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Plans N PM / I / I I / • \�I I // I\ //1 I .. / 1 \ // I I "- / I -----\ // \ / / \ / L__ r ""_ i I6 'AI — O 1 isommon tu e 'l 1 z; „:4,_., z- r Zi i SPECIAL I ." - -T u N REQUIRED State of Oregon tract .-I Specialty Code ILlillizlitlITY OF GAItD ❑ and Reinforce • steel FOR C E COMPLIANCE tts Installed in Concrete 1 l Approved: [V OTC: ( ❑ Special Moment-ResistinE :7--;"7.7---7- Permit#: rris+ A 1S- on 116 ❑ Reinforcing Steel&Pr:- ing Steel Tendons Address: I as"(s7 4,Ai I l 4 7-Gv ❑ Structural Welding Suite#f ❑ High-Strenght Bolting By: Date: _ -gyp iS ❑ Structural Masonry + ❑ Reinforced Gypsum Conc etc* TT/� D V co Insulating Concrete Fill OFF1l.E COr i ❑ Spray Applied Fire-Resistive Materials ❑ Pflings, Drilled Piers and Caissons ❑ Shotcrete ❑ Special Grading, Excavation and Filling ❑ Smoke-Control Systems ❑ Other inspections r. .._-. ECEIVED AUG 12 2015 TY OF TIGARD LDING DIVISION RC GENERAL i I f h''. THE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION AND CORRELATION OF ALL ITEMS AND WORKAIC=C�5�4 OR COMPLETION OF THE PROJECT AS INDICATED BY THE CONTRACT DOCUMENTS. SHOULD ANY QUESTION EGARDO CONTRACT DOCUMENTS OR SITE CONDITIONS, THE CONTRACTOR SHALL REQUEST INTERPRETATION RV( A FROM THE ENGINEER BEFORE BEGINNING THE PROJECT.THE ABSENCE OF SUCH REQUEST SHALL SIGNIFY THAT ?NTRACTOR HAS REVIEWED AND FAMILIARIZED HIMSELF WITH ALL ASPECTS OF THE PROJECT AND HAS COMPLETE COMPREHENSION THEREOF. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONFORMANCE TO ALL SAFETY REGULATIONS DURING CONSTRUCTION. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. UNLESS OTHERWISE SPECIFICALLY NOTED, THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION OR CONSTRUCTION LOADS. ONLY THE CONTRACTOR SHALL PROVIDE ALL METHODS, DIRECTION AND RELATED EQUIPMENT NECESSARY TO PROTECT THE STRUCTURE, WORKMEN AND OTHER PERSONS AND PROPERTY DURING CONSTRUCTION.THE CONTRACTOR SHALL,AT HIS OWN EXPENSE, ENGAGE PROPERLY QUALIFIED PERSONS TO DETERMINE WHERE AND HOW TEMPORARY PRECAUTIONARY MEASURES SHALL BE USED AND INSPECT SAME IN THE FIELD. ANY MATERIAL NOT AS SPECIFIED OR IMPROPER MATERIAL INSTALLATION OR WORKMANSHIP SHALL BE REMOVED AND REPLACED WITH SPECIFIED MATERIAL IN A WORKMANLIKE MANNER AT THE CONTRACTOR'S EXPENSE. THESE PLANS, SPECIFICATIONS, ENGINEERING AND DESIGN WORK ARE INTENDED SOLELY FOR THE PROJECT SPECIFIED HEREIN. MILLER CONSULTING ENGINEERS DISCLAIMS ALL LIABILITY IF THESE PLANS AND SPECIFICATIONS OR THE DESIGN, ADVICE AND INSTRUCTIONS ATTENDANT THERETO ARE USED ON ANY PROJECT OR AT ANY LOCATION OTHER THAN THE PROJECT AND LOCATION SPECIFIED HEREIN. OBSERVATION VISITS TO THE JOB SITE AND SPECIAL INSPECTIONS ARE NOT PART OF THE STRUCTURAL ENGINEER'S RESPONSIBILITY UNLESS THE CONTRACT DOCUMENTS SPECIFY OTHERWISE. NON STRUCTURAL PORTIONS OF PROJECT, INCLUDING BUT NOT LIMITED TO PLUMBING, FIRE SUPPRESSION, ELECTRICAL, MECHANICAL, LAND USE, SITE PLANNING, EROSION CONTROL FLASHING AND WATER-PROOFING ARE BEYOND THE SCOPE OF THESE DRAWINGS AND ARE PROVIDED BY OTHERS. BUILDING CODE ALL PHASES OF THE WORK SHALL CONFORM TO THE 2014 OREGON STRUCTURAL SPECIALTY CODE, BASED ON THE 2012 INTERNATIONAL BUILDING CODE(IBC), INCLUDING ALL REFERENCE STANDARDS,UNLESS NOTED OTHERWISE. SPECIAL INSPECTION SPECIAL INSPECTION AND/OR TESTING IS REQUIRED IN ACCORDANCE WITH IBC SECTION 1704.THE CONTRACTOR SHALL PROVIDE SUFFICIENT NOTICE TO ALLOW SCHEDULING OF SPECIAL INSPECTION. IT IS THE OWNER'S RESPONSIBILITY TO PROVIDE SPECIAL INSPECTION AND TESTING BY A QUALIFIED THIRD PARTY,SUCH AS A TESTING AGENCY REVIEWED BY THE ENGINEER. REQUIRED STRUCTURAL SPECIAL INSPECTIONS INSPECTION SYSTEM or MATERIAL IBC CODE CODE or FREQUENCY REMARKS REFERENCE STANDARD REFERENCE Continuous Periodic CONCRETE SPECIAL INSPECTIONS APPLY TO ANCHOR PRODUCT NAME,TYPE,AND DIMENSIONS, INSPECTION OF ANCHORS 1909.1 ACI 318: HOLE DIMENSIONS,COMPLIANCE WITH DRILL INSTALLED IN HARDENED TABLE 3.8.6,8.1.3, X BIT REQUIREMENTS,CLEANLINESS OF THE CONCRETE 1705.3 21.1.8 HOLE AND ANCHOR,ADHESIVE EXPIRATION DATE,ANCHOR/ADHESIVE INSTALLATION, ANCHOR EMBEDMENT,AND TIGHTENING TORQUE \v GtI:E v, Et 7793• is in 1t1�d �!• ..,. EXPIRES: 12- 1-Z°1- • 9570 SW Barbur Blvd New Door Opening SS Project Name Project # Suite One Hundred 150669 NikPortland, OR 97219-5412 Location 12567 SW 114th Terrace, Tigard, Oregon MILLER Client Mr. Richard Ericksen CONSULTING (503(246-1250 ENGINEERS Fax: 246-1395 By EDA Ck'd ML Date 6/26/15 Page S1 of 5 1 DESIGN LOADS LIVE LOAD REDUCTION FOR BEAMS AND COLUMNS WAS NOT USED. DESIGN FOR MECHANICAL LOADS INCLUDES ONLY THOSE INDICATED ON STRUCTURAL DRAWINGS.THE FOLLOWING ARE THE DESIGN REQUIREMENTS: STRUCTURAL DESIGN CRITERIA RISK CATEGORY II DESIGN DEAD LOADS ROOF 15 PSF FLOOR 15 PSF WALLS 8 PSF FLOOR LIVE LOAD(RESIDENTIAL) FLOORS 40 PSF ROOF SNOW LOAD DESIGN ROOF SNOW LOAD 20 PSF WIND DESIGN DATA BASIC WIND SPEED(3 SEC GUST) 120 MPH EXPOSURE B INTERNAL PRESSURE COEFFICIENT GCPI=+/-0.18 WALL COMPONENTS/CLADDING INTERIOR ZONES(ZONE 4) 28.10 PSF END ZONES(ZONE 5) 34.69 PSF SEISMIC DESIGN DATA IMPORTANCE FACTOR IE=1.0 SPECTRAL RESPONSE ACCELERATIONS Ss=0.964,S,=0.422 SITE CLASS D SPECTRAL RESPONSE COEFFICIENTS Sos=0.716,501=0.444 SEISMIC DESIGN CATEGORY D BASIC SEISMIC FORCE RESISTING SYSTEM LIGHT FRAMED SHEAR WALLS DESIGN BASE SHEAR 6.271 KIPS SEISMIC RESPONSE COEFFICIENT Cs=0.11 RESPONSE MODIFICATION FACTOR R=6.5 ANALYSIS PROCEDURE USED ASCE 7-10 EQUIVALENT LATERAL FORCE el PRoF� 4.1./ �N4G1NFFpu>O 2 cz 77939 .r .-EC// "..► j0 ✓"e 1 2O' ,\G1r . yFLLE C' IIEXPiRES: 12-31-20151 9570 SW Barbur Blvd 150669 New Door Opening Project # A Suite One Hundred Project Name Portland, OR 97219-5412 Location 12567 SW 114th Terrace, Tigard, Oregon MILLER Client Mr. Richard Ericksen CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By EDA Ck'd - Date 6/26/15 Page S2 of 5 CONCRETE MIXING, PLACING AND CURING OF CONCRETE SHALL BE IN ACCORDANCE WITH THE AMERICAN CONCRETE INSTITUTE,ACI 318 AND IBC CHAPTER 19. CONCRETE SHALL BE 3000 POUNDS PER SQUARE INCH (PSI)MINIMUM AT 28 DAYS. ALL CONCRETE SHALL HAVE A MAXIMUM W/C RATIO = 0.45, EXCEPT FOOTINGS SHALL BE A MAXIMUM OF 0.50. ALL EXTERIOR CONCRETE SLABS SHALL HAVE 5% +/-1% AIR ENTRAINMENT.ALL CONCRETE WITH REINFORCEMENT SHALL HAVE NO CHLORINE OR CHLORIDES. WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE, THE EXISTING CONCRETE SURFACE SHALL BE CLEANED AND ROUGHENED TO A MINIMUM 1/4"AMPLITUDE PER ACI 318 11.6.9. CONCRETE ANCHORS POST INSTALLED CONCRETE ANCHORS SHALL CONSIST OF THE FOLLOWING UNLESS NOTED OTHERWISE: SCREW ANCHORS: SIMPSON TITEN HD ADHESIVE ANCHORS: SIMPSON SET-XP ALL POST INSTALLED CONCRETE ANCHORS SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S INSTALLATION CRITERIA AND PER THE CURRENT ICC EVALUATION REPORT. NON-SHRINK GROUT ALL NON-SHRINK GROUT SHALL BE NON-METALLIC GROUT CONFORMING TO ASTM C1107,AND SHALL HAVE A SPECIFIED MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 5000 PSI. �.��o PR ac-6., G �`yG1N`�c'A s/ � 939/ {�-- • - _G GYv. EXPIRES: 12-31-20I'S 9570 SW Barbur Blvd Project Name New Door Opening Project # 150669 Suite One Hundred Portland, OR 97219-5412 Location 12567 SW 114th Terrace, Tigard, Oregon MILLER Client Mr. Richard Ericksen CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By EDA Ck'd V1/41-- Date 6/26/15 Page S3 of 5 WOOD FRAMING ALL STRUCTURAL WOOD COLUMNS AND BEAMS TO BE DOUGLAS FIR/LARCH (DF/L), #1 UNLESS NOTED OTHERWISE. ALL JOISTS, PURLINS,AND GIRTS TO BE DF/L#2 AND BETTER UNLESS NOTED OTHERWISE.ALL BLOCKING AND NON-STRUCTURAL FRAMING TO BE CONSTRUCTION GRADE AND BETTER. ALL WOOD PLATES IN CONTACT WITH CONCRETE OR MASONRY SHALL BE HEM-FIR#2 PRESSURE TREATED UNLESS NOTED OTHERWISE.ALL COLUMNS SHALL HAVE SOLID BLOCKING FOR THE FULL COLUMN AREA TO SUPPORTING MEMBERS BELOW.COLUMNS SHALL ALIGN THROUGH ALL FLOORS TO THE FOUNDATION. ALL PREFABRICATED METAL TIMBER CONNECTORS AND HANGERS SHALL BE FULLY BOLTED AND/OR NAILED AS INDICATED BY MANUFACTURER, UNLESS NOTED OTHERWISE.ALL CONNECTORS, HANGERS AND FASTENERS SHALL BE CORROSION PROTECTED PER MANUFACTURER'S RECOMMENDATIONS. SIMPSON PREFABRICATED METAL TIMBER CONNECTORS NOTED. OTHER TYPES OF METAL CONNECTORS REQUIRE PRIOR REVIEW. SILL PLATE TO BE ANCHORED TO FOUNDATION WITH 1/2" DIAMETER X 7 INCH EMBEDMENT HOT DIPPED GALVANIZED ANCHOR BOLTS AT 6'-0" O.C. MAXIMUM UNLESS NOTED OTHERWISE. ALL BOLT HEADS OR NUTS BEARING ON WOOD TO HAVE STANDARD WASHERS. BOLT HOLES IN WOOD SHALL BE A MINIMUM OF 1/32" TO A MAXIMUM OF 1/16" LARGER THAN THE BOLT. ALL LAG SCREWS SHALL HAVE PILOT HOLES AS PER LAG SCREW LEAD HOLE SCHEDULE. REFER TO SECTION 11.1 OF THE NDS FOR ADDITIONAL INSTALLATION INSTRUCTIONS OF DOWEL-TYPE FASTENERS. ALL SHEATHING SHALL BE APA RATED GROUP 1, EXPOSURE 1 IN COMPLIANCE WITH VOLUNTARY PRODUCT STANDARDS DOCUMENT PS1 AND DOCUMENT PS2. • 15/32"(1/2"NOMINAL)SHEATHING TO BE C-D WITH SPAN RATING OF 32/16. UNLESS OTHERWISE SPECIFIED BY THE PANEL MANUFACTURER, PROVIDE A MINIMUM GAP OF 1/8" BETWEEN ALL SHEATHING PANELS. ALL FLOOR SHEATHING TO BE TONGUE AND GROOVE. GLUE ALL FLOOR SHEATHING WITH STRUCTURAL ADHESIVE, 3M- 5200 OR EQUIVALENT,AT ALL SUPPORTS. ALL SHEATHING WALLS AND/OR SHEAR WALLS TO HAVE 2X BLOCKING AT PANEL EDGES UNLESS NOTED OTHERWISE. WOOD FRAMING FASTENING SCHEDULE ALL NAILS SHALL BE COMMON AND NAILING SHALL BE PER THE NAILING SCHEDULE UNLESS OTHERWISE NOTED ON THE DRAWINGS.THE FOLLOWING NAIL SIZES SHALL BE USED UNLESS NOTED OTHERWISE: 8D NAIL:0.131 INCH DIA.X 2 1/2 INCHES LONG WITH MIN.HEAD DIA.9/32 IN. 10D NAIL:0.148 INCH DIA.X 3 INCH LONG WITH MIN.HEAD DIA.5/16 IN. 16D NAIL:0.162 INCH DIA.X 31/2 INCHES WITH MIN HEAD DIA. 11/32 IN. STAPLE OF EQUIVALENT VALUE MAY BE SUBSTITUTED AFTER REVIEW BY ENGINEER.NAILS AND STAPLES SHALL NOT BE OVERDRIVEN. .4D PRO,c , GINP 6:51 cc- 77939 OREGO "4. ✓�e T 2°1\,_\41V C yepLE ND' EXPIRES: 9570 SW Barbur Blvd Project Name New Door Opening Project # 150669 Suite One Hundred Portland, OR 97219-5412 Location 12567 SW 114th Terrace, Tigard, Oregon MILLER Client Mr. Richard Ericksen CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By EDA Ck'd � Date 6/26/15 Page S4 of 5 i WOOD FRAMING FASTENING SCHEDULE ITEM FASTENERS BOT PL TO DECKING/JOISTS(FACE NAIL) 160 AT 8"O.C. BOT PL/TOP PL TO STUDS(END NAIL) (2)16D AT 2X4,(3)16D AT 2X6 BUILT-UP DBL STUDS(FACE NAIL) 10D AT 8"O.C.STAGGERED CONTINUOUS HEADER(S)(HDRS)TO STUDS(TOE NAIL) (4)10D TOP PL TO HDRS(FACE NAIL) 16D AT 16"O.C. • STUDS TO HDRS(END NAIL) (6) 16D AT 4X6/4X8 (8)16D AT 4X10/4X12 HDRS TO CRIPPLE STUDS(TOE NAIL) (4)10D SHEATHING 8D AT 6"O.C.AT ALL SUPPORTED PANEL EDGES AND ROOF ROOF PERIMETER AND 12"O.C.AT ALL INTERMEDIATE SUPPORTS 10D GALV OR RING SHANK.AT 6"O.C.AT ALL FLOORS SUPPORTED PANEL EDGES AND FLOOR PERIMETER AND 12"O.C.AT ALL INTERMEDIATE SUPPORTS WALLS 8D AT 6"O.C.AT ALL PANEL EDGES AND AT 12"O.C. AT ALL INTERMEDIATE FRAMING MEMBERS GYPSUM WALL BOARD 1/2"GWB 5D COOLER OR WALLBOARD NAILS AT 7"O.C.AT ALL FRAMING MEMBERS 5/8"GWB 6D COOLER OR WALLBOARD NAILS AT 7"O.C.AT ALL FRAMING MEMBERS BASE PLY-6D COOLER OR WALLBOARD NAILS AT 9" (2)LAYERS 5/8"GWB O.C. FACE PLY-8D COOLER AT 7"O.C. NOTE:#6-1 1/4"TYPE S OR W SCREW MAY BE SUBSTITUTED FOR GIVEN NAILS IN ALL GWB.FOR MULTIPLE LAYERS OF GWB,SCREWS REQUIRE 3/4"MIN.EMBED INTO WOOD MEMBER. (<5,S0 PROFc� iv 77939 j r- a* Gee qON\ A, c'yCr L E CND [EXPIRES:12-31-20(5-1 dr, Suit SW Barndr Blvd Project Name New Door Opening Project # Suite One Hundred 150669 _ Portland, OR 97219-5412 Location 12567 SW 114th Terrace, Tigard, Oregon MILLER Client Mr. Richard Ericksen CONSULTING (503)246-1250 ENGINEERS Fax: 246-1395 By EDA Ck'd Date 6/26/15 Page S5 of 5 RECEIVED MILLER AUG122015 CONSULTING CITY OFTIGARD ENGINEERS BUILDING DIVISION STRUCTURAL CALCULATIONS New Door Opening 12567 SW 114th Terrace, Tigard, Oregon Mr. Richard Ericksen June 24, 2015 A/�\ a-7•0`''1S C.v`°,44"p k, -iv 2P-1 Sties Project No. 150669 17 pages �� Principal Checked: I/WV THE CALCULATIO ' VOID IF SEAL PROFS 2 779 9 AT. fr/ •• • • ✓Lne ,, 243\• AND SIGNATUR % ORIGINAL [EXPIRES: 12-31-201c I *** LIMITATIONS *** Miller Consulting Engineers, Inc. was retained in a limited capacity for this project. This design is based upon information provided by the client, who is solely responsible for accuracy of same. No responsibility and or liability is assumed by or is to be assigned to the engineer for items beyond that shown on these sheets. Engineering Practical, Diverse, Structural Solutions Since 1978 9570 SW Barbur Blvd., Suite 100 Portland, Oregon 97219-5412 Phone (503) 246-1250 Fax (503) 246-1395 www.miller-se.com - Building Code: 2014 Oregon Structural Specialty Code Soils Report: No Soils Report by: N/A Dated: N/A Soil Bearing: 1500 PSF Retaining Walls: No Equivalent Fluid Pressure(active): N/A PCF Passive bearing: N/A PCF Friction: N/A Structural System: Building Structure Vertical System: Wood framed Construction Lateral Sys: Flexible Diaphragm/Wood shearwalls Element Roof Floor Load Type Dead Dead Basic Design Value(PSF) 15 15 Loads: Load Type Snow Floor Live Value(PSF) 20 40 Deflection Criteria U240 U360 Lateral Design Parameters: Wind Design: ASCE 7-10 Wind Speed(3 sec Gust):_ 120 MPH Exposure B Importance Factors lw= 1.00 15= 1.00 Is= 1.00 I;= 1.00 Risk Cat: II (ice w/wind) (seismic) (snow) (ice) Seismic Design ---USGS Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available 52008) MCE5 Response Spectrum Design Response Spectrum Site Coordinates 45.42863°N,122.79459°W 1.10 0.72 Site Soil Classification Site Class D-"Stiff Soil' 0.79 0.63 Risk Category I/IUIIM 0.88 0.56 USGS-Provided Output 0.77 06 0.49 0.66 P 0.ss a 0.40 2 f Ss= 0.964 g 5.,,= 1.074 g Soo= 0.716 g rn H 0,n 0.44 S,= 0.422 g 5,,,= 0.666 g 5o,= 0.444 g 0 0.24 0.22 0.16 0.11 0.00 0.00 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.00 2.00 0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.80 2.00 Design Summary: Period.T(sec) Period.T(sec) The following calculations are for the design of a new header to widen an existing opening in the exterior wall of a house.These calculations also include a lateral analysis on the wall line of the new opening. 9570 SW Barbur Blvd New Door Opening 150669 It Suite One Hundred Project Name Project# IPortland,OR 97219 Location 12567 SW 114th Terrace, Tigard, Oregon MILLER Client Mr. Richard Ericksen Phone 503.246.1250 CONSULTING Fax 503.246.1395 By EDA Ck'd ML/ Date 06/24/2015 Page 1 of 17 ENGINEERS www.miller-se.com I5p5F FLC R: Ot.= IS P5F •F 7'L= 3S PsF rt.=S5 PSG 200r ri-g_ ti.2.5 FT =Lot2:Z rre-rej=: 5.375 Pr J-4LL H /� w 6 F)'" Pozen LOAD T- Ot w1"rJW Fl t 2 Ar?ove' (111.25Fr)(35?5F)(7O /; ) = IVS54.3 Loop p 4& AM o f NE l43EK: = IL4.15 r — L/' yPLF /15" W.3 SFT• T°S5PsPzPCF - �� W.3= 5.375Fr. ssPs z PLr )ir ,'-22°,r 53 — ' 1414 (CSC QQL 2x12 HEADE-21 SEE PAC-ES 3-N FOR C AL4.5 72.,� 34 Sr2AP5 To TZrMMoRs: R Z933G8 7= 29 33 L8.O.tO. 1.15" : 905 L.2 3" GCSE sr°�i 'SON CSTA !Z QTR APS . P.= 213.3L8 L,L5E 2x t} . TRI mot EYS SEE PP&€ 4 FOR rAI,G. 1IjV - STUps: • Z$,10P5F CULTTMArE, SEA` PAGES 5-b Fog ci1LC,1 w=(2.3.(oPsF•0.6)(6Fr/z)= 5o.e7PLF A4,-:(50.6 PL.F NS FT)Z_ (-gOS FT-L-6 5 =0,6")(3.5")1 :: 3.06 EN 3 = M/S = L105 FT-LS °CE2)/ 3.06 I''' (587 PS /(Z)= 7V.IPS1— F"b= 400 PSI LC.r- 1.6)z /WO f31 > 794 Ps.r OK 0134. ,( LA D&. 2.xy K7.-/U 6— STUDS 41A 07706/15 mitt 9570 SW Barbur Blvd New Door Opening 150669 Suite One Hundred Project Name Project# Portland,OR 97219 Location 12567 SW 114th Terrace, Tigard, Oregon MILLER Client Mr. Richard Ericksen Phone 503.246.1250 CONSULTING Fax 503.246.1395 By EDA Ck'd Yv4, Date 06/24/2015 Page 2 of 17 ENGINEERS www.milier-se.com ' Units : English Properties - X = feet, E = ksi, I = in^4 X = 0; E = 1600; I = 355. 96; Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; X = 6.25; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad Point Loads - X = feet, PLoad = kips, Moment = kip ft X = 1 .83; PLoad = -1 .455; Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 1 . 83; UStart = -.499; UEnd = -.499; XStart = 0; XEnd = 6.25; UStart = -.36; UEnd = -. 36; Reactions: Reactions - kips, kip ft X Vert feet kips 0 2 . 933 T T 6.250 1 . 685 Shear - kips .933458 Moment - kip ft Rotation - radians ' Of 093 Deflection - inches p nnonnn --7'0-4 9570 SW Barbur Blvd New Door Opening Project# 150669 Suite One Hundred Project Name Portland,OR 97219 Location 12567 SW 114th Terrace, Tigard, Oregon MILLER Client Mr. Richard Ericksen Phone 503.246.1250 CONSULTING Fax 503.246.1395 By EDA Ck'd IW., Date 06/24/2015 Page 3 of 17 ENGINEERS www.miller-se.com 2012 National Design Specification for Wood Construction(ASD) Reduction Bending F, Sneer F, Bearing F„ Ea E,,,., Rs= 13.90 OK<50 Mark Header Material: DIMENSIONAL LUMBER Co 1.15 1.15 E„„,= 580,000 psi Grade: DF/L No.2 or Better C, 1.00 1.00 1.00 1.00 F,,E= 3604 psi • Span 6.25 ft e'„= 6.25 ft size=2 x 12 Cr 1.00 F,7= 1035 psi x1= 0.00 ft w1= 859 Ibslft b= 3.000 in C,,, 1.00 1.00 1.00 1.00 F,,/F,,'= 3.48 x2= 6.25 ft w2= 859 lbs/ft d= 11.250 in C, 1.00 1.00 1.00 1.00 Fe= 1015 psi ,-Xa= 1.83 ft Pa= 1455 lbs A= 33.75 in2 C, 1.00 F,'= 207 psi Xb= 0.00 ft Pb= 0 lbs S= 63.28 in3 Cv 1.000 F,y'= 625 psi Xc= 0.00 ft Pc= 0 lbs I= 355.96 in' C, 0.981 E= 1,600.000 psi R1= 2933 lbs V= 2933 lbs El= 569.531 kip-in' CA, _ 1.00 • R2= 1685 lbs M= 3930 ft-lbs F,,= 900 psi LL 44,,,,x=if 360 LL 4= 0.03 inchs F,= 180 psi Material DIMENSIONAL LUMBER TL 4,,x=U 240 TL 4= 0.05 inchs E= 1600 ksi Grade DF/L No.2 or Better ' %LL 72.7% 1,= 12.88 ft E,,,,= 580 ksi Load Duration.C3 TWO MONTHS 1.15 SNOW LOAD Fb'=(Fb)(CdXCt)(CF)(CMXCiXCrXCL)(Cfu)=1,015 psi F,,= 625 psi Temperature Factor,C, DRY T<=100°F Fv'=(FvXCd)(CtXCMXCi)=207 psi Approx.weight -8.20 lbs/ft Wet Service Factor,Cr, MOISTURE CONT LESS THAN 19% E=(E)(CtXCMXCi)=1,600,000 psi RI Req'd Bearing Width 1.56 in. Incising Factor,C, MEMBER IS NOT INCISED Fcl'=(FcIXCIXCM)(Ci)=625 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor C, MEMBER IS NOT REPETITIVE fb=745 psi<Fb'=1,015 psi Bending Capacity=73.4% . M=3.930 ft-lbs<Mmax=5.353 ft-lbs Member 2 x 12 fv=130 psi<FY=207 psi Shear Capacity=63.0% Number of Plies 2 Plies V=2,933 lbs<Vmax=4,658 lbs Max LL Deft=0.033 inches=L/2,293 LL Deft.Capacity=15.7% (2 Plies) 2 x 12,DIMENSIONAL LUMBER DF/L No.2 or Better Max TL Deft=0.045 Inches=L 1 1,667 TL Defl.Capacity=14.4% Copyright 0 2015 Miller Consulting Engineers,Inc. 2012 National Design Specification for Wood Construction Reduction Bending Axial,Fc E Emin Fce,= 671 psi Post Copyright 0 2008 Miller Consulting Engineers,Inc. Co 1.15 1.15 Fce2= 1971 psi Mark 'Trimmers I Material: DIMENSIONAL LUMBER Rb, 8.8 (=,j_i Grade: DF/L No.2 or Better C, 1.00 RID, 4.7 Y size=2 x 4 C, 1.00 1.00 1.00 1.00 Fbe, 9580 psi d '= e'' d,= 3.50 in CF 1.50 1.15 Fbe, 34064 psi eiz d2= 1.50 in C. 1.00 1.00 1.00 1.00 KM 2300 .e a2 j A= 5.25 in2 C; 1.00 1.00 1.00 1.00 KT 0.59 0,2 S„= 3.06 in3 CT 1.06 Fb; 1553 psi Height= 7 ft lu,= 8 ft 5,= 1.31 in3 Cy 1.00 Fby' 1553 psi P1= 2933 lb 1u2= 2 ft Le,= 4.12 ft CL„ 0.99 Fbe.Fb,' 6 P2= 0 lb M„= 0 ft-lbs Lee= 14.72 ft CL), 1.00 Fbe,/Fby' 22 ex1= 0 in My,= 0 ft-lbs Fb,= 900 psi Cp 0.34 Fc' 1785 psi ey1= 0 in M,,,= 0 ft-lbs Fby= 900 psi Cfu 1.10 Fb, _ 1553 psi ex2= 0 in M,,,= 0 ft-lbs Ex= 1600 ksi CE 1.00 1.00 1.00 1.00 Fb,' 1708 psi ey2= 0 in Ke,= 1 Ey= 1600 ksi CE=Exterior wet use of SCL lumber Fc' 608 psi w,= 0 lbs/ft Kee= 1 Ex,,,,= 580 ksi C. 1 1.00 j t.00 1 j Ex' 1600 psi wy= 0 lbs/ft le,= 8.00 ft Ey,,,,= 580_ ksi C,F=Single Pile Factor(piles only) Ey 1600 psi lee= 2.00 ft Fc= 1350 psi Cu 1 i I 1.00 [ 1.00 Ex,,,,' 613987 psi le,/d,= 27.43 c= 0.8 Cu=Untreated Factor(piles only) Ey„,„'... 613987 psi le2/d2= 16.00 1,= 5.36 in' Material 'pu+emos L Lune 'v I,= 0.98 in° Grade oPnso.zelleue v Fbx'=(Fbx')(CL)(Cfu)=1,553 psi Load Duration,Co Twononms t.ts snow Lao y Fby=(Fby')(CL)(Cfu)=1,708 psi Fc'=(Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp)=608 psi Temperature Factor,C, <•i,.•- •. E'=(E)(Ct)(Cm)(Ci)=1,600 ksi Wet Service Factor,C„ Momune cart um nevi t V' Emin'=(Emin)(Ct)(Cm)(Ci)(CT)=614 ksi Incising Factor,CI 1sw r v: fbx=0 psi<Fbs=1,553 psi Bending Capacity=0% Repetitive Factor Cr is son thy=0 psi<Fby=1,708 psi Built up Member ,,:- V fc=559 psi<Fc'=608 psi Axial Capacity=91.9% Member RG. w 2 x 4,DIMENSIONAL LUMBER DF/L No.2 or Better A 0-7/o6/15 9570 SW Barbur Blvd New Door Opening 150669 • at Suite One Hundred Project Name Project# MikPortland,OR 97219 Location 12567 SW 114th Terrace, Tigard, Oregon MILLER Client Mr. Richard Ericksen Phone 503.246.1250 CONSULTING Fax 503.246.1395 By EDA Ck'd "'a' Date 0_6/24/2015 Page 4 of 17 ENGINEERS www.miller-se.com WIND LOADING ANALYSIS -Wall Components and Cladding • Per ASCE 7-10 Code for Buildings of Any Height Using Part 1 &3:Analytical Procedure(Section 30.4&30.6) Job Name: Subject: Job Number: Originator: I Checker: Input Data: Wind Speed,V= 120 mph (Wind Map, Figure 26.5-1A-C) Bldg. Classification= II (Table 1.5-1 Risk Category) Exposure Category= B (Sect.26.7) B Ridge Height, hr= 28.15_ ft.(hr>=he) Eave Height, he= 17.75 _ ft. (he<=hr) Building Width= 26.25 ft.(Normal to Building Ridge) Building Length= 57 00 ft. (Parallel to Building Ridge) f L Roof Type= Gable (Gable or Monoslope) I �f Topo. Factor, Kzt= 1.00 (Sect.26.8&Figure 26.8-1) Plan Direct. Factor, Kd= 0.85 (Table 26.6) A Enclosed?(YIN) Y (Sect.28.6-1 & Figure 26.11-1) Hurricane Region? N 0 Component Name= Wall (Girt,Siding,Wall,or Fastener) hr Effective Area,Ae= 10 ft.^2 (Area Tributary to C&C) he Resulting Parameters and Coefficients: L Elevation Roof Angle,0 = 38.39 deg. Mean Roof Ht., h= 22.95 ft.(h=(hr+he)/2,for roof angle>10 deg.) Wall External Pressure Coefficients, GCp: GCp Zone 4 Pos. = 1.00 (Fig. 30.4-1) ..... ....................... GCp Zone 5 Pos. = 1.00 (Fig. 30.4-1) GCp Zone 4 Neg. _ -1.10 (Fig. 30.4-1) GCp Zone 5 Neg. = -1.40 (Fig. 30.4-1) Positive&Negative Internal Pressure Coefficients, GCpi (Figure 26.11-1): +GCpi Coef. = 0.18 (positive internal pressure) -GCpi Coef. = -0.18 (negative internal pressure) If z<= 15 then: Kz=2.01*(15/zg)^(2/a), If z> 15 then: Kz=2.01*(z/zg)^(2/a) (Table 30.3-1) a= 7.00 (Table 26.9-1) (Note:z not<30'for Exp. B,Case 1) zg= 1200 (Table 26.9-1) .............................._... Kh= 0.70 (Kh=Kz evaluated at z= h) Velocity Pressure:qz=0.00256*Kz*Kzt*Kd*V^2 (Sect. 30.3.2, Eq. 30.3-1) qh= 21.95 psf qh=0.00256*Kh*Kzt*Kd*V^2 (qz evaluated at z= h) Design Net External Wind Pressures(Sect. 30.4&30.6): For h <=60 ft.: p=qh*((GCp)-(+/-GCpi)) (psf) For h > 60 ft.: p=q*(GCp)-qi*(+/-GCpi) (psf) where:q =qz for windward walls, q =qh for leeward walls and side walls qi =qh for all walls(conservatively assumed per Sect. 30.6) 9570 SW Barbur Blvd New Door Opening 150669 . Suite One Hundred Project Name Project# Portland,OR 97219 Location 12567 SW 114th Terrace, Tigard, Oregon MILLER Client Mr. Richard Ericksen Phone 503.246.1250 CONSULTING Fax 503.246.1395 By EDA Ck'd Date 06/24/2015 Page 5 of 17 ENGINEERS www.miller-se.com Wind Load Tabulation for Wall Components&Cladding Component z Kh qh p=Net Design_Pressures(psf) (ft.) (psf) Zone 4(+) Zone 4(-) Zone 5(+) Zone 5(-) Wall 0 0.70 21.95 25.90 -28.10 25.90 -34.69 15.00 0.70 21.95 25.90 -28.10 25.90 -34.69 ... . ..__........ .. ...................... 20.00 0.70 21.95 25.90 -28.10 25.90 -34.69 - 25.00 0.70 21.95 25.90 28.10 25.90 -34.69 For z=hr: 28.15 0.70 21.95 25.90 -28.10 25.90 -34.69 .- 1 ._ - ___ __ For z=he: 17.75 _� __. 2 0.70 21.95 25.90 -28.10 25.90 -34.69_ For z=h: 22.95 _ 0.70 1.95 25.90 -28.10 25.90 -34.69 Notes: 1. (+)and (-)signs signify wind pressures acting toward&away from respective surfaces. 2.Width of Zone 5(end zones),'a'= I 3.00 Ift. 3. Per Code Section 30.2.2,the minimum wind load for C&C shall not be less than 16 psf. 4. References :a.ASCE 7-10,"Minimum Design Loads for Buildings and Other Structures". b. "Guide to the Use of the Wind Load Provisions of ASCE 7-02" by: Kishor C. Mehta and James M. Delahay(2004). Aft 9570 SW Barbur Blvd New Door Opening 150669 Suite One Hundred Project Name Project# lPortland,OR 97219 Location 12567 SW 114th Terrace, Tigard, Oregon MILLER Client Mr. Richard Ericksen Phone 503.246.1250 CONSULTING Fax 503.246.1395 By EDA Ck'd W'' Date 06/24/2015 Page 6 of 17 ENGINEERS www.miller-se.com SHCAZ `� ALt Ar,/4i..YS : WIND : V= 120 MPH iOoF _ !,5 t PL F' 1 1 P�F (u�` `/vm-�-E! ,5E P ?CE3 T-c'r , O« CALL) V z, (/5/'Lg)(O.6)(Zb-Z5 iig? LS 1Z6F LAS l z FL tbIZ DIA PFfRAG---m: 'of ,: /6Z LF E (C 1---F:-rf T'A f .Sa- PA,G E.c roR CALc) tfi.,.iv= fY2 PLF f Vw.= (16Z. PLP)(0.6)_i b.?.. F ) IZ, ?. V i'v fLizPI:F)(Oxt,). Ft:_ scrsivizc - ss= 0.leq Sr = 0.422 iZOOF DIA PH!.AC i �isPsi )(Z6.2sFT.3L/,5FT)+(ZA5F)j'L/F7.")( /5Q Fr)= 1133'5 Le VS= (3C62L6//,q j,.�C2� = iC72 I8 �% s t P6- !O Fa/Z. CAL/— aFR D7�A3PU .A-`+ti SETS PA we, C-frr OS PsF)((Z6.Z5Fi.343Fr)+(Zz.zSFr.z2 F7)) L (SS P5F)((SFT)'ago FT)+ (gFT)(.7CF7')) 3 5Z7 LS J "(3209 L6/I q) /(t.,) = ;1Z3 Pc- to 1'-Ui< CA se- • 'G-E f$ .rOiw �. ; �� cALC.,___ 9570 SW Barbur Blvd New Door Opening 150669 Suite One Hundred Project Name Project# Portland,OR 97219 Location 12567 SW 114th Terrace, Tigard, Oregon MILLER Client Mr. Richard Ericksen Phone 503.246.1250 CONSULTING Fax 503.246.1395 By EDA Ck'd Date 06/24/2015 Page 7 of 17 ENGINEERS www.miller-se.com This Spreadsheet calculates the wind load acting on a diaphragm per ASCE 7-10§28.4.1(pg 240);Low-Rise Building. V= 120 mph 3-second gust wind speed TT_ �_ hi= 8 ft First floor height h2= 9.75 ft Second floor height 7 h'= 17.75 ft Eaves height ` k - B= 2625 ft Building width = L= 57 ft Building length a= 3 ft Fig.28.4-1,pg 242 a h= 22.95 ft Mean roof height Roof Pitch= 9.50 :12 0= 38.4 Topographic Factor(Section 26.8&Fig.26.8-1 pgs 195-197) Building is:Enclosed 2-dimensional escarpments Exposure is: B H= 0 ft Height of hill Kd= 0.85 Wind Directional Factor(Table 26.6-1,pg 194) L,= 0 ft Length of hill K = 0.70 Exposure Coefficient(Table 28.3-1,pg 241) x= 0 ft Dist.From hill crest Check Criteria For a Low-Rise Building: Structure is Downwind of escarpment 1.Is h<=60 ft?Yes.O.K. z= 0 ft Elevation from bottom of hill. 2.Is h<=Lesser of L or B?Yes,O.K. Kr,= 1.00 qh= 21.95 psf Sect.28.3.2,Eq.28.3-1,pg 239 Second Floor Diaphragm Roof Diaphragm Wlnd Force Normal to Ridge (+Gtpi) (-GCpi) (+GCpi) (-Gcpi) (+GCpi) -GCpi' Min. - GCp (-GCpi) Min. Horiz. Horiz. Vert. Vert. Area Horiz. Horiz. Horiz. Area Horiz. Horiz. Horiz. Building GCpf GCpi P psf P pd. Pressure Pressure Pressure Pressure (sq.ft) Force Force Force (sq.ft) Force Force Force Surface (+GCpi) (-GCp) (PSF) (PSF) >(PSF) (PSF). _ (LBS)._.„ (LBS) (LBS) (LBS) JLBS (LBS) 1 0.56 0.18 8.34 16.24< 8.34 16.24 0.00 0 453 3776 7353 ' 7242 249 2074 4039 3978 2 0.21 0.18 0.66 8.56 0.41 5.31 0.52 6.71 N/A N/A N/A ' N/A 854 349 4537 4239 3 -0.43 0.18 -13.39 -5.49 -8.31 -3.41 -10.50 -4.30 N/A N/A N/A N/A 854 -7096 -2908 0 4 -0.37 0.18 -12.07 -4.17 -12.07 -4.17 9.00 0.00 453 -5465 -1888 0 249 -3002 -1037 0 5 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 6 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1E 0.69 0.18 11.20 19.10 11.20 19.10 0.00 0.00 53 596 1017 852 29 327 559 468 2E 0.27 0.18 1.98 9.88 1.23 6.13 1.55 7.75 N/A N/A N/A N/A 100 123 616 499 3E -0.53 0.18 -15.59 -7.68 -9.67 -4.77 -12.22 -6.02 N/A N/A N/A N/A 100 -972 -479 0 4E -0.48 0.18 -14.49 -6.59 -14.49 -6.59 0.00 0 _ 53 -772 -351 0 29 -424 -193 0 Sum= 10608 10608 8094 Sum= 14367 14367 9184 Second Floor Diaphragm Roof Diaphragm Wind Force Parallel to Ridge ,(+GCpi) (-GCpi) (+Gcpi) (-Gcpi) (+GCpi) (-GCpi) Min. (+GCpi) (-GCpi) Min. Horiz. Horiz. Veil. Veil. Area Horiz. Horiz. Horiz. Area Horiz. Horiz. Horiz. Building GCpf GCpi P psf P psf Pressure Pressure Pressure Pressure (sq.ft) Force Force Force (sq.ft) Force Force Force Surface (+GCpi) (-GCpi) (PSF) (PSF) (PSF) (PSF) (LBS) (LBS) (LBS) (LBS) (LBS) (LBS) 1 -0.45 0.18 -13.83 -5.93 -13.83 -5.93 0.00 0.00 N/A N/A N/A N/A N/A N/A N/A N/A 2 -0.69 0.18 -19.10 -11.20 -11.85 -6.95 -14.97 -8.78 N/A N/A N/A N/A N/A N/A N/A N/A 3 -0.37 0.18 -12.07 -4.17 -7.49 -2.59 -9.47 -3.27 N/A N/A N/A N/A N/A N/A N/A N/A 4 -0.45 0.18 -13.83 -5.93 -13.83 -5.93 0.00 0.00 N/A N/A N/A N/A N/A N/A N/A N/A 5 0.40 0.18 4.83 12.73 4.83 12.73 0.00 0.00 206 997 2627 3302 246 1189 3134 3939 6 -0.29 0.18 -10.32 -2.41 -10.32 -2.41 0.00 0.00 206 -2129 -498 0 246 -2540 -594 0 1E -0.48 0.18 -14.49 -6.59 -14.49 -6.59 0.00 0.00 N/A N/A N/A N/A N/A N/A N/A N/A 2E -1.07 0.18 -27.44 -19.54 -17.03 -12.13 -21.51 -15.32 N/A N/A N/A N/A N/A N/A N/A N/A 3E -0.53 0.18 -15.59 -7.68 -9.67 -4.77 -12.22 -6.02 N/A N/A N/A N/A N/A N/A N/A N/A 4E -0.48 0.18 -14.49 -6.59 -14.49 -6.59 0.00 0.00 N/A N/A N/A N/A N/A N/A N/A N/A 5E 0.61 0.18 9.44 17.34 9.44 17.34 0.00 0.00 27 251 462 426 18 172 315 291 6E -0.43 0.18 -13.39 -5.49 -13.39 I -5.49 0.00 0.00 27 -357 -146 0 18 -244 -100 0 Sum= 3733 r 3733 3728 \Sum=1 4144 4144 1 4230 at 9570 SW Barbur Blvd New Door Opening Project# 150669 Suite One Hundred Project Name Mk Portland,OR 97219 Location 12567 SW 114th Terrace, Tigard, Oregon MILLER Client Mr. Richard Ericksen Phone 503.246.1250 CONSULTING Fax 503.246.1395 By EDA Ck'd W`'V Date 06/24/2015 Page 8 of 17 ENGINEERS www.miller-se.com Roo • w'EM=F19ThiMal= USED Roo •• a•m-Normal to Ridge-Based on Design Pressures Roof Uplift for Wind Direction Normal ••e :• •+ f or wind normal to rid e= 4 ft NOT E• ' p ift pressure at exterior(gable end)all= -2 psf 111111111111111Wiliiiiill Equivalent uplift at exterior(gable end)wall= -10 pH $ Equivalent roof uplift pressure= -3 psf •1 ® 308 plf ®E=PlfJ Equivalent. - Roof Diaphragm-Parallel to Ridge-Based on Minimum Wind Pressure affEEEMIEEMEEEEMEIO B r 1 w, w1=1 161 Iplf 1 Roof Diaphragm-Parallel to Ridge-Based on Design Pressures Roof Uplift for Wind Direction Parallel to Ridge r i Zones 2/2E distances(wind parallel to ridge) 28.5 ft Trib.length for wind parallel to ridge= 13.125 ft w2 o I Equivalent uplift pressure at 2/2E zones= -22 psf Uplift on wall for 2/2E zones= -295 plf wr w•= 138 plf Equivalent uplift pressure at 3/32E zones= -13 psf w2= 160 plf Uplift on wall for 3/3E zones= -177 plf Equivalent w= 151 plf Equivalent roof uplift pressure= -18 psf - • . Diaphragm-Normal to Ridge-Based on Minimum Wind Pressure NOT USED Se • • •or Diaphragm-Normal to Ridge-Based on Design Pressures NOT 11121:1E63 of S ' ®•111M2 Equivale• •1 pit Second Floor Diaphragm-Parallel to Ridge-Based on Minimum Wind Pressure B r i w1 w1=1 142 Iplf Second Floor Diaphragm-Parallel to Ridge-Based on Design Pressures B I- I w2 IoI- wt w1= 203 plf w2= 134 Of Equivalent w= 162 ptf . 9570 SW Barbur Blvd New Door Opening Project Name Project# 150669 - Suite One Hundred Portland,OR 97219 12567 SW 114th Terrace, Tigard, Oregon Location MILLER Client Mr. Richard Ericksen Phone 503.246.1250 CONSULTING Fax 503.246.1395 By EDA Ck'd W1Y Date 06/24/2015 Page 9 of 17 ENGINEERS www.miller-se.com ASCE 7-10 Seismic Design S,= 96.40% Risk Targeted Maximum Considered Earthquake(Figure 224,22-3,22-5,and 22-6)(pages 158 through 165) 5,= 42.20% Risk Targeted Maximum Considered Earthquake(Figure 22-2,22-4,22-5,and 22-6)(pages 158 through 165) Fa= 1.11 Table 11.4-1,page 55 Fv= 1.58 Table 11.4.1,page 55 SMS=F,S,= 1.07 eqn.11.4-1 page 55 SM,=F,S,= 0.67 eqn.11.4-2 page 55 SD,.(2)SMS/(3) = 0.72 eqn.11.4-3 page 55 SD,=(2)SM,/(3) = 0.44 eqn.11.4-4 page 55 Site Class D Table 20.3-1,page 152 Risk Category II Table 1.5.1,page 2 Seismic Force Resisting System A.Bearing Wall System • 15.Light framed(wood)walls sheathed with wood structural panels rated for shear resistance Seismic Design Category(short per.) D Table 11.6-1,page 56 Seismic Design Category(1 sec) D Table 11.6-2,page 56 Seismic Design Category D (Controls) R= 6.50 Table 12.2.1,pages 60-62 ;1= 3.00 Table 12.2-1,pages 60-62 Cd= 4.00 Table 12.2-1,pages 60-62 le= 1.00 Importance factor,Table 1.5-2,page 4 CT= 0.02 Table 12.8-2,page 72 x= 0.75 Table 12.8-2,page 72 h„= 20 ft,defined in section 12.8.2.1,page 72 T= 0.189 Eqn.12.8-7,page 72 k= 1.00 Section 12.8.3,page 73 Cu= 1.4 Table 12.8-1,page 72 Ta„,,,,= 0.265 section 12.8.2,page 72 C,= 0.110 Eqn.12.8-2,pg 72 1-1=, 16 Fig.22-12 through 22-16,page 170-173 C,= 0.339 need not exceed-Eq.12.8-3&12.8-4,page 71-72 C,= 0.032 shall not be less than-Eq.12.8-5&12.8-6,page 72 C,= 0.110 (control) W,,,,= 18385 lb Wes= 38527 lb Redundancy Factor p: 1.00 Section 12.3.4,pg 67 Vroof=CsW=0.110(W)= 2026 lb,Eq.12.8-1,pg 71 V2nd=CsW=0.110(W)= 4245 lb,Eq.12.8-1,pg 71 Vertical Distribution of Seismic Forces:Eqn.12.8-11 6 Eq.12.8-12,pg 72-73 Level h,(ft.) w,(Ib) w;h," Cv Force(Ibs) with .: Roof 16 18385 294160 0.49 3062 3062 2nd 8 38527 308216 0.51 3209 3209 602376 Total Base Shear 6271 Effect of Dead Load=0.2(Sm)(D)= 0.143 'D,eqn.12.4-4,pg 69(vertical earthquake load) 9570 SW Barbur Blvd New Door Opening 150669 Suite One Hundred Project Name Project# Portland,OR 97219 Location 12567 SW 114th Terrace, Tigard, Oregon MILLER Client Mr. Richard Ericksen Phone 503.246.1250 CONSULTING Fax 503.246.1395 By EDA Ck'd 1V' ' Date 06/24/2015 Page 10 of 17 ENGINEERS www.miller-se.com M .O... ///if. _ 2r. 2t/' .n . 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Mk=.... .!FT•SPSF•iId 17Fr)7 4,(I?5P5F°Z.3.ZSPT - t7 1 ) + (750 C.6 • 14j7 Fr)- 35204 l-(•5 r1�l�if .._....., .. 4- ...... rzA10_=..: C.L33C.Z$tU2t.:E�'-GB).--C 3520 6 r �6 �6t t� FT 156. . CCDNT�'.OLS) c190-R Get •ZScs (5Ers m rc) : 11111W ill 0•zsas_=$ 1!1-3..CUt—rr iAr , ..sEr Pi46-E.. potz, (ALL) ....__%, --N ,44ar C87.'.PCP;0417ET FTj U1 2:5111.$3.....i. .557)06 rT':CB)= 3/73Z I3 . , 7".st-ys n.�:= L3 73.Z..Pt-,4a 3` (0 .). .35P r-L8) + .2. `L$. . . .. _. _.. i .--f--..., 3 .4'... ... .... .... .. ... ..T •... .T........ .. .. .. C it9570 SW Barbur Blvd New Door Opening 150669 suite One Hundred Project Name Project# MPortland,OR 97219 Location 12567 SW 114th Terrace, Tigard, Oregon MILLER Client Mr. Richard Ericksen Phone 503.246.1250 CONSULTING Fax 503.246.1395 By EDA Ck'd M(. Date 06/24/2015 Page 12 of 17 ENGINEERS wNw.miller-se.com LJALC 2' • T-/(fl cj1.3)(i For).,4.(1VPSF. (2b)(163-5 FT'/z.)(3Y•S Fr)�/Z))=275 .5 FT) . ...... .. ..... .. _. ...._ .... C3t..S PT?. .. ,: . G7tISPSFj 16.ZSV111.5z !.SHCA1 cN wAch. _. z !l 'L i Mar g7_PIF z..4) . t=T)CSFT t.aru- _r-.cf.�cga,«,gc0, • !8'.PS�.�6?C.2'�ZS./t�l •_ZS F?'").C7 96 tT) r 3�E.5 M . 27.551,$!5.76 FT) Q.61 1. cvci rteirrive- O V' 1 .F L0.07, 2,623li .ET:t - - .._.. c.-• 3346(2 4x. = 4 PF). 8' .) 9 GgF;)` Z. ( WA t,./6"r6-u +...5R5F.. ZFT)(52,1:177 z E Z". FLoo/ uAU wa-d-H; .1g PSF) Z?.t5rrh) . zsFf/7.H6FT)_ .. &&AR4C-E_goer wEZ-HT- +_-.i PS F.) 5,n5 Fr)(5_ FT)�/z *- FI cc'Z w.Era->r r �. _�9b ? .8 F= F.'Znc .FLOOrt r�7?F ge-5 ,,wvcc'. t_(.1 s P5F)ff z3. 5.Fr )( •67Fr/e)fq o1Fr) _ ._. RE'rlut// F2oM A ACeivr A4CA96-K. j �-.(_5'PsF 1 C.PF-r)(I/Fr)(5.873 Fr) -.Rt`Ttt aC..1%3$/rt rev r-, w4 Lt- 31053 I fr.-U5 . U PL i ? , 17wxnip . (i, )CZia339.Fti8)-.(3.Z$3t r7-71.43) 11Lfl( 2 C$ /- - r= T /on i.8/Lq-#71= 750 • ' Cz smo LE - . ..1'..•. .•......... ...A:. .—. 5.. ... Fr. 7. / .. . .._._._.__.---4.3Nrs Fr _.._.......-.._......................._........_. . . ... .... . . . . . 5 0 j 4 Od Cr- [ iii}C4--?.. )._. E- `lE,A,c otJ fl Cc. .... ...• •• ....- . .+. 4.280 U3)( s3Fr).0 Z ). __:_: 4 .6LoP -.Cf•T oF:.._7?'...F.GO.. ._. .. .. ... r, _ - _ _..Zc15`5 Fr:-LS..._..... .4.7. T. M R.:: 3 2 1`.3 3 _ ..._ ?rn r 7s i ..(145-45 F`r' G .}=Co R.)(3z.K,3) Fr c8) - . . Scff(La c o ova s i4—z.. . .. .of.._F" . uf.L.-Fr.......:. Use Simpson HDU2-SDS2.5 w/ 1/2" Dia. Gr. 36 threaded rod w/Simpson set-xp epoxy. (min. Embed = 8.5") See page 16 For Calc 9570 SW Barbur Blvd New Door Opening 150669 . Suite One Hundred Project Name Project# MPortland,OR 97219 Location 12567 SW 114th Terrace, Tigard, Oregon MILLER Client Mr. Richard Ericksen Phone 503.246.1250 CONSULTING Fax 503.246.1395 By EDA Ck'd 4\%i"_ Date 06/24/2015 _ Page 13 of 17 www.miller-se.com ENGINEERS SIMPSON TM Company: Date: 6/19/2015 SIMPSON TM Company: Date: 6/19/2015 •Anchor DesignerTM Engineer: Page: 1/4 Anchor Designer Engineer: Page: 3/4 Software Software Tie ro e Project: Version 2.3.5555.18 Version 2.3.5555.18 • Address: a Address: Phone: Phone: E-mail: E-mail: 1.Proiect information 3.Resulting Anchor Forces Customer company: Project description: Anchor Tension load, Shear load x, Shear bad y, Shear load combined, Customer contact name: Location: N.(Ib) V..,.(lb) V..r(Ib) J(V...)'+(V..r)'(Ib) Customer e-mail: Fastening description: 1 0.0 0.0 622.0 622.0 Comment: - Sum 0.0 0.0 622.0 622.0 2.Input Data&Anchor Parameters Maximum concrete compression strain(%.):0.00 General Base Material Maximum concrete compression stress(psi):0 Design method:ACI 318-11 Concrete:Normal-weight Resultant tension force(Ib):0 Units:Imperial units Concrete thickness,h(inch):12.00 Resultant compression force(Ib):0 State:Cracked Eccentricity of resultant tension forces In x-axis,e'rr.(Inch):0.00 Anchor Information: Compressive strength,f.(psi):3000 Eccentricity of resultant tension forces in y-axis,e's,(Inch):0.00 Anchor type:Concrete screw W..v:1.0 Eccentricity of resultant shear forces in x-axis,e'v.(inch):0.00 Material:Carbon Steel Reinforcement condition:B tension,B shear Eccentricity of resultant shear forces in y-axis,e'w(inch):0.00 Diameter(inch):0.500 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):3.500 Do not evaluate concrete breakout in tension:No Effective Embedment depth,h.,(inch):2.560 Do not evaluate concrete breakout In shear:No Code report:ICC-ES ESR-2713 Ignore Edo requirement:Not applicable H Anchor category:1 Build-up grout pad:No Anchor ductility:No h...(inch):5.42 . T. c..(inch):3.88 8.Steel Strength of Anchor in Shear(Sec.D.6.11 S...(inch):(inch):3 3 Sr. 3.00 1.75 V.(Ib) 0.,... 0 4.40V.4.40V.(Ib) 4790 1.0 0.60 2874 Cl Load and Geometry CD "t- Load factor source:ACI 318 Section 9.2 '-Y Load combination:not set ..e. 9.Concrete Breakout Strength of Anchor in Shear(Sec.D.6.21 Q Seismic design:Yes V Shear parallel to edge In y.direction: Anchors subjected to sustained tension:Not applicable Ve.=mini7(l./d.)°TJd.d.Jr.c.P° 9A.Jr�c.r16 (Eq.D-33&Eq.D-34) Ductility section for tension:13.3.3.4.2 not applicable (� (N1 Ductility section for shear:D.3.3.5.3(c)is satisfied 0 lb I.(In) d.(In) A. r.(psi) c.,(in) Ve.(Ib) On factor:not set 2.56 0.50 1.00 3000 2.00 1063 Apply entire shear load at front row:No ,.,y Anchors only resisting wind and/or seismic loads:Yes 0V.er=0(2)(Ave/Arm)W.avV4.vYn,vVe.(Sec.D.4.1&Eq.D-30) / - Av.(In') Av.(in') 'P.a.v Y',.v Priv Vex(lb) ¢ 01/..(lb) <Figure 1> 0 18.00 18.00 1.000 1.000 1.000 1063 0.70 1488 C) N10,Concrete Pryout Strength of Anchor in Shear(Sec.0.6.31 ow,=tlk..N.e=Ok..(Aru/An..)V.refc.nP.nsNe(Eq.D-40) k.. AN.(in') AN..(in') Y:e.N Yon Y'...n Nu(Ib) 0 QV..(Ib) 2.0 44.85 58.98 0.856 1.000 1.000 3814 0.70 3477 622 Ib �/ 11.Results O lb .Y Interaction of Tensile and Shear Forces(Sec.0.7). Shear Factored Load,V..(Ib) Design Strength,eV.(Ib) Ratio Status • Steel 622 2874 0.22 Pass X' i(Concrete breakout x+ 622 1488 0.42 Pass(Governs) Pryout 622 3477 0.18 Pass IN 1/2"0 Titan HD,hnom:3.5"(89mm)meets the selected design criteria. • 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor Is waived per designer option. - - - --- -Per designer input,the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. factored anchor tensile force associated with the same load combination.Therefore the ductility requirements of D.3.3.4.3 for tension need not Simpson E,001.11.1.0 Cannon•;Inc. 5958 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fan:925.847.3871 vmw.strongtie.com be satisfied-designer to verify. 1 -Per designer Input,ductility requirements for shear have been determined to be satisfied-designer to verity. ..k -Designer must exercise own judgement to determine if this design is suitable. 0 .Refer to manufacturer's product literature for hole cleaning and installation instructions. V I SIMPSON TM Company: Date: 6119/2015 SIMPSON rM Company: Date: 6/19/2015 Anchor DesignerTM Engineer: Page: 1/4 Anchor Designer Engineer: Page: 3/4 StrougT1e Software Project Strong Tie Version Software.3555.18 Project: Version 2.3.5555.18 Address: a Address: s Phone: Phone: E-mail: E-mail: 1.Proiect information 3.Resulting Anchor Forces Customer company: Project description: Anchor Tension load, Shear load x, Shear load y, Shear load combined, Customer contact name: Location: N.(Ib) W.(Ib) Vv.,(Ib) J(V..,)'+(V„.,)'(Ib) Customer e-mail: Fastening description: 1 0.0 0.0 1218.0 1218.0 Comment: - Sum 0.0 0.0 1218.0 1218.0 2.Input Data&Anchor Parameters Maximum concrete compression strain(%o):0.00 General Base Material Maximum concrete compression stress(psi):0 Design method:ACI 318-11 Concrete:Normal-weight Resultant tension force(Ib):0 Units:Imperial units Concrete thickness,h(inch):12.00 Resultant compression force(Ib):0 State:Cracked Eccentricity of resultant tension forces In*aids,e's.(Inch):0.00 Anchor Information: Compressive strength,F.(psi):3000 Eccentricity of resultant tension forces In y-ails,e'..(Inch):0.00 Anchor type:Concrete screw Po,:1.0 Eccentricity of resultant shear forces in x-axis,e'•(inch):0.00 Material:Carbon Steel Reinforcement condition:B tension.B shear Eccentricity of resultant shear forces in y-axis,e'n,(inch):0.00 Diameter(inch):0.500 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):3.500 Do not evaluate concrete breakout in tension:No Effective Embedment depth,ha(Inch):2.560 Do not evaluate concrete breakout in shear:No Code report ICC-ES ESR-2713 Ignore Edo requirement:Not applicable Anchor category:1 Build-up grout pad:No Anchor ductility:No h,.,,(inch):5.42 c..(Inch):3.88 8.Steel Strength of Anchor in Shear(Sec.0,6.11 S,.i.(inch):1.75 V..(Ib) 00,.N d 0,01.4.(Ib) RI S,,,..(Inch):3.00 Q 4790 1.0 0.60 2874 Load and Geometry O t' Load factor source:ACI 318 Section 9.2 V 1 Load combination:not set d- 9.Concrete Breakout Strength of Anchor in Shear(Sec.0.6.2) Seismic design:Yes Shear parallel to edge In ydlrecNon: Anchors subjected to sustained tension:Not applicable Ductility section for tension:0.3.3.4.2 not applicable Vu.=min(7(I./d.)°-'Jd..t.Jf.c.,'5;9L.4 r.c.,''I(Eq.D-33 S Eq.0-34) Ductility section for shear:D.3.3.5.3(c)Is satisfied 0 lb I.(in) d.(in) 2. P.(psi) C.,(in) V.(Ib) O \ 1 no factor:not set 2.56 0.50 1.00 3000 2.00 1063 Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:Yes 0V nuY=1$(MAW/ S° ,,v'PcvnvVe.(Sec.D.4.1&Eq.0.30) r <Fgwe 1> A.(in°) Arc.(in') Poor Wcv 'Pe,v V.(Ib) 0 dV.ar jib) /� 0 18.00 18.00 1.000 1.000 1.000 1063 0.70 1488 _ 1 CO , N 10.Concrete Pryout Strength of Anchor In Shear(Sec.D.6.31 - . OW,=®kc.N,u=cdkcp(Aw./An..)'P.e.H''?i,o P'..HNa(Eq.D-40) k.n Ara.(in') Aria(in') R.o.r. 'f4H 'P<o,r. No(Ib) d dV,,(Ib) \1�``r 2.0 44.85 58.98 0.856 1.000 1.000 3814 0.70 3477 1J N 1116 1b 11.Results 016 • i 1- Interaction of Tensile and Shear Forces(Sec.0.7) j Shear Factored Load,V.(Ib) Design Strength,eV.(Ib) Ratio Status Steel 1218 2874 0.42 Pass X' 9 (I Concrete breakout x+ 1218 1488 0.82 Pass(Governs) j Pryout 1218 3477 0.35 Pass 1/2"0 Titen HD,hnom:3.5"(89mm)meets the selected design criteria. 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 0.8.1 and 0.8.2 for torqued cast-in-place anchor is waived per designer option. -Per designer input,the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percert of the total Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. factored anchor tensile force associated with the same load combination.Therefore the ductility requirements of D.3.3.4.3 for tension need not 9nnp:u.61.:a,g.Le(:cn:pun_Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com be satisfied-designer to verify. -Per designer input,ductility requirements for shear have been determined to be satisfied-designer to verify. (J -Designer must exercise own judgement to determine if this design is suitable. 0 -Refer to manufacturer's product literature for hole cleaning and installation instructions. Ni a ... s . . • SIMPSON Anchor Designer"" Company: Date: 6/24/2015 SIMPSON Anchor DesignerTM" Company: Date: 6/24/2015 Engineer: Page: 1/4 Engineer: Page: 3/4 Stron lie Software Project: Silo rie Software Project: Version 2-3.5555.18 Version 2.3.5555.18 • Address: Address: • Phone: Phone: E-mail: E-mail: 1.Proiect information 3.Resulting Anchor Forces Customer company: Project description: Anchor Tension load, Shear load x, Shear load y, Shear load combined, Customer contact name: Location: N.(Ib) V...(lb) V..,(Ib) d(Vi..)'+(V..r)'(Ib) Customer e-mail: Fastening description: 1 156.0 0.0 0.0 0.0 Comment: Sum 156.0 0.0 0.0 0.0 2,Input Data 8 Anchor Parameters Maximum concrete compression strain(%.):0.00 General Base Material Maximum concrete compression stress(psi):0 Design method:ACt 318-11 Concrete:Normal-weight Resultant tension force(Ib):156 Units:Imperial units Concrete thickness,h(inch):24.00 Resultant compression force(Ib):0 State:Cracked Eccentricity of resultant tension forces in x-axis,e'r.(inch):0.00 Anchor Information: Compressive strength,r.(psi):3000 Eccentricity of resultant tension forces in y-axis,e's,(inch):0.00 Anchor type:Bonded anchor W.,v:1.0 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch):0.500 Supplemental reinforcement:Not applicable Effective Embedment depth,h..(inch):6.000 Do not evaluate concrete breakout in tension:No Code report:ICC-ES ESR-2508 Do not evaluate concrete breakout in shear:No Anchor category:- Hole condition:Dry concrete Anchor ductility:Yes Inspection:Continuous h...(inch):8.50 Temperature range:1 c..(inch):10.32 Ignore Edo requirement:Not applicable 4.Steel Stre gth of Anchor In Tenslon(Sec.D.5,1) C.a,(inch):1.75 Build-up grout pad:No N..(Ib) 0 ON,.(Ib) S.w(inch):300 8235 0.75 6176 Load and Geometry Load factor source:ACI 318 Section 9.2 Load combination:riot set 3.Concrete Breakout Strength of Anchor in Tension(Sec.0.5,2 Seismic design:No N.a ks 4r.hw"(Eq.0-6) Anchors subjected to sustained tension:No k. A. f.(psi) hw(in) N.(Ib) 3 Apply entire shear load at front row:No 0 ^ Anchors only resisting wind and/or seismic loads:Yes 0 17.0 1.00 2500 6.000 12492 Ow <Figure 1> 156 lb M ON.,=0(As./As..)Y'a.s94.xY4o.rN.(Sec.D.4.1&Eq.D-3) I Ark(In') As..(in') Y:e,s Yix Pwi, N.(Ib) 0 ONm(Ib) __...................................._..... 108.00 324.00 0.800 1.00 1.000 12492 0.65 2165 CD 0 6.Adhesive Strength of Anchor In Tension(Sec.5.51 O Mno=n..,/.0n4..,.K..r I n.,,(psi) 1..”.. K. n...(psi) S` 995 1.00 1.00 995 3 Ni,.=A.r.rxd.h.r(Eq.13-22) A. r..(psi) d.(in) he(in) N..(Ib) 1.00 995 0.50 6.000 9378 _.._ O ON.=0(As./As.o)Y'.es.Y4as.N..(Sec.D.4.1&Eq.D-18) .4110l A.(in') Area(in') 'P.e,s. P4os. N.(Ib) 0 ON.(Ib) Olio Y 85.81 204.55 0.826 1.000 9378 0.65 2112 11.Results Interaction of Tensile and Shear Forces(Sec.D.7) X j • Tension Factored Load,N,,.(Ib) Design Strength,eN.(Ib) Ratio Status Steel 156 6176 0.03 Pass '0: Concrete breakout 156 2165 0.07 Pass eV • Adhesive 158 2112 0.07 Pass(Governs) i SET-XP w/112"0 F1554 Gr.36 with hef=6.000 inch meets the selected design criteria. 12.Warnings input data and results mull be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. -Concrete compressive strength used in concrete breakout strength in tension,adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3. So,r,..;n c9,:d,.t:a■:c,ria.r,i..c. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.slrongtie.com -This temperature range is currently outside the scope of ACI 318-11 and ACI 355.4,and is provided for historical purposes. 0 -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per 1 designer option. v -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. FOwt/DA .EL .5 •• 1.0q" Ov6Tc VENT P:-. 1655 L8 g=4.1685 L.15)(.(1.75 n P.) = 5-4.7 17J—LE3 LJP; CF •(:1711 • — - rouND4TtOA, 17" 17" \/7..065.51.$YOZ 25") = IZN 07°) C-HECK -8E74 M SHEA Z., VtAz(I4)•taiql-g)=1" i91/3 L.43 7371g < jqq3.te —.- VENT CAA, t.Nicrf S v11'0.10: ,HEADE7g. LoAP. FICA- VENT AV) cur A • 0.4 •OWE uNDeR 1-1V/Dot../ C) EtK Doi„j/ill../A POilt/T CARDS; .1.1 . • - 675u5.40,5 (va-zu))Ai)!(Ill L5FT.3.5esr 4-5.375 Pr•55 t'sF. 4Frss P5F r7Ftir esF) A (i51!:( (11z7"))Tii, .5,7f.Ferz ON) rrz= iza F 0K- , 1 (Ea Foo7.7r_./Ven CAd svf_rog:r G-gAvr-r.y. Aps 7-- . • • 1-19-1 New Door Opening Project# 9570 BabuBd SW rr lv 150669 suite One Hundred Project Name Art Portland,OR 97219 Location 12567 SW 114th Terrace, Tigard, Oregon Mr. Richard Ericksen MILLER Client Phone 503.246.1250 Date CONSULTING Fax 501 EDA 246.1395 By Ck'd 06/24/2015 17 of 17 Page www.miller-se.com ENGINEERS