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Specificationss I ; RECEIVED JUN222021 _ i Lower CITY OF T IGARD BUILDING DiVlS1ON • p A Columbia � • EngmeeringSS6 DMcNultyWay St. Helens, OR R7051 www.fowercofumb€aengr.com Brad Hendrickson tAgr- .0 _ r ,, - , - 15760 Highland Court Tigard, OR 97224 Framing Modification Calculations Project No. 3216 8 total pages OFFICE COPY Table of Contents Description Page(s) Beam Calculations 2-3 Fastening Schedule 4-8 Design Criteria Occupancy Standard Ground Snow Load 25 psf Allowable Soil Bearing Pressure 1,500 psf Notes 1 These calculations are based on the attached plans & specifications by Lower Columbia Engineering (LCE), ® � 2 sheets. LCE is only responsible for the engineering issues ` ,l:37 N FF S�,r addressed in this packet for the proposed interior remodel. All i,t� .p �2 other engineering issues, including geotechnical engineering are 83914 r'- the responsibility of others. Typical geotechnical properties have 404.4,,,,,,-- been assumed. All construction issues including temporary OREGON shoring and Special Inspections are the responsibility of others. 4'sYZ2 soh LCE is not responsible for proper implementation of these lF T. HANG© specifications, or any issues with the existing home not mentioned in the plans. Contact LCE with any questions or `PIPS 61 O'2429_Tj uncertainties, or if any discrepancies are detected prior to proceeding. 1 • _ _ Client: Brad Hendrickson Lower Project: Remodel 15760 Highland Drive Cokumbla Item: NEW 3.5"X 11.875"GL816F-1.3E-KITCHEN '� Eng)Iteellog �x Job tl: 3216 Date: 6/17/2021 • Page: 2 NEW 3.5"X 11.875"GLB 16F-1.3E-KITCHEN ROOF DEAD LOAD(PSF)= 15 ROOF SNOW LOAD(PSF)=20 ROOF TRIB.WIDTH(FT)=0 ASD LOAD COMBO.(PLF) 1:D 90 FLOOR DEAD LOAD(PSF)=15 2:D+L 330 FLOOR LIVE LOAD(PSF)=40 3:D+S 90 FLOOR TRIB.WIDTH(FT)=6 4:D+,75L+.755 270 TRIAL SIZE:3.5"x 11.875"GLB ITEM SPAN LENGTH(FT) Wu(PLF) Mu=WL*2/8(FT-LBS) Vu=WL/2(LBS) fbx(psi) fv(psi) BEAM NEAR KITCHEN 13 330 6971 2145 1017 77 BENDING STRESS ANALYSIS IF Ie/d<7 Ie=2.06*lu I IF Ie/d>7 Ie=1.63*lu+3d lu(Inch) le(inch) 156 290 RB= 157-<50 le(inch) b(inch) d(inch) Re CHECK:Rs<50 290 3.5 11.875 16.8 TRUE Emin'=Emin*Cm•Ct*Ci*CT Emin Cm Ct Ci CT Emin' 670000 1 1 1 1 670000 FbE= 1.20 Emino (Rh)" Emin' Re FbE 670000 16.76 2861 C_ 1+FbE/Fb-_ I(1+FbE/Fb•12_FbE/Fb• 1.9 J` 1.9 95 FbE Fb* CL 1/28860.9 1600.0 0,947 cv= (3,97 x\-!) x(5.16Z51z,1.0 L(FT) 1 d(inch) b(inch) Co 13 11.875 3.5 1.000 Fb'=Fb*Cd*Cm*Ct*Cl*(Cfor Cv)*Cfu•Ci*Cr Fb Cd Cm Ct CL Cv Cr Fb'(psi) 1600 1 1 1 1.000 1.000 1 1600 DESIGN VALUES FROM NDS&NOS SUPPLEMENT ACTUAL BENDING STRESS-fbx(psi) ALLOWABLE BENDING STRESS-Fb'(psi) SAFTEY FACTOR 1017 1600 1.57 SHEAR STRESS ANALYSIS Fv Cd Cm Ct Fv'(psi) 195 1 1 1 195 DESIGN VALUES FROM NOS&NDS SUPPLEMENT jr ACTUAL SHEAR STRESS-fv(psi) ALLOWABLE SHEAR STRESS-Fe'(psi) SAFTEY FACTOR 77 195 2.52 DEFLECTION ANALYSIS 5W�_ Wu(PLF) BEAM LENGTH,L(FT) E I(IN°) D+L DEFLECTION(IN) LIVE-DEFLECTION(IN) A 3 8 4 E 1 330 13 1300000 488.4 0.334 0.223 TOTAL DEFLECTION-(IN) ALLOWABLE TOTAL DEFLECTION-L/240 SAFTEY FACTOR 0.334 0.650 1.95 LIVE DEFLECTION-(IN) ALLOWABLE LIVE DEFLECTION-L/360 SAFTEY FACTOR 0.223 0.433 1.95 **"3.5 x 11.87516E-1.3E GLU-LAM BEAM IS SUFFICIENT TO SUPPORT THE RESPECTIVE GRAVITY LOADS OF THE STRUCTURE*** • Client: Brad Hendrickson Lower Project: Remodel 15760 Highland Drive 4i, Item: 4'=4"SPAN 4x8 HEADER FOR NEW CLOSET R 4Co€umbia Job#: 3216 -,' - "+Engineering Date: 6/17/2021 .,_a._. -_ — ___ Page: 3 4'-4"SPAN 4x8 HEADER FOR NEW CLOSET ROOF DEAD LOAD(PSF)=15 ROOF SNOW LOAD(PSF)=25 ROOF TRIB.WIDTH(FT)=25 ASO LOAD COMBO.(PLF) 1:D 375 FLOOR DEAD LOAD(PSF)=15 2:D+L 375 FLOOR LIVE LOAD(PSF)=40 3:D+5 1000 FLOOR TRIB.WIDTH(FT)=0 4:D+.75L+.75S 844 Assumed Douglas Fir-Larch#2 Assumed MOISTURE CONTENT<19% ITEM - ' SPAN LENGTH(FT) Wu(PLF) Mu=WL'2;/8(FT-LOS) Vu=WL/2(LOOS) fbx(psi) Ev(psi) TYPICAL BEAM _._ 4.33 1000 2344 2165 917 128 IF le/d<7 le=2.06'Iu IF Ie/d>7 Ie=1.63'lu+3d RB= Ibid<50 lu(inch) le(inch) b(inch) d(inch) Ra CHECK:Re<50 51.96 106 3.5 , 7.25 7.9 TRUE Emin'=Emin a CmaCtaCiaCT Emin Cm Ct ) Ci CT Emin' 580000 3 1 1 I 1 -- 1 u�— 580000 FbE= Lzbemni (Rb) ' Emin' Ra FbE 530000 1 7.94 11048 Cs= 1+FbE/Fb•_ f/1+FbE/Fb•`2_FbE/Fb• 1.9 J` 1.9 J .95 _ FbE i Fb` Q 11048.0 i 1242.0 0.994 Fb'=Fb a Cd«Cm a Ct a CI a(Cf or CO a C(u*Ci a Cr Fb j Cd ( Cm Ct ICI Cf T CIO 1 Ci Cr Pb'(psi) 900 I 1.15 I 1 1 i 1.000 12 1 f 1 1 1242 DESIGN VALUES FROM ODE Si NOS SUPPLEMENT ACTUAL BENDING STRESS-fin(psi) < ALLOWABLE BENDING STRESS-Pb'(psi) SAFTEY FACTOR 917 1242 1.35 SHEAR STRESS ANALYSIS Fv t Cd 1 Cm_ Ct Ci Fv'(psi) -- 130 I __ 1.15 1 } 1 1 1 207 DESIGN VALUES FROM NDS&ND5 SU?7LE:.-FE M ACTUAL SHEAR STRESS-fv(psi) ALLOWABLE SHEAR STRESS-Fv'(psi) SAFTEY FACTOR 128 < 207 1.62 DEFLECTION ANALYSIS SWL4 Wu(PLF) BEAM LENGTH,L(FT) E I I OW) D+L DEFLECTION(IN) LIVE-DEFLECTION(IN) 384E/ 1000 4.33 , 1,600,000 111.1 0.044 0.025 ACTUAL DEFLECTION-(IN) ALLOWABLE DEFLECTION-L/240 SAFTEY FACTOR 0.044 < 0.217 4.87 UVE DEFLECTION-(IN) ALLOWABLE LIVE DEFLECTION-L/360 SAFTEY FACTOR 0.025 < 0.144 5.84 `''9 x A HEADER FOR A SPAN LENGTH OF 4'-4",IS SUFFICIENT TO SUPPORT THE GRAVITY LOADS OF THE STRUCTURE'— WOOD TABLE 2304.10.1 FASTENING SCHEDULE DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER SPACING AND LOCATION Roof 3-8d common(2'/2"x 0.131");or 1. Blocking between ceiling joists,rafters or trusses 3-10d box(3"x 0.128");or to topplate or other framingbelowEach end,toenail 3-3"x 0.131"nails;or 3-3"14 gage staples,7/16"crown 2-8d common(21/2"x 0.131") 2-3"x 0.131"nails Each end,toenail Blocking between rafters or truss not at the wall 2-3"14 gage staples top plate,to rafter or truss 2-16 d common(31/2"x 0.162") 3-3"x 0.131"nails End nail 3-3" 14 gage staples 16d common(31/2"x 0.162")@ 6"o.c. Flat blocking to truss and web filler 3"x 0.131"nails @ 6"o.c. Face nail 3"x 14 gage staples @ 6"o.c 3-8d common(21/2"x 0.131");or to topplate 3-IOd box(3"x 0.128");or 2. Ceiling 3-3"x 0.131"nails;or Each joist,toenail 3-3" 14 gage staples,7/16"crown 3-16d common(31/2"x 0.162");or 3. Ceiling joist not attached to parallel rafter,laps 4-IOd box(3"x 0.128");or over partitions(no thrust) Face nail (see Section 2308.7.3.1,Table 2308.7.3.1) 4 3"x 0.131"nails;or 4-3"14 gage staples,7/16'crown 4. Ceiling joist attached to parallel rafter(heel joint) Per Table 2308.7.3.1 Face nail (see Section 2308.7.3.1,Table 2308.7.3.1) 3-10d common(3"x 0.148");or 4-10d box(3"x 0.128");or 5. Collar tie to rafter Face nail 4-3"x 0.131"nails;or 4-3" 14 gage staples,7/16"crown 3-10 common(3"x 0.148");or 3-16d box(3'/2"x 0.135");or 6. Rafter or roof truss to top plate 4-10d box(3"x 0.128");or Toenail` (See Section 2308.7.5,Table 2308.7.5) 4-3"x 0.131 nails;or 4-3"14 gage staples,7/16"crown 2-16d common(31/2"x 0.162");or 3-10d box(3"x 0.128");or 3-3"x 0.131"nails;or End nail 3-3"14 gage staples,7/16"crown;or 7. Roof rafters to ridge valley or hip rafters;or roof 3-l0d common(3'/2"x 0.148");or rafter to 2-inch ridge beam 3-16d box(31/2"x 0.135");or 4-10d box(3"x 0.128");or Toenail 4-3"x 0.131"nails;or 4-3" 14 gage staples,7/16'crown (continued) 2015 INTERNATIONAL BUILDING CODES 483 WOOD TABLE 2304.10.1-continued FASTENING SCHEDULE DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER SPACING AND LOCATION Wall 16d common(31/2"x 0.162"); 24"o.c.face nail 8. Stud to stud(not at braced wall panels) lOd box(3"x 0.128");or 3"x 0.131"nails;or 16"o.c.face nail 3-3"14 gage staples,7/16"crown 16d common(314"x 0.162");or 16"o.c.fade nail 9. Stud to stud and abutting studs at intersecting wall 16d box(31/2'x 0.135");or 12"o.c.face nail corners(at braced wall panels) 3"x 0.131"nails;or 3-3"14 gage staples,7/16"crown 12"o.c.face nail 10. Built-up header(2"to 2"header) 16d common(31/2"x 0.162");or 16"o.c.each edge,face nail 16d box(3'/2"x 0.135") I2"o.c.each edge,face nail 11. Continuous header to stud 4-8d common(2'/2"x 0.131");or • 4 lOd box(3"x 0.128") Toenail 16d common(31/2"x 0.162");or 16"o.c.face nail 12. Top plate to top plate 10d box(3"x 0.128");or 3"x 0.131"nails;or 12"o.c.face nail 3"14 gage staples,746"crown 8-16d common(31/2"x 0.162");or 12-10d box(3"x 0.128");or Each side of end joint,face nail 13. Top plate to top plate,at end joints (minimum 24"lap splice length 12-3"x 0.131"nails;or each side of end joint) 12-3"14 gage staples,746"crown 16d common(31/2"x 0.162");or 16"o.c.face nail 14. Bottom plate to joist,rim joist,band joist or block- 16d box(31/2"x 0.135");or ing(not at braced wall panels) 3"x 0.131"nails;or 12"o.c.face nail 3"14 gage staples,74 fi'crown 2-16d common(3'/2"x 0.162");or 15. Bottom plate to joist,rim joist,band joist or block- 3-16d box(31/2"x 0.135");or 16" ing at braced wall panels 4-3"x 0.131"nails;or o.c.face nail 4-3"14 gage staples,7116"crown 4-8d common(21/2"x 0.131");or 4-10d box(3"x 0.128");or 4-3"x 0.131"nails;or Toenail 4-3" 14 gage staples,746"crown;or 16. Stud to top or bottom plate 2-16d common(31/2'x 0.162");or 3-10d box(3"x 0.128");or End nail 3-3"x 0.131"nails;or 3-3"14 gage staples,746"crown 2-16d common(31/2"x 0.162");or 17. Top or bottom plate to stud 3 lOd box(3"x 0.128");or End nail 3-3"x 0.131"nails;or 3-3"14 gage staples,7116"crown 2-16d common(31/2"x 0.162");or 18. Top plates,laps at corners and intersections 3-lOd box(3"x 0.128");or Face nail 3-3"x 0.131"nails;or 3-3"14 gage staples,746"crown (continued) 484 2015 INTERNATIONAL BUILDING CODE® P ( WOOD TABLE 2304.10.1-continued FASTENING SCHEDULE DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER SPACING AND LOCATION Wall 2-8d common(2'/2"x 0.13I");or 2-10d box(3"x 0.128");or 19. 1"brace to each stud and plate 2-3"x 0.131"nails;or Face nail 2-3"14 gage staples,'/16"crown 2-8d common(2'/2"x 0.131");or 20. 1"x 6"sheathing to each bearing Face nail 2_lOd box(3"x 0.128") 3-8d common(21/2"x 0.131");or 21. I"x 8"and wider sheathing to each bearing Face nail 3-IOd box(3"x 0.128") Floor 3-8d common(2/2"x 0.131");or floor 22. Joist to sill,topplate,orgirder 3-IOd box(3"x 0.128");or Toenail 3-3"x 0.131"nails;or 3-3" 14 gage staples,'/16"crown 8d common(2'/2"x 0.131");or 23. Rim joist,band joist,or blocking to top plate,sill or 10d box(3"x 0.128");or other framing below 3"x 0.131"nails;or 6"o.c.,toenail 3"14 gage staples,'/16"crown 24. 1"x 6"subfloor or less to each joist 2-8d common(2'/2"x 0.13!");or Face nail 2-10d box(3"x 0.128") 25. 2"subfloor to joist or girder 2-16d common(37/2"x 0.162") Face nail 26. 2"planks(plank&beam-floor&roof) 2-16d common(31/2"x 0.162") Each bearing,face nail 20d common(4"x 0.192") 32"o.c.,face nail at top and bot- tom staggered on opposite sides 10d box(3"x 0.128");or 3"x 0.131"nails;or 24"o.c.face nail at top and bot- tom staggered on opposite sides 3"14 gage staples, /16"crown 27. Built-up girders and beams,2"lumber layers And: 2-20d common(4"x 0.192");or 3-10d box(3"x 0.128");or Ends and at each splice,face nail 3-3"x 0.131"nails;or 3-3"14 gage staples,'/16'crown 3-16d common(31/2'x 0.162");or 28. Ledger strip supporting joists or rafters 4-lOd box(3"x 0.128");or Each joist or rafter,face nail 4-3"x 0.131"nails;or 4-3" 14 gage staples,'/16'crown • 3-16d common(31/2"x 0.162");or 4-10d box(3"x 0.128");or 29. Joist to band joist or rim joist End nail 4-3"x 0.131"nails;or 4-3"14 gage staples,'/16"crown 2-8d common(21/2"x 0.131");or 2-10d box(3"x 0.128");or 30. Bridging or blocking to joist,rafter or truss Each end,toenail 2-3"x 0.131"nails;or 2-3" 14 gage staples,7/16"crown (continued) 2015 INTERNATIONAL BUILDING CODE® 485 WOOD TABLE 2304.10.1—continued FASTENING SCHEDULE DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER SPACING AND LOCATION Wood structural panels(WSP),subfloor,roof and interior wait sheathing to framing and particleboard wall sheathing to framing' Edges Intermediate supports (inches) (inches) 6d common or deformed(2"x 0.113") (subfloor and wall) 6 12 8d box or deformed(22/,"x 0.113")(roof) 6 12 23/_"x 0.113"nail(subfloor and wall) 6 12 31. 34"— 13/4"16 gage staple,'/ia"crown (subfloor and wall) 4 8 23/8"x 0.113"nail(roof) 4 8 13/4"16 Rage staple,Via'crown(roof) 3 6 8d common(2V,"x 0.131");or 6 12 32. 19/32"_3 �. 6d deformed(2"x 0.113") 234,"x 0.113"nail;or 2"16 gage staple,'/ic'crown 4 8 33 '/8"_1�t;" 10d common(3"x 0.148");or 8d deformed(2`,"x 0.131") 6 12 Other exterior wall sheathing I°f,"galvanized roofing nail 34. V,"fiberboard sheatltinvb ('/,,"head diameter);or 3 6 IV,'16 gage staple with Via"or 1"crown I3I"galvanized roofing nail 35. 25/3,"fiberboard sheathing (`/t6"diameter head);or 3 6 I`/,"16 gage staple with Via"or 1"crown Wood structural panels,combination subfloor underlayment to framing 36. '/4"and less 8d common(2V,"x 0.131");or 6d deformed(2"x 0.113") 6 12 37. 7/8,,—[If8d common(2`,`x 0.131");or 8d deformed(2`/2"x 0.131") 6 12 38. IV,"—1'/4" 10d common(3"x 0.148");or 8ddeformed(22/2"x0.131") 6 12 Panel siding to framing 6d corrosion-resistant siding 39. `,"or less (12/8"x 0.106");or 6 12 6d corrosion-resistant casing(2"x 0.099") 8d corrosion-resistant siding 40. '/" (23/,"x 0.128");or s 8d corrosion-resistant casing 6 12 (21/,"x 0.113") (continued) 486 2015 INTERNATIONAL BUILDING CODE° 4 F WOOD TABLE 2304.10.1—continued FASTENING SCHEDULE DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER SPACING AND LOCATION Wood structural panels(WSP),subfloor,roof and Interior wall sheathing to framing and particleboard wall sheathing to framing° Edges Intermediate supports (inches) (inches) Interior paneling 41. 1/4' 4d casing(1 t/2"x 0.080");or 4d finish(1'/2'x 0.072") 6 12 42 3/8" 6d casing(2"x 0.099");or 6 12 6d finish(Panel supports at 24 inches) For SI: 1 inch=25.4 mm. a. Nails spaced at 6 inches at intermediate supports where spans are 48 inches or more.For nailing of wood structural panel and particleboard diaphragms and shear walls,refer to Section 2305.Nails for wall sheathing are permitted to be common,box or casing. b. Spacing shall be 6 inches on center on the edges and 12 inches on center at intermediate supports for nonstructural applications.Panel supports at 16 inches (20 inches if strength axis in the long direction of the panel,unless otherwise marked). c. Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule and the ceiling joist is fastened to the top plate in accordance with this schedule,the number of toenails in the rafter shall be permitted to be reduced by one nail. 2304.11.5 Roof decks. Where supported by a wall, roof 2304.12.1.5 Wood siding. Clearance between wood decks shall be anchored to walls to resist uplift forces siding and earth on the exterior of a building shall not determined in accordance with Chapter 16. Such anchors be less than 6 inches(152 mm)or less than 2 inches(51 shall consist of steel or iron bolts of sufficient strength to mm) vertical from concrete steps, porch slabs, patio resist vertical uplift of the roof. slabs and similar horizontal surfaces exposed to the 2304.12 Protection against decay and termites.Wood shall weather except where siding,sheathing and wall fram- be protected from decay and termites in accordance with the ing are of naturally durable or preservative-treated applicable provisions of Sections 2304.12.1 through wood. 2304.12.7. 2304.12.2 Other locations. Wood used in the locations specified in Sections 2304.12.2.1 through 2304.12.2.5 2304.12.1 Locations requiring water-borne preserva- shall be naturally durable wood or preservative-treated tives or naturally durable wood. Wood used above ground in the locations specified in Sections 2304.12.1.1 wood in accordance with AWPA U1.Preservative-treated wood used in interior locations shall be protected with two through 2304.12.1.5, 2304.12.3 and 2304.12.5 shall be naturally durable wood or preservative-treated wood using coats of urethane, shellac, latex epoxy or varnish unless Water borne preservatives are used.Prior to application of water-borne preservatives,in accordance with AWPA U1 for above ground use. the protective finish,the wood shall be dried in accordance 2304.12.1.1 Joists,girders and subfloor.Wood joists with the manufacturer's recommendations. or wood structural floors that are closer than 18 inches 2304.12.2.1 Girder ends. The ends of wood girders (457 mm)or wood girders that are closer than 12 inches entering exterior masonry or concrete walls shall be (305 ram) to the exposed ground in crawl spaces or provided with a t/Z inch (12.7 mm) airspace on top, sides and end,unless naturally durable or preservative- unexcavated areas located within the perimeter of the building foundation shall be of naturally durable or pre- servative-treated wood. 2304.12.2.2 Posts or columns. Posts or columns sup- : porting permanent structures and supported by a con 2304.12.1.2 Wood supported by exterior foundation Crete or masonry slab or footing that is in direct contact walls.Wood framing members,including wood sheath with the earth shall be of naturally durable or preserva ing, that are in contact with exterior foundation walls and are less than 8 inches(203 mm)from exposed earth rive-treated wood. shall be of naturally durable or preservative-treated Exception:Posts or columns that are not exposed to wood. the weather,are supported by concrete piers or metal 2304.12.1.3 Exterior walls below grade.Wood fram- pedestals projected at least 1 inch (25 mm) above ing members and furring strips in direct contact with the slab or deck and 8 inches (152 mm) above the interior of exterior masonry or concrete walls below exposed earth and are separated by an impervious grade shall be of naturally durable or preservative- moisture barrier. treated wood. 2304.12.2.3 Supporting member for permanent 2304.12.1.4 Sleepers and sills. Sleepers and sills on a appurtenances. Naturally durable or preservative concrete or masonry slab that is in direct contact with treated wood shall be utilized for those portions of earth shall be of naturally durable or preservative- wood members that form the structural supports of treated wood. buildings, balconies, porches or similar permanent building appurtenances where such members are 2015 INTERNATIONAL BUILDING CODE® 487 I A� Ilyson Armstrong From: brad hendrickson <3232brad@gmail.com> - Sent: Tuesday,June 29, 2021 1:04 PM To: Allyson Armstrong Subject: Re: Request info - 15760 SW Highland Ct - MST2021-00235 Attachments: insulation rev.pdf Caution!This message was sent from outside your organization. Allow sender I Block sender Allyson, here are the revisions that we are proposing. We have already replaced all the windows and doors in the home, which has increased our R value. The closet that we are adding is approximately 70 sq ft, so under the 400 sq ft threshold, but we will increase our ceiling insulation upto R49 to compensate for the R13 that we have in the 2 X 4 walls, and the R15 we will have in the floor of the closet. Hopefully this meets with everything you need. Thanks for getting to this so quickly! On Tue,Jun 29, 2021 at 12:40 PM Allyson Armstrong<AllysonAWtigard-or.gov>wrote: Brad, Here are links to the tables referenced in my original email. Please let me know if I can be of further assistance. https://up.codes/viewer/oregon/irc-2015/chapter/new 11/energy-efficiency#new N1101.1 https://up.codes/viewer/oregon/irc-2015/chapter/new 11/energy- efficiency#new N1101.2.3.1 Thank you, OFFICE COPY Allyson 1 I Allyson Armstrong 'g i,' City Of Tigard . (5031 71 8-261 2 Work (5031 718-8137 Mobile llyson4. tigard-,Dr,gov 13125 SW Hall Boulevard Tigard; Oregon 57223 DISCLAIMER: E-mails sent or received by City of Tigard employees are subject to public record laws. If requested, e- mail may be disclosed to another party unless exempt from disclosure under Oregon Public Records Law. E-mails are retained by the City of Tigard in compliance with the Oregon Administrative Rules "City General Records Retention Schedule." .91 146