with required sections: Re" Provided Semon Modulus- 8.95 in3 15 13 in3 Area(Shear) 98 m2 16.5 int Moment of Inertia(deflection) 3.82 in4 41 59 in4 Moment -869 ft-fb 1469 ft-Ib Shear 1176 Ib 1980 th NOTES Project.2105-Eco Salon Tigard r�r Todd Iselin / Location: MFB-2 Iselin Architects PC Mufti-Loaded Mufti-Span Beam 1307 Seventh St 12015 International Building Code(2015 NDS)) Oregon City, OR 97045 (2) 1.51N x 7.251N x 4.5 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate meat M Controlling Factor Moment StruCalc Version 100.14 6/1420219:04:26 AM CAUTIONS Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN U6373 Dead Load 0 01 in Total Load 0.02 IN U3422 Live Load Deflection Criteria: LJ360 Total Load Deflection Criteria L240 REACTIONS d @ Live Load 315 Ib 315 Ib Dead Load 272 Ib 272 Ib Total Load 587 Ib 587 Ib Bearing Length 0.31 in 0.31 in BEAM DATA Center Span Length 9 4.5 f1 ssrc Unbraced Length-Top 0 ft Unbraced Length-Bottom 4.5 It A B Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center #2 - Douglas-Fir-Larch Uniform Live Load 140 pit Uniform Dead Load 116 plf Base Values Adjusted Bending Stress Fb= F=1.20 psi Fb'= 1080 psi Beam Self Weight 5 pit CQ=1.00 CTotal Uniform Load 261 pit Shear Stress Fv= 180 psi Fv'= 160 psi Cd=1 00 Modulus of Elasticity E= 1600 ksi E'= 1600 kst Comp -L to Gran Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 660 ft-lb 2 25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -434 Ib At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Bl" Provided Section Modulus 7 33 in3 26 28 in3 Area(Shear) 3 62 m2 21 75 int Moment of Inertia(deflection) 6.68 in4 95 27 in4 Moment 660 ft-Ib 2365 ft-Ib Shear -434 lb 2610 lb NOTES OFFICE COPY RECEIVED JUN 2 17071 ■ CITY OF TIGARD BUILDING DIVISION BUILDING CODE SUMMARY 2019OSSC (MODIFIED 2018IBC) DRAWING INDEX BUILDING INFORMATION AREA OCCUPANCY OLF OCC LOAD REQ'DEXITS A1 .1 SITE PLAN, FIRE & LIFE SAFETY PLAN, MAIN LEVEL FLOOR AREA 282SUS) A-2 (PREVIOUS, 150G 19 1 CODE SUMMARY, GENERAL NOTES UPPER LEVEL BUILDING AREA 2,792 SIF R-i 20oG 14 1 A1 .2 MAIN LEVEL FLOOR PLAN, NOTES TOTAL BUILDING AREA 5,564 SF NO. OF STORIES 2 A1 .3 REFLECTED CEILING PLAN, INTERIOR CONSTRUCTION TYPE v-B ELEVATIONS, DETAILS I S E L I N SPRINKLERS NOT SPRINKLERED S1 .1 FOUNDATION PLAN, DETAILS ARCHITECTS ALLOWABLE AREA 9,000 SF (B) 6,000 SF (A-2) 7,000 SF (R-2) U Li ALLOWABLE HEIGHT/STORIES 4072 STORIES (B) 40'/1 STORY(A-2) 4072 STORIES (R-2) MECH OCCUPANCY SEPARATION 2-HOUR FIRE RATED SEPARATION REQUIRED BETWEEN A-2&R-2& PROJECT INFORMATION 1 307 Seventh Street 90 GSF BETWEEN B&R-2. Oregon City, OR 97045 It- A---i 10: OLF l 4 occ=, AESTHETIC RM 4 PROJECT DESCRIPTION INTERIOR TENANT IMPROVEMENTS TO AN 503-656-1942 AESTHETIC RM 3 121 GSF • NO RATED OCCUPANCY SEPARATION CURRENTLY EXISTS BETWEEN EXISTING COMMERCIAL BUILDING, INCLUDING vvww.ISellnarchitects.com U15U 115 GSF 150G OLF MAIN LEVEL& UPPER LEVEL _i _� 150G OL occ=1 • CHANGE IN USE WILL SIGNIFICANTLY REDUCE THE MAIN LEVEL CHANGE OF USE FROM A RESTAURANT TO A 37 OCC=COLOR BAR STOR OCCUPANT LOAD SALON ae GSF � � �125 GSF X ' K327 �, soG oLFBREAK RM 3ooG oLF PROPERTY LOCATION 2S102A6 04100 occ=1 146 NSF occ= 1 TENANT SPACE INFORMATION v ADDRESS 12386 SW MAIN ST 15N OLF AESTHETIC RM 5 AREA OCCUPANCY OLF OCC LOAD REQ'D EXITS 1/ occ= 10 106 STYLING a � �/ 15OG OLF T STYLING 827 GSF B 150G 6 1 TIGARD, OR 97223 CITY OFOR CODE D COMPLIANCE TODD L. SEL)N Com' STHETIC 2 OCC=1 COUNTY WASHINGTON 827 GSF AEJ I HETI PREP 33' COLOR BAR 125 GSF B 150G 1 1 15OG OLF 61' 53 GSF 72 GSF A rppe� ] �RREGLOTY. UnLGON ° U occ=s + 0 15OG MECH 90 GSF B 300G 1 1 PP a SOG OLF dUp oC �3 Occ= 1 LAUNDRY 63 GSF B 150G 1 1 ZONE MU-CBD OTC ( ] ��- t I STORAGE 48 GSF B 30OG 1 1 Pemtlt 9 Or o��v + BREAK RM 146 NSF B 15N 10 1 LOUNGE LOUNGE 231 NSF B 15N 15 1 SITE AREA 0.11 ACRE Address: v a— �11— -.4— -W] 231 NSF AESTHETIC RM 1 AESTHETIC RM 6 AESTHETIC ROOMS 178 GSF (MAX) B 150G 1 1 15N OLF 106 GSF 178 GSF $aIle} : Date:occ= is Sc 1 15OG OLF BUILDING SQUARE FOOTAGE EXIST'G NEW By: occ= 1 occ=1 EXIT ACCESS TRAVEL DISTANCE 200'MAX-B, R-2 NON-SPRINKLERED MAIN LEVEL FLOOR AREA 2,782 SF 0 0 0 o a ACCESSIBILITY MODIFICATIONS WILL MAKE THE MAIN LEVEL FULLY ACCESSIBLE UPPER LEVEL FLOOR AREA 2,782 SF 0 • NEW ADA RAMP FROM STYLING AREA TO BATHRMS&AESTHETIC RMS TOTAL 5,564 SF • NEW ADA SINGLE USER BATHRM • NEW ADA EXTERIOR ENTRANCE WALKWAY VALIDITY OF PERMIT • NEW ADA DOOR HARDWARE THE ISSUANCE OF A PERMIT PLUMBING SYSTEMS BASED ON CONSTRUCTION REQUIRED 1 WC PER 25 OCCUPANTS, 1 LAV PER 40 OCCUPANTS DOCUMENTS AND OTHER PROVIDED (1) ADA UNISEX BATHROOM W/ (1)WC, ((1) LAV DATA SHALL NOT PREVENT (1) NON-ADA BATHROOM W/ (1)WC& (1) LAV THE CODE OFFICIAL FROM FIRE & LIFE SAFETY PLAN REQUIRING THE CORRECTION SPECIAL INSPECTIONS NONE REQUIRED OF ERRORS. OSSC 105.4 GENERAL NOTES & SPECS FRAMING SPECIFICATIONS UNLESS NOTED OTHERWISE ' 36 SW Main St, General Requirements: ( ) ,d.OR 97223 The Contractor shall fully comply with the current edition of the State of Oregon _ Structural Specialty Code (Oregon Modified International Building Code), IBC FRAMING LUMBER: Plumbing, Mechanical, Electrical & Fire Codes & all additional state and local code JOIST/ RAFTERS DF-L #2 - requirements. The Contractor shall assume full responsibility for any work knowingly STUDS DF-L #2 performed contrary to such laws, ordinances or regulations. The Contractor is to 4x AND 6x BEAMS DF-L #1 (#2 AT FOUNDATION) �� o' t Coo— obtain all required permits and licenses required for the work. The Contractor shall GLU-LAM BEAMS GRADE 24F V-4 OR AS NOTED ON PLANS also perform coordination with all utilities and state service authorities. Written Concrete and Reinforcing Steel dimensions on these drawings shall have precedence over scaled dimensions. The SHEATHING MATERIALS: ALL SHTH'G SHALL BE APA SPAN-RATED NM Bogs Incta4d In Concrete Contractor shall verify and is responsible for all dimensions (including rough opening) ROOF SHEATHING 15/32" CDX PLYWOOD ❑ Spaoittf Mo nent•AossFing Concrete Frame and conditions on the job and must notify the Architect of any variations from these WALL SHEATHING 15/32" OSB drawings. FLOOR SHEATHING 3/4" T&G PLYWOOD STURDI-FLOOR VICINITY MAP 0tru r4 Steel&Prsstees/1n9 sto.ltondone EJStuetur�wAhdFrlg O The Architect shall not be responsible for construction means and methods, acts of NAILING SCHEDULE (all nails are common U.N.O.): ® HegtrStrengR 80"omissions of the Contractor or sub-contractors, or failure of any of them to carry out Joist to sill or girder toe nail (3) 8d L work in accordance with the construction documents. Any defect discovered in the Bridging to joist toe nail (2) 8d [3Stnxhural biasony Q construction documents shall be brought to the attention of the Architect by written Sole plate to joist or blk'g face nail 16d @ 16" oc ❑ Reinforced Gypsum Cii"W*- _ y notice before proceeding with the work. Reasonable time not allowed the Architect Sole plate to joist or blk'g @ BP face nail (3) 16d @ 16" oc C7 Insulating Concrete Felt to correct the defect shall place the burden of cost and liability from such defect upon Top plate to stud end nail (2) 16d , the Contractor. Stud to sole plate toe nail (4) 8d ❑ Spray r O (2) 16d , lied Fire-Resstf+re'l+fai8f*9 M Double studs e a nnd ail (2) @ 12" oc ❑ Pilings,Dri;led Piers and Caissvn� E 0 ` J Electrical: Double top plates face nail 16d @ 16" oc ❑ specialShotcree > W N Electrical work shall be performed on a design-build basis. The design-build lap splice (8) 16d E3 special Gradelg,Excaw�ior,�«+ 0 /) contractor shall furnish a complete and operative electrical system to meet all local Blk'g btwn joist/rafter to top plate toe nail (3) 8d 0) Rim ❑ Smosse-ConNov Systems L and state codes. Lighting and receptacle locations and fixtures shall be as verified. joist to top plate toe nail 8d @ 6" oc __ To plates, intersections face nail 2 1 Fixtures specified on lighting / reflected ceiling plan are for bidding purposes and P P O 6d ��®.�nspecslorls- -- intent, only. Contractor to be responsible for emergency lighting design. Contractor Top plates, laps face nail 24" min, (12) 16d ea. side ----------------------------------- o is responsible for all submittals required by Authority Having Jurisdiction. Continuous header, two pieces 16d @ 16" oc along ea edge — Ceiling joists to plate toe nail (3) 8d +' " HVAC: Continuous header to stud toe nail (4) 8d Al HVAC work shall be performed on a design-build basis. The design-build contractor Ceiling joists, laps over partitions face nail (3) 16d (min) r/ do shall furnish a complete and operative mechanical system to meet all local and state Ceiling joists to parallel rafters face nail (3) 16d codes. Contractor is responsible for all submittals required by Authority Having Rafter to plate toe nail (3) 8d I I s� N ,_� Jurisdiction. Coordinate all equipment placement and support with Architect prior to Built-up corner studs 16d @ 24" oc I I Itltl� r F- final design. Built-up girder & beams' face nail @ top & btm 20d @ 32" oc staggered on opposite sides -or-3" x I I 0.131" nail @ 24" oc Plumbing: face nail @ ends & splices (2) 20d -or- 3" x 0.131" nail Plumbing work shall be performed on a design-build basis. The design-build Built-up girder & beams2 (2) rows, staggered %2'O A307 bolts @ 24" oc PROJ. NO. : 2105 contractor shall furnish a complete and operative plumbing system to meet all local 2x T&G Subfloor @ each bearing (2) 16d ----------- ------ ----- FILE : A-SIT and state codes. Fixtures specified on drawings are for bidding purposes and intent, Collar tie to rafter face nail (3) 10d only. Contractor is responsible for all submittals required by Authority Having Jack rafter to hip toe nail (3) 10d DATE : 6/14/21 Jurisdiction. face nail (2) 16d Rafter to 2x ridge toe nail (2) 16d face nail (2) 16d Joist to band joist face nail (3) 16d Ledger face nail @ ea joist (3) 16d Sheathing %2" & less 8d SHEET # 1%2'. 3�4" 10d 1)/8 . 1„ 10d Al . 1 iye" - 1'/a" 12d (sheathing nailing @ 6" oc @ panel edges & 12" oc @ intermediate supports except 6" @ intermediate supports where spans are 48" or more) 1: (3) or fewer members SITE PLAN 2: (4) or more members SITE PLAN FIRE & LIFE SAFETY PLAN ■ 42'45' 22'-6' _ mak— - — - - - \' zt MECH 4 5F1 AESTHETIC RM 3 AESTHETIC RM 4 ISELIN WASH +� ARCHITECTS yr,. 4 • 1 , p 1 , P■C■ I LNDRY t3 t2 2 r \ 1307 Seventh Street — - - — E3 " — -- -- \ Oregon 7045 - - - - 1 r�=-- 9_ i COLOR BART i9 city, OR 9 503-656-1942 O www.Isellnarchitects.com j r-2' lm O BREAK RM STOR 8 1 _0 03272 . _0. t'_2. iy I O / TODD L. ISEL N C'f1 e TYP I � i AESTHETIC RM 5 rL \ — AESTHETIC 0 OREGON CITY, GON AESTHETIC RM 2 O� @ PREP AREA e J OSTYLING 6ADAJ V� TOILET B 2nd 9 `r OF O TOILET A 23 G \ 4'-0' 9 / l�) m 5'-0' 8'-10' \ RAMP P 1:12 SLOPE II RAMP UP 1:12 SLOPE / —3 -6� \ T J 14 10 24 HALL I r^ tAEST11HETIC RM 1 °� j AESTHETIC RM 6 9 A13 1z tz \ LOUNGE n 0 TYP TYP 8'-0' Q FLOOR PLAN KEYNOTES MAIN LEVEL FLOOR PLAN 1141 . r-m• I. POUR NEW CONIC RAMP SLAB OVER EXIST'G AS REQ'D DUE TO DOOR RELOCATION. SLOPE NOT TO EXCEED 1:12, 6' MAX HT. DOOR SCHEDULE 2. REMOVE EXIST'G DR 4 RELOCATE EXIST'G VINYL WINDOW TO BE REMOVED FROM FLOOR PLAN LEGEND = OPPOSITE SIDE OF FRONT FACADE. PATCH TRIM, SIDING 4 BRICK WAINSCOT FROM O SIZE THICK MATL TYPE FRM HDWR NOTES O EXIST'G MATERIAL REMOVED FROM RELOCATED WINDOW OR LIKE MATERIAL. NEW 2x4 a 161 OC STUD WALL W/ gigs GYP BD EA _ SIDE, UN.O. - MATCH WALL THICKNESS WHERE 3. INSTALL STYLING CHAIRS PROVIDED BY TENANT. VFY INSTALLATION 4 MOUNT'G 1 V-0' x 6'-8' 13/4 WD FG WD I VFY HT PER EXIST'G OP'NG BLENDING WITH EXISTING. O REQ'MNTS PER MANUF, INCLUDING SOLID BLK'G AS REQ'D. VFY LOCATIONS W/ TENANT. 2 3'-0' x 6'-8' 1 3/4' WD PNL WD 2 NEW HEADER OR BEAM 4- 4. PLUMB FOR (2) TENANT PROVIDED HAIR WASH CHAIR/BOWLS 4 ROUGH PLUMB FOR 3rd 3 2'-6' x 6'-8' 13/q' WD PNL WD 2 EXIST'G WALL/ELEMENT TO BE REMOVED i-+ FUTURE WASH STATION AS SHOWN. VFY LOCATIONS W/ TENANT, 4 V-0' x 1'-0' 13/4. WD PNL WD EXIST'G WALL TO REMAIN C^, 5. INSTALL NEW 3/4' P.T. PLYWD SUB-FLR ON P.T. 2x SLEEPERS (RIP AS REQUIRED) a 24' W O.G. OVER EXIST'G CONCRETE SLAB THIS AREA TO MATCH ADJOINING FLOOR AREA. 5 V-0' x 1'-0' 13/4, WD PNL WD E 0 co N 6. NEW SALES COUNTER TO BE PROVIDED BY TENANT. PROVIDE MIN 36' WIDE ADA 6 V-0' x 1'-0' 1 3/q' WD PNL WD ; W COMPLIANT COUNTER SECTION, MIN HT 26', MAX HT 36'. }� N 1. NEW EMPLOYEE WORK CAB'T/COUNTER TO BE PROVIDED BY TENANT. COUNTERTOP HT 1 V-0' x 1'-0' 13/4, WD PNL WD o r-.TO BE MIN. 28' 4 MAX. 34'. 8 3'-0' x 1'-0' 13/41 WD PNL WD yi 0) 6. MODIFY EXIST'G STAIR AS REQ'D a RAISED WAST AREA FLR INSTALL 12' TREAD 4 (2) 9 V-0, x 1'-0' 1 3/q' WD PNL WD 6L RISERS, HT 4' MIN - 1' MAX. INSTALL HANDRAILS a EA, SIDE OF STAIR • 34' - 38' ABOVE NOSING. HANDRAIL DIAMETER TO BE 1 I/4' - 26. EXTEND HANDRAILS 12' BYND 10 3'-0' x 1'-0' 1 3/4' WD PNL WD n 2 O TOP 4 BTM NOSINGR S 4 RETURN TO WALL OR FL4-+ II V-0' x 1'-0' 1 Y/q' WD PNL WD r^ 9. DEMO EXIST'G SUPPORT BELOW EXISTING 6x BM AT UPPER FLOOR AND INSTALL NEW W L. 31i2x12 G. LAM BEAM WITH NEW 4x4 POST EA END. Iz 3'-0' x 1'-0' 1 3/4' WD PNL WD ' 10. NEW 31i2 x 101i2 G. LAM BEAM BELOW EXISTING UNSUPPORTED UPPER FLOOR WALL WITH 13 3'-0' x 1'-0' 13/q' WD PNL WD ,= N 4x4 POST IN WALL AT EACH END. REFER TO FRAMING REPAIR PLAN AND DETAILS. V/ L FG = FULL GLAZED PM = PRE-FINISHED METAL WD = WOOD 11. DEMO EXIST'G 8' HIGH RAISED FLR a TOILET ROOM TO LEVEL OF HALL. MODIFY FL= FLUSH TEMP = TEMPERED GLAZING PLUMB'G AS REQ'D, INCLUDING RELOCATION OF TOILET FOR ADA COMPLIANCE. PATCH EXIST'G SUB-FOR AS REQ'D. Hardware Schedule: PROJ. NO. : 2105 12. INSTALL NEW WOOD FRAME RAMP W/ 36' RAILING a EACH SIDE PER DTL. Group 1: Hinges, Panic Exit Device, Classroom Lockset, Closer, Floor Stop FILE : A-FPi 13. EXIST'G SOFFIT TO REMAIN. "Note: Verify hardware scheduled for door as part of shell permit. Retain as possible. DATE : 6/14/21 14. EXIST'G z• RAMP TO REMAIN. Group 2: Hinges, Manual Flush bolt, Dustproof Strike, Coordinator, Storage Lockset Group 3: Hinges, Panic Exit Device, Classroom Lockset, Closer 15. EXIST'G ELEC WATER HEATER TO REMAIN AT FLOOR ABOVE. Group 4: Hinges, Classroom Lockset, Gaskets, Door Bottom 16. EXIST'G ELEC SERVICE TO REMAIN. INSPECT 4 REPLACE EXIST'G WIRING 4 DEVICES 4 RE-ROUTE CIRCUITS AS REQ'D. DESIGN BUILD W/ SEPARATE PERMIT REQUIRED. Locksets: Best Series 7KC, Medium Duty Commercial SHEET # 11. INSTALL RECESSED WASHER 4 DRYER HOOK UP, Flush Bolts: Ives 261 I8. NEW WALL MOUNTED LAVATORY PER TENANT. 34' MAX HT W/ 21' MIN CLR KNEE SPACE. Closer: LCN 1460 WRAP 4 INSULATE EXPOSED PIPING. Door Bottom: Pemko 209 AV IS. DEMOLISH EXISTING DETERIORATED SUB-FLOOR AND 2x 6 FLOOR JOISTS BELOW Gasket: Pemko S44 Al ■ 2 EXISTING WALK-IN COOLER INSTALL NEW 3/4' PLYWOOD SUB-FLOOR AND 2x8 FLOOR Floor Stop: Ives, Dome style JOISTS a 16' O.C. W/ R-30 BATT INSULATION THIS AREA, REFER TO FOUNDATION PLAN. Wall Stop: Ives, Concave style 20. INSTALL NEW FLOOR JOISTS PER FOUNDATION PLAN AT ORIGINAL FLOOR LEVEL AT All hardware to be ADA compliant, satin chrome finish. FLOOR PLAN REMODELED TOILET ROOM. INTERIOR ELEVATIONS 21. NEW CASEWORK/ OPEN SHELVING. DESIGN BY OTHERS. ■ A A \F A G MECH / C C \ WASH du / AESTHETIC RM 3 AESTHETIC RM 4 1 1 WF \ \ � I �B D ® F / LNDRY I � A \ I / - - / A STOR \ C ISELI N COLOR BAR \ ® q w ,/ C ARCHITECTS 13 1 307 Seventh Street / \ qA C D Oregon City, 65 -1945 2� At] A A n / www.iselinarcchitects com A1.3 42 STYLING BREAK RM AESTHETIC \ I _ _ PREP AREA B , AESTHETIC RM 5 B R / ADA 2nd J AESTHETIC RM \� `�� TOILET TOILET ' � 3272 BB / B� — B u I 1 C — I TODD L. ISEL N Cn 4P / a l..,. 6014 TM TM OF ow HALL — `�B B �B AESTHETIC RM 1 / AESTHETIC RM 6 AESTHETIC / \ LOUNGE 1 114 a 11 b CEILING LEGEND MAIN LEVEL POWER/ REFLECTED CEILING PLAN 1/4' I'-O' — SUSPENDED ACOUSTICAL TILE CLG. VFY HT W/ TENANT GYP BD, PATCH 4 REPAIR 54' MIN MIN 48' HIGH P. EXIST'G AS REQ'D, MATCH PT DSP / LAM WAINSCOT. EXIST'G FINISH, PAINT. EXTEND A MIN OF 39'-41' 2' BYND TOILET - / 36' MIN 24' x 42' MIRROR 42' MIN 12' \ MAX / 12' / 24' / LIGHTING SCHEDULE ADA \ o ADA SINK GRAB MIN MIN BAR \ — TYPE DESCRIPTION RECESSED 2' x T LED, 'LEDALITE' VEGTRA X \ \ A 91-22-DI-ST-L-C-36-5-1-D-E OR APPROVED EQUAL L Q WRAP X TP 3000K, 8OGRI, 3630 LUMEN, 43 W. EXPOSED Q DISP m RECESSED FLAT LED DOUINLIGHT, 'LITHONIA' 0 A PIPES \ 9 � \ B FD-6R-4GCT OR APPROVED EQUAL. 3000K, 9OCRI, m aP 900 LUMEN, 135 W O DECORATIVE WALL SCONCE, 8.5 WATT E26 LED uI ILA \ \WIDE SIDE OF ROOM C-+ LAMP, DIMMABLE, WADELOGAN BARTH I MM RUBBER — FLUSH CONTROL c ` J 6' BASE Cj v 52' CLG FAN, NO LIGHT, MINKA AIRE F 843 DK W N r//�; N E 44' CLG FAN W/ 19WATT LED LIGHT, HUNTER 0 vJ 23 v ADA BATHROOM �1 ' b DEMPSEY 59244 1 .3 -0' FO DECORATIVE LED CHANDELIER AS SELECTED BY cr TENANT E C 0 RETURN RAIL TO LATERAL BRACING SYSTEM TO BEGIN WAIN 2'-0' OF PERIM G DISPLAY TRACK LIGHT, 4' TRACK W/ (4) HEADS, LED, +_+ W Z \ WALL AND 2' OF GROSS-RUNNER INTERSECTION, (4) 12 GA WIRES 22W PER HEAD, STYLE AS SELECTED BY TENANT C VERTICAL COMPRESSION SECURED TO MAIN RUNNER 4 SPLAYED 9O' FROM EACH nt L 00 STRUT s EA LATERAL BRACE OTHER IN PLAN 4 o AN ANGLE NOT EXCEEDING 45' FROM EXIT EXISTING ILLUMINATED EXIT SIGN TO REMAIN �U \ LOCATION. STRUT TO BE 3/4' CLG PLANE. BRACE 9 12'-0' O.G. EA WAY t--1� Cco SQ TUBING W/ SPRING CLIPS A CIO= 110 V. WALL OUTLET N EA END AS MFG BY ROBLIN MAIN RUNNERS OF AN 'EXTRA HEAVY DUTY' SUSPENSION $ TWO-WAY SWITCH mJ T- PRODUCT SYSTEMS OR EQUAL. SYSTEM 9 4'-0' O.C. SUPPORTED W/ '12 WIRES 9 4'-0' O.C. THREE-WAY SWITCH CONNECTION DEVICES TO BE (OR =10 WIRES 9 5'-O' O.C.), HANGER ATTACHMENT SHALL OF APPROVED TYPE AND SUPPORT 5x CLG LOAD, 50 LBS MIN. 1 y4' DIA STL RAILING W/ 0 HAVE 100% COMPATIBILITY $�in DIMMER SWITCH FULLY WELDED POSTS LIGHT FIXTURE SUPPORT: 12 GA HANGERS SHALL BE s RECESSED CEILING EXHAUST FAN, 110 CFM, PANASONIC PROJ. NO. : 2105 m 4'-6' O.G. MAX. (n ATTACHED TO THE GRID MEMBERS UJAN 3' OF EA CORNER b 8' OF EA FIXTURE. RIVET LIGHT FIXTURES TO GRID. ATTACH NOTE: FILE : X-XX e j MAXW/ MIN l6) 08 SHT MTL SCREWS. PAINT FASTENERS TO DATE : 6/14/21 n HANGER SYSTEM MATCH GRID, I. COORDINATE SWITCHING REQ'MNTS W/ TENANT VIA FACILITY TO BEGIN WAN 8' WALK-THROUGH PRIOR TO WIRING. 3/4' CDX PLY OVER OF PERIM p 2. PROVIDE FIXTURE TYPES AS NOTED OR EQUIVALENT FIXTURES TAPERED 2x yu; AS APPROVED. JOISTS is 16' O.G. 3. PROVIDE ALL ACCESSORIES, INCLUDING SUSPENSION STEMS 4 S ADAPTORS AS REQ'D FOR INSTALLATION. IE I x 4' x l2) 3/4' 4. ALL INTERIOR LIGHTING SHALL BE AUTOMATICALLY LAGS TO SOLID GAF' CONTROLLED TO TUBI OFF WHEN THE BUILDING IS EITHER BLK'G. FULLY WELD TO UNOCCUPIED OR SCHEDULED TO BE UNOCCUPIED. CONTROL SHEET # POSTS. 2' x 2, x 20 SHALL INCLUDE A READILY ACCESSIBLE MANUAL 2-HR MAX. \ GA STL L 4'-0' 4'-0' OVERRIDE. ■ 5. ALL SPACES SHALL BE CONTROLLED BY MANUAL 'ON' OCCUPANCY SENSORS. Al 3 6. CONTRACTOR TO VERIFY PHOTOMETRICS OF PROPOSED EXIST'G PT 2x FURR'G LIGHTING BASED ON MOUNTING HEIGHTS 4 SPACING 4 CONTROL 1'-0' t IC' OVER CONC SLAB V-0' MAX 12'-0' OC EA WAY SYSTEMS FOR COMPLIANCE WITH OREGON ENERGY CODE/ASHRAE Sol 24 RAMP 20 TYP SUSPENDED CLG 1. OUTLETS TO BE MOUNTED AT ./- 15' ABOVE FLR U.N.O. OUTLETS RCP/ POWER PLAN LOCATED AT CASEWORK TO BE MOUNTED ABOVE COUNTER 1 3 1' ' I'-O' 1 3 COMPLY TO ALL ADDITIONAL REQUIREMENTS IN NW WALL AND CEILING BUREAU TECHNICAL BULLETIN 401 I/2' = I'-0' HEIGHT U.N.O. FOR CONDITIONS NOT SHOWN ON DETAIL ■ NEW 8' CONCRETE FDTN WALL W/ 04 CONT AT TOP OF WALL ON 16'x8' CONC FTG W/ 2-04 CONT BTWN EXIST'G FDTN WALL AND CHIMNEY DEMO EXIST'G LANDING AND t 1:18 L EX16T'G CHIMNEY AND FOOTING TO REMAIN- CONC P DOWEL (2) 04 MIN 4' INTO EXIST'G FTG USING SET3G ADHESIVE DOWEL (2) 04 INTO EX15T'G FTG AND 04 s 16' O.G. VERT INTO EXISTING FDTN WALL W/ 3lzz' 12 DEMO EXIST'G DETERIORATE 1 S E L 1 N \ EMBEDMENT USING 5ET3G ADHESIVE - - - SUB-FLR AND JOISTS AND $I_I REPLACE WITH NEW 2x8 FLR JOISTS s 16' O.G. AND 3j4, PLYWD SHTHG ARCHITECTS EXIST'G SLAB ON GRADE - - _ TO REMAIN, UN.O. - -- - -� - - PIC, 1307 Seventh Street Oregon City, OR 97045 503-656-1942 N DEMO AND PATCH EXIST'G GONG SLAB ~ www.iselinarchitects.com AND FURRED FLOOR ASSEMBLY AS 0 « REQUIRED TO INSTALL NEW 24'x24'xlO' GONG FTG W/ (3) R E.W. W/ P5844A X 4' WIDE BASE FOR NEW 4x4 POSTS I YELLOW w EXIST'G `7 c PAINTED 0 FOOTINGS TO % j 13272 WARNING x RIP 20 NEW 4x4 POST ON NEW LOCATIONS MAY REMAlN- TODD L. fSEL N Cn 3 0' 16 SQ. PRE CAST \ SLI / CONC PAD VARY FROM i I � i . LOCATIONS - _ _ _ _ _ _�. OREGON CITY, U GON ` - EXIST'G 2-2x6 SHOWN ON PLAN �— - I:% �i� B - OFA�� dl 4112' IL NEW 4x4 POST TO SUB-FLR \ - EXIST'G 6x8 BELOW NEW UPPER LEVEL BM EXIST'G SLAB ON GRADE - POST TO REMAIN i a m __jTO REMAIN, U.N.O. - NEW24'x28'x12' ' )- '0 °�- - - - - J - - - - - - - - - - - INSTALL NEW 2x6 FLR JOISTS o 16CONC FTG W/ x' O.C. I-- - - � / W-0. W/ LU526 EA END 4 3/4' PLYWD SUB-FLR (3)04 E.W. m AT ORIGINAL PORCH FLOOR THIS AREA u E = RBZ _ X X EXIST'G FOUNDATION TO w W REMAIN UN.O N X -_ W NEW 6x8 POST ON NEW 16' SQ. PRE-CAST CONC — — -- — PAD - - FOUNDATION PLAN 1/4' I'-0' FDN PLAN LEGEND NEW FOOTING NEW FOUNDATION WALL c WALL ABOVE 0 EXIST'G FOOTING EXISTING WALL ASSEMBLY EXIST'G FOUNDATION WALL L 0 EXIST'G WALL ASSEMBLY TO REMAIN TRIM EX16T'G 6x8 BM TO REMAIN- ORIGINAL y AND POCKET W/ 21/2' EXTERIOR WALL EXIST'G WALL/ELEMENT TO BE REMOVED }+ BEARING ON NEW O FOUNDATION- PROVIDE 4' AIRSPACE AT END UPPER LEVEL FLOOR AT THIS AREA AND SIDES FOUNDATION SPECIFICATIONS 0 TO BE DEMOLISHED ^` W N SAW CUT AND REPLACE > (V REPLACE ORIGINAL DETERIORATED PORCH EXIST'G CONCRETE SLAB AS (UNLESS NOTED OTHERWISE) FLOOR SYSTEM W/ NEW 3/4' PLYWD SUB-FLOOR EX15T'G FLOOR REQUIRED FOR NEW 0 4) N ON 2x6 FLOOR JOISTS m 16. O.C. ASSEMBLY TO REMAIN FOUNDATION CONSTRUCTION SLOPE CRAWL SPACE TO DRAIN. MAX SLOPE IS 2 HORIZ : 1 VERT. BETWEEN V/ FOOTINGS AT DIFFERENT ELEVATIONS. ALL FTGS TO REST ON CLEAN, FIRM UNDISTURBED SOIL. STEP FTGS AS REO'D ` O INSTALL NEW SOLID 4x BLKG BELOW WALL TO MAINTAIN REO'D DEPTH BELOW FINISH GRADES. W G NEW P.T. 2x6 SILL fE W/ MASA EXIST'G 2-2x6 TO REMAIN ANCHORS a 32' O.C. CONCRETE STRENGTH: - 2500 PSF AT 28 DAYS FOR ALL SLABS � (Z 2500 PSF AT 28 DAYS FOR ALL OTHER CONDITIONS 0) MAXIMUM SLUMP: 4" NJ r F USE ASTM A-615 GRADE 60 DEFORMED REINF BARS U.N.O. - DO NOT BACKFILL FDN WALLS UNTIL MAIN FLOOR & WALL DIAPHRAGMS ARE IN 22 GA. GALV. MTL FLASHING- PROD, NO. : 2105 LUS26, TYP LUS26, TYP EXTEND MIN. 2' BELOW EXIST'G PLACE & FULLY NAILED & FDN WALLS HAVE BEEN CAST & CURED FOR 28 DAYS. AFILE : A-FP1 DD C2) ROWS OF 16d NAILS AT SHTHG DATE : 6/14/21 12' O.G. FROM EXISTING 2x6 - 04 CONT s T/ WALL LEDGER TO 2-2x8 JOIST 04 VERT g 32' O.G. MAX NEW POST AND PIER PAD 3j4 MINUS CRUSHED IN FOREGROUND PERGRAVEL BACKFILL FOUNDATION PLAN EXIST'G 2-2x8 TO REMAIN NEW 6' FDTN WALL ON 16'x8' FOOTING 2-"4 CONT. SHEET # I A " - W\ � SimiN 4' 8' 4' 20 FLOOR REPAIR AT TOILET RM 12 NEW FOUNDATION @ MECH RM FOUNDATION PLAN/ DETAILS