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Specifications ter-- ��� � � ERISJ SOB #2HEET022-LU 637-6�38F MS w Home Co. ��BUILDING SYSTEMS CALCULATED BY MCL DATE 11/2/2022 PO Box 110 9493 Porter Rd.Aumsvife,OR 97325 CHECKED BY DATE 800.682.1422 ModernBuildingSystems.com SCALE MATERIAL SUMMARY FOR 28' X 32' MODULAR FOUNDATION: TYP EXT FTG USE USE+/- 16 in. SQ. PADS OR 2 x 12 x 24 SEE FDN-1 in. P.T. PADS AT 6' O.C. TYP INTERIOR FIG USE USE +/- 16 in. SQ. PADS OR 2 x 12 x 24 SEE FDN-1 in P.T. PADS AT 6' O.C. ENDWALL COLUMN FTG USE (2) P.T. HF#2, 8 x 8 x 4.5 ' SEE FDN-2,5 L PIT SET BRACES-TYP USE P.T. 2x6 BRACES w/SIMP A35 WI (6) N-8 SEE FDN-3-4 HDG EA LEG @ 6'-0" O.C. MAX - PER DETAIL OB#2022-LU 637-638 New Home Co. • SHEET NO FDN-1 OF FDN- BUILDING SYSTEMS CALCULATED BY MCL 11/2/2022 • PO Box 110.9493 Porter Rd•Aumsviile,OR 9732$ CHECKED BY DATE 800.682.1422 ModernBuHdingSystems.com FOUNDATION DESIGN MODULAR BUILDING LENGTH (L) = 32.00 ' SITE TYPE = GRAVEL BUILDING WIDTH (B) = 27.67 ' MAX BRG PRESSURE = 1800 psf FRAME RAIL OFFSET= N/A FLOOR TRIB WIDTH = 6.92 ' ROOF OVERHANG = 0.50 ' ROOF TRIB WIDTH = 7.42 ' WALL PLATE HEIGHT= 8.00' (ABOVE F.F.) TRANSVERSE WIND/SEIS. = 3994# LONGIT. WIND/SEIS. = 3886# WIND UPLIFT= 9859# SNOW LOAD = 25 psf BUILDING WEIGHT= 21472# (No Snow, No Solar) F.F. HEIGHT 1.00' (ABOVE GRADE) AVG. ROOF HEIGHT 13.00' (ABOVE GRADE) PIER PAD AREA 1.78 ftA2 AT EXTERIOR FTG LOAD TO SKIRTWALL 0 plf DL= 7.42'(12 psf)+8'(10 psf)+6.92'/2(10 psf) = 204 plf LL= 6.92'/2 X 50 psf= 173 plf SL= 7.42' X 25 psf= 185p1f D+ L= 376 plf D+S = 389 plf D + 0.75E+0.75S = 472 plf CONTROLS PIER SPACING = 6.00' q = (472p1f-Oplf)X (6')/ 1.78 ftA2= 1592 psf Q&on GRAVEL USE +/- 16 in.SQ. PADS OR 2 x 12 x 24 in. P.T. PADS AT 6' O.C. AT INTERIOR FTG-(U.N.O.) DL= 6.92' (10 psf) = 69 plf LL= 6.92' (50 psf) = 346 plf D+ L= 415 plf CONTROLS PIER SPACING = 6.00 ' q = 415pIf X (6')/ 1.78 ftA2 = 1399 psf OK on GRAVEL USE +/- 16 in. SQ. PADS OR 2 x 12 x 24 in P.T. PADS AT 6' O.C. ERNOB #2022-LU 637-638 New Home Co. SHEET NO FDN-2 OF FDN- BUILDING SYSTEMS CALCULATED BY MCL 11/2/2022 PO Box 110.9493 Porter Rd.AumsviUe,OR 97325 CHECKED BY DATE 800.682.1422 Modernauilding5ystems.Com SCALE AT ENDWALL COLUMN FTG COLUMN DL = 2655# COLUMN SL= 5532# DL= [3' (10 psf)+ 10.5' (10 psf)] X 6.92'= 934# LL= 3' (50 psf) X 6.92' = 1037# D + L= 4626 # D +S = 9121# CONTROLS D + 0.75L+0.755 = 8515# <10125#Therefore OK. (See FDN- ,5 ) AT MIDSPAN COLUMN FTG COLUMN DL= 0# COLUMN SL = 0# DL = 6.92' (10 psf) (6') = 415# LL = 6.92' (50 psf) (6') = 2075# D+ L= 2489# CONTROLS D+S = 415# D +0.75L+0.75S = 1971 # <29920#-Therefore-OlirfSee FBN--3767-7-) Project Title: NEW HOMES CO. F , PO Box 110 19493 Porter Rd Engineer: MCL x E rR N Aumsville,OR 97325 Project ID: 2022-LU 637-638 +k` .=i BUILDING SYSTEMS Project Descr: 28 X 32 MODULAR OFFICE Printed: 2 NOV 2022, 9:52AM Wood Beam Project File:2022-LU 637-638 Struct Calcs.ec8 " LIC#:KW-06013980,Build:20.22.10.25 MODERN BUILDING SYSTEMS (c)ENERCALC INC 1983-2022 DESCRIPTION: ENDWALL COLUMN FTG-2022-LU 637-638 CODE REFERENCES Calculations per NDS 2018,IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 575.0 psi E:Modulus of Elasticity Load Combination:IBC 2018 Fb- 575.0 psi Ebend-xx 1,100.0ksi Fc-Pdl 575.0 psi Eminbend-xx 400.0ksi Wood Species : Hem-Fir Fc-Perp 405.0 psi Wood Grade : No.2 Fv 140.0 psi Ft 375.0 psi Density 26.840pcf Beam Bracing : Completely Unbraced D(0.4430l S(0.6820) �.� _ __--. x x E 1 ! ' i i I •8x8 8x8 j 8x8 Span a 1.940 ft ART Span=0.620 ft Span a 1.94D ft I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Loads on all spans.,. Uniform Load on ALL spans: D=0,4430, S=0.6820 k/ft - DESIGN SUMMARY Desi.nOK IMaximum Bending Stress Ratio = 0.683 1 Maximum Shear Stress Ratio = 0.307: 1 Section used for this span 8x8 Section used for this span 8x8 fb:Actual = 361.31 psi tv:Actual = 39.51 psi F'b = 529.00psi F'v = 128.80 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 1.940ft Location of maximum on span = 0.620 ft 1 Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#2 Maximum Deflection Max Downward Transient Deflection 0.012 in Ratio= 3770>=360 Span:3:S Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.020 in Ratio= 2284>=240 Span:3:+D+S L_ Max Upward Total Deflection -0.001 in Ratio= 11836>=240 Span:2:+O+S Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Max Upward from all Load Conditions 2.531 2.531 Max Upward from Load Combinations 2.531 2.531 Max Upward from Load Cases 1.535 1.535 D Only 0.997 0.997 +D+S 2.531 2.531 +0+0.750S 2.148 2.148 +0.60D 0.598 0.598 S Only 1.535 1.535 [u] —J OB #2022-LU 637-638 New Home Co. D SHEET NO FDN-3 OF FDN- BUILDING SYSTEMS CALCULATED BY MCL 11/2/2022 PO Box 110.9493 Porter Rd.Aumsville.OR 97325 CHECKED BY DATE 800.682.1422 ModernBulldingSystems.com SCALE @ ENDWALL COLUMN FOOTING TRY 2 P.T. HF#2, 8 x S x 4.50 ' Width (b) each = 0.63 Pmax= 1800psf X 2 X 0.63' X 4.5' = 10206# DL% = 39% SL%= 61% w DL= 1800psf X 0.63' X 0.39 = 446 pIf w SL= 1800psf X 0.63' X 0.61 = 688 plf @ MIDSPAN COLUMN FOOTING TRY 6 (FLAT) P.T. HF#2, 4 x 8 x 4.00 ' Width (b) each---= 0.60 ' Pmax = 1800psf X 6 X 0.6' X 4' = 25920# DL%= 100% SL%= 0% W DL= 1800psf X 0.6' X 1= 1080 plf W SL= 1800psf X 0.6' X 0= O plf @ MIDSPAN INTERMEDIATE POST TRY 2 DF#2, 6 x 10 x 3.50' Width (b) each = 0.46 ' w Di= 1800psf X 4' X 1/2 MEMBERS = 3600 plf wsi= 1800psfX4' XO/2 MEMBERS = 0 plf ( r, JOB # 2022-LU 637-638 New Home Co. I f � SHEET NO L-1 OF L-6 BUILDING SYSTEMS CALCULATED BY MCL DATE 11/2/2022 PO Box 110.9493 Porter Rd.Aumsville,OR 97325 CHECKED BY DATE 800.682.1422 ModernBuildingSystems.com SCALE WIND ANALYSIS FOR ENCLOSED SIMPLE DIAPHRAGM LOW-RISE BUILDINGS - BASED ON IBC 2018/ASCE 7-16 CHAPTER 28, PART 2 INPUT DATA Risk Category = RC II (Table 1.5-1) Basic Wind Speed = Vult 120 Vasd =93 mph (3 sec gust)(Fig 26.5-1) Exposure Category = EC B (Sec. 26.7) Topographic Factor = Kzt 1.00 (Sec. 26.8 & 26.8-1) Adjustment Factor = Lambda 1.00 (Sec 28.6-1) Building Length = L 32.00 ft Building width = B 27.67 ft 8:06:31 AM Building Height to Eave = he 11.00 ft Building Height to Ridge = hr 15.00 ft Eave Overhang oh 0.50 ft Building End Zone = a 3.00 ft Roof Pitch = RP 2.0 :12 Approx. Roof Angle = RA 10 degrees (Ref. Fig. 28.6-1) OUTPUT Wind Pressure,ps30(Fig. 28.6-1) Horizontal A-ps30 25.80 psf Horizontal B-ps30 -10.70 psf Horizontal C-ps30 17.10 psf Horizontal D-ps30 -6.20 psf Vertical E-ps30 -27.40 psf Vertical F-ps30 -16.80 psf Vertical G-ps30 -19.10 psf Vertical H-ps30 -12.90 psf O.H. Eoh-ps30 -38.40 psf O.H. Goh-ps30 -30.10 psf JOB # 2022-LU 637 638 New Home Co. SHEET NO L-2 OF L-6 ,X ; [._._. BUILDING SYSTEMS CALCULATED BY MCL DATE 11/2/2022 PO Box 110.9493 Porter Rd.Aumsville,OR 97325 CHECKED BY DATE 800.682.1422 ModerneuildingSystems_com SCALE Wind Pressure, ps ps=Lambda * Kzt* ps30 Min Loading Horizontal A-ps 25.80 psf 16.00 Horizontal B-ps -10.70 psf 8.00 Horizontal C-ps 17.10 psf 16.00 Horizontal D-ps -6.20 psf 8.00 Vertical E-ps -27.40 psf 0.00 Vertical F-ps -16.80 psf 0.00 Vertical G-ps -19.10 psf 0.00 Vertical H-ps -12.90 psf 0.00 O.H. Eoh-ps -38.40 psf O.H. Goh-ps -30.10 psf CASE A-Transverse Wind Min Loading A-tw 1703 lbs 1056 lbs Set to 0 B-tw -257 lbs 192 lbs C-tw 4891 lbs 4576 lbs Set to 0 D-tw -645 lbs 832 lbs Total 6593 lbs(SD) 6656 lbs Convert to ASD x 0.6 0.6 Total Force on building side L= 3956 lbs (ASD) 3994 lbs CASE B-Longitudinal Wind A-lw 890 lbs 552 lbs C-lw 5587 lbs 5227 lbs Total 6477 lbs(SD) 5779 lbs Convert to ASD x 0.6 0.6 Total Force on building end B= 3886 lbs(ASD) 3468 lbs CASE A-Transverse Uplift w/gable end OH uplift E-up -2464 lbs w/gable end OH uplift F-up -1511 lbs w/gable end OH uplift G-up -7003 lbs w/gable end OH uplift H-up -4729 lbs sidewall eaves OH uplift Eoh-up -166 lbs sidewall eaves OH uplift Goh-up -559 lbs Total -16431 lbs(SD) Convert to ASD x 0.6 Total Uplift Force= -9859 lbs(ASD) x JOB#2022-LU 637-638 New Home Co. 0 SHEET NO L-4 OF L-6 BUILDING SYSTEMS CALCULATED BY MCL DATE 11/2/2022 PO Box 110.9493 Porter Rd.Awowille,OR 97325 CHECKED BY DATE 800.682.1422 Moderneuildingsystems.com SCALE Building Weight Estimate Roof(psf) Exterior Wall(psf) Comp 2.5 15/32T1-11 1.7 7/16 Shtg 1.5 2x4 @ 16 1.1 2x8 @ 24 1.5 R-21U 1.3 R-30U 1.6 5/8 Gyp 2.8 Drp Grd 1.8 0 0 0 0 0 Total 8.9 6.9 Interior Wall(psf) Floor(psf) 5/8 Gyp 2.8 Misc 1.0 2x4 @ 16 1.1 23/32 Shtg 2.5 5/8 Gyp 2.8 2x8 @ 16 2.2 0 R-30U 1.6 0 0 0 0 Total 6.7 7.3 ERJOB #2022-LU 637-638 New Home Co. NSHEET NO L-5 OF L-6 BUILDING SYSTEMS CALCULATED BY MCL DATE 11/2/2022 PO Box 110.9493 Porter Rd•Aumsville,OR 97325 CHECKED BY DATE 800.682.1422 ModemBuildingSystems.com SCALE Building Weight(con't) No Snow 28.67' 33.00' 0.0 psf = 0 lbs Roof = 28.67' 33.00' 8.9 psf = 8420 lbs Ext.Wall= 8.00' 119.34 ' 6.9 psf = 6588 lbs Int.Wall= 8.00' 0.00' 6.7 psf = 0 lbs Floor= 27.67' 32.00' 7.3 psf = 6464 lbs Chassis = = 0 lbs Solar= 28.67' 33.00' 0.0 psf x 40%= 0 lbs Enter 0 or 4 Total Includes snow and solar,If any-> W= 21472 lbs Wr= Total DL tributary to roof 11714 lbs W1= Total DL tributary to floor 9757 lbs Fx Story(Shearwall)Force Table Story Force - k Fx Coef= Story Height Weight Fx=wx*hx/ (I V*hx/(F Story Shear wx*hx)*V wx*hx) (hx) (wx) (wx*hx) (Vx) R 11.00' 11.71 k 129 k-ft 2.15 k 0.184 2.15k 1 1.00' 9.76 k 10 k-ft 0.16k 0.017 2.31 k Grade 0.00' Sum(I) 21.47 k 139 k-ft V=2.31 k =Base Shear Shear Value OK Comparison 11/1/22,2:29 PM ATC Hazards by Location A This is a beta"releastsof the new ATC Hazards by Location website.Please contact us with feedback. 0 The'ATC H za•ds by Location websito wilt not ne updated to support ASCE 7-22. Find ou:why. EatHazards by Location L DF � ' Search Information Ltaf..it Address: 13794 SW Roy Rogers ers Rd,Sherwood,OR 97140, s'311oottYet} �eka�;��; USA tseh " 268 ft • t`tia17� . Coordinates: 45.41995960000001,-122.8508978 kr;ctljk � � ; iatESt;t1M' -1 t Elevation: 268 ft Y"', Timestamp: 2022-11-01T21:29:31.933Zity :• i; Hazard Type: Seismic G7Cf6t ie . Reference ASCE7-16 _ 1J[apdet4� 922op.>�i Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description Sg. 0.846 MCER ground motion(perttidd0.26) L Si 0.399 MCER ground motion(period=1.0s) 0 ,G00 �: 0I1- ein 1.015 Site.rnodfged spectral acceleration value SMi *null Site-modified spectral acceleration value ,UO0 S 0.677 Numeric seismic design value at 0.2s SA ^° SD1 *null Numeric seismic design value at 1.0s SA * See Section 11.4.8 'Additional Information Name Value Description SDC •null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv.. *null Site amplification factor at 1.0s CRg 0.883 Coefficient of risk(0.2s) (7R1 0.866 Coefficient of risk(1.0s) f]e+A A 000 *A(+G ......L.........d.`......L....ti.... https:l/hazards.atcouncil.orgl#lselsmic?lat=45.41995960000001&Ing_122.8508978&address=13794 SW Roy Rogers Rd%2C Sherwood%2C OR 971... 1/2 Exit Index Search ULTIMATE FRICTION FACTORS AND ADHESION FOR DISSIMILAR MATERIALS • (NAVFAC DM 7.2,Table 1,p7.2-63 j Friction Friction Interface Materials factor angle, degrees -- Mass concrete on the following foundation materials: Clean sound rock 0.70 35 Clean gravel,gravel-sand mixtures,coarse sand 0.55 to 0.60 29 to 31 Clean fine to medium sand,silty medium to coarse sand,silty or clayey gravel 0.45 to 0.55 24 to 29 Clean fine sand,silty or clayey fine to medium sand 0.35 to.045 19 to 24 Fine sandy silt,non-plastic silt 0.30 to 0.35 17 to 19 Very stiff and hard residual or pre-consolidated clay 0.40 to 0.50 22 to 26 Medium stiff and stiff clay and silty clay 0.30 to 0.35 17 to 19 (Masonry on foundation materials has same friction factors.) ...reel sheet piles against the following soils: Clean gravel,gravel-sand mixtures,well-graded rock fill with spells 0.40 22 Clean sand,silty sand-gravel mixture,single size hard rock fill 030 17 Silty sand,gravel or sand mixed with silt or clay 0.25 14 Fine sandy silt,non-plastic silt 0.20 11 vormed concrete or concrete skeet piling against the following soils: Clean gravel,gravel-sand mixtures,well-graded rock fill with spans 0.40 to 0.50 22 to 26 Clean sand,silty sand-gravel mixture,single size hard rock fill 0.30 to 0.40 17 to 22 Silty sand,gravel or sand mixed with silt or clay 0.30 17 Fine sandy silt,non-plastic silt 0.25 14 `arious structural materials: Masonry on masonry, igneous and metamorphic rocks: Dressed soft rock on dressed soft rock 0.70 35 Dressed hard rock on dressed soft rock 0.65 33 Dressed hard rock on dressed hard rock 0.55 29 Masonry on wood(cross grain) 0.50 26 Steel on steel at sheet pile interlocks 0.30 17 Interface Materials(Cohesion) Adhesion Co(psf) 'Cry soft cohesive soil (0•-250 psf) 0-250 oft cohesive soil(250-500 psf) 250-500 edium stiff cohesive soil(500- 1000 psf) 500-750 tiff cohesive soil(1000-2000 psf) 750-950 cry stiff cohesive soil(2000-4000 psi) 950_1,300 C-11 CONTINENTAL SUPPLY NW, LLC ENGINEER APPROVAL , �,f STEEL PIERS "v.�y4,0 ,`7l,I,nF ADJUSTABLE STEEL PIERS & TOPS n ,t GENERAL NOTES 4 it- .DESIGN LOADS: p , 14176 / •- *STEEL PIERS 6,000 LB. RATED LOAD CAPACITY 'sS/OIVAL SIs' �Y y 18,000 LB. MINIMUM TESTED LOAD CAPACITY . *STEEL PIERS SHALL BE COATED WITH RUST RESISTANT COATING AND SHALL up 7-i1" 7 BE LISTED AND LABELED FOR THE FOLLOWING LOAD: ti ._ VERTICAL=6,000 POUNDS MAXIMUM irt:91 N 7P*-14-14 Ck skilisic— / f lfii y ✓G el titi A , .,lyI4,:41.- 11 ---,\ e Se 1511N1:. \ I " n APR S Continental Supply NW,LW ' .S� bin I i s, STATE APPROVAL 1570 Bishop Road 444 1 r Chehalis,WA S8532 2541 888-265-8981 �� �Cs 1 -fit 0v\si � I<c,' M 0411D A. DPI► •N. -7-5i.% .1 r — / N 1 i- 1 1 PACIFIC CONSULTING ENGINEERS,1 / 9739 North Vista Drive I` Kingman,AZ 116401 t', / 1PH 916 296-7376 '; ..Page 1 /4 ADJUSTABLE STEEL PIERS CHASSIS BEAM MATING LINE SUPPORT SUPPORT _ .,::-=='^+ (TYPICAL) (TYPICAL) _ _ .• ;;:,v,�,:s� _ r'r.r. NQrei .r�'F�:. +., •x„r"`"� `�• I 1 I If PIER IS NOf CAPABLE BASE PADS ARE SHOWN FOR ' I. Or REACHING RIDGE BEAM. D7i0" ILLUSTRATION ONLY AND ARE ' use is a• WOOD �>a" NOT A PART OF THE PIER APPROVAL POSE �I�N, • • , '‘• Al A\ • • • INSTALLATION INSTRUCTIONS ' 1. PREPARE A LEVEL SURFACE AT THE LOCATION OF EACH PIER TO INSURE A FULL'CONTACT FOR THE FOOTING PAD. USE THE APPROPRIATE SIZE PAD FOR THE LOAD REQUIRED. REFER TO THE MANUFACTURERS SET UP MANUAL FOR SPECIFIC LOADS AND FOOTING SIZES. 2. SELECT THE APPROPRIATE SIZE PIERS FOR THE INSTALLATION BY DETERMINING THE PIER HEIGHT AT EACH SUPPORT LOCATION. MEASURE FROM THE TOP OF THE PAD TO THE BOTTOM OF' THE CHASSIS BEAM TO INSURE THAT HEIGHT IS NO GREATER THAN 32". 3. SELECT THE.APPROPRIATE TOP FOR THE CHASSIS BEAM OR MATING LINE. THE MAXIMUM ADJUSTMENT ON THE THREADED ROD ADJUSTER FOR CHASSIS BEAM SUPPORT IS 2". WHEN MORE HEIGHT IS NEEDED USE THE NEXT TALLER SIZE SUPPORT PIER. 4. PLACE THE PIER SUPPORT IN THE CENTER OF THE SUPPORT PAD. WHERE REQUIRED BY LOCAL CODE, ATTATCH THE SUPPORT PIER TO THE PAD USING APPROPRIATE FASTENERS_ CAREFULLY ALIGN THE SUPPORT PIER AND TOP UNDER THE CHASSIS BEAM OR MATING LINE AND TIGHTEN UNTIL SNUG PLUS 1/2 TURN. 5. REPEAT THIS INSTALLATION PROCEDURE WITH EACH SUPPORT PIER. AFTER ALL THE SUPPORT PIERS HAVE BEEN INSTALLED, AND THE HOME SET UP HAS BEEN COMPLETED PER THE MANUFACTURERS SET UP INSTRUCTIONS, YOU MAY THEN REMOVE THE SAFTEY BLOCKING OF OTHER DEVICES USED TO LEVEL THE CHASSIS. LABORATORY TESTING REPORT PIER IDENTIFICATION STAMP PART No. _STAND SIZE SAMPI<E.,L1, SAMPLE 1'12 SAMPLE 44 PGM lac. 3008 8" 23,100 Lbs. 24,800 Lbs. 23,200 Lbs. SERIES 3000-M M PIER 3010 10" 25,130 lbs. 25,950 Lbs; 24,320 Lbs. TESTS 6,000 LDS. TESTED 18,000'LBS 3012 12° 27,200 Lbs. 26,500 Lbs. 26,300 Lbs. C.T.C. LIST NO. 0123 3014 14" 27,700 Lbs. 28,175 Lbs. 26,175 Lbs. 3016 16" 28,250 Lbs. 27,700 Lbs. 23,400 Lbs. 3018 16" 26.400 Lbs. 33,300 Lbs. 25,500 Lbs. 3020 20" 24,950 Lbs. 25,000 Lbs. 23.225 Lbs. 3022 22" 20,500 Lbs. 22,400 Lbs. 24,200 Lbs. 3024 24" 22,225 Lbs. 21,650 Lbs. 23,000 Lbs. ! 3026 26" 22.250 Lbs. 21,500 Lbs. 19,700 Lbs. 3028 28" . 20,550 Lbs. 23,720 Lbs. 21,310 Lbs. 3030 30' 22,950 Lbs. 26,550 Lbs. 2i,5O0 Lbs. --- _---.• . Page 2/4 - I 1MI ADJUSTABLE STEEL 4 TOPS r e ~, ,, _ . ...,_ , r/ Y / BOLT ON TOP SCREW ON TOP 1 #4005 #4006 1 i. 1 1 "L" TOP #4003 i Y� � IT0,011+ I F t r It ! 5" SADDLE TOP 5" LOCK TOP SLIDER #4002 #4004 INSTALLATION INSTRUCTIONS ` #4002 - PLACE SADDLE TOP FLUSH AGAINST MAIN CHASSIS BEAM AND OR MATING LINE - MAXIMUM HEIGHT ADJUSTMENT OF TOP IS 2". #4004 5" LOCK TOP SLIDER ATTACH BOLT ON TOP TO "I" BEAM'WITH (2) 3/8" BOLTS AND NUTS - WITH 2ND 3/4" NUT,ATTACH BOLT ON TOP TO PIER-MAXIMUM H EIGHT ADJUSTMENT OF TOP IS 2. #4005 - ATTACH BOLT ON TOP TO "I" BEAM WITH (4) 3/8" BOLTS AND NUTS - WITH 2nd 3/4" NUT. ATTACH BOLT ON TOP TO PIER - MAXIMUM HEIGHT ADJUSTMENT OF TOP IS 2. #4003 - PLACE "L" TOP FLUSH AGAINST MAIN BEAM - ALTERNATE "L" TOP DIRECTION EVERY OTHER PIER - MAXIMUM HEIGHT ADJUSTMENT OF TOP 15 2". #4006 - ATTACH SCREW ON TOP TO MAIN CHASSIS BEAM WITH (4) #12 SMS TEK SCREWS. WHEN USED AT MATING LINE, ATTACH WITH NAILS OR SCREWS. MAXIMUM HEIGHT ADJUSTMENT OF TOP IS 2". • •s ,i, RESIDENTIAL FLOOR DECK • 1 ),t JOINT SUPPORT SUPPORT .� � BASE PADS ARE SHOWN FOR .I ILLUSTRATION ONLY AND ARE NOT A PART OF THE PIER APPROVAL - Page 3/4 CONTINENTAL SUPPLY NW LLC ` .0.- BOLT-ON TOP SYSTEM SET (TYPICAL) j i MIES ;` '{ `` STEEL PIER CHECK MANUFACTURED HOME SET UP INSTRUCTIONS B 4 (6,000 L RATED) FOR LOADS AND LOCATIONS. 1111111 • ail,- :. r -- � I I.I I a ♦t, t,. ii` �, ♦� 4. iii000110 .s..,„Vt. .......- ,,,o,j .:,-... . ..1-'%...tt ,_S.1,4... •STATE APPROVED , �.. ., \ ♦* �-Z L�` Tested-Listed-Labeled '7a• , •S • I- ♦ ��y-I Stamped in Base Plate ,a/' 'l ,`%�'"' „n/rot I;1 I ���///��` I •8.000 LB. RATED „A/i.. �' \� ` \`4::\ NI 1 I ± 3-1 Safety Factor \4010' s \' .4' '',* \o♦• � ♦.♦ iy♦�i it I •HOLES PRE-PUNCHES \ C\`mow ♦ � 'a0J4''1 in base for easy attachment :, S►�.►+� •I to pad or footing : -\���y11�sA ♦ l• "i J , tN fps ` J J \ ` • • t.Fi • I Elff �' lit N:Z' BASE PADS ARE SHOWN FOR • • . !i\ • ILLUSTRATION ONLY AND ARE S�IIASSIS BEAM , ''� NOT A PART OF THE PIER APPROVAL SUPPORT \\\�0-- - -• - - - - . ._, ✓ MATING I,INE MATING Lag�+p{` SUPPORT . SUPPORT { • 1\1:,•;, • Pave4/4 I 0 O 37-0" / / I 3'-4", 4•-0" 8'-6„ / 16'-0" I A ,s. --\-- — —..—___. - ri CD O b] f0 _ n Z9 lV "? OFFICE N b l7 • -'s. _ T-0" J41'O5 . a•-o" T-0" f OFLOOR PLAN 3/16"=1-0" REV. DESCRIPTION DATE BY SHEET FLOOR PLAN J06# REUSE OF DOCUMENTS THIS aL.U.637-638 DOCUMENT GNSIN INCORPORATED IDEAS AND , DDERN DESIGNS INOORPORAFMODEEIN 28'x 32'MODULAR FOUNDATION SHEET# BUILDING SYSTEMS INC. AND BUILDING SYSTEMS PROJ. NOT TO BE INC. AREAND PART RTFOR USED HWHOLEORIN MOD.-ND p�49A MO THE NEW HOME COMPANY A 1 .0 PROJECT ITHOUTRITEN ixiam R(M.DAi�UpN wer.'u PROJECT WITHOUT WRITTEN P.O.PE,,,,,, r,,,,.+wmmem,,,,,, „, AUTHORIZATION. ®No aN,,v,,s7r"vw:>na ADDRESS 13794 SW ROY RODGERS RD.,SHERWOOD,OR 97140 DR"TS DATE 11/7/2022 Vista Structural Engineering,LLC Project Title: 14716 NW Delia St. Engineer: Portland,Oregon 97229 Project ID: (971)233-6099 Project Descr: dennis@vistastructural.com Printed:27 NOV 2022. 7:10PM WOOti Bt2a117 File:Sinahamas.ec6 Soft/mew. '.ht ENERCALC,INC.1983-2020,Build:12.20.10.31 • Lic.#:KW-06010523 Vista Structural Engineering,LLC DESCRIPTION: entry cover beam Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span M V Cd CFN Ci Cr Cm C t CL M tb F'b V iv F'v Length=1.50 ft 1 0.010 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.09 13.71 1440.00 0.19 5.41 288.00 Length=6.0 ft 2 0.029 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.28 41.12 1440.00 0.19 5.41 288.00 Length=1.50 ft 3 0.010 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.09 13.71 1440.00 0.06 5.41 288.00 Overall Maximum Deflections Load Combination Span Max."'Deft Location in Span Load Combination Max"+"Dell Location in Span 1 0.0000 0.000 +1)+S -0.0068 0.000 +D+S 2 0.0104 3.025 0.0000 0.000 3 0.0000 3.025 +0+S -0.0068 1.500 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 1.418 1.418 Overall MINimum 0.787 0.787 D Only 0.630 0.630 +D+S 1.418 1.418 +D+0.750S 1.221 1.221 +0.60D 0.378 0.378 S Only 0.787 0.787 11/27/22,4:42 PM U.S.Seismic Design Maps "t ®SH PD SSA , Sinahamas at Riverfront Everett, WA, USA Latitude, Longitude: 47.9789848, -122.2020794 Tony V`s Garage404 Hewitt AveIP • Hewitt Ave Angel of the ' co Everett Downtown o Storage :.. ) Winds Arena V E The Everett Lowe's Home Itir Farmers Market Wall St Improvement Temporarily closed p Snohomish County Go ogle Parking Garage Map data©2022 Date 11/27/2022,3:57:26 PM Design Code Reference Document ASCE7-16 Risk Category II Site Class D-Default(See Section 11.4.3) Type Value Description Ss 1.237 MCER ground motion.(for 0.2 second period) Si 0.439 MCER ground motion.(for 1.0s period) SMS 1.484 Site-modified spectral acceleration value SM1 null-See Section 11.4.8 Site-modified spectral acceleration value SOS 0.989 Numeric seismic design value at 0.2 second SA SD1 null-See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null-See Section 11.4.E Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null-See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.531 MCEG peak ground acceleration FpGA 1.2 Site amplification factor at PGA PGA 0.637 Site modified peak ground acceleration TL 6 Long-period transition period in seconds SsRT 1.237 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 1.367 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 3.428 Factored deterministic acceleration value.(0.2 second) Si RT 0.439 Probabilistic risk-targeted ground motion.(1.0 second) S1 UH 0.491 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. Si D 1.311 Factored deterministic acceleration value.(1.0 second) PGAd 1.141 Factored deterministic acceleration value.(Peak Ground Acceleration) PGAOH 0.531 Uniform-hazard(2%probability of exceedance in 50 years)Peak Ground Acceleration https://www.seismicmaps.org 1/3 11/27/22,4:42 PM U.S.Seismic Design Maps lype Value Description CRS 0.905 Mapped value of the risk coefficient at short periods CR1 0.894 Mapped value of the risk coefficient at a period of 1 s Cv 1.347 Vertical coefficient https://www.seismicmaps.org 2/3 11/27/22,4:42 PM U.S.Seismic Design Maps DISCLAIMER While the information presented on this website is believed to be correct,SEAOC/OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.SEAOC/OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website.Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. https://www.seismicmaps.org 3/3 SEISMIC CALCULATIONS (PER ASCE7) #OF STORIES 1 Di 0.02 Ta 0.12 x 0.75 h 11.50 (mean roof height) Ss 1.24 Si 0.44 Choose A-E(Where the soil properties are not known in sufficient detail to determine the site SOIL SITE CLASS: D class, site D shall be used unless the authority having jurisdiction or geotechnical data determines Site Class E or F soils are present at the site Fa 1.200 F„ 2.000 Spas 1.484 (=FaSa) Is 1.000 (Importance Factor) SMI 0.878 (=F„S1) R 6.500 (Response Modification Factor) SDC D (Seismic Design Category) Sips 0.990 (=2/3xSMs) SD1 0.585 (=2/3xSo1) Ca 0.152 V 3958 lbs (=Cg x TOTAL BUILDING WEIGHT)-SEE WEIGHT BELOW ROOF&CEILING DEAD LOAD 20 psf I PARTITION WALLS 5 psf AREA(ft2) WEIGHT(Ibs) HEIGHT(ft) Wxhxk C,.„ Fx(Ibs) 0.7E(Ibs) ROOF 1155 25997.4 8 207979 100.0% 3958 2771 k=1.0 TOTAL WEIGHT 25997.4 Fx C„V DIST. LOAD TO ROOF FLOOR DIAPHR. WIDTH OF FLOOR 32.0 feet 86.6 #/ft DEPTH OF FLOOR 27.7 feet 100.1 #/ft 2.40 psf PROJ: DATE: S ( ( 1 ) \(T ! UTLTAA _SOENGR: E N G I N E E R I N G , L L C DMH 4 k 6tt \ -€ ---F Ns .sE . /c3 k ie► /' qk 44ti QN L (Ai / J 6.01� (vgt.s LJ ii t 6s\ -( = 5"373 -4 J ABA ,s ►tea -1)RSv�� 014, "rk4N154t- c15ijb i Old l " 33, �F1 //,Ieu emu . 1694 Perforated Shear Wall Job: Sinahamas at Riverf ont Client: The New Home Company Area of house: First Floor,Line 1 Lateral Force(Wnd) 2235# 7/16"Panel's,/Edge Fastener Spacing as noted with 12"intermediate spacing Lateral Force(Seismic-before irregularity facto; 1386# Irreg.Factor? (8d common or galvanized box nails) Lateral Force(Seismic) 1386# 1.00 Seismic Wnd Seismic Design Category D Edge nailing v Edge nailing v Sow 0.9896 8 in. 240 I#ft 6 in. 335#m Maximum H/W Wall Segment ratio: 3.5 7 4 in. 3501kR1 4 In. 490#/R Maximum Allowable Shear per sheathed face(Wnd): 1218#/ft 3 in. 450#M 3 in 6301#R_ _ Maximum Allowable Shear per sheathed face(Seismic): 870#St 2 in.i 585#fit 2 in. B2o#Jft Faces of wall with APA-Rated sheathing: tin Sheathed both faces Sheathed both faces Nominal width of wood wall: 6 in 6 in. 480 Mt 6 in. 670 in.._...._._-_.....__-_ _...-....,....70........................-_.._...-."'___..i................_..._.. ... .................... With of stem wall: 8 in 4 in.. 700 MRt 4 in. 980#/ft Vedh 3 in. 900 Wit 3 in 1260#/ft .. .. .._....... _. ............... 1)Full-width segment without opening at each end of shear well i V 2 in. 1170#Jfl 2 in. 1640 Mt 2)HNW Ratio of all segments within limitations? Y 3)Top and bottom of entire wall have uniform elevations? Y Shear Wall Callous on Plans: Sa 4)Lateral force does not exceed maximum allowable shear' Y Hold-down Callout on Plans: N/A 5)Wall height is less than or equal to 20 feet Y Overall Wall Height 8 ft Maximum Opening Clear Height 6.68 ft Overall Wall%lath 32 ft h/W Ratio Seismic Reduction: Wall Segment#1 Length 18.87 ft 0.43 OK 18.67 ft Wall Segment#2 Length 7.33 ft 1.09 OK 7,33 ft Wall Segment#3 Length ft N/A OK N/A ft Wall Segment#4 Length R N/A OK N/A ft Wall Segment#5 Length ft N/A OK N/A ft Wall Segment#6 Length ft N/A OK N/A ft ' EL; 26 ft Unfactored Floor&Roof Dead Load: 140#/ft Unfactored Self Weight Dead Load: 96#/ft OK TO PROCEED WTH DESIGN Nominal Shear Capacity(Wind): V„=vCvEL, Nominal Shear Capacity(Seismic). V,,=vCsF.L, Anchor Bolts/Nails Required %full-height sheathing 81% %full-height sheathing 81% Minimum sill plate thickness'. 2x opening ratio: 83% opening ratio: 83% 1/2"dia.Anchor bolt capacity: 1040# Co 0.77 Co 0.77 5/8"dia.Anchor bolt capacity: 1488# q(Service level unit shear): 86#/ft q(Service level unit shear): 53#/ft 16d common nail capacity: 226# q(from wall above) 0#/ft q(from wall above) 0 SIR q'(=q/Co) 112 Sift cl'(=WC@ 69#/ft Total no.of 12"dia.Anchor bolts required: 3 Wind ShearAnalvsis' Total no.of 5/8"dia.Anchor bolts required: 2 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: All Panel Edges: 6"O.C. 112"dia.Anchor bolt spacing: 72"O.C. Intermediate Framing Members: 12"O.O. 618"dia.Anchor bolt spacing: 72"O.C. Wall Sheathing On: ONE FACE 16d common nail spacing: 24"O.C. Seismic Shear Analysis: Gross uplift force at ends of perforated shear wall. 893# 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Applicable uplift force from wall above? 0# All Panel Edges: 6"0.C. Net uplift force at ends of perforated shear wall: -1372# Intermediate Framing Members: 12"O.C. Note:a negative net uplift force at ends denotes no hold-down required Wall Sheathing On: ONE FACE Hold-down required at ends on new foundation: None Required Capacity of 5/8"dia F1554 WI SET-XP,8"embed: 1775# _ *Note:For walls sheathed on both faces with edge nail spacing less than Hold-down required at ends on existing foundation: 6"OC,edge framing members shall be 3x or(2)2x nominal None Required Floor-to-Floor strap required at ends: None Required Table 4.3.3.5(American Wood Council SDPWS) Number of 2x4's required at each end of wall: 2 Co %full-height hl3 h2 2013 5h/6 h �___.___ _. _ _..OVERALL WAS_wmrw-. --._i 10% 100 0.69 053 0.43 030 20% 056 045 0.38 1' _.__ _.._... • 30% 1.00 0 74 0 59 0.49 0.42 40% 1.00 0.77 0.63 0.53 0.45 secMExr�...arc. • ...... _ _. ..... -SEGMENT 1---r t-(IF MM1.MAREE)'1 w sMENT r-/ 50% 1.00 0.80 0.67 0.57 0,50 .....60% ...... 100._....... 0.83 0.71_.._._._._063 0.56 70% 1 W 0.87 0 77 0 69 0 63 's-- • 80% 100 091 083 0.77 0.71 - -_-. i -,-, 09$-,. -- 091 087 0.83-,- 8 \, • 100�% 00 too 1.00 10o toot / \/ wnoo“'", Hold-down schedule Plan Mark Bracket Anchor Capacity(#) 17 _ - weuowi000a No hold-down WA N/A _ ___ 0 \\- HD-HDU2 HDU2-SDS2.5 S5TB24 3,075 /\\ , HD-HDU4 HDU4-SDS2.5 _SSTB24 4,565 1 HD-HDU5 HDU5S gDS2,5 SSTB24 5,845 7 I / \ • HD-HDUB HDU8SDS2.5 SB7/13r24 7,315 J \� HD-HDO8 HD08SDS3 PAB7 9,230 I ✓/ HD-HHD011 HHD011SDS2.5 PAB8 11,810 t } HD-HDUl4 HDU 14SDS2.5 PAB8 14,445 9uPl.Pr1COMPRCnRExr wEISSCOMRRENNnN! FORCE FORCE 4 Perforated Shear Well - Job: Sinahamas at Rlverront Client: The New Horne Company Area of house: First Floor,Line A Lateral Force(W rid) 2078# 7/16"Panel wl Edge Fastener Spacing as noted with 12"intermediate spacing, Lateral Force(Seismic-before irregularity factor', 1386# Irreg.Factor? (8d common or galvanized box nails) Lateral Force(Seismic) 1386# 1.00 Seismic Wnd Seismic Design Category D Edge nailing v Edge nailing v Sec 0.9896 6 in. 240*fit 6 in. 335#/ft Maximum FVW Wall Segment ratio: 3.5:1 4 in. 350 Wit 4 in. 490##[ Maximum Allowable Shear per sheathed face(Wild): 121E#/ft Sin 450 am 3 in. 630 J#ft ... _. .._ ._.. __..._.. ._._...___ Maximum Allowable Shear per sheathed face(Seismic). 870#/ft 2 2 is 585##t 2 in. 820##t Faces of wall with APA-Rated sheathing: 1 in Sheathed both faces Sheathed both faces Nominal width of wood wall: 6 in 6 in. 480##t 6 in. 670##t _... ...... ......_.._..... . __,..._. _._...._._.._ Wdth of stem wall: 8 in 4 in 700#/ft 4 In, 980 ant..... _.._.._..._.._0._.._....._._..._._..._.._......_._..__....._....___._.._._..__...._...__-.._ Verify in. 900#/ft 3 in. 1260##t ................_......._......i ....,......._..1.._._._._..._.._..._._..._..._.....__..,__._._...._..._._.... ...._..._...__..._._ 1)Full-width segment without opening at each end of shear math Y 2 in. 1 . 1170 iMt 2 in, 640 ihft 2)HNv Ratio of all segments within limitations? Y 3)Top and bottom of entire wall have uniform elevations? Y Shear Wall Callout on Plans: S8: 4)Lateral force does not exceed maximum allowable shear Y IHold-down Callom on Plans: N/A'-P 5)Wall height is less than or equal to 20 feet Y Overall Wall Height 8 ft Maximum Opening Clear Height 4 ft Overall Wall Wdth 27.67 It H/W Ratio Seismic Reduction: Wall Segment#1 Length 8.5 It 0.94 OK 8.50 ft Wall Segment#2 Length 15.5 ft 0.48 OK 16.50 ft Wall Segment#3 Length It N/A OK WA ft Wall Segment#4 Length ft N/A OK N/A ft Wall Segment#5 Length ft N/A OK N/A ft Wall Segment#6 Length ft N/A OK N/A ft £L, 25 ft Unfactored Floor&Roof Dead Load: 30#m Unfactored Self Weight Deed Load: 95#m OK TO PROCEED WTH DESIGN Nominal Shear Capacity(Wnd): V„=vCO21, Nominal Shear Capacity(Seismic): V„=vCo£L, Anchor Bolts/Nails Required %full-height sheathing 90% %full-height sheathing 90% Minimum sill plate thickness: 2x opening ratio: 50% opening ratio: 50% 1/2"dia.Anchor bolt capacity: 1040# Co 0.95 Co 0.95 5/8"dia.Anchor bolt capacity: 1488# q(Service level unit sheer): 83#/ft q(Service level unit shear): 55#m 16d common nail capacity: 226 it q(from wall above) 0#r8 q(from wall above) 0#/ft q'(=01Co) 87#M q'(=q/Co) 58#/ft Total no.of 1/2"die.Anchor bolts required: 2 Wind Shear Analysis: Total no.of 5/8"dia.Anchor bolts required: 2 7116"APA-Rated Sheathing with 8d common or galvanized box nails at: All Panel Edges: 6"O.C. 112"dia.Anchor bolt spadng: 72"O.C. Intermediate Framing Members: 12"O.C. 518"dia.Anchor bolt spacing: 72"O.C. Wall Sheathing On: ONE FACE led common nail spacing: 31"0.C. Seismic Shear Analysis: Gross uplift force at ends of perforated shear wall: 700 8 ' 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at. Applicable uplift force from wall above? 0 8 All Panel Edges: 6"O.C. Net uplift force at ends of perforated shear wall: -346 8 Intermediate Framing Members: 12"O.C. Note:a negative net uplift force at ends denotes no hold-down required Wall Sheathing On: ONE FACE ' Hold-down required at ends on new foundation: None Required Capacity of 5/8"dia F1554 w/SET-XP.8"embed: 1775# *Note:For walls sheathed on both faces with edge nail spacing less than Hold-down required at ends on existing foundation: 6"OC,edge framing members shall be 3x or(2)2x nominal None Required Floor-to-Floor strap required at ends: None Required Table 4.3.3.5(American Wood Council SDPWS) Number of 2x4's required at each end of wall: 2 Co %full-height hl3 h2- 2h/3 5h/6 h { _.__.-_ __-_. ____..ovew,uwnu mock--_ ____ _-_... i _..... _ 10% 1.00 069 053 0.43 0.36 20% 1.00 0.71 0.56 0.45 0.38 .... '. 30% 100 074 059 048 0.42 40% 100 077 063 053 045 SEGMENT a..FM _. _ .. .._.._ I i--sem,Enr r-y -{ .r srcL�Fm s__--, 50% 100 080 067 057 050 I trc APPLICABLE) i _ 60% 100 083 071 063 056 I • 70% 100 09 083 077 01 1.---8 0h 100 091 063 077 0.71 I ' _ I`\ 90% 1.00 0.95 ... 0 91 0 87 0.83 100% ....._ 100 1.00 1.00 100 1.00 ; ��� \ Hold-down schedule N1\ Plan Mark Bracket Anchor Capacity(it) -\ \ mw\eO No held-down WA N/A 0 YYY1 �� i HD-HOU2 HDU2SDS2.6 SSTB24 3,075 / \\ I HD-HDU4 HDUS 4DS2.5 SSTB24 4,565 I HD-HDU5 HDU5SDS2.5 SSTB24 5,645 1 HD-HDU8 HDUSSDS2.5 SB7/8x24 7,315 I \ HD-HOQ8 HD08SDS3 PAB7 9,230 I i I \ ' HD-HHDQ11 HHDQ11S 1 DS2.5 PAB8 11,810 ,-- . \\\ I'D-HDU14 HDU14SDS2.5 PAB8 14,445 :rurrcoMFwrssaa ururr;wueresauwi OR!W FORGE Segmental Shear Wall Job: Sinahamas at Riverfront Client: The New Home Company • Area of house: First Floor,Linea• - Lateral Wind Force at plate height 2078# O5 SMSNIIC O FORE "�-P�f -jj i:� r -# - Lateral Seismic Force-before seismic irregularity 1386# !�/ V. Seismic irregularity factor g ry 1.00 SHEATHING REQUIRED BY DESIGN V. i/ Lateral Seismic Force with seismic irregularity Factor 1386# !!1'�1' � �! Number of Panels in Sheer Well Line 1 !,�/ Seismic Design Category D i .i Maximum H/W Panel ratio: 3.5:1 i$ Sas 0.9896 i/ Overall Wall Height 8 ft i' Minimum Allowable Panel Width 2.29 ft /j/ ft Total Panel Width in Shear Wall tine 27.87 ft IIiii Uniform Wall Self Weight(unfeclored) 96#!ft HOLD-DOWN N(IFSTRAP REQUIRED ,1I 9Y DESIGN eFAPREQUIR D Panel 1 Wtlai 27.t57 k 11111111 Panel 1 Roo-&Floor Dead Load(unfaclorod) 30#/ft Lateral Wind Force on this panel 2078# Lateral Seismic Force on this panel 1386# Sheer Force on Wall(Wind) 75 8/ft =-- ---- Shear Force on Wall(Seismic) 50#/R M, 18624 ft-# _— — Ma..wem 22258 �) 1 1 M,d,;,,A 28941 k-# , II Mrce«,n,x1 22258 Tension force. -404# Shear Wall Callout on Plans. Se Hold-down Calloul on Plans: NO HOLD-DOWN ANCHOR MID HOLD-DOWN REQUIRED BY DESIGN Nominal width of wood well: 6 Inch Width of stern wall: 6 inch Max 1/2"dia.Anchor Bolts Spacing Required(if at foundation): 165"OC Max 5/8"dia.Anchor Bolts Spacing Required(if at foundation): 238"OC Max.16d nail spacing required at bottom plate: 14"OC Simpson A35 or LTP4 maximum spacing: 107"OC Maximum tension force: -404# Note:Tension force value Is negative which means no hold-down is needed Capacity of 5/8"die F1554 WI SET-XP.8"embed: 1330# Hold-down required at ends of segmental wall(existing foundation). None Required Floor-to-Floor strap required at ends of segmental wall(if applicable) None Required 7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate spacing(8d common or galvanized box nails) Seismic Wnd Edge nailing v Edge nailing v 6 in. 240#M 6 in. 335#/(t 4 in. 350#!ft 4 in. 490#M-_.._. .......................-......__.._......._......4_ ....._............-..._...-.._...__...._. ._......_......_......_......................._.._ ................„...... 3 in. 50#1ft 3 3 in. 630 630#/ft Sheathed both faces v Sheathed both faces v 8 in. 480 elf' 6 in. 670/Oft -.._........................................._......._.._. .... ,,... ................... ..............._.....-...__...._............_....... .....-...................-. 4 n ....,-.... 700#/R ...• 4 in. 980#Ift 3 n 900#!ft 3 In 1260/HR 2 in. 1170 Mkt 2 in. ---- 1640 VMft Hold-down schedule Plan Mark Bracket 'Anchor Capacity(#) No hald•dorn N/A N/A 0 I-TT4 I1TT4 SSTB16 2,550 HD-HOU2 HDU2-SOS2.5 SSTB24 3,075 HD-HOLM 1-10U4-NDS2.5 SST824 4.565 HD4113U5 I0U5-SDS2.5 SSTB24 5,845 FID-HDUB HOU8-BDS2.5 SB7/8IQ4 7,315 TABLE 2 st SHEAR WALLS:RECOMMENDED SHEAR(POUNDS PER FOOT)FOR APA PANEL SHEAR WALLS WITH FRAMING OF . DOUGLAS-FIR,LARCH,OR SOUTHERN PINE(a)FOR WIND OR SEISMIC LOADINGIb) Panels Applied Over Panels Applied Direct to Framing 1/2e or 5/8"Gypsum Sheathing Minimum Minimum .._.. ..... ... . a: Nominal Nail Nail Size Nail Spacing at Nail Size Nail Spacing at Panel Penetration (common or Panel Edges(in.) (common or Panel Edges(in.) Panel Grade Thickness in Framing1h1 galvanized galvanized (in.) (in.) box) 6 4 3 2(el box) 6 4 3 21e) 5/16 1-1/4 6d 200 300 390 510 8d 200 300 390 510 -- APA 3/8 230(0 36014) 4601d1 610(d1 "i't.,1 STRUCTURAL 7/16 1-1/2 8d 255(d) 395(d1 50501 670(d) 10dlf) 280 430 550 730 ''1 grades 15/32 280 430 550 730 t 71#7 15/32 1-5/8 10dlf1 340 510 665 870 — — --, 5/16 or1/4(c) 180 270 350 450 180 270 350 450 APA RATED 3/8 1-1/4 bd 200 300 390 510 8d 200 300 390 510 SHEATHING;APA — _ ' RATED SIDINGla1 3/8 220141 320(d) 4101d1 530(dl and other APA 7/16 1-1/2 8d 2401d1 35001 4501d) 5851d1 10d(f1 260 380 490 640 rades exce t 15/32 260 380 490 640 species Group 5 15/32 310 460 600 770 — — — — — 19/32 1-5/8 lOd0) 340 510 665 870 — — — — '.1 APA RATED Nail Size Nail Size SIDING 30301 (galvanized (galvanized ` and other APA casing) casing) in 11�y r- gradesexcept 5/1biee I-1/4 6d 140 210 275 360 8d 140' O ' r175 f '.1 species Group 5 3/8 1.1/2 8d 160 240 310 410 10d111 160 240 310 410 (a)For framing of other species:(1)Find specific gravity for species of lumber in (d)Shears may be increased to values shown for 15/32-inch sheathing with the AFPA National Design Specification.(21(a)For common or galvanized box same nailing provided(1)studs are spaced a maximum of 16 inches o.c.,or j. nails,find shear value from table above for nail size for STRUCTURAL I panels (2)if panels are applied with long dimension across studs. (regardless of actual grade).(b)For galvanized casing nails,take shear value (e)Framing at adjoining panel edges shall be 3-inch nominal or wider,and directly from table above.(3)Multiply this value by 0.82 for species with specific nulls shall be staggered where orals are spaced 2 inches o.c. '" gravity of 0.42 or greater,or 0.65 for all other species.See footnote(h). (f)Framing at adjoining panel edges shall be 3-inch nominal or wider,and (b)All panel edges backed with 2-inch nominal or wider framing.Install pan- nails shall be staggered where 10d nails having penetration into framing of els either horizontally or vertically.Space nails maximum 6 inches o.c.along more than 1-5/8 inches are spaced 3 inches o.c. intermediate framing members for 3/8-inch and 7/16•inch panels installed Values a to all-veneer plywood APA RATED SIDING panels only.Other space studs spaced maximum inches inches Foro.c.other conditions a and panel thicknesses, APA RATED SIDING panels may also qualify on a proprietary basis.AA - ;.... nails 12 on intermediate supports. RATED SIDING 16 oc plywood may be 11/32 inch,3/8 inch or thicker. (c)3/8-inch or APA RATED SIDING 16 oc is minimum recommended when Thickness at point of nailing on panel edges governs shear values. applied direct to framing as exterior siding. m (h)Contact APA for engineered alternatives. Typical Layout for Shear Walls Load framing Blocking naming ~ �� I I I U■.■.■ .� �% s Shear wall boundary Foundation resistance ji 4aex r. 16 s -x rv"s • . - n SIDING P.T.2 x B BRACE AT MAX. FOUNDATION NOTES 6o"O.C.AT 45+1-DEGREE w O Z METAL E O W EDGEISHIM ---- - ANGLE.ADJUST SPACING 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS.THIS STRUCTURE SHALL BE w 3 - TO AVOID PIERS ADEQUATELY BRACED FOR WIND OR EARTHQUAKE FORCES AND TEMPORARY FORCES DURING SETTING 2 O 15l32"P.T.PLYWOOD, AND ERECTION UNTIL ALL UNITS HAVE BEEN PERMANENTLY ATTACHED THERETO.REMOVE ORGANIC!SOD Oa, PRIME AND PAINT 2 x 8 DFJO W/(3)12d AT UNDER ALL BEARING PADS. (SAND FINISH)W/ -- MIN.(2)JOISTS u:� Bd HDG AT B'&1T O.C. _ 2. DESIGN LOADS: 2 j \ (BLOCKED) _._ w _ GRAVEL OR SAND FILL ROOF DEAD LOAD 12 PSF E-- SLOPE AWAY-TYP. v - - -C---7 --- ROOF SNOW LOAD 25 PSF P.T.2 x 4 VERTICAL AT:_"_ ,, SIMP.A35 Wl(6)N8'S T 24"O.C.WI(2)12d HDG 4I HDG EACH LEG FLOOR DEAD LOAD 10 PSF EACH END al - z `O `—-- P.T.2 x 8 x 1.-4°CAP 5 N FLOOR LIVE LOAD 50 PBF + CONT.P.T.2 x 8 ' I' ' WIND LOAD Lambda=L0 Nutt=120 MPH(Vasd=03 MPH) 3 SECOND GUST-EXP.8 .T '-- (2)6 x 8 x 18 CMU . (2)12d HDG AT BRACE t' 1 SEISMIC BEARING WALL SYSTEM: Ss=1.500, Fs=1.200 FDN DRAW IF SITE REO'D --=--- i � - -' 16 x 4 x 18 CMU PIER Sos=1.000,(PER ASCE 7-16,SEC.12.8.1.3)RISK CATEGORY II \.. - I" \ \ I°=1,0,SEISMIC DESIGN CATEGORY D,SITE CLASS 0 12d HDG AT 6"O.C.AT 2 x 4 II ALLOWABLE BEARING 1800 PSF AT GRAVEL P.T.2 x 4 x AS REQ'D L.WI CAPACITY _-- - (2)#5 x 1'-6"DRIVE PINS FOOTING-SIDEWALL 3. EXCEPT AS NOTED,DIMENSION LUMBER FOR FOUNDATION SHALL BE HEM-FIR,NO.2 AND BETTER. u. SIDING - --- - TREATED LUMBER SHALL BE ACQ PRESSURE TREATED IN ACCORDANCE WITH AWPA STANDARD U1,USE 0 CATEGORY UC4A,TO A MINIMUM RETENTION OF 0.40 PCF.AT PIECES IN CONTACT WITH GROUND,SAWN w O Z'METAL - ' 1 SIMP.CS18 WI(4)N10'S EA.END END GRAIN SHALL BE FIELD TREATED WITH 2%MIN.CONCENTRATION COPPER NAPHTHENATE.TREATED E�y 95132"P.T.PLYWOOD, I ----- (2)STRAPS TOTAL AT BOTH PLATE STOCK SHALL BE GOOD QUALITY AND SHALL NOT CONTAIN EXCESSIVE SPLITS,CHECKS OR WANE. 15/32 AND PAINT TOP AND BOTTOM 2 x 4 FRAMING SHALL BE HEM-FIR,STANDARD OR BETTER,TREATED 2 x 4 FRAMING SHALL MEET THE (SANDPRIM FINISH)IN REQUIREMENTS SPECIFIED ABOVE. u-4 8d HDG AT 6'&12"O.C. 4. ALL FASTENERS TO BE HOT DIPPED GALVANIZED(HDG)OR EQUAL AT P.T.MEMBERS. z (BLOCKED) iS 5. VENT CRAWL SPACE WI(4)15'SQ.METAL VENTS(MODERN STANDARD).INSTALL 6 MIL.VAPOR BARRIER 6=\ GRAVEL OR SAND FILL ON GROUND IN ENTIRE CRAWL SPACE.LAP VAPOR BARRIER JOINTS MIN 12".(VAPOR BARRIER NOT SLOPE AWAY-TYP. -- - REQUIRED AT ASPHALT OR CONCRETE IF OCCURS) P.T.2 x 4 VERTICAL AT 4 x 8 DF#2 POST d 24'O.C.WI(2)12d HDG _ ---- 4 x 4 DF#2 POST 6. CONNECT STORM WATER FROM ROOF GUTTERS AND DOWNSPOUTS AND DIRECT AWAY FROM BUILDING EA.END AND(8)12d HDG - P.T.6 x 8 x 1'-3"L FLAT PAD TO AN APPROVED DRAINAGE SYSTEM. ..... AT 4 x 8 - (3)12d HOG TOE NAIL 7. FOUNDATION PLANS AND DETAILS ARE NOT REVIEWED BY BCD OR L&I,EXCEPT FOR THE SUITABILITY OF b., (2J 12d HDG AT BRACE TYP EACH SIDE - ` - -- (2)P.T.8 x 8 x 4'-6'L FLAT THE DESIGN TO SUPPORT THE MODULAR BUILDING.APPROVAL AND INSPECTION OF THE FOUNDATION "- EON DRAIN IF SITE RECTO_ SYSTEM IS THE JURISDICTION OF THE LOCAL BUILDING OFFICIAL. \ U _u- P F CONT.P.T.2x8 y'lcci"kiss (3)ROWS OF 12d (2)#5 x 1'-6"DRIVE '"8° HDG AT 6'O.C. _--- PINS EA.END FOOTING-ENDWALL COLUMN y'`n' 2 3/4"=1'-0" EFPIRES.12n172022 REV. DESCRIPTION DATE BY SHEET JOB4L.U.837-638 REUSE OF DOPIMENTS THIS a ® FOUNDATION NOTES & DETAILS DOCUMENT AHD THE o N V ' , WIIERN SHED ARE THE PROPERTY OF MODERN . , BUILDING SYSTEMS PROD. 28'x 32'MODULAR FOUNDATION T - - MALMO SYSTEMS NC AND ME NOT T BE USED AI WHOLE OR W M4PE3+HBADE cvem,"714, S 4.0 PART FOR ANY OTHER USE OR FABABFB I,W'7...",.'Ak ABA B..M THE NEW HOME COMPANY PROJECT W RHOUT WRITTEN '""" ."''''FA'MD'AF6M'",a"crnCHEE . AUTHORIZATION 0'F'F„'.,„, .m''''' """`"'" oRv+ 11/7/2022 ®M ADDRESS 13794 SW ROY RODGERS RD.,SHERW 000,OR 97140 TS DATE a • SIDING 2 METAL --- -- P.T.2 x 6 BRACE AT MAX. 15/32"P.T.PLYWOOD, - 6'-0"O.C.AT 45+/-DEGREE PRIME AND PAINT I ANGLE ADJUST TO AVOID (SAND FINISH)W/ PIERS 8d HOG AT 6"&12"O.C. 1 _- ____- _ (BLOCKED) I _ SIMP.A35 WI(6)N8'S HDG WEDGE/SHIM EACH LEG •P.T.2x 4 VERTICAL AT 2x8DF#2W/(3)12dAT 12d TOE NAIL -- - 4x8DF#2 24"O.C.WI(2)12d HOG '. EACH JOIST EACH SIDE EACH END AND(6)12 HOG t - - - \ 6d DUPLEX P.T.2 x 12 x 2'-0"L.OR AT4x8 4x8 DF#2 ? OR N70 16x4x16CMU PIER (2)12d HOG AT BRACE - P.T.2 x 8 x 1'-4"L.CAP b PRE-FAB METAL r (2)NIO'S FDN DRAIN IF SITE REO 0 -Q - 8 x 8 x 16 CMU - PIER RATED - CONT.P.T.2x8 --- , 16x4x16CMU PIER P.T.2 x 4 x AS RED'D L.WI 12d HOG AT6"O.C.AT2x4 - (2)#5x1'•6"DRIVE PINS 1 FOOTING-ENDWALL AT BEAM_ 3 FOOTING-MID-SPAN 3/4"= 1'-0" 3/4"=1'-0" CONCRETE LANDING/ SIDEWALK I I�', 1 (2)12d TOE NAIL S 4.2 EA.SIDE-TYP. - -- SLOPE AWAY I- 1Ij �&"6 o'8 8�� , """' — 4 - 12d TOE NAIL x8DF#2 - W EDGE/SHIM --- WEDGE/SHIM TYP.EA SIDE ------ P.T.2 x 8 x 1'-4"L. ' SEE SIDEWALL AND ENDWALL ---=> - CAP P.T.2 x 8 x 1'-‘1"L. FOOTING DETAILS FOR TYP. - CAP " " NOTES AND DIMENSIONS 18 x 4 x 16 CMU PIER •<-- 8 x 8 x 16 CMU �09 OR P.T.2x 12 x Z-0"L. 16 x 4 x 16 CMU PIER (2)8x8 x16 CMU " . OR P.T.2 x 12 x 7-0"L. , 2 FOOTING-AT LANDING_ 4 FOOTING-MID-SPAN(ALTERNATE) 5 FOOTING-MARRIAGE LINE 3/4°=1'-0" 3/4"=1'-0" 3/4"= 1 0" -11 ",r 2zT5 *y "/A L C.4E� EXPIRES:12191/2022 REV.DESCRIPTION DATE BY I OFOO - ERN® SHEET FOUNDATION DETAILS JOe#L.u.s3�-ssa REUSE D THE ID EAS (- mums ' PROPCOERTERmo MODERN BUILDING SYSTEMS PROJ. 28'x 32'MODULAR FOUNDATION SHEET# NOT BE VS0 IN NC AND WHOLE THE NEW HOME COMPANY S 4.1 -. - .. POTTF R USED M WHOlE OR n MOCERN PART FORANVOTRQV USE OR ib�i"3,€W"”C"3"i."***** -.. PROJECT WRHWT WRRTEN ra.eorz„WA... OwwmeaerarE.o3lem - AUIHORPATIOR. ®'""" '""""°"srenu3.'"P**`°"'°°`""' ADDRESS 13794 SW ROY RODGERS RD.,SHERWOOD,OR 97140 °RWTS DATE 11/7/2022 SIDING OVER n, BARRIER WRAP STRIP BARRIER 54.2; 9 7 TMETAL WRAP EDGE NAIL --- - Jr, - STRIP ICE&WATER CUT SIDING AT LANDING —•: , -I - \ 3"MIN. J. . . ��; 1 T.O.'Z'METAL < SLOPE {,® ,.y 2 x 4 OFFSET RIM 16"SQ.METAL VENT ---- a.."....�....M.--..._<.- CONC.LANDING/WALK Oil. WI WELL WHEREf' I ( REQD BY GRADE • 1 ' I I _ I 10"26 GA.FLASHING "!- (SITE INSTALL)OVER " `c I x SEE SHEET S4.0 1 BARRIER WRAP AND fKSPo. ': 15/32"RT.PLYWD W/ FORTYP.NOTES ICE&WATER . R -- 8d HDG AT 6"&12"O.C. AND DIMENSIONS COMPACTED GRAVEL '^ (SITE INSTALL) — . , (EXPLODED VIEW) 1 FDN-FLASHING AT LANDING 3 FDN-FOUNDATION VENT 1 1/2"=1'-0" 3/4"=1'-0" 2•-8" 2,-8" ` . / _. / TACK WELD --. -... BACKSIDE . MIN.30"Wx20"H \ -- /'} FINISHED OPENING - W/ACCESS COVER 3/18"DIN HOLE WI (4)#8 SCREWS P.T.2x JAMBS AT o Z.',+ - SIDE AND SOT. .' 36"x30"x REQ'D PL.118"x1"x REO'D — _. GALV.AREA WELL 4.. •. 1/2"x 12GA.EXPANDED METAL °•- - A F.. W/1/4"GALV.SCREEN �°,� a+G1 NEFR i MEN „ ACCESS COVER \ ' ) _ 2 FON-CRAWL SPACE ACCESS_ 4 FDN-'Z'METAL PROFILE_ 1fL C .• 3/4"=1'-0" 3 =1 0" EXPIRES:125112 22 REV. DESCRIPTION -._ DATE BY .,.���® SHEETFOUNDATION DETAILS JO L.U.837-038 -.. ; REUSE OF DOCUMENTS THS , DOCUMENT AND THE IDEAS AND TcyDNA NCORPORATED HEREIN ARCINE PROPERTY OF MODERN BUILDING SYSTEMS PROJ. 28'x 32'MODULAR FOUNDATION SHEET# BUILDINNOT TO BE USED WC.AND ARE IN THE NEW HOME COMPANY S 4.2 ;ART FOR USEOw WHOLE OR INMODERN 15iwl17:c...SYSTEMS sMe�r+I PROJECT WITNY HOUT R ITEDR no.T"" 4°Z, RTI"°*°."'"-LE.MNm I PROJECSPTON.FWRf1REi+ ca Lamms "E° 0rems 0c,axe anwn.mm Aun.mDAnoN. ®10°""""°"°'"°""°.ncmva ADDRESS 137943W ROY RODGERS RD.,SHERWOOD,OR 97140 D"'"TS DATE 11/7/2022