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Specifications OFFICE COPY `xZv2t-e0iLI0 Ns0 Svv ENGINEERING Structural Engineers 180 Nickerson Street Suite 902 Seattle, WA 98109 ♦ INC. 206.285.4512 (V) 208.285,0818 (F) #20202 RECEIVED JUN Structural Calculations TIG CITY OF A AR ) BUILDING DIVISION River Terrace gRUCTURA Area IV NSF Roshak Swim Center c 9 ; Tigard, OR ►iGON 12, E Design Criteria: 2017 ORSC (2015 IBC) 9'C F. R0c6 ASCE 7-10 05/04/2021 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Soil Bearing = 2000 psf Client: Taylor Morrison 703 Broadway Street, Suite 510 Vancouver, WA 98660 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 Page 1 of 52 CT ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Taylor Morrison River Terrace Area IV Roshak Swim Center—Tigard,OR DESIGN SUMMARY: The proposed project consists of a single-story swim center. Roof framing is comprised of pre-manufactured pitched chord wood trusses and pre-manufactured wood (- joists. The office floor framing is comprised of sawn lumber floor joists. The remaining main floor is a slab- on-grade. The foundations are conventional strip and spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B and with a Kzt value of 1.00. Seismic lateral design is based on the"equivalent lateral force" procedure with Ss and S1 values from ASCE 7-10 and with soil classification "D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered:2017 ORSC, 2015 IBC and ASCE 7-10. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to the current ORSC/IBC/ASCE code cycle,various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified to meet or exceed those as referenced by the current ORSC/IBC/ASCE code. Page 2 of 52 6 r SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT# : ROOF Roofing-asphalt shingles 3.5 psf Misc. 0.9 psf 5/8" plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 3.0 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 3.0 psf NO gypsum concrete 0.0 psf 3/4" plywood (O.S.B.) 2.7 psf Floor Framing (Trusses/Joists) 4.3 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc. 1.2 psf FLOOR DEAD LOAD 15.0 PSF Page 3 of 52 EASED NEFL,r.cE, I 1 (AROH)R 1-.: yS RASED REEL.I'AEg• PA ®'� -1- -® REaDPwTE,4° ' RAISED PLATE 01,9* _ 0 RAISED HEEL.2-1:f' Anti � (EI.x1=1D' 11Ex 0N00. [1 ti= .H.R R ... r g• REUSED REEL.Y{I/8' EASED HEEL 3'-2!/q' ODES HELL.LI- flMFO HFEI >� I R12YVHfl -7470ENDO HEEL 10 T - -PL-NJSEDtA_r - TI��:r Cw1^9 ® _-� zss RE'SII•7L-11 ... 1 / f21 m1=H DRg 1090 NOP I12z�HDA a ®l ® e ® wVs[o PLATE.P-S ¢ TL AC n\ BLOCKING FOR AD 06 CHIMNEY12 Mk RAISED PLATE.S W' FRAMING PBV ® `I Sy0 to RAISED HEEL.I-0A'_}.� q AA • ® �. • ` yM_ A M i n O •y �. C r `< F 0 1 0 9 REil i ® _� ALIGN SHEAR waLis) 119 9 TRMM flow © •_. 0 moi m �, A 8 i 49 tt S ® AL {3 nli ®® p l y ¢ o iEE #E g KS S 1�Na o f o CCW.I PREP 5 - Rh9 l', � (E]EWIHDR (EI WO HER ' V CIFAf CA 1H1. Vwhx ®' �� L� I g CR �� �a D ._I. RAISED PLATE.T-SIC NER /i Ls , Imc.•EEL. WAS o.f a ✓ RPKED XFFL ry v. Ev J sNED ®� I y ! A uI :Nilyl41 90 Sr 390E SMA. SIM. 0 Rom 'y,Q L__ .. 0 EIS• I 00 1 I Rl=m No ®_ ~I `Anc I 1 PANED PLATE.9- SIM.®®' SIM. RAZED HEEL.T3 UP RAISED PLATE.11v91).-I L. OQ , ®' 1 E I. AE[ES,I _. SIM 5® L I `_, I � RAISED HEEL RAISED REEL.r.E%<AFW[P.0 iyl\Ti\{T\\��'+It` RAGED HEEL.I�+�•� H'..NR'MOVE igR.rG WALD RAZED HERL.R.9Aj'(ABOVE PLJLT1DMENSION INDICATED FOfl -90 g'UPWE TA INTO WALL,RAISED HEEL CON0rtION N®eJL-rxw;l'":L7'Z ''''''r,-----;-z„,-,-7;,r- ,,, RAISED PLATE.»-1'J TOP OF PLATE Roof FramingPlan NGEDHE,,.,,4„. SIM. 99. �'y RAISED0NINDILomoNOR IT4•�1.-0. �� R�6DX`X.lY 1L!'VBY.E o11 RAISED REEL NDICATEDF .rtLAI.Wow T,00 940 TOP OF PLATE Page 4 of 52 Ab s Title: Job# Dsgnr: Date: 12:47PM, 27 APR 21 • Description: Scope : 4 Rev 580006 age 1 User KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist ECALC(REVISED).ECW Page _(c)1983-2003 ENERCALC Engineering Software ns Description ROOF FRAMING Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RB1 RB2 R63 RB4 RB5 Timber Section 2-2x10 2-2x10 2-2x10 2-2x10 4x8 Beam Wdth in 3.000 3.000 3.000 3.000 3.500 Beam Depth in 9.250 9.250 9.250 9.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Lards,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 900.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No Center Span Data 11 Span ft 3.00 6.00 3.00 6.00 6.50 Dead Load #/ft 202.50 105.00 274.00 274.00 83.00 Live Load #/ft 338.00 175.00 456.00 456.00 138.00 Results Ratio= 0.1586 0.3287 0.2142 0.8569 0.3395 Mmax @ Center in-k 7.30 15.12 9.85 39.42 14.01 @ X= ft 1.50 3.00 1.50 3.00 3.25 fb:Actual psi 170.6 353.4 230.4 921.4 456.8 Fb:Allowable psi. 1,075.3 1,075.3 1,075.3 1,075.3 1,345.5 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 21.4 33.8 28.9 88.1 34.6 Fv:Allowable psi 172.5 172.5 172.5 172.5 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions ll @ Left End DL lbs 303.75 315.00 411.00 822.00 269.75 LL lbs 507.00 525.00 684.00 1,368.00 448.50 Max.DL+LL lbs 810.75 840.00 1,095.00 2,190.00 718.25 @ Right End DL lbs 303.75 315.00 411.00 822.00 269.75 LL lbs 507.00 525.00 684.00 1,368.00 448.50 Max.DL+LL lbs 810.75 840.00 1,095.00 2,190.00 718.25 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.001 -0.012 -0.002 -0.031 -0.019 L/Defl Ratio 25,091.7 6,048.9 18,544.0 2,318.0 4,161.1 Center LL Defl in -0.002 -0.020 -0.003 -0.052 -0.031 L/Defl Ratio 15,032.7 3,629.3 11,142.7 1,392.8 2,502.7 Center Total Defl in -0.004 -0.032 -0.005 -0.083 -0.050 Location ft 1.500 3.000 1.500 3.000 3.250 L/Defl Ratio 9,400.7 2,268.3 6,960.4 870.0 1,562.8 Page 5 of 52 w-r ' 11.3 19'-I' 10.44' 6.2. 5-1Y' 0 o TV f , A i r _i I -1 1 Tw'I A I POOL DECK SLAB TO 501014 SLOPE AWAY FROM e w O- I b ®0. TR WHERE ADJ. ®I A BUILDING PER CIVIL 0 1 L mo TO POOL DECK ?gNt guyAm DRAWINGSs µ1 CANT Ti'! _ • 0 1, In '3© r -- -----� r.A. ra .,.-_,6- m IMF I I ® I Sn1ow I J 1--�II /�A e /� //�� ®�nP.WHERE ADi 1'N1,'-'I IB "I""I O-0 tl-0. IL I `'�J® \'°l 1 ®' ®®TO PIVLDECK �-1 Ali 9'SLEFVE FOR '�'�Y "PF �F l—ice . PROVIDE VAPOR I B1 .. �dlC "LE• 11 RADON GAS 1 I, BARRIER® 216•F. WALL I ," TRANSMISSION,IYP 1 r 1 1.) T l G GRADE UNDER I W,°C. I eCZRCIT FORT I _ R'-0' SInDIa 41 RAISED FLOOR 9 fLOLR 1OIST5` t 1 I �o U I I 15 , f T SP SIHON 'E` O Z �,.' 1 ® Al2 saa I 10 1 p,0 —r G'0� Z 1 ufw/,!I j'E'saR I .i: 10'.0'.I^ ®: —L-♦,, I a o 1 IUIl_ �f e J „ = _ 1191 ry N �__. _ y L 1 I I .'SLEEVE FOR 12 ,�, F 10 -J RADON GAS Ati r_ __ ___f l 5111pN Smow I 00 ____ tl-0 Q 191 ON,rvc. '� k I 1 .� is L __�__ I® ^� -1 5*FUN - Li F � I191 -0•CONC SLAB _ i +_y i J i-{DA-I p-D' 1 OVER10 AILgri I127 I. 1 OVER BARPIfRb L 8 12 .'YELVE FOR STXDFI ... tl-0' 1,Yi I a RADON GAS O f-1 STXDN STIp1a i�i O 560 sbo AIi 1 TRANSMISSION,M I L--2r Ja_ C-1 11'' S.0 l or, L___� SIM. tlU'I Sn1p1aJ �yI 3/1 + 500 } I.1180 et 1 1 13 513 i m J %/ UrrfT MAN I ® 13 9T OI_ FTc I I a ®' r 200 kph' I {,I /�� 1 S. 3Y•CONJ L nti J ® MIME ABOVE.1VP5Q0 � '� vy�j Imo/ 1V.8) U ,I•I S'-Tyi' y I 2'c 4 38 D'-0I SLAB I —{ M 2Y'� .- J L L__, I I AA' 1 NEM I _____ / �� // /d, sTHDN 1) L° J L sIHDt ® 1o•r1, . __ .t0'-0' __ L Care. v I ® ®* - - _ �� �.//////�,/��////���/�,�5/////////..®33 L N ® J wA L +"' CAM. N- r l 0.0W BEflRq�K � _ % �!!!d I ® L____ m _"� �__ ____J 3'- IevJf' 1r.1%' a.y. "X. `_��__� ` Foundation Plan e) Page 6 of 52 t usgnr: uate: 1c:4UrM, is utt,Lu Description : Scope: tTimber Beam & Joist ecalc.ecw Calculations k. Description OFFICE FLOOR FRAMING Timber Member Information IR FBI Timber Section 2x10 Beam Width in 1.500 Beam Depth in 9.250 Le:Unbraced Length ft 0.00 Timber Grade Hem Fir,No.2 Fb-Basic Allow psi 850.0 Fv-Basic Allow psi 150.0 Elastic Modulus ksi 1,300.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status Repetitive Center Span Data Span ft 7.50 Dead Load #/ft 20.00 Live Load #/ft 67.00 [Cantilever Span r Span ft 2.50 1 Uniform Dead Load #/ft, 20.00 Uniform Live Load Mil, 67.00 Results Ratio= 0.3031 I Mmax @ Center in-k 6.97 @ X= ft 3.66 Mmax @ Cantilever in-k -3.26 fb:Actual psi 325.9 Fb:Allowable psi 1,075.3 Bending OK fv:Actual psi 32.1 Fv:Allowable psi 150.0 Shear OK [Reactions @ Left End DL lbs 66.67 LL lbs 251.25 Max.DL+LL lbs 317.92 @ Right End DL lbs 133.33 LL lbs 446.67 Max.DL+LL lbs 580.00 Deflections Ratio OK Center DL Defl in -0.008 UDefl Ratio 11,054.3 Center LL Defl in -0.037 L/Defl Ratio 2,426.8 Center Total Defl in -0.045 Location ft 3.720 UDefl Ratio 1,990.8 Cantilever DL Defl in 0.005 Cantilever LL Defl in 0.018 Total Cant.Deft in 0.023 UDefl Ratio 2,623.5 Page 7 of 52 2015 IBC SEISMIC OVERVIEW r CT PROJECT#: 20202_Swim Center Step# 2015 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.42 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SMI=Fv*Si SMI= 0.67 EQ 16-38 EQ 11.4-2 Sos=2/3*SMs SOS= 0.72 EQ 16-39 EQ 11.4-3 Sol=2/3*SMI Sol= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor f213- 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CO= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities -- No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 8 of 52 2015 IBC EQUIV.LAT.FORCE 2 SHEET TITLE: 2015 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 20202_Swim Center Scs= 0.72 h„ = 12.00 (ft) Sm= 0.44 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 Ci= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.129 ASCE 7-10(EQ 12.8-7) St= 0.42 k = 1 ASCE 7-10(Section 12.8.3) TL= 16 ASCE 7-10(Section 11.4.5:Figure 22-12) Cs=Sos/(R/ID 0.111 W ASCE 7-10(EQ 12.8-2) Cs=So1 I(T'(R/IE)) (for T<Tr) 0.531 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SDI`TL)/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs= (0.5 Sl)/(R/IE) 0.033 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Cvx DIAPHR. Story Elevation Height AREA DL w, w, 'h,k wx `hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) `w; 'h;k Vi DESIGN Vi Roof --- 12.00 12.00 2520 0.025 63 756.0 1.00 4.98 4.98 1st 12.00 0.00 0.00 0 0.000 0 0.0 0.00 0.00 4.98 0.00 0.00 0.00 0 0.0 0.00 0.00 4.98 0.00 0.00 SUM= 63.0 756.0 1.00 4.98 E=V= 6.98 E11.4= 4.98 Page 9 of 52 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART; CT PROJECT#: 20202_Swim Center F-B S-S ASCE 7-10 2015 IBC Ridge Elevation(ft)= 23.75 23.75 ft. Roof Plate Ht.= 12.00 12.00 Roof Mean HI.= 17.88 17.88 ft. - -- Building Width= 85.1 42.2 ft. Basic Wind Speed 3 S .cast= 120 120 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable Ps30A= 28.8 28.6 psf Figure 28.6-1 Psso B= 4.6 4.6 psf Figure 28.6-1 Pssac= 20.7 20.7 psf Figure 28.6-1 Ps30D= 4.7 4.7 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 Kr= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00 A*Kt"Iw*windward/lee : 1.00 1.00 ps=X*Kzt*I*ps3o= (Eq.28.6-1) Ps = 28.60 28.60 psf (Eq.28.6-1) Ps B = 4.60 4.60 psf (Eq.28.6-1) Psc = 20.70 20.70 psf (Eq.28.6-1) Ps o= 4.70 4.70 psf (Eq.28.6-1) Ps A and average= 24.7 24.7 psf Ps B and 0 average= 4.7 4.7 psf a= 4.217 4.217 Figure 28.6-1 2a= 8.434 8.434 width-2*2a= 68.212 25.302 MAIN WIND-ASCE 7-10 CHAPTER 28 PART: Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00 1.00 1.00 1.00 16 psf min. 16 psf min. DIAPHR. Story Elevation Height AA As AC AD AA AS AC AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 23.75 11.8 0 198.2 0 801.5 0 198.2 0 297.3 Roof - 12.00 12.00 0.0 0 0 0 0 0 0 0 0 16.0 7.9 16.00 18.00 7.93 7.93 #REF! 0.00 0.00 ODD 0.0 0 0 0 0 0 0 0 0 0.0 0.0 0.00 16.00 0.00 7.93 1st 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0.0 0.0 0.00 0.00 0 0.00 0.00 AF= 999.7 AF= 495.5 16.0 7.9 V(F-B). 16.00 V(SS)= 7.93 kips kips kips kips i Page 10 of 52 ASCE 7-10 Part 1 4 �• SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: 20202_Swim Center MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) MInIPart 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 12.00 12.00 0.00 0.00 0.00 0.00 16.00 16.00 7.93 7.93 #REF! 12.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 16.00 0.00 7.93 1st 0.00 0.00 0.00 0 0.00 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 16.00 V(S-S)= 7.93 kips kips kips kips DESIGN WIND-MiniPart 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) VI V(S-S) Roof 12 10 10 16.00 9.60 9.60 7.93 4.76 4.76 #REF! 0 0 0 0.00 0.00 9.60 0.00 0.00 L4.76 1st 0 0 0 0 0 0 V(F-B)= 9.60 V(S-S)= 4.76 kips kips Page 11 of 52 uesign maps Jurnmary lceport usGs Design Maps Summary Report User-Specified Input Building Code Reference Document 2015 International Building Code Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III 2mi 0. ....._ 1 5000m Beaverton 10 99E Fa rtnl�q$,n 0 Milwaukie 4J gar e Lake Oswego NORTH >, King crt7 OOrhPre AMERICA Tualatin o `_ mapgUest e2015 MapQuest t data m3a1 >� Bi MapQuest USGS-Provided Output Ss = 0.972 g SM, = 1.080 g S,s = 0.720 g = 0.423 g SMl = 0.667 g S„ = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum des 1.10 0.00 0 55 O t2 0.1111 0.64 0 71 0.56 e 066 re ai8 N 9.55 N 0.10 0.44 0.32 033 024 9.22 0.16 0.11 0.08 0 09 0 00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.80 200 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T(sec) Period, I(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied, as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. Page 12 of 52 EMS Design Maps Detailed Report 2015 International Building Code (45.43123°N, 122.77149°W) Site Class D -"Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain SS) and 1.3 (to obtain Si). Maps in the 2015 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)"' Ss = 0.972 g From Figure 1613.3.1(2)m S, = 0.423 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard -Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs N or N. s• A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w >_ 40%, and • Undrained shear strength su < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: lft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 Page 13 of 52 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at Short Period Ss <_ 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss >_ 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4,7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class= D and Ss= 0.972 g, F. = 1.111 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT Fs, Site Class Mapped Spectral Response Acceleration at 1-s Period S, 5. 0.10 S, = 0.20 S, = 0.30 S, = 0.40 S, >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1,0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and S, = 0.423 g, F. = 1.577 Page 14 of 52 Equation (16-37): SMs = FsSs = 1.111x0.972 = 1.080g SM. = F,SI = 1.577 x 0.423 = 0.667 g Equation (16-38): Section 1613.3.4 — Design spectral response acceleration parameters Sns = % SMs = %x1.080 = 0.720g Equation (16-39): Sol = % SM, = 2/3 x 0.667 = 0.445 g Equation (16-40): Page 15 of 52 Section 1613.3.5 — Determination of seismic design category c TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION VALUE OF S. RISK CATEGORY Sos < 0.167g 0.167g < Sys < 0.33g 0.33g < S. < O.SOg 1111111111111.1111111 0.50 < D 9 — Sos D For Risk Category D D 9 y = I and So = 0.720 g, Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION VALUE OF SDIRISK CATEGORY 1110211111111111111111111111111 Soy < 0.067g 0.067g < S„ < 0,133g 0.133g < So. < 0.20g 11110111111111111111111 0.20g5S,„ D D D For Risk Category = I and SD o� = 0.445 g,Seismic Design Category = D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category s "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf Page 16 of 52 0 ,r1 B1 ® STHD14 A 0 Aao 0 0 9 ® A2a STHD ir----1 0 0 0 NM 1 D B2 B3 B4 111 STHD14 STHD14 - A9 l ixi A6 01 o STHD14 I I - �STHD14 , STHD14 10C II STHD14 STHD74 STHD14 l f A3 li ao 0 T O 0 I A5 O A7 A8 A10b Q STHD14 PIN ST D14—•\ p, to,,I ® STHD14 a «LJII II STHD14 �� B6 - _ _11410a (TRUSS BLOCKING P6 ----� F----� PANELS) (TRUSS POCKING OB7 PANELS)Shearwall Plan 1/8"_1,_0' U Page 17 of 52 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 20202_Swim Center Diaph.Level: Roof Panel Height= 12 ft. Seismic V i= 4.98 kips Design Wind F-B V i= 9.60 kips Max.aspect= 3.5 SDPWS-15 Table 4.3.4 Sum Seismic V i= 4.98 kips Sum Wind F-B V i= 9.60 kips Min.Lwall= 3.43 ft. per SDPWS-15 Table 4.3.3.5 Wnd Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wnd Wnd Wnd Wnd Max. Grid ID T.A. Lwall Lou.en. Co wdl V level Vabv.V level Vabv. 2w/h vi Type Type vi OTM ROTM Unh U,,,m OTM ROTM Une Usum Usum (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 0 0.0 0.0 1.D0 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0- - 0 0.00 0.00 0.00 0.00 0.00 000 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A2a 68 2.0 4.5 1.00 0.15 0.26 0.00 0.13 0.00 1.00 1.00 67 P6T44 PITH 129 1.61 0.61 0.75 0.75 3.11 0.45 1.99 1.99 4.99 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A2b 91 2.7 5.2 1.00 0.15 0.35 0.00 0.18 0.00 1.00 1.00 67 96114 P6T14 130 2.16 0.93 0.61 0.61 4.16 0.69 1.73 1.73 4.73. 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 D.00 0.00 0.00 0.00 0.00 0.00 0.00 Int A3 409 12.3 12.3 1.00 0.15 1.56 0.00 0.81 0.00 1.00 1.00 66 P6TN P6TN 127 9.71 10.13 -0.04 -0.04 18.69 7.50 0.97 0.97 0.97 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int A4 188 5.5 7.0 1.00 0.15 0.72 0.00 0.37 0.00 1.00 0.92 74 P6TN P6TN 130 4.46 2.60 0.39 0.39 8.59 1.93 1.38 1.38 1.38 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int A5 255 8.3 8.3 1.00 0.15 0.97 0.00 0.50 0.00 1.00 1.00 61 P6TN P6TN 118 6.05 4.59 0.19 0.19 11.65 3.40 1.09 1.09 1.09 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int A8 155 5.0 5.0 1.00 0.15 0.59 0.00 0.31 0.00 1.00 0.83 74 P6TN P6TN 118 3.68 1.69 0.46 0.46 7.08 1.25 1.35 1.35 1.35 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int A7 317 10.3 10.3 1.00 0.15 1.21 0.00 0.63 0.00 1.00 1.00 61 P6TN P6TN 118 7.52 7.09 0.05 0.05 14.49 5.25 0.96 0.96 0.96 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int AS 317 10.3 10.3 1.00 0.15 1.21 0.00 0.63 0.00 1.00 1.00 61 P6TN P6TN 118 7.52 7.09 0.05 0.05 14.49 5.25 0.96 0.96 0.96 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int A9 216 7.0 10.0 1.00 0.15 0.82 0.00 0.43 0.00 1.00 1.00 81 P6TN P6TN 118 5.13 4.73 0.06 0.06 9.87 3.50 1.01 1.01 1.01 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A10a 150 2.8 5.8 1.00 0.15 0.57 0.00 0.30 0.00 1.00 1.00 108 P6TN P6 208 3.56 1.07 1.20 1.20 6.86 0.79 2.91 2.91 2.94 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A10b 163 3.0 9.0 1.00 0.15 0.62 0.00 0.32 0.00 1.00 1.00 107 P6TN P6 207 3.87 1.82 0.88 0.88 7.45 1.35 2.61 2.61 2.64 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A10c 191 3.5 9.5 1.00 0.15 0.73 0.00 0.38 0.00 1.00 1.00 108 P6TN P6 208 4.53 2.24 0.81 0.81 8.73 1.66 2.49 2.49 2.49 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2520 72.4 72.4=L eff. 9.60 0.00 4.98 0.00 E V,„,b 9.60 E VEo 4.98 Notes: denotes a wall with force transfer Page 18 of 52 JOB#: 20202 ID: Alab w dl= 150 plf V eq 330.0 pounds V1 eq = 142.9 pounds V3 eq = 187.1 pounds V w= 650.0 pounds V1 w= 281.4 pounds V3 w= 368.6 pounds v hdr eq= 33.7 plf •H head = A v hdr w= 66.4 plf 0.5 v Fdragl eq= 66 F2 eq= 86 • Fdragl w= 9 F2 - 169 H pier= v1 eq= 109.0 plf v3 eq= 83.2 plf 8.0 vi w= 122.9 plf v3 w= 122.9 plf feet H total = 2w/h = 0.5725 2w/h = 0.75 11.33 v I Fdrag3 eq= F4 e - 86 feet • Fdrag3 w= 129 F4 w= 169 P6TN E.Q. 2w/h = 1 P6TN WIND H sill= v sill eq= 33.7 plf 2.8 EQ Wind v sill w= 66.4 plf feet OTM 3739 7365 R OTM 6469 4792 v UPLIFT -310 292 UP sum -310 292 H/L Ratios: L1= 2.3 L2= 4.5 L3= 3.0 Htotal/L= 1.16 4 0-4 Hpier/L1= 3.49 Hpier/L3= 2.67 L total= 9.8 feet Page 19 of 52 JOB#: 20202 ID: A2ab , wd/= 150 p/f V eq 310.0 pounds V1 eq = 132.8 pounds V3 eq = 177.2 pounds V w= 610.0 pounds V1 w= 261.2 pounds V3 w= 348.8 pounds v hdr eq= 32.1 plf AH head= A v hdr w= 63.1 plf 2 v Fdragl eq= 69 F2 eq= 92 A Fdragl w= 5 F2 - 180 H pier= v1 eq = 83.0 plf v3 eq= 66.4 plf 5.0 vi w= 130.6 plf v3 w= 130.6 plf feet H total= 2w/h = 0.8 2w/h = 1 10 Fdrag3 eq= F4 e - 92 • feet A Fdrag3 w= 135 F4 w= 180 P6TN E.Q. 2w/h = 1 P6TN WIND H sill = v sill eq = 32.1 plf 3.0 EQ Wind v sill w= 63.1 Of feet OTM 3100 6100 R OTM 6312 4675 • UPLIFT -369 164 1 UP sum -369 164 H/L Ratios: L1= 2.0 L2= 5.0 L3= 2.7 Htotal/L= 1.03 1 10--•41 ► NO Hpier/L1= 2.50 Hpier/L3= 1.87 L total= 9.7 feet Page 20 of 52 k. 1 JOB#: 20202_Swim Center ID: Al0abc w dl= 150 plf V eq 1000.0 pounds V1 eq= 297.3 pounds V3 eq= 324.3 pounds V5 eq= 378.4 pounds V w= 1920.0 pounds V1 w= 570.8 pounds V3 w= 622.7 pounds V5 w= 726.5 pounds -_0. v hdr eq= 47.1 plf - 11" A H1 head= v hdr= 90.4 plf H5 head= /C 4.5 �i Fdragl eq= 83.9 Fdrag2 eq= 91.6 Fdrag5 eq= 91.6 Fdrag6 eq= 106.8 4.5 v A Fdragl w= 1.2 Fdragl 175.8 Fdrag5 w= 5.8 Fdra vv= 205.1 ( A H1 pier= v1 eq= 108.1 plf v3 eq= 108.1 plf v5 eq= 108.1 H5 pier= 2.0 v1 w= 207.6 plf v3 w= 207.6 plf v5 w= 207.61 2.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 11.0 V Fdrag3= Fdra - 91.6 feet A Fdragl w= 161.1701 Fdragl w= 175.8 Fdrag7eq= .6 Fdrag8e 106.8 v P6TN E.Q. Fdrag7w= 175.8 Fdrag8w= 205.1 A P6 WIND v sill eq= 47.1 plf H1 sill= vsi/1w= 90.4 p/f H5 sill= 4.5 EQ Wind 4.5 feet OTM 11000.0 21120.0 feet R OTM 17301 19304 v UPLIFT -312 90 v Up Sum -312 90 H/L Ratios: L1= 2.8 L2= 6.0 L3= 3.0 L4= 6.0 L5= 3.5 Htotal/L= 0.52 Hpier/L1= 0.73 IN I.II Hpier/L3= 0.67 L total= 21.3 feet Hpier/L5= 0.57 0.95 L reduction Page 21 of 52 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT It: 20202 Swim Center Diaph.Level: Roof Panel Height= 12 ft. Seismic V i= 4.98 kips Design Wind F-B V I= 4.76 kips Max.aspect= 3.5 SDPWS-15 Table 4.3.4 Sum Seismic V i= 4.98 kips Sum Wind F-B V i= 4.76 kips Min.Lwall= 3.43 ft per SDPWS-15 Table 4.3.3.5 Wnd Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wind Wnd Wnd Wind Max. Wall ID TA. Lwall Laef.. C0 wdl V level Vabv.V level Vabv. 2w/b vi Type Type vi OTM ROTM Unet U,,,m OTM ROTM Unec Uum Veam (Sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pI) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B1 293 8.5 10.0 1.0D D.15 0.55 0.00 0.58 0.00 1.00 1.00 68 P6TN P6TN 65 6.95 5.74 0.16 0.16 6.64 4.25 0.30 0.30 0.30 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B2 380 11.0 11.0 1.00 0.15 0.72 0.00 0.75 0.00 1.00 1.00 68 P6TN P6TN 85 9.02 8.17 0.08 0.08 8.61 6.05 0.25 0.25 0.25 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B3 311 9.0 9.0 1.00 0.15 0.59 0.00 0.62 0.00 1.00 1.00 68 P6TN P6TN 65 7.38 5.47 0.23 0.23 7.04 4.05 0.36 0.36 0.36 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B4 278 8.0 14.5 1.00 0.15 0.52 0.00 0.55 0.00 1.00 1.00 68 P6TN P6TN 85 6.55 7.83 -0.17 -0.17 6.25 5.80 0.06 0.06 0.06 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B5 447 12.0 12.0 1.00 0.15 0.84 0.00 0.88 0.00 1.00 1.00 74 P6TN P6TN 70 10.61 9.72 0.08 D.08 10.13 7.20 0.26 0.26 0.26 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B6 540 14.5 14.5 1.00 0.15 1.02 0.00 1.07 0.00 1.00 1.00 74 P6TN P6TN 70 12.82 14.19 -0.10 -0.10 12.23 10.51 0.12 0.12 0.12 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B7 273 7.3 10.3 1.00 0.15 0.52 0.00 0.54 0.00 1.00 1.00 74 P6TN P6TN 70 6.48 5.11 0.21 0.21 6.18 3.79 0.36 0.36 0.36 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 D.DD 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2520 70.3 70.3=L eff. 4.78 0.00 4.98 0.00 E.V nd 4.78 EVEQ 4.98 Notes: denotes a wall with force transfer Page 22 of 52 F- Usgnr: Mate: 1Z:401-1M, a Litt,2U Description: Scope: Cantilevered Retaining Wall Design ewlc.ecw Calculations Description CANT RET WALL (0 TO 4'-0") Criteria I Soil Data I Footing Strengths&Dimensions- Retained Height = 3.50 ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 0.50 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.00 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Total Footing Width = 1.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingliSoil Friction = 0.350 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 225.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 375.0 lbs Design Summary I Stem Construction I Top Stem Stem OK Total Bearing Load = 1,603 lbs Design height ft= 0.00 ...resultant ecc. = 1.08 in Wall Material Above"Ht" = Concrete 1Soil Pressure @ Toe = 1,455 psf OK Thickness = # 5 Soil Pressure @ Heel = 683 psf OK Rebar Size Reber Spacing _- 16.00 Allowable = psf 5 2,000 Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,867 psf fb/FB+falFa = 0.051 ACI Factored©Heel = 876 psf Total Force @ Section lbs= 364.4 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 425.2 Footing Shear @ Heel = 4.8 psi OK Moment Allowable = 8,327.0 Allowable = 93.1 psi Shear Actual psi= 3.7 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 2.34 OK Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 354.4 lbs Wall Weight = 125.0 Rebar Depth 'd' in= 8.19 Masonry Data -- fm psi= Fs psi= Solid Grouting = Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,867 876 psf Equiv.Solid Thick. = Mu':Upward = 220 0 ft-# Masonry Block Type=Normal Weight Mu':Downward = 26 71 ft-# Concrete Data Mu: Design = 193 71 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 4.79 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S"Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S"Fr Key Reinforcing = None Spec'd Key: No key defined Page 23 of 52 usgnr: Date: 11:40rM, a utc,zu Description : Scope: L. Cantilevered Retaining Wall Design ecak.ecwCa,cu,afions Description CANT RET WALL (0 TO 4'-0") Summary of Overturning & Resisting Forces& Moments i OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft4 Heel Active Pressure = 354.4 1.50 531.6 Soil Over Heel = 64.2 1.42 90.9 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 225.0 0.92 206.3 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 500.0 0.92 458.3 Total = 354.4 O.T.M. = 531.6 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.34 Footing Weight = 225.0 0.75 168.7 Vertical Loads used for Soil Pressure= 1,603.3 lbs Key Weight Vert.Component = 214.2 1.50 321.3 Vertical component of active pressure used for soil pressure Total= 1,228.3 lbs R.M.= 1,245.5 Page 24 of 52 usgnr: uate: iraarM, a utU zu Description: Scope: r Cantilevered Retaining Wall Design ecaaewcalculati"ns Description CANT RET WALL (0 TO 4'-0")W/EQ Criteria I Soil Data I Footing Strengths& Dimensions I Retained Height = 3.50 fl Allow Soil Bearing = 2,667.0 psf fc = 3,000psi g P Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 0.50 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/fl = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft HeelWidth 1.50 Total Footing Width = 1.50 Soil Density = 110.00 pcf Water height over heel = 0.0 fl Footing Thickness - 12.00 in FootinglISoil Friction = 0.350 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads I Lateral Load Applied to Stem ` Axial Load Applied to Stem -11 Surcharge Over Heel = 0.0 psf Lateral Load = 24.0#/ft Axial Dead Load = 225.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 3.50 ft Axial Live Load = 375.0 lbs Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Axial Load Eccentricity = 0.0 in Used for Sliding&Overturning Design Summary ` Stem Construction I Top Stem Stem OK Total Bearing Load = 1,603 lbs Design height ft= 0.00 ...resultant ecc. = 2.81 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 2,071 psf OK Thickness = 10.05 Soil Pressure @ Heel = 67 psf OK Rebar Size = # 5 Rebar Spacing = 16.00 Allowable = 2,667 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable 9 ACI Factored @Toe = 2,658 psf Design Data fb/FB+fa/Fa = 0.081 ACI Factored @ Heel = 86 psf Total Force @ Section lbs= 507.2 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 675.1 Footing Shear @ Heel = 4.8 psi OK Moment Allowable = 8,327.0 Allowable = 93.1 psi Shear Actual psi= 5.2 Wall Stability Ratios Shear Allowable Overturning = 1.63 OK psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calm Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 438.4 lbs Wall Weight = 125.0 Rebar Depth 'd' in= 8.19 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results I Special Inspection = Modular Ration' Toe Heel Short Term Factor = Factored Pressure = 2,658 86 psf Equiv.Solid Thick. = Mu':Upward = 296 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 26 71 ft-# Concrete Data Mu: Design = 270 71 ft-# fc psi 3,000.0 Actual 1-Way Shear = 0.00 4.79 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings ' Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Page 25 of 52 usgnr: uate: IZ:43I'm, o ubu et.) Description: Scope: r r Cantilevered Retaining Wall Design ecalaecw:Calwlations Description CANT RET WALL (0 TO 4'-0")W/EQ Summary of Overturning &Resisting Forces& Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 354.4 1.50 531.6 Soil Over Heel = 64.2 1.42 90.9 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 84.0 2.75 231.0 Axial Dead Load on Stem= 225.0 0.92 206.3 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = __ _ Stem Weight(s) = 500.0 0.92 458.3 Total = 438.4 O.T.M. = 762.6 Earth @ Stem Transitions= Resisting/Overturning Ratio = 1.63 Footing Weight = 225.0 0.75 168.7 Vertical Loads used for Soil Pressure= 1,603.3 lbs Key Weight = Vert.Component = 214.2 1.50 321.3 Vertical component of active pressure used for soil pressure Total= 1,228.3 lbs R.M. 1,245.5 Page 26 of 52 usgnr: uate: 1z:a-irm, a utt zu Description : Scope: w Cantilevered Retaining Wall Design ecalc.ewCalculatbns Description CANT RET WALL (4'-1"TO 6'-0") Criteria I Soil Data I Footing Strengths& Dimensions I Retained Height = 5.50 ft Allow Soil Bearing = 2,000.0 psf Pc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe width = 1.00 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.50 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Total Footing Width = 2.50 Soil Density = 110.00 pcf Water height over heel = 0.0 fl Footing Thickness 12.00 in FootingliSoil Friction = 0.350 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 1. Axial Dead Load = 225.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 375.0 lbs Design Summary ` Stem Construction A Top Stem Stem OK Total Bearing Load = 2,575 lbs Design height ft= 0.00 ...resultant ecc. = 2.09 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,461 psf OK Thickness = # 5 = 10.00 Rebar Size Soil Pressure @ Heel = 599 psi OK Allowable = 2,000 Rebar Spacing = 16.00 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable 9 Design Data -- ACI Factored @ Toe = 1,754 psf fb/FB+fa/Fa = 0.198 ACI Factored @ Heel = 720 psf Total Force @ Section lbs= 899.9 Footing Shear @ Toe = 4.2 psi OK Moment....Actual ft-#= 1,649.9 Footing Shear @ Heel = 14.4 psi OK Moment Allowable = 8,327.0 Allowable = 93.1 psi Shear Actual psi= 9.2 Wall Stability Ratios Shear Allowable Overturning = 2.40 OK psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding I Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 739.4 lbs Wall Weight = 125.0 Rebar Depth 'd' in= 8.19 Masonry Data fm psi= Fs psi= L Solid Grouting = Footing Design Results I Special Inspection Modular Ratio'n' Toe Heel Short Term Factor Factored Pressure = 1,754 720 psf Equiv.Solid Thick. = Mu':Upward = 808 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 105 741 ft-# Concrete Data Mu: Design = 703 741 ft-# rc psi= 3,000.0 Actual 1-Way Shear = 4.24 14.36 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Page 27 of 52 usgnr: uate: iz:31vm, 0 utu zu Description: Scope: r r Cantilevered Retaining Wall Design ec Ic.ecwCalculations� Description CANT RET WALL(4'-1"TO 6'-0") Summary of Overturning&Resisting Forces&Moments I 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-ft Heel Active Pressure = 739.4 2.17 1,602.0 Soil Over Heel = 403.3 2.17 873.9 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 225.0 1.42 318.8 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 750.0 1.42 1,062.5 Total = 739.4 O.T.M. = 1,602.0 Earth Q Stem Transitions= Resisting/Overturning Ratio = 2.40 Footing Weight = 375.0 1.25 468.7 Vertical Loads used for Soil Pressure= 2,575.2 lbs Key Weight = Vert.Component = 446.9 2.50 1,117.1 Vertical component of active pressure used for soil pressure Total= 2,200.2 lbs R.M.= 3,841.0 Page 28 of 52 usgnr: uate: tz:ozrM, a utL zu Description: Scope: - L Cantilevered Retaining Wall Design ecalc.ecw:0alculations Description CANT RET WALL(4'-1"TO 6'-0")W/EQ 9 Criteria 1 Soil Data 1 Footing Strengths &Dimensions Retained Height = 5.50 ft Allow Soil Bearing = 2,667.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure 35.0 psf/ft Toe Width = 1.00 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.50 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Total Footing Width = 2.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness - 12.00 in FootingIiSoil Friction = 0.350 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads Lateral Load Applied to Stem ` Axial Load Applied to Stem ` Surcharge Over Heel = 0.0 psf Lateral Load = 36.0#/ft Axial Dead Load = 225.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 5.50 ft Axial Live Load = 375.0 lbs Surcharge Over Toe = 0.0 psf ,,,Height to Bottom = 0.00 ft Axial Load Eccentricity = 0.0 in Used for Sliding&Overturning Design Summary 1 Stem Construction 1 Top Stem Stem OK Total Bearing Load = 2,575 lbs Design height ft= 0.00 ...resultant ecc. = 5.55 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 2,180 psf OK Rebar Sizess = #1 5 Soil Pressure @ Heel = 0 psf OK Rebar = # 5 16.00 Allowable 2,667 psf Rebar Spacing Edge Soil Pressure Less Than Allowable Rebar Placed at = Edge ACI Factored @ Toe = 2,618 psf fb/FBDesign Data ACI Factored©Heel = 0 psf +fa/Fa 0.309 Tottalal Force CO Section lbs= 1,236.56.5 Footing Shear @ Toe = 6.4 psi OK Moment....Actual ft-#= 2,575.5 Footing Shear @ Heel = 14.4 psi OK Moment Allowable = 8,327.0 Allowable = 93.1 psi Shear Actual psi= 12.6 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 1.64 OK Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 937.4 lbs Wall Weight = 125.0 Rebar Depth 'd' in= 8.19 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results I Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 2,618 0 psf Equiv.Solid Thick. _ Mu':Upward = 1,124 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 105 741 ft- Concrete Data - Mu: Design = 1,019 741 ft-# fc psi 3,000.0 Actual 1-Way Shear = 6.42 14.36 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S"Fr Key Reinforcing = None Spec'd Key: No key defined Page 29 of 52 usgnr: uate: 1z:ozrM, o U .cu Description: Scope: Cantilevered Retaining Wall Design ecalc.ecxCalculations'11 J Description CANT RET WALL (4'-1"TO 6'-0")W/EQ summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 739.4 2.17 1,602.0 Soil Over Heel = 403.3 2.17 873.9 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 198.0 3.75 742.5 Axial Dead Load on Stem= 225.0 1.42 318.8 Load @ Stem Above Soil = Soil Over Toe SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 750.0 1.42 1,062.5 Total = 937.4 O.T.M. = 2,344.5 Earth @ Stem Transitions= Resisting/Overturning Ratio = 1.64 Footing Weight = 375.0 1.25 468.7 Vertical Loads used for Soil Pressure= 2,575.2 lbs Key Weight = Vert.Component = 446.9 2.50 1,117.1 Vertical component of active pressure used for soil pressure Total= 2,200.2 lbs R.M.= 3,841.0 Page 30 of 52 usgnr: uate: IL. jrM, 0 ULU ZU Description : Scope: Cantilevered Retaining Wall Design ecak.ecwcalcuiauuos Description CANT RET WALL (6'-1"TO 8'-0") Criteria I ;Soil Data ` Footing Strengths&Dimensions 11 Retained Height = 7.50 ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 1.50 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf/ft Heel Width = 2.00 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Total Footing Width = 3.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingliSoil Friction = 0.350 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 6 Axial Dead Load = 225.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 375.0 lbs Design Summary ; Stem Construction 1 Top Stem Stem OK Total Bearing Load = 3,852 lbs Design height ft= 0.00 ...resultant ecc. = 2.67 in Wall Material Above"He = Concrete Thickness = 10.00 Soil Pressure @ Toe = 1,520 psf OK Rebar Size = # 5 Soil Pressure ra Heel = 681 psf OK Rebar Spacing = 12.00 Allowable = 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,750 psf fb/FB+fa/Fa = 0.380 ACI Factored @ Heel = 785 psf Total Force @ Section lbs= 1,673.4 Footing Shear @ Toe = 11.1 psi OK Moment....Actual ft-#= 4,183.6 Footing Shear @ Heel = 28.3 psi OK Moment Allowable = 10,996.3 Allowable = 93.1 psi Shear Actual psi= 17.0 Wall Stability Ratios Shear Allowable si= 93.1 Overturning = 2.44 OK p Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding I Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 1,264.4 lbs Wall Weight = 125.0 Rebar Depth 'd' in= 8.19 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results I Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,750 785 psf Equiv.Solid Thick. _ Mu':Upward = 1,813 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 236 2,445 ft-# Concrete Data Mu: Design = 1,577 2,445ft-# fc psi= 3,000.0 Actual 1-Way Shear = 11.10 28.35 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:#4@ 17.00 in,#5@ 26.25 in,#6@ 37.00 in,#7@ 48.25 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Page 31 of 52 usgnr: uate: i2:031-1nn, a Litt,2U Description: Scope: I Cantilevered Retaining Wall Design 9 ecak.ecwCalculationg i< Description CANT RET WALL (6.-1"TO 8'-0") Summary of Overturning&Resisting Forces& Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,264.4 2.83 3,582.4 Soil Over Heel = 962.5 2.92 2,807.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 225.0 1.92 431.3 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,000.0 1.92 1,916.7 Total = 1,264.4 O.T.M. = 3,582.4 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.44 Footing Weight = 525.0 1.75 918.7 Vertical Loads used for Soil Pressure= 3,851.6 lbs Key Weight = Vert.Component = 764.1 3.50 2,674.5 Vertical component of active pressure used for soil pressure Total= 3,476.6 lbs R.M.= 8,748.5 • Page 32 of 52 usgnr: uate: 1L:o0vIVI, o uti.Lu Description: Scope: ' Cantilevered Retaining Wall Design ecak,ecw:cacWations r Description CANT RET WALL (6'-1" TO 8'-0")W/EQ Criteria r Soil Data I Footing Strengths&Dimensions I Retained Height = 7.50 ft Allow Soil Bearing = 2,667.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As°k = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 1.50 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf/ft Heel Width = 2.00 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Total Footing Width = 3.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingliSoil Friction = 0.350 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm= 3.00 in Surcharge Loads 1 i Lateral Load Applied to Stem I Axial Load Applied to Stem Surcharge Over Heel = 0.0 psf Lateral Load = 48.0#/ft Axial Dead Load = 225.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 7.50 ft Axial Live Load = 375.0 lbs Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Axial Load Eccentricity = 0.0 in Used for Sliding&Overturning Design Summary 1 Stem Construction ` Top Stem Stern OK Total Bearing Load = 3,852 lbs Design height ft= 0.00 ...resultant ecc. = 7.99 in Wall Material Above"HT' = Concrete Soil Pressure @ Toe = 2,369 psf OK Thicknes = 10.00 Soil Pressure @ Heel = 0 psf OK Rebar Sizz e # 5 2,667 Rebar Spacing = 12.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,728 psf fb/FB+fa/Fa = 0.589 ACI Factored @ Heel = 0 psf Total Force @ Section lbs= 2,285.4 Footing Shear @ Toe = 17.0 psi OK Moment....Actual ft-it= 6,478.6 Footing Shear @ Heel = 28.3 psi OK Moment.....Allowable = 10,996.3 Allowable = 93.1 psi Shear Actual psi= 23.3 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 1.65 OK Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 1,624.4 lbs Wall Weight = 125.0 Rebar Depth 'd' in= 8.19 Masonry Data fm psi= Fs psi= L Solid Grouting Footing Design Results ■ Special Inspection = i Modular Ration' Toe Heel Short Term Factor = Factored Pressure = 2,728 0 psf Equiv.Solid Thick. = Mu':Upward = 2,597 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 236 2,445 ft-# Concrete Data Mu: Design = 2,361 2,445ft4t fc psi= 3,000.0 Actual 1-Way Shear = 16.96 28.35 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:#4@ 17.00 in,#5@ 26.25 in,#6@ 37.00 in,#7@ 48.25 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Page 33 of 52 usgnr: uate: iz:oorm, a um,zu Description: Scope: Cantilevered Retaining Wall Design eca aecw.Caku auon , Description CANT RET WALL (6'-1 'TO 8'-0") W/EQ Summary of Overturning& Resisting Forces& Moments i - OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-ft Heel Active Pressure = 1,264.4 2.83 3,582.4 Soil Over Heel = 962.5 2.92 2,807.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 360.0 4.75 1,710.0 Axial Dead Load on Stem= 225.0 1.92 431.3 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,000.0 1.92 1,916.7 Total = 1,624.4 O.T.M. = 5,292.4 Earth @ Stem Transitions= Resisting/Overturning Ratio = 1.65 Footing Weight = 525.0 1.75 918.7 Vertical Loads used for Soil Pressure= 3,851.6 lbs Key Weight = Vert.Component = 764.1 3.50 2,674.5 Vertical component of active pressure used for soil pressure Total= 3,476.6 lbs R.M.= 8,748.5 Page 34 of 52 usgnr: uate: iz:o(rm, O Utl,Lu Description: Scope: Cantilevered Retaining Wall Design ecalc.earCalcwations Description CANT RET WALL(8'-1"TO 10'-0") Criteria Soil Data I Footing Strengths & Dimensions r Retained Height = 9.50 ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure - 35.0 psf/ft Toe Width = 2.00 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf/ft Heel Width = 2.50 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Total Footing Width = 4.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FoolingiiSoil Friction = 0.350 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem I Axial Dead Load = 225.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 375.0 lbs Design Summary ` Stem Construction I Top Stem Stem OK Total Bearing Load = 5,433 lbs Design height ft= 0.00 ...resultant ecc. = 2.99 in Wall Material Above"Ht" = Concrete Thickness = 10.00 Soil Pressure @ Toe = 1,608 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 806 psf OK Allowable = 2,000 Rebar Spacing 9.00 psf =Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,802 psf fb/FB+fa/Fa = 0.587 ACI Factored @Heel = 903 psf Total Force @ Section lbs= 2,684.9 Footing Shear @ Toe = 18.5 psi OK Moment....Actual ft-#= 8,502.3 Footing Shear @ Heel = 46.8 psi OK Moment Allowable = 14,472.8 Allowable = 93.1 psi Shear Actual psi= 27.3 Wall Stability Ratios Overturning = 2.48 OK Shear Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding I Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 125.0 Rebar Depth 'd' in= 8.19 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results \ Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,802 903 psf Equiv.Solid Thick. = Mu':Upward = 3,337 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 420 5,627 ft-# Concrete Data Mu: Design = 2,917 5,627 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 18.52 46.77 psi Fy psi 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes 8 Spacings Toe Reinforcing = None Spec'd Toe: #4@ 17.00 in,#5@ 26.25 in,#6@ 37.00 in,#7@ 48.25 in,#8@ 48.25 in,#9@ 4 Heel Reinforcing = None Spec'd Heel:#4@ 12.25 in,#5@ 18.75 in,#6@ 26.75 in,#7@ 36.25 in,#8@ 47.75 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Page 35 of 52 usgnr: um: icoirim, 0 uLL zu Description: Scope: Cantilevered Retaining Wall Design ecalc.ecw:Calculations1 r Description CANT RET WALL(8'-1"TO 10'-0") LSummary of Overturning &Resisting Forces& Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,929.4 3.50 6,752.8 Soil Over Heel = 1,741.7 3.67 6,386.1 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 225.0 2.42 543.8 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,250.0 2.42 3,020.8 Total = 1,929.4 O.T.M. = 6,752.8 Earth©Stem Transitions= Resisting/Overturning Ratio = 2.48 Footing Weight = 675.0 2.25 1,518.7 Vertical Loads used for Soil Pressure= 5,432.7 lbs Key Weight = Vert.Component = 1,166.0 4.50 5,247.2 Vertical component of active pressure used for soil pressure Total= 5,057.7 lbs R.M.= 16,716.6 Page 36 of 52 usgnr: uate: l4:ourm, a Litt,zu Description: Scope: rCantilevered Retaining Wall Design ecalc.ecw:calculaions Description CANT RET WALL (8'-1"TO 10'-0")W/EQ Criteria I I Soil Data I Footing Strengths& Dimensions Retained Height = 9.50 ft Allow Soil Bearing = 2,667.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure - 35.0 psf/ft Toe Width = 2.00 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf/ft Heel Width = 2.50 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Total Footing Width = 4.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootinglISoil Friction = 0.350 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 fl Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads I Lateral Load Applied to Stem ` Axial Load Applied to Stem .11 Surcharge Over Heel = 0.0 psf Lateral Load = 60.0#/ft Axial Dead Load = 225.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 9.50 ft Axial Live Load = 375.0 lbs Surcharge Over Toe = 0.0 psf ,,,Height to Bottom = 0.00 ft Axial Load Eccentricity = 0.0 in Used for Sliding&Overturning Design Summary ` Stem Construction 1 Top Stem Stem OK Total Bearing Load = 5,433 lbs Design height ft= 0.00 ...resultant ecc. = 10.23 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 2,592 psf OK Thickness = 5 # Soil Pressure @ Heel = 0 psf OK Rebar Size 5 = Rebar Spacing 9.00 Allowable = 2,667 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,903 psf fb/FDesign Data ------------ -- ACI Factored @ Heel = 0 psf +fa/Fa = 0.905 Tottalat Force @ Section lbs= 3,653.93.9 Footing Shear @ Toe = 28.4 psi OK Moment Actual ft-#= 13,105.1 Footing Shear©Heel = 46.8 psi OK Moment Allowable = 14,472.8 Allowable = 93.1 psi p Shear Actual psi= 37.2 Wall Stability Ratios Overturning = 1.67 OK Shear Allowable psi= 93.1 Bar Develop Sliding = N/A p ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 8.63 Lateral Sliding Force = 2,499.4 lbs Wall Weight = 125.0 Rebar Depth 'd' in= 8.19 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design ResultsI Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 2,903 0 psf Equiv.Solid Thick. = Mu':Upward = 4,883 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 420 5,627 ft-# Concrete Data Mu: Design = 4,463 5,627 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 28.44 46.77 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: #4@ 15.50 in,#5@ 23.75 in,#6@ 33.75 in,#7@ 46.00 in,#8@ 48.25 in,#9@ 4 Heel Reinforcing = None Spec'd Heel:#4@ 12.25 in,#5@ 18.75 in,#6©26.75 in,#7@ 36.25 in,#8@ 47.75 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Page 37 of 52 usgnr: uate: 'iz:oarM, u utt,zu Description : Scope: Cantilevered Retaining Wall Design ecalc.ecw Calculations r Description CANT RET WALL (8'-1"TO 10'-0")W/EQ Summary of Overturning &Resisting Forces& Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,929.4 3.50 6,752.8 Soil Over Heel = 1,741.7 3.67 6,386.1 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 570.0 5.75 3,277.5 Axial Dead Load on Stem= 225.0 2.42 543.8 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,250.0 2.42 3,020.8 Total = 2,499.4 O.T.M. = 10,030.3 Earth @ Stem Transitions= Resisting/Overturning Ratio = 1.67 Footing Weight = 675.0 2.25 1,518.7 Vertical Loads used for Soil Pressure= 5,432.7 lbs Key Weight = Vert.Component = 1,166.0 4.50 5,247.2 Vertical component of active pressure used for soil pressure Total= 5,057.7 lbs R.M.= 16,716.6 Page 38 of 52 usgnr: uate: 1:uurm, is ut�zu Description: Scope: Cantilevered Retaining Wall Design i a eca, ecwCalculations Description CANT RET WALL (10'-1"TO 12'-0") Criteria I Soil Data I Footing Strengths&Dimensions I Retained Height = 11.50 ft Allow Soil Bearing = 2,000.0 psi fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 2.50 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Wdth = 3.50 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Total Footing Width = 6.00 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 15.00 in FootingllSoil Friction = 0.350 Wind on Stem = 0.0 psf Soil height to ignore Key Width _ 0.00 in for passive pressure = 0.00 in Key Depth 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Steni Axial Dead Load = 225.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 375.0 lbs Design Summary I Stem Construction- II Top Stem Stem OK Total Bearing Load = 8,318 lbs Design height ft= 0.00 ...resultant ecc. = 2.14 in Wall Material Above"Ht" = Concrete ThSoil Pressure @ Toe = 1,634 psf OK Rebar Sizekness = #1 5 Soil Pressure @ Heel = 1,139 psf OK Rebar _ # 5 2,000 Rebar Spacing - 5.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,837 psf fb/FB+fa/Fa = 0.604 ACI Factored @ Heel = 1,280 psf Total Force @ Section lbs= 3,934.4 Footing Shear @ Toe = 16.8 psi OK Moment....Actual ft-#= 15,082.0 Footing Shear @ Heel = 60.5 psi OK Moment Allowable = 24,962.4 Allowable = 93.1 psi Shear Actual psi= 40.0 Wall Stability Ratios Overturning = 2.85 OK Shear Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Caics Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 2,844.8 lbs Wall Weight = 125.0 Rebar Depth 'd' in= 8.19 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results I Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,837 1,280 psf Equiv.Solid Thick. = Mu':Upward = 5,498 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 820 15,024 ft-# Concrete Data Mu: Design = 4,678 15,024 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 16.79 60.47 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: #4@ 12.50 in,#5@ 19.50 in,#8@ 27.50 in,#7@ 37.50 in,#8@ 48.25 in,#9@ 4 Heel Reinforcing = None Spec'd Heel:#4@ 6.25 in,#5@ 9.50 in,#6@ 13.50 in,#7@ 18.25 in,#8@ 24.00 in,#9@ 30. Key Reinforcing = None Spec'd Key: No key defined Page 39 of 52 Usgnr: uate: 1:uurra, a ULU Cu Description: Scope: Cantilevered Retaining Wall Design acelc.ecw:Calculations'4 t Description CANT RET WALL (10'-1"TO 12'-0") Summary of Overturning &Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,844.8 4.25 12,090.6 Soil Over Heel = 3,373.3 4.67 15,742.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 225.0 2.92 656.3 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,500.0 2.92 4,375.0 Total = 2,844.8 O.T.M. = 12,090.6 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.85 Footing Weight = 1,125.0 3.00 3,375.0 Vertical Loads used for Soil Pressure= 8,317.7 lbs Key Weight = Vert.Component = 1,719.3 6.00 10,315.9 Vertical component of active pressure used for soil pressure Total= 7,942.7 lbs R.M.= 34,464.4 Page 40 of 52 usgnr: uare: t:u.srm, autL..cu Description : Scope: Cantilevered Retaining Wall Design ecalaew Calculations Description CANT RET WALL (10'-1"TO 12'-0") W/EQ Criteria I Soil Data I Footing Strengths&Dimensions Retained Height = 11.50 ft Allow Soil Bearing = 2,667.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 2.50 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 3.50 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Total Footing Width = 6.00 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 15.00 in FootingllSoil Friction = 0.350 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in Key Depth 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads I Lateral Load Applied to Stem I Axial Load Applied to Stem ` Surcharge Over Heel = 0.0 psf Lateral Load = 72.0#/ft Axial Dead Load = 225.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 11.50 ft Axial Live Load = 375.0 lbs Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Axial Load Eccentricity = 0.0 in Used for Sliding&Overturning Design Summary I Stem Construction i Top Stem Stem OK Total Bearing Load = 8,318 lbs Design height ft= 0.00 ...resultant ecc. = 10.50 in Wall Material Above"Ht" = Concrete ThicknessSoil Pressure @ Toe = 2,600 psf OK Rebar Size = #1 5 Soil Pressure @ Heel = 173 psf OK Rebar = # 5 2,667 Rebar Spacing 5.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,923 psf fb/FB+fa/Fa = 0.928 ACI Factored @ Heel = 194 psf Total Force @ Section lbs= 5,342.0 Footing Shear@ Toe = 25.8 psi OK Moment....Actual ft-#= 23,175.7 Footing Shear @ Heel = 60.5 psi OK Moment Allowable = 24,962.4 Allowable = 93.1 psi Shear Actual psi= 54.4 Wall Stability Ratios Overturning = 1.93 OK Shear Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 8.83 Lateral Sliding Force = 3,672.8 lbs Wall Weight = 125.0 Rebar Depth 'd' in= 8.19 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results 0 Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 2,923 194 psf Equiv.Solid Thick. _ = Mu':Upward = 7,949 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 820 15,024 ft-# Concrete Data Mu: Design = 7,129 15,024 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 25.80 60.47 psi Fy psi 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: #4@ 12.50 in,#5@ 19.50 in,#6@ 27.50 in,#7@ 37.50 in,#8@ 48.25 in,#9©4 Heel Reinforcing = None Spec'd Heel:#4@ 6.25 in,#5@ 9.50 in,#6@ 13.50 in,#7©18.25 in,#8@ 24.00 in,#9@ 30. Key Reinforcing = None Spec'd Key: No key defined Page 41 of 52 usgnr: uate: i:usrM, o utL[u Description : Scope: L. Cantilevered Retaining Wall Design ecaic.ecwCalculationsI Description CANT RET WALL (10'-1"TO 12'-0")W/EQ Summary of Overturning & Resisting Forces& Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,844.8 4.25 12,090.6 Soil Over Heel = 3,373.3 4.67 15,742.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 828.0 7.00 5,796.0 Axial Dead Load on Stem= 225.0 2.92 656.3 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,500.0 2.92 4,375.0 Total = 3,672.8 O.T.M. = 17,886.6 Earth @ Stem Transitions= Resisting/Overturning Ratio = 1.93 Footing Weight = 1,125.0 3.00 3,375.0 Vertical Loads used for Soil Pressure= 8,317.7 lbs Key Weight = Vert.Component = 1,719.3 6.00 10,315.9 Vertical component of active pressure used for soil pressure Total= 7,942.7 lbs R.M.= 34,464.4 Page 42 of 52 usgnr: uate: I uvi-nn, o Litt,Zu Description: Scope: Cantilevered Retaining Wall Design ecalc.ecw:Calculations Description CANT RET WALL (12'-1"TO 14'-0") Criteria I Soil Data I Footing Strengths&Dimensions I Retained Height = 13.50 ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 3.00 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Heel Width = 4.00 9 p Total Footing Width = 7.00 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 15.00 in FootingilSoil Friction = 0.350 Key Width = 0.00 in Wnd on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem \ Axial Dead Load = 225.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 375.0 lbs Design Summary I Stem Construction I Top Stem Stem OK Total Bearing Load = 10,666 lbs Design height ft= 0.00 ...resultant ecc. = 2.08 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,750 psf OK Thickness = 6 # Soil Pressure @ Heel = 1,297 psf OK Rebar Size Rebar Spacing = 5.00 6 2,000 p Allowable = sf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,940 psf fb/FB+fa/Fa = 0.780 ACI Factored @ Heel = 1,438 psf Total Force @ Section lbs= 5,421.9 Footing Shear @ Toe = 23.7 psi OK Moment....Actual ft-#= 24,398.7 Footing Shear @ Heel = 82.1 psi OK Moment Allowable = 31,299.5 Allowable = 93.1 psi Shear Actual Wall Stability Ratios psi= 59.3 Overturning = 2.83 OK Shear Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 25.63 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 8.62 Lateral Sliding Force = 3,807.3 lbs Wall Weight = 125.0 Rebar Depth 'd' in= 7.63 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design ResultsI Special Inspection - Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,940 1,438 psf Equiv.Solid Thick. = Mu':Upward = 8,407 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 1,181 24,127 ft-# Concrete Data - Mu: Design = 7,226 24,127 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 23.74 82.08 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes S Spacings Toe Reinforcing = None Spec'd Toe: #4@ 12.50 in,#5@ 19.50 in,#6@ 27.50 in,#7@ 37.50 in,#8@ 48.25 in,#9@ 4 Heel Reinforcing = None Spec'd Heel:#4@ 5.00 in,#5@ 7.75 in,#6@ 11.00 in,#7@ 15.00 in,#8@ 19.50 in,#9@ 24. Key Reinforcing = None Spec'd Key: No key defined Page 43 of 52 usgnr: uate: 1:U4rM, 8 utL Lu Description : Scope: L Cantilevered Retaining Wall Design ecalc.ecw:Calculations '' Description CANT RET WALL (12'-1" TO 14'-0") Summary of Overturning & Resisting Forces& Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 3,807.3 4.92 18,719.4 Soil Over Heel = 4,702.5 5.42 25,471.9 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 225.0 3.42 768.8 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,750.0 3.42 5,979.2 Total = 3,807.3 O.T.M. = 18,719.4 Earth @ Stem Transitions= Resisting/Overtuming Ratio = 2.83 Footing Weight = 1,312.5 3.50 4,593.7 Vertical Loads used for Soil Pressure= 10,666.0 lbs Key Weight = Vert.Component = 2,301.0 7.00 16,107.2 Vertical component of active pressure used for soil pressure Total= 10,291.0 lbs R.M.= 52,920.7 Page 44 of 52 usgnr: pate: i:uoi-m, o utt,zu Description: Scope: + Cantilevered Retaining Wall Design eca,c.acw:caiouiaoo s •t - Description CANT RET WALL (12'-1"TO 14'-0')W/EQ Criteria ` Soil Data I Footing Strengths&Dimensions I Retained Height = 13.50 ft Allow Soil Bearing = 2,667.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 3.00 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf/ft Heel Width = 4.00 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Total Footing Width = 7.00 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 15.00 in FootingllSoil Friction = 0.350 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe _- 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads Lateral Load Applied to Stem ` Axial Load Applied to Stem Surcharge Over Heel = 0.0 psf Lateral Load = 84.0#/ft Axial Dead Load = 225.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 13.50 ft Axial Live Load = 375.0 lbs Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Axial Load Eccentricity = 0.0 in Used for Sliding&Overturning Design Summary I Stem Construction I Top Stem Stem OK Total Bearing Load = 10,276 lbs Design height ft= 0.00 ...resultant ecc. = 10.55 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 2,574 psf OK Thickness 6 # Soil Pressure @ = Rebar Spacing 5.OD Heel = 362 psf OK Rebar Size 6 2 667 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,879 psf fb/FB+fa/Fa = 0.978 ACI Factored @ Heel = 405 psf Total Force @ Section lbs= 6,817.9 Footing Shear @ Toe = 33.4 psi OK Moment....Actual ft4t= 33,422.6 Footing Shear @ Heel = 78.4 psi OK Moment Allowable = 34,168.1 Allowable = 93.1 psi Shear Actual psi= 74.5 Wall Stability Ratios Overturning = 2.02 OK Shear Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 25.63 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 11.19 Lateral Sliding Force = 4,606.6 lbs Wall Weight = 125.0 Rebar Depth 'd' in= 7.63 Masonry Data fin psi= Fs psi= Solid Grouting = Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 2,879 405 psf Equiv.Solid Thick. = Mu':Upward = 11,365 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 1,181 22,916 ft-# Concrete Data Mu: Design = 10,183 22,916ft- fc psi 3,000.0 Actual 1-Way Shear = 33.37 78.42 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: #4l 9.25 in,#5©14.00 in,#6@ 20.00 in,#7@ 27.25 in,#8@ 35.75 in,#9@ 45 Heel Reinforcing = None Spec'd Heel:#4@ 5.25 in,#5@ 8.25 in,#6@ 11.50 in,#7@ 15.75 in,#8@ 20.75 in,#9@ 26. Key Reinforcing = None Spec'd Key: No key defined Page 45 of 52 usgnr: uate: 1:1.1orM, a utl.zu Description: Scope: M 1— L Cantilevered Retaining Wall Design ecalc.ecwcaicuIstions i Description CANT RET WALL(12'-1"TO 14'-0")W/EQ Summary of Overturning&Resisting Forces& Moments - OVERTURNING..... RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 3,553.6 4.75 16,879.6 Soil Over Heel = 4,528.3 5.42 24,528.5 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 1,053.0 7.75 8,160.8 Axial Dead Load on Stem= 225.0 3.42 768.8 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,687.5 3.42 5,765.6 Total = 4,606.6 O.T.M. = 25,040.3 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.02 Footing Weight = 1,312.5 3.50 4,593.7 Vertical Loads used for Soil Pressure= 10,276.0 lbs Key Weight = Vert.Component = 2,147.7 7.00 15,033.7 Vertical component of active pressure used for soil pressure Total= 9,901.0 lbs R.M.= 50,690.2 Page 46 of 52 Project Title: ENGINEERING g Engineer: Project ID: ' Structural Engineers Project Descr: • I00 wmt«.�6 s1««sml<soz ±o6.xas.tsa,v, + $tattle.WA Sa109 206.21I50616ir.J m File:SC Canopy Calcs.ec6 Steel Bea Software copyright ENERCALC,INC.1983.2020,Build:12.20.8.24 Lic.#:KW-06002997 C.T.ENGINEERING DESCRIPTION: HSS CODE REFERENCES Calculations per AISC 360-10, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.045)L(0.075) rtleS 0 HSS4x2x3/16 Span=10.50 ft 1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: 0=0.0150, L=0.0250 ksf, Tributary Width=3.0 ft,(Canopy Load) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.299: 1 Maximum Shear Stress Ratio= 0.031 : 1 Section used for this span HSS4x2x3/16 Section used for this span HSS4x2x3/16 Ma:Applied 1.748 k-ft Va:Applied 0.6661 k Mn/Omega:Allowable 5.838 k-ft Vn/Omega:Allowable 21.743 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 5.250ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.194 in Ratio= 649>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.328 in Ratio= 384>=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 10.50 ft 1 0.122 0.013 0.71 0.71 9.75 5.84 1.00 1.00 0.27 36.31 21.74 +1+L+H Dsgn.L= 10.50 ft 1 0.299 0.031 1.75 1.75 9,75 5.84 1.00 1.00 0.67 36.31 21.74 +O+Lr+H Dsgn.L= 10.50 ft 1 0.122 0.013 0.71 0.71 9.75 5.84 1.00 1.00 0.27 36.31 21.74 +D+S+H Dsgn.L= 10.50 ft 1 0.122 0.013 0.71 0.71 9.75 5.84 1.00 1.00 0.27 36.31 21.74 +D+0.750Lr+0.750L+H Dsgn.L= 10.50 ft 1 0.255 0.026 1.49 1.49 9.75 5.84 1.00 1.00 0.57 36.31 21.74 +0+0.750L+0.750S+H Dsgn.L= 10.50 ft 1 0.255 0.026 1.49 1.49 9.75 5.84 1.00 1.00 0.57 36.31 21.74 +D+0.60W+H Dsgn.L= 10.50 ft 1 0.122 0.013 0.71 0.71 9.75 5.84 1.00 1.00 0.27 36.31 21.74 +0+0.750Lr+0.750L+0.450W+H Dsgn.L= 10.50 ft 1 0.255 0.026 1.49 1.49 9.75 5.84 1.00 1.00 0.57 36.31 21.74 +0+0.750L+0.750S+0.450W+H Dsgn.L= 10.50 ft 1 0.255 0.026 1.49 1.49 9.75 5.84 1.00 1.00 0.57 36.31 21.74 +0.60D+0.60W+0.60H Dsgn.L= 10.50 ft 1 0.073 0.008 0.43 0.43 9.75 5.84 1.00 1.00 0.16 36.31 21.74 +0+0,70E+0.60H Dsgn.L= 10.50 ft 1 0.122 0.013 0.71 0.71 9.75 5.84 1.00 1.00 0.27 36.31 21.74 +D+0,750L+0.750S+0.5250E+H Page 47 of 52 Dsgn.L= 10.50 ft 1 0.255 0.026 1.49 1.49 9.75 5.84 1.00 1.00 0.57 36.31 21.74 Project Title: mENGINEERING = Engineer: Project ID: Slructurni Engineers Project Descr: IBU Nicker a Street Suite 3U2 200285.4112(VI e Scanlc.WA 9810U 206.285.00IS(F3 Steel Beam File:Sc Canopy Calcs.ec6 Software copyright ENERCALC,INC.1983.2020,Build:12.20.8.24 Lic.#:KW-06002997 C.T.ENGINEERING DESCRIPTION: HSS Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0.60D+0.70E+H Dsgn.L= 10.50 ft 1 0.073 0.008 0.43 0.43 9.75 5.84 1.00 1.00 0.16 36.31 21.74 Overall Maximum Deflections Load Combination Span Max.""Dell Location in Span Load Combination Max.'+Del Location in Span +O+L+H 1 0.3284 5.280 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.666 0.666 Overall MINimum 0.163 0.163 +D+H 0.272 0.272 +D+L+H 0.666 0.666 +D+Lr+H 0.272 0.272 +D+S+H 0.272 0.272 +D+0.750Lr+0.750L+H 0.568 0.568 +D+0.750L+0.750S+H 0.568 0.568 +D+0.60W+H 0.272 0.272 +D+0.750Lr+0.750L+0.450W+H 0.568 0.568 +D+0.750L+0.750S+0.450W+H 0.568 0.568 +0.60D+0.60W+0.60H 0.163 0.163 +D+0.70E+0.60H 0.272 0.272 +D+0.750L+0.750S+0.5250E+H 0.568 0.568 +0.60D+0.70E+H 0.163 0.163 D Only 0.272 0.272 L Only 0.394 0.394 H Only Page 48 of 52 Project Title: ENGINEERING Engineer: Project ID: Structural Engineers Project Descr: IRO S,:ke,on Slmm Sue,,O2 Z06.585A5121VI • Ses,llc.NT'd)00 7.I16.281 MIS(F) Fi Steel Beam le: ny Ca .ec Software copyright ENERCALC,INC.1903-202SCCa0,opBuiId:12.20.lcs0.246 DESCRIPTION: Channel CODE REFERENCES Calculations per AISC 360-10, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.03)L(0.075) a a a a a (` C12x25 Span=10.50 ft IT T1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.010, L=0.0250 ksf, Tributary Width=3.0 ft,(Canopy) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.024: 1 Maximum Shear Stress Ratio= 0.008 : 1 Section used for this span C12x25 Section used for this span C12x25 Ma:Applied 1.792 k-ft Va:Applied 0.6825 k Mn/Omega:Allowable 73.353 k-ft Vn/Omega:Allowable 83.425 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 5.250ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.005 in Ratio= 25,535>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.009 in Ratio= 14732>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VrudOmega Dsgn.L= 10.5011 1 0.010 0.003 0.76 0.76 122.50 73.35 1.00 1.00 0.29 139.32 83.43 Dsgn.L= 10.50 ft 1 0.024 0.008 1.79 1.79 122.50 73.35 1.00 1.00 0.68 139.32 83.43 +D+Lr+H Dsgn.L= 10.50 ft 1 0.010 0.003 0.76 0.76 122.50 73.35 1.00 1.00 0.29 139.32 83.43 +D+S+H Dsgn.L= 10.50 ft 1 0.010 0.003 0.76 0.76 122.50 73.35 1.00 1.00 0.29 139.32 83.43 +0+0.750Lr+0.750L+H Dsgn.L= 10.50 ft 1 0.021 0.007 1.53 1.53 122.50 73.35 1.00 1.00 0.58 139.32 83.43 +0+0.750L+0.750S+H Dsgn.L= 10.50 ft 1 0.021 0.007 1.53 1.53 122.50 73.35 1.00 1.00 0.58 139.32 83.43 +0+0.60W+H Dsgn.L= 10.50 ft 1 0.010 0.003 0.76 0.76 122.50 73.35 1.00 1.00 0.29 139.32 83.43 +D+0.750Lr+0.750 L+0.450W+H Dsgn.L= 10.50 ft 1 0.021 0.007 1.53 1.53 122.50 73.35 1.00 1.00 0.58 139.32 83.43 +D+0.750L+0.7505+0.450W41 Dsgn.L= 10.50 ft 1 0.021 0.007 1.53 1.53 122.50 73.35 1.00 1.00 0.58 139.32 83.43 +0.60D+0.60W+0.60H Dsgn.L= 10.50 ft 1 0.006 0.002 0.45 0.45 122.50 73.35 1.00 1.00 0.17 139.32 83.43 +0+0.70E+0.60H Dsgn.L= 10.50 ft 1 0.010 0.003 0.76 0.76 122.50 73.35 1.00 1.00 0.29 139.32 83.43 +0+0.750L+0.750S+0.5250E+H Page 49 of 52 Dsgn.L= 10.50 ft 1 0.021 0.007 1.53 1.53 122.50 73.35 1.00 1.00 0.58 139.32 83.43 Project Title: ENGINEERING Engineer: Project ID: Str•etnral Engineers Project Descr: IN \ A",� S - �aila?O3 306.395.+5131 V r 306._.lS llfilft fel • Steel Beam File:SC Canopy Calcs.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 ..11 DESCRIPTION: Channel Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vox/Omega +0.60D+0.70E+H Dsgn.L= 10.50 ft 1 0.006 0.002 0.45 0.45 122.50 73.35 1.00 1.00 0.17 139.32 83.43 Overall Maximum Deflections Load Combination Span Max.'"Dell Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0086 5.280 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.683 0.683 Overall MINimum 0.173 0.173 +D+H 0.289 0.289 +D+L+H 0.683 0.683 +D+Lr+H 0.289 0.289 +D+S+H 0.289 0.289 +D+0.750Lr+0.750L+H 0.584 0.584 +D+0.750L+0.750S+H 0.584 0.584 +D+0.60W+H 0.289 0.289 +D+0.750Lr+0.750L+0.450W+H 0.584 0.584 +D+0.750L+0.7505+0.450W+H 0.584 0.584 +0.60D+0.60W+0.60H 0.173 0.173 +D+0.70E+0.60H 0.289 0.289 +D+0.750L+0.7505+0.5250E+H 0.584 0.584 +0.60D+0.70E+H 0.173 0.173 D Only 0.289 0.289 L Only 0.394 0.394 H Only Page 50 of 52 Project Title: mENGINEERING 4 Engineer: Protect ID: Structural Engineers Project Descr: IRO,Yi:Yerlun Slreel Soils;02 200.282.45121Y1 S ar11e WA 481119 2A 205. 5116,a al Steel Beam File:SC Canopy Calcs.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 Lic.#:KW06002997 C.T.ENGINEERING DESCRIPTION: Angle CODE REFERENCES Calculations per AISC 360-10, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Vertical Leg Down > c O(0.015),,L(0.025) L2x2x3/18 Ip Span=1O.50ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D=0.0150, L=0,0250 ksf, Tributary Width=1.0 ft,(Canopy) DESIGN SUMMARY Design N.G. Maximum Bending Stress Ratio = 0.782: 1 Maximum Shear Stress Ratio= 0.031 : 1 Section used for this span L2x2x3/16 Section used for this span L2x2x3/16 Ma:Applied 0.551 k-ft Va:Applied 0.210 k Mn/Omega:Allowable 0.705 k-ft Vn/Omega:Allowable 6.754 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 5.250ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.869 in Ratio= 144<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.398 in Ratio= 90<240.0 Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 10.50 ft 1 0.293 0.012 0.21 0.21 1.18 0.70 1.00 1.00 0.08 11.28 6.75 +D+L+H Dsgn.L= 10.50 ft 1 0.782 0.031 0.55 0.55 1.18 0.70 1.00 1.00 0.21 11.28 6.75 +D+Lr+H Dsgn.L= 10.50 ft 1 0.293 0.012 0.21 0.21 1.18 0.70 1.00 1.00 0.08 11.28 6.75 +D+S+H i Dsgn.L= 10.50 ft 1 0.293 0.012 0.21 0.21 1.18 0.70 1.00 1.00 0.08 11.28 6.75 I +0+0.750Lr+0.750L+H Dsgn.L= 10.50 ft 1 0.660 0.026 0.47 0.47 1.18 0.70 1.00 1.00 0.18 11.28 6.75 I +0+0.750L+0.750S+H Dsgn.L= 10.50 ft 1 0.660 0.026 0.47 0.47 1.18 0.70 1.00 1.00 0.18 11.28 6.75 +D+O.60W+H Dsgn.L= 10.50 ft 1 0.293 0.012 0.21 0.21 1.18 0.70 1.00 1.00 0.08 11.28 6.75 +0+0.75011+0.750L+0.450W41 Dsgn.L= 10.50 ft 1 0.660 0.026 0.47 0.47 1.18 0.70 1.00 1.00 0.18 11.28 6.75 +0+0.750L+0.750S+0.450W+H Dsgn.L= 10.50 ft 1 0.660 0.026 0.47 0.47 1.18 0.70 1.00 1.00 0.18 11.28 6.75 +0.60D+0.60W+0.601-1 Dsgn.L= 10.50 ft 1 0.176 0.007 0.12 0.12 1.18 0.70 1.00 1.00 0.05 11.28 6.75 +0+0.70E+0.60H Dsgn.L= 10.50 ft 1 0.293 0.012 0.21 0.21 1.18 0.70 1.00 1.00 0.08 11.28 6.75 +D+0.750L+0.750S+0.5250E+H Page 51 of 52 Dsgn.L= 10.50 ft 1 0.660 0.026 0.47 0.47 1.18 0.70 1.00 1.00 0.18 11.28 6.75 Project Title: mENGINEERING °z Project ID: Structural Engineers Project Descr: " Inn nicter.nn Suet Suite 302 106.315.1513 iv) Stank_WA 913109 206.285.0615(F) __._.._. .._..._. M-. mle:SC Canopy Calcs.ec8 Steed Bea Software copyright ENERCALC,INC.INC1983-2020,Build:12.20.8.24 .11 DESCRIPTION: Angle Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega .0.60D+0.70E+H Dsgn.L= 10.50 ft 1 0.176 0.007 0.12 0.12 1.18 0.70 1.00 1.00 0.05 11.28 6.75 Overall Maximum Deflections Load Combination Span Max.="Defl Location in Span Load Combination Max."+"Del Location in Span +D+L+H 1 1.3983 5.280 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support2 Overall MAXimum 0.210 0.210 Overall MINimum 0.047 0.047 +D+H 0.079 0.079 +O+L+H 0.210 0.210 +D+Lr+H 0.079 0.079 +O+S+H 0.079 0.079 +D•0.750Lr+0.750L+H 0.177 0.177 +0+0.750L+0.750S41 0.177 0.177 +D.0.60W.H 0.079 0.079 +D+0.750Lr+0.750L+0.450W+H 0.177 0.177 .0.0.750L.0.7505+0.450W+H 0.177 0.177 .0.60D.0.60W.0.60H 0.047 0.047 +13+0.70E+0.60H 0.079 0.079 .0.0.750L+0.7505.0.5250E+H 0.177 0.177 +0.60D.0.70E+H 0.047 0.047 D Only 0.079 0.079 L Only 0.131 0.131 H Only Page 52 of 52 - > E �v n THE SMALL LEG ON TRUSS a d THAT SITS ON 2X6 WALL ISNJ 0 RA BECAUSE OF THE OVERALL 3Z it HEEL HEIGHT BEING 1-4-8 & 4.1 ' THE DEPTH OF THE TRUSS l w. �ma 06 ALL TRUSS TO BUILDING CONNECTIONS BEING 16" PERP OFF OF TOP CHORD .e ARE THE RESPONSIBILTY OF THE BUILDING _Q DESIGNER OR THE ENGINEER OF RECORD rc w o o m E& o E ' wp-,oF ,O<O C 1. m Ow OJwz ou., J o,-M.-mWoNwO 1'-9" OVERHANGS WITH SQUARE CUT ENDS oLLw800=DODO 0 PER DETAIL 13-Al2 84-07-00 s�awzwa wwdo xm'moouLLzz z m o-oz� ¢JOO'o 3-11-08 zi'2*claumowa" E 1 OA HEELS HERE ON aw S'wiz`q,e,2 A 10.1- WALL HGT 7-01-00 'Lg'wsREguo.1 3,7V 1I O m O i E W T O W K N I q 13-03-00 19-03-00 10-11-0W 6-02-00 8-11-08 24-00-00 a n LL o w o o o V o 1) FRAME THIS CORNER Oy AT 10.1-2 HGT U F L , I 1 12-00-00 I V>B- , M o 1'-4- •"OA HEELS ;RE 0 ON )-1-2 PLT HGT o 0 CO qO (9�1 9 W 4 ,,, o rb Q Q 4(? 5(2 6-02-00 TOP OF 4X; q (_ I_ _ I II I I I I p II I� 1 I I I 1 2 011-00 A7110-2: �D �1 .� o w - - - I 11411N2'- 'Hp I i I� Q O _ 2 ■.■..I� coil!" G HGT 4 LLCLI 1 I 01Q -5-2 'GH RE V„ H Et 07 -0+ / q n o a T _I_ �8 l m N I— Q W c N 2-0.-00 !F.' 1D . n Ii 0 O Q O Q — v a BO" An I! FR2 eO J `�12 I Q LL ( C o U U I ET Q LT • �II_ 'o I otO q 3l2 a o ce m 1 o H OF it A z i' HGT N/12 AU'T 1 3I12 V U'T 11 W G �I I J U o I, 4 1 U +{I III 11 e r I�R}�IR�4'IF4aRri1 IL _ _ --I 11 1 i 1 r 1 1 i � 1 i, 1 .I'lI II/ 1 It/I¢ i� 2-0H Ne -I UI1111�N�1111i111 i��I�l1'I__■iiU_l.■II.• n, I —�-_ _,��� .-.. - 0 t0 2-OD Fe eN-,10 1.011.. I s1 a �I��I.IRRRwI, NNNII�,�� IWN�I�II � 1 w � 4H 21-10-12 2X6 WALL HOT U 0 7-00-00 9 A• 18 19-03-00 , 2X6 ALL 10-1-2 HOT 4 1 -00-12 (NOT,SING FOR TRUSS B•G 111) OO�CC Q A >. ❑X CONFORMS TO DESIGN CONCEPT 21-2-4 WALL HOT W W 0) a ❑ CONFORMS TO DESIGN CONCEPT WITH 31-03-12 14-05-1 24-00-00 I- Q 2 NOTED 5-07 18-04-OB Z CC Lu W ct CL 10"WIDE CONC WALL-USING AS BRG 12-1.2 T LL NON-CONFORMING-REVISE&RESUBMIT z U N POCKETS INTO BOTTOM CHORD UP 2'-0" O � THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE ® CONFORMS TO DESIGN CONCEPT 0 g (6 AWITH BRICADTORNENDOR OFIGN PT RESPONSIBILITY }SPONSIBILITY FOR CONFORMANCE WITH DESIGN 0 CONFORMS TO DESIGN CONCEPT WITHONLY AND DOES NOT REUEYE THE U 7 W a' C DRAWINGS SPECIFICATIONS,AND APPLICABLE CODES ALL OF WHICH HAVE 1 -7-1/8 OVERHANGS HER WITH SQUARE CUT ENDS PER 9-Al2 REVISIONS AS SHOWN p < 2 PRIORITY SarahS SHOP DRAWING ❑ NON-CONFORMING-REVISE AND RESUBMIT 1 Ch By Sarah Thompson Date 5/12/21 U m 17C .y THIS SHOP DRAWING HAS GERI REVIEWED FOR GENERAL CONFORMANCE W eL D > .. V MILBRANDT ARCHITECTS 1 POLYGON-TAYLOR MORRISON WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE L/1 FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFtlOWICE WITH THE DESIGN OWNIINGS AND SPECIFICATIONS ALL OF MIICH HAVE PRIORITY RIVER TERR AREA 4 ROSHAK SWIM CENTER REG WALL HGT 10-1-2 OVER THIS SHOP DRAWING. CO p OJ Q 23877-REVISION DATE 5-5-21 HATCHED AREAS ARE 11-5-2 By: Y.E.Z. wme:O5/12/2021 J Z CT ENGINEERING,INC. N 5 16g w m -J CL CI lll� . 101. MiTek5 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 23877 POLYGON-TAY MOR-SWM CNTR The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K9597585 thru K9597607 My license renewal date for the state of Oregon is December 31,2021. ❑X CONFORMS TO DESIGN CONCEPT ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS NOTED • ❑ NON-CONFORMING—REVISE&RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FARRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN DRAWINGS,SPECIFICATIONS.AND APPLICABLE CODES,ALL OF WHICH HAVE PRIORITY OVER THIS SHOP DRAWING. By Sarah Thompson Date 5/12/21 MILBRANDT ARCHITECTS 44bIN4\s .1) PRO4- 89200PE �OREGONtk 444� /O 1 '14 20 Q-t" May 11,2021 Baxter,David IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSUTPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. Job Truss Truss Type Qty Ply POLYGON-TAY MOR-SWM CNTR K9597585 23877 A01 GABLE 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,OR-97035, 8.430 s Apr 20 2021 MiTek Industries,Inc. Tue May 11 15:12:02 2021 Page 1 ID:facDArYBzpMgV6l RcuUeCyCh33-TZGKc8tEOWorORpxQ3aVPI00sHulyrJ37M_5K6zHxfh " -1-]2 3e-B 7-3-0 gab 15-0-0 18-3-8 23-7-0 28-8-0 ?7-4-CI28-11-2 i-]-2 I 3-6-8I 3-8-8 238 I 5-5-8 3-3-8I 6-3-8I 2-11-0 5-10-d 1-7-2 I p 12 S9.1ll =1:51.4 PROVIDE DRAINAGE TO PREVENT 3x4 7:.-.. 39 WATER FROM PONDING. 11 3x4 3.00 112 3x4 Jxe' 10 1 1= 2725 : 8 e e 37 38 334 3x4 rb • 4x4 II 7 45 QQ 1j = 15 I 3x4= d d 18 1 — 23 22 21 20 19 17 3x4= 3x4= 3x8= 7-3-0 27-0-0 Sae 33-6-82-36 I r:ao S�s� I -ae 36 1s-o-a 5-5-8I 1aa-e ) 3-3-823-7-0 5-3-8I zs-a2a-00 zf$ 2 0-5-5 0-10-0 Plate Offsets(X,Y)- 16:0-2-12,0-3-81.118:0-5-8,0-2-41,129:0.1-13,0-0.121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/deft Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.02 21-22 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.16 Vert(CT) -0.0521-22 >999 180 TCDL 10.0 Rep Stress Incr YES WE 0.63 Horz(CT) -0.01 23 n/a n/a BCLL 0.0 Code IBC2018/TPI2014 Matrix-MS Wind(LL) 0.01 21 >999 240 Weight:201 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr except end verticals. WEBS 2x4 OF Stud/Std'Except" BOT CHORD Rigid ceiling directly applied cc 6-0-0 a bracing. 12-14:2x4 DF No.1&Btr JOINTS 1 Brace at JA(s):18 OTHERS 2x4 OF Stud/Std REACTIONS. All bearings 6-9-8 except(jt=length)14=0-10-0. (Ib)- Max Horz 28=197(LC 11) Max Uplift All uplift 100 lb or less at joint(s)24,26,23 except 28=129(LC 10),14=-147(LC 14) Max Gray All reactions 250 lb or less at joints)25,27 except 28=255(LC 21),14=1036(LC 1),24=540(LC 21), 24=502(LC 1),26=285(LC 21),23=606(LC 1),23=606(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 5-6=-138/609,5-7=551/25,7-9=-647/78,9-10=-867/109,10-11=-650/81 BOT CHORD 22-23=-67/558,21-22=-64/566,20-21=-138/937,15-18=-116/592,14-15=-116/592, 4-24=-502/90 WEBS 11-18=-23/589,11-14=-963/132,18-20=-135/871,10-18=-269/73,6-7=-359/126, 3-26=-271/142,6-23=-859/97,8-21=-93/401,8-9=387/23 NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25tt;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2E)-1-6-11 to 1-5-5,Interior(1)1-5-5 to 28-10-11 zone;cantilever left and right Rcp PR OFE exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate 'G ,nu. rip 2)T Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry ��\�� �NG I N��-7 S/O29 Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-16;Pf=25.0 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat B;Partially Exp.;Ce=1.0;Cs=1.00;Ct=1.10 •92 OP f 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. - 6)This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 7OREGON ,.CC 8)Gable studs spaced at 1-0-0 oc. Z. vi 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �O qY 14 20� Pe 10)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide /j,� 0 will fit between the bottom chord and any other members. -rFIR'LA" 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)24,26,23 except (jt=lb)28=129,14=147. 12)Thls truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI RENEWAL DATE 12-31-2021 1. May 11,2021 1 13)Graphical ourlin representation does not depict the size or the orientation of the Dublin alone the too and/or bottom chord. A WARNING-Veritydeegn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5)19/2020 BEFORE USE. Design valid for use only with UMW*connectors.This design is based only upon parameters shown,and is for an individual building component,not MI a truss system.Before use,the buldig designer nest verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent witness with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of tresses and truss system.see ANSITPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Salary Information available from Truss Plate Institute,2670 Crain Highway.Suite 203 Waldorf,MO 20601 Corona,CA g2880 Job Truss Truss Type Oly Ply POLYGON-TAY MOR-SWM CNTR K9597588 23877 Al MONOPITCH SUPPORTED 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.430 s Apr 20 2021 MiTek Industries.Inc. Tue May 11 15:12:09 2021 Page 1 ID:facDArYBzpMgV6l RcuLieCyCh33-mvBz4XzdkggsMVrHK1C8BDAb551354x5kyAz4CzHXfa I -1-9-0I 3-9-0 7-6-0 9-1-2 1-9-0 3-9-0 3-9-0 f 1-7-2 Scale=1:21.6 5 3x4 II 3.00 12 4 r 3x4 3 J' r ��I ' 2 3x6% g � 1 ' ' 3x6 ,re. i s7rrp 3x4 3.00 12 - B 3x6 3-9-0 I 7-6-0I I 3-9-0 3-9-0 Plate Offsets(X,Y)- f8:03-0,0-1-21 LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (hoc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.01 7 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.12 Vert(CT) -0.03 7 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.00 6 n/a n/a BCLL 0.0 • Code IBC2018/TP12014 Matrix-MP VJind(LL) 0.01 7 >999 240 Weight:39 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purllns, BOT CHORD 2x4 DF No.1&Btr except end verticals. WEBS 2x4 OF Stud/Std'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-8,4-6:2X6 DF 5S G REACTIONS. (size) 8=0-5-8,6=0-5-8 Max Hors 8=88(LC 11) Max Uplift 8=-95(LC 10),6=-86(LC 14) Max Gray 8=527(LC 21),6=585(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-8=-493/245,23=-640/136,4-8=-375/208 BOT CHORD 6-7=-254/604 WEBS 2-7=59/580,3-6=580/229 NOTES- 1)Wind:ASCE 7-16;Vul1=12omph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2E)-1-9-7 to 1-2-9,Interior(1)1-2-9 to 9-0-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-16;Pf=25.0 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat B;Partially Exp.;Ce=1.0;Cs=1.00;Ct=1.10 3)Unbalanced snow loads have been considered for this design. c1ED PR 0FES 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs ��� cC N�cA „0, non-concurrent with other live loads. `7 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,9 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide $>y92OO PE will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Bearing at joint(s)8,6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify is capacity of bearing surface. t . 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift al joints)8,6. 10)This truss is designed In accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI OREGON 44/ 1. 9L/0�41-14 °�� M 2FRRIL -0P RENEWAL DATE:12-31-2021 May 11,2021 r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 20 BEFORE USE. �- Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an Individual building conlponern,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. truss Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for slebdity and to prevent collapse with r personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses s and and tru systems,see ANSI/DP/f Quality Criteria,DSS-89 and SCSI Building Component 25D King Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92860 Job Truss Truss Type Oty Ply POLYGON-TAY MOR-SWM CNTR K9597587 23877 A02 ROOF SPECIAL 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.430 s Apr 20 2021 hiTek Industries,Inc. Tue May 11 15:12:03 2021 Page 1 ID:facDArYBzpMgV6l RcuUeCyCh33-xlgipUus9gwidaO7_m6kyywZcgE_h IZDMOjfsYzFIXfg ' -1-72 l 368 73-0 l 9$8 15-0-0 18-3-8 23-7-0 I 26-6-0 27-I- 28-11-2 I 1-7-2 3-6-8 3-8-8 2-3-8 5-5-8 3-3-8 53-8 2-11-0 100--d0 1-7-2 , 1.5x4 II Scale=1:52.4 12 13 PROVIDE DRAINAGE TO PREVENT 29 WATER FROM PONDING. 11 3.00112 10 1 1.5x4 II 4x8; 2 8 9 q 27 28 il 1.5x4 II 4x4 7 45 ci, i 1x8= 15 8 b 6 26 25 1.5x4= ® II - 23 22 21 20 19 17 1.5x4 II 3x8= 1.5x4 II 1.5x4 II 27-4-0 ac-e ""89e3 15-0-0 l 18-3-8l 23-7-0 I 260-0 20c$ 3-6-8 3-3-0I 233 5-5-8 8-3-8 63-8 2-60 !- 0-10-0 Plate Offsets(X,Y)- [6:0-2-12,0-3-8],[18:0-5-8,0-2-] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.02 21-22 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.16 Vert(CT) -0.05 21-22 >999 180 TCDL 10.0 Rep Stress trier YES WB 0.63 Horz(CT) -0.01 23 Na n/a BCLL 0.0 Code IBC2018/TP12014 Matrix-MS Wind(LL) 0.01 21 >999 240 Weight:191 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr except end verticals. WEBS 2x4 DF Stud/Std'Except' SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 12-14:2x4 DF No.1&Btr 6-0-0 oc bracing:24-25,23-24. JOINTS 1 Brace at Jt(s):18 REACTIONS. (size) 26=038,14=0-10-0,23=0-5-8 Max Horz 26=197(LC 11) Max Uplift 26=120(LC 10),14=-147(LC 14),23=-115(LC 14) Max Gray 26=426(LC 21).14=1036(LC 1),23=1297(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-26=-251/143.3-4>252/0,5-6=135/590.5-7=533/26,7-9=-830/80,9-10=-868/110, 10.11=-650/82 DOT CHORD 22-23=-70/568,21-22=-67/575,20-21=-139/938,15-18=116/593,14-15=-116/592, 23-24=-686/95,4-24=-648/112 WEBS 11-18=-24/590,11.14=-963/133,18.20=-135/872,10-18=-269/74,6-7=359/126, 3-26=-253/50,4-25=163/314,6-23=-870/96,6-21=-91/392,6-9=-405/23 NOTES- 1)Wind:ASCE 7-16;Vult=l2omph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed: MWFRS(envelope)gable end zone and C-C Exterior(2E)-1-6-11 to 15-5,Interior(1)1-5-5 to 28-10-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate �0 PROF grip DOL=1.60 �� Ss 2)TCLL:ASCE 7-16;Pf=25.0 psi(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat B;Partially Exp.;Ce=1.0;Cs=1.00;Ct=1.10 ���5 �NG(N FF9 /0�9 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psi or 1.00 times flat roof load of 25.0 psf on overhangs 89200PE non-concurrent with other live loads. 5)All plates are 3x4 MT20 unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 9 OREGON �� 26=120,14=147,23=115. 1. 4 \k 9)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. /O '9Y 14 2,0 iAs ' 10)Graphical purlin representation does not depict the size or the orientation of the purtln along the top and/or bottom chord. 0`_ RR1tA- RENEWAL DATE:12-31-2021 May 11,2021 O WARNING-Verily design parameters sod READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7673 rev.5I1a2020 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for en individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M ilek' is always required for stability and to prevent collapse with possible personal injury and property damage.Far general guidance regarding the fabrication,storage,delivery,erection end bracing of trusses and truss systems,see ANSUTPH Quality Criteria,DSB-49 and BC.%Building Compared 250 Klug Circle Safstylnfonnation available from Truss Rate Institute,2870 Crain Highway,Suite 203 Waldorf,MD 20801 Corona,CA 62880 Job Truss Truss Type Oty Ply POLYGON-TAY MORSWM CNTR K9597588 23877 A2 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.430 s Apr 20 2021 MiTek Industries,Inc. Tue May 11 15:12:10 2021 Page 1 ID:facDArYBzpMgV61 RcuLieCyCh33-E5ILHtcFVzojzf0UukkNkRjkjVcWriTvFrcwWcez1-IXfZ -1-9-0 . 5-4-8 15-5-4 ) 20-7-0 122-2-2 1-9-0 5-4-8 10-0-12 5-1-12 1-7-2 3x4 II Scale:1/4'=1' 7 8 35 A sr 4X4 i_n ti 6 J 4X4 34 Mz 8 3.00 12 3z4' S • 4x6 r - 3x4 4 Is _ 10 3 1 3.00� Iilirnii1iIiiiv 3x4 • .• ,e.ee!JweW!Jw•d9Aal. ggt w emeemee wwwM_wJaLiOe 3x 3x4= 3x4= 19 18 17 16 15 14 13 12 5-4-8 10-9-0 15-5-4 20-7-0 5-4-8 6-4-8 4-8-4 5-1-12 ) Plate Offsets(X,Y)- [29:0-1-12,0-0-121,131:0-1-12,0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.05 10 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.23 Vert(CT) -0.11 10 >999 160 TCDL 10.0 Rep Stress leer YES WB 0.53 Horz(CT) -0.01 11 n/a n/a BOLL 0.0 • Code IBC2018/TP12014 Matrix-MS Wind(LL) 0.02 10 >999 240 Weight:135 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Blr TOP CHORD Structural wood sheathing directly applied or 5-8-6 oc puffins, BOT CHORD 2x4 DF No.1&Btr except end verticals. WEBS 2x4 DF Stud/Std'Except* BOT CHORD Rigid ceiling directly applied or6-0-0oc bracing, Except: 7-9:2X6 DF SS G 10-0-0 oc bracing:11-12,9-10. OTHERS 2x4 DF Stud/Std REACTIONS. All bearings 10-9-0 except(jt=length)9=0-5-8. (Ib)- Max Horz 19=173(LC 11) Max Uplift All uplift 100 lb or less at joints)19,16,12,9 except 11=-130(LC 10) Max Gray All reactions 250 lb or less at joint(s)12,12,13,14,15,17,18 except 19=345(LC 1),16=364(LC 1), 11=721(LC 21).9=745(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 55=-1276/64,7-9=-424/142,2-19=-327/106 BOT CHORD 5-11=-653/150,9-10=-110/1219 WEBS 3-16=-330/65.5-10=-122/1201,6-9=-1017/93 NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft:Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2E)-1-9-7 to 1.2-9,Interior(1)1-2-9 to 22-1-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 cik1`D PR°FFn 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry °` 4)0 3)TOLL:ASCble End Details 7,116;as applicable,or Pf=25 0 psf(Lum DOL=1.15 Plate DOL building qualified .15); 5=r as 1 0;Rorugh Cat 61;1Parlially Fop.;Ce=1.0:Cs=1.00;Ct=1.10 i,SI �NpIN,FF9 /0# 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs 89200PE f non-concurrent with other Ilve loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable studs spaced at 14-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. or (r 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide -y OREGON L`� will fit between the bottom chord and any other members. G 1p 10)A plate rating reduction of 20%has been applied for the green lumber members. <O 4 y 14 Q� 11)Bearing at joint(s)11,9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify A.� L capacity of bearing surface. R� 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)19,16,12,9 ��/ except(jt=lb)11=130. 13)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI RENEWAL DATE:12-31-2021 1. May 11,2021 1 A WARNING.Verih/design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII4473 rev.5119/2020 BEFORE US-. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not MN a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only,Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Mil Quality Crferia,DSB-69 and WV Bending Component 250 King Circle Safety/nformarion available from Truss Plate Insttule,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92860 Job Truss Truss Type Qty Ply POLYGON-TAY MOR-SWM CNTR K9597589 23877 A03 ROOF SPECIAL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.430 s Apr 20 2021 44Tek Industries,Inc.Tue May 11 15:12:06 2021 Page 1 ID:facDArYBzpMgV61 Rcu LieCyCh33-MKWrS W W ISI IHV26ifMIRZbY3iuCEuYaf2yJTtzHXfd -1-7-2 3-6-5 I 7-3-0 1 9-6-8 1 15-0-0 1 19-3-81 23-7-0 1 26.150 77d5 28-11-2 1 172 3-6-9 3-88 2-3-8 5-5-8 4-3-8 4-3-8 2-11-0 /i10-d 1.7-2 1.584 II Scale=1:53.3 12 13 PROVIDE DRAINAGE TO PREVENT 3,6 27 WATER FROM PONDING. 11 3812:; 3.00 1 12 4x4 10 1 1.5x4 II 384 2 8 9 q 25 26 33 3x6_ 1.5x4 I [1 el 4x4 II 7 45 Y • oe Alli 1,11k-,- M111•111111i1e89 3XaIZ 28 16 28 6x6= 24 1.5%4 el i/ @, nil El N 334= 3x4= ` y 4:gi:OPi�i�i�i�i0.•a04.•J041�'J::_:•::MOw. - .'limit.•!�•1.•.•.xaw• •.•.�w•s.•.•. 21 20 19 18 17 6x6= 1.584 I I 4x12= 5x8= 1.584 II 77�r yy $ 1,3 ,2 26 A27-0-0 3b$ 1 3-3-0 d5-9 23aI 6S8 167-19 37-. 24-38 b4,1-01 7.60 IS6�E I 0-10-0 Plate Offsets(X,Y)- [6:0-2-12,0.38],[15:0-5-8,0-2-41,[18:0-2-8,0-3-0] LOADING (psT) SPACING- 2-04 CSI. DEFL. in (loc) 1/defi Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.02 19-20 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.45 Vert(CT) -0.04 19-20 >999 180 TCDL 10.0 Rep Stress'nor NO WB 1.00 Horz(CT) -0.05 18 n/a n/a BCLL 0.0 Code IBC2018/TP12014 Matrix-MS Wind(LL) 0.02 16 >999 240 Weight:187 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Blr TOP CHORD Structural wood sheathing directly applied or 5-0-12 oc pudins, BOT CHORD 2x4 DF No.1&Btr except end verticals. WEBS 2x4 DF Stud/Std"Excepr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 2-24,12-14:2x4 OF No.1&Btr 4-5-1 oc bracing:17-18 3-88 oc bracing:18-19. WEBS 1 Row at midpt 6-19 REACTIONS. All bearings 0-5-8 except(jt=length)24=0-3-8,14=0-10-0,18=9-4-0. (Ib)- Max Horz 24=717(LC 43) Max Uplift All uplift 100 lb or less at joint(s)except 24=-187(LC 42),14=-988(LC 50),21=311(LC 49), 19=-157(LC 41),18=538(LC 49) Max Gray All reactions 250 lb or less at joint(s)except 24=446(LC 21),14=1098(LC 33),21=1230(LC 34), 19=719(LC 1),18=756(LC 32) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-595/539,3.4=1283/1101,4-5=-1750/1699,58=1934/1965,5.7=-480/385, 7-9=-949/872,9-10=-981/995,10-11=-632/522,11-12=-665/625,12-14=253/122 BOT CHORD 23-24=-612/680,22-23=-254/227,17-18=-2284/2284.16-17=-467/467,14-15=807/856, 21-22=-592/368,4-22=505/395,20-21=-726/821,19-20=-717/822,18-19=-3247/3231 WEBS 11-15=-1075/1115,11-14=-1308/1246,10-19=-1144/1109,6-7=-354/156,3-24=-331/153, 4-23=-392/495,6-21=-974/828,9-19=-408/246,6-19=-2155/2018,6-9=729/787, 10-18=-351/189,15-18=-1099/1081,10-15=-978/1064 c1r D NOTES- .`�`T``O PRUFFS IA°INEZ. s 1)Wind:ASCE 7-16;MWFRS(envelope)gable2end zone anted C-C Exterior(2E)-nd gust) n1t5-11 to 1-5-5,lnteriior(1)1-5-5 to28-10-Cal. ozone;cantileverleft and right ,,,S 4v '-','T 'O4. exposed;end vertical left and right exposed:C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 89200PE 2)TCLL:ASCE 7-16;Pf=25.0 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat B;Partially Exp.;Ce=1.0;Cs=1.00;Ct=1.10 • 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs • non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9 OREGON 4(/� 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. �O 4 14 2O��A 7)Bearing at joint(s)18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify A>.L V`- capacity of bearing surface. ,YI RR I L-L 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 187 lb uplift at joint 24,988 lb uplift at joint 14,911 lb uplift at joint 21,157 lb uplift at joint 19 and 538 lb uplift at joint 18. 9)Thls truss Is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. RENEWAL DATE:12-31-2021 10)This truss has been designed for a total drag load of 150 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist May 11,2021 drjo Igadg glory bottom chord from 15-2-0 to 24-6-0 for 439.3 Dlf. A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7470 rev.5tW2020 BEFORE USE. Design valid for use only with Mil ek®connectors,This design is based only upon parameters shown,and Is for an individual building component,not INIII a truss system_Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building desgn.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mills** is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI Mil Quality Castle,DSB-la and SCSI Building Component 250 Klug Circle Safety Information available horn Truss Plate Institute,2670 Crain Hghway,Sate 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Oty Ply POLYGON-TAY MOR-SWM CNTR 89597589 23877 A03 ROOF SPECIAL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.430 s Apr 20 2021 MiTek Industries,Inc. Tue May 11 15:12:06 2021 Page 2 ID:facDArYBzpMgV61 RcuLieCyCh33-MKWrS WWISIIHV26ifvMRZbY3iuCEuYaf2yJTtzHXfd NOTES- 11)Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. A WARNING-Verily design pammmas and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7173 rev.5f1912020 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before we,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of tosses and truss systems,see ANSI/TPII Qualify Whale,D58.59 end SCSI Building Component 250 Klug Circle Safety lnfwmatlnn available from Truss Plate Institute,2070 Crain Highway,Suite 203 Waldorf,MD 20801 Corona,CA 02880 Job Truss Truss Type Qty Ply POLYGON-TAY MOR-SWM CNTR K9597590 23877 A3 MONOPITCH 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.430 s Apr 20 2021 MiTek Industries,Inc. Tue May 11 15:12:12 2021 Page 1 IDdacDArYBzpMgV61 RcuLieCyCh33-AUt6iZ?V1 b30Dzas?9mrpso4wJleINmYOwPdgXzllXfX ' 1-9-0 5-0-12 15-1$ 25-1-4 30-3-0 31-10-2 1-9-0 5-0-12 10-0-12 9-11-12 I 5-1-12 11-7-2 ,: 3.00 12 g *Tale=1:56.5 22 4x4 ttsv 8 11 ,h 4x4 7 21 4x6 5 0 12 4x4 -, 4 13 3.00 FIT ' 3 A r' 20 2 cc ' g16 : § ___ � 4x8= 15 NI 19 18 17 1.5x4 II 4x8= 1.5x4 II 5-0-12 9-11-12 15-1-8 I 203-4 251.4 { 30-3-0 5-0-12 4-11-0 5-1-12 5-1-12 4-10-0 5-1-12 Plate Offsets(X,Y)— [16:05-8,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lot) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.06 12 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.26 Vert(CT) -0.12 12 >999 180 TCDL 10.0 Rep Stress!nor YES WB 0.57 Horz(CT) -0.01 11 nla n/a BCLL 0.0 ' Code IBC2018)TPI2014 Matrix-MS Wind(LL) 0.02 12 >999 240 Weight:157 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 OF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 5-4-1 oc purling, BOT CHORD 2x4 OF No.1&Btr except end verticals. WEBS 2x4 OF Stud/Std`Except* DOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 9-11:2X6 DF SS G REACTIONS. All bearings 0-5-8 except(jt=length)17=0-3-8,14=0-3-8. (lb)- Max Horz 19=233(LC 10) Max Uplift All uplift 100 lb or less atjoint(s)19,11 except 17=117(LC 14),14=-151(LC 14) Max Gray All reactions 250 lb or less at joints)except 19=549(LC 1),17=941(LC 1),14=1061(LC 21), 11=801(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-493/0,45=-364/0,7-8=-1421/62,9-11=451/143.2-19=-991113 BOT CHORD 16-19=-265/162.16-17=-899/138.4-16=-629/112.14-15=-66/310,13-14=-804/129, 7-13=-742/149,11-12=-108/1348 WEBS 4-15=0/417,5-14=-384/83,2-18=0/396,16-18=-156/435,3-16=517/59,7-12=-124/1291, 8-11=-1136/92 NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2E)-1$49 to 1-3-12,Interior(1)1-3-12 to 31-9-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate !.n'p PR OFF grip DOL=1.60 �` Ss 2)TCLL:ASCE 7-16;Pf=25.0 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat B;Partially Exp.;Ce=1.0;Cs=1.00;Ct=1.10 \ �cNGINEZ- /Q 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times fiat roof load of 25.0 psf on overhangs 89200PE T non-concurrent with other live loads. 5)All plateshas been ndes unless edfor r a 10.0ein bottom AP/�' 6)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide -,. will fit between the bottom chord and any other members. ii ,,' 8)A plate rating reduction of 20%has been applied for the green lumber members. 7 OREGON rl/� 9)Bearing at joints)11 considers parallel to grain value using ANSIfTPl 1 angle to grain formula. Building designer should verify /.- capacity of bearing surface. /O�Al Y 14 20'` 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)19,11 except 0 (jt=lb)17=117,14=151. -•eR R II-,• 11)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 RENEWAL DATE:12-31-2021 May 11,2021 I I MOM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MII-7d73 rev.S/1912020 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual balding component,not imm a truss system Before use,the building designer must verify the appgcability of design parameters and properly incorporate this design into the overaN building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MI Peke a always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,WB-Nand BCSI Building Component 250 Klug Circle Safety Information available from Taw Plate Institute,2670 Crain Highway,Stale 203 Waldorf,MD 20601 Corona,CA 92803 Job Truss Truss Type any Ply POLYGON-TAY MORSWM CNTR K9597591 23877 A3-GE GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.430 s Apr 20 2021 MiTek Industries,Inc. Tue May 11 15:12:13 2021 Page 1 ID:facDArYBzpMgV61 RcuUeCyCh33-egRUw O8ouBHg782ZtH4M3LFgiet1g0hfa8ADzzHXIW /-9-0 5-0-12 15-1-8 25-1-4 303-0 31-10-2 1-9-0 5-0-12 10-0-12 9-11-12 5-1-12 1-7-2 Scale e 1:59.1 3.00 12 3x4 II 9 10 x4 g 1 ,A r' 4x4 3x4% 7 38 - /- _4x6 3x4= 8 5 12 a 4x4 3x4 -, 4 3x4% g3x4 3.00 12 3 3 26�37 111 1y -I- 3x4'R q 15 = = it�A eeee e444 w�4J4•Nt tot_J_eoNt -_J_eO1i:' 3x4= 4x8= 23 22 21 20 19 18 17 5-0-12 1 9.11.12 15-1-8 20-3-4 I 25-1-4 30-3-0 5-0-12 4-11-0 5-1-12 5-1-12 4-10-0 5-1-12 Plate Offsets(X,Y)-- [16:05-8,0-2-41[27:0-1-9,0-0-12],[29:0-1-10,0-0-12],[34:0-1-9,0-0-12] LOADING (P80 SPACING- 2-0-0 CSI. DEFL. in (roc) I/dell lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.06 12 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.26 Vert(CT) -0.12 12 >999 180 TOOL 10.0 Rep Stress Incr YES WB 0.57 Horz(CT) -0.00 11 n/a n/a BCLL 0.0 ' Code IBC2018/1P12014 Matrix-MS Wind(LL) 0.02 12 >999 240 Weight:170 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 5-4-1 oc purlins, BOT CHORD 2x4 DE No.1&Btr except end verticals. WEBS 2x4 OF Stud/Sid`Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 9-11:2X6 DF SS G 10-0-0 oc bracing:14-15,11-12. OTHERS 2x4 DE Stud/Sid REACTIONS. All bearings 10-1-8 except(jt=length)14=0-3-8,11=0-5-8. (Ib)- Max Horz 23=234(LC 10) Max Uplift All uplift 100 lb or less atjolnf(s)23,20,22,11 except 17=122(LC 14),14=-152(LC 14) Max Gray All reactions 250 lb or less al joint(s)18,19,21,22 except 23=326(LC 21),17=628(LC 1), 17=628(LC 1),14=1080(LC 21),20=407(LC 1),11=801(LC 21) FORCES. (Ib)-Max.Camp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 4-5=-393/0,7-8=-1423/62,9.11=-451/143,2-23=313/113 BOT CHORD 22-23=-266/128,21-22=-266/128,20-21=-266/128,16-17=-620/123,4-16=-583/110, 14-15=-68/338,13-14=-804/129,7-13=-743/149,11-12=-108/1350 WEBS 4-15=0/355,5-14=-417/85,3-20=-347/107,7-12=-124/1291,8-11=-1137/92 NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2E)-1-9-7 to 1-2-14,Interior(1)1-2-14 to 31-9-11 zone;cantilever left and right PR exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate f� Q QF grip DOL=1.60 ��+ ss 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry 5 , Gj N C.q �Q Gable End Details as applicable,or consult qualified building designer as per ANS/TPI 1. �� .'' 29 3)TCLL:ASCE 7-16;P1=25.0 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat B;Partially Exp.;Ce=1.0;Cs=1.00;Ct=1.10 92 OP 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7 w�OREGON �(/� 9)'This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide G '9 1� will fit between the bottom chord and any other members. <O '9 14 24 .. 10)A plate rating reduction of 20%has been applied for the green lumber members. 11)Bearing at joint(s)11 considers parallel to grain value using ANSITPI 1 angle to grain formula. Building designer should verify MRRII.L capacity of bearing surface. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)23,20,22,11 RENEWAL DATE:12-31-2021 except(jt=Ib)17=122,14=152. 13)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI May 11,2021 1. A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/182020 BEFORE USE Nit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and a for an individual building component,not a truss system.Before use,to building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing indicated Is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing Mile IC is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSIRPII Quality Criteria,DS8-89 and SCSI Building Component 250IOug Circle Saki yInformation available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Oty Ply POLYGON-TAY MOR-SWM CNTR K9597592 23877 A04 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co. Lake Oswego,OR-97035, 8.430 s Apr 20 2021 MiTek Industries,Inc. Tue May 11 15:12:08 2021 Page 1 ID:facDArYBzpMgV61 RcuLieCyCh33-IjdbsBy?_MY?kMG5mKhvfOeP hIDMcmyWIRQXIzHXfb' -1-7-z ass I 6-9-e 9se I 13-0-0 I 10-0-0 I teas 23-7-0 z460�25 -0r za-lf-z 1-7.2 3-6-8 330 2-&0 3d-9 2-0.0 3.2-8 5-3-8 0.-611 10-d 1.7-2 I r Scale=1:48.8 PROVIDE DRAINAGE TO PREVENT 3x4 s 12 13 WATER FROM PONDING. 11 38 3x4= 3.00 112 10 1 3x4%4x8 36 2 9 37 33 8 0 3x4 • 4x4 11 7 45 6 0 d RB; / 5 Iod w rr�r r r •-�wr-- r 3x4= q 3x4= 3x4= 16 o A a 1 27 26 25 24 23 72 I 21 20 19 18 17 3x4= 3x4= 3x8= 7-3-0 30-e IHYO es-e I 16-0-0 I lase I 23-7-0 2ae-o,zs-a-o 3-8-82-11-6 % 2-38 5-5-63-3-85-3-8 0.11-0 10-0 0-5-a Plate Offsets(X,Y)- ]6:0-2-12,0-3-0],[15:0-5-8,0-2-41[28:0-1-13,0-0-12] LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.0219-20 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.41 Vert(CT) -0.05 19-20 >999 180 TCOL 10.0 Rep Stress Incr YES WB 0.38 Horz(CT) -0.01 21 n/a n/a BCLL 0.0 - Code IBC2018/TP12014 Matrix-MS Wind(LL) 0.01 19 >999 240 Weight:189 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 DF No.1&Btr'Except' except end verticals. 11-17:2x4 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2x4 DF Stud/Std 10-0-0 oc bracing:15-17 OTHERS 2x4 DF Stud/Std JOINTS 1 Brace at Jt(s):15 • REACTIONS. All bearings 6-9-8 except(jt=length)14=0-10-0,22=0-3-8,22=0-3-8. (Ib)- Max Horz 27=181(LC 11) Max Uplift All uplift 100 lb or less at joint(s)21,24,22 except 27=-135(LC 10),14=-131(LC 14) • Max Gray All reactions 250 lb or less at joint(s)23,25,26 except 27=254(LC 21),14=955(LC 1),21=550(LC 1), 24=279(LC 21),22=491(LC 21),22=454(LC 1) FORCES. (Ib)-Max-Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 5-6=-124/532,5-7=-487/21.7-9=-582/74,9-10=-681/94,10-11=-327/86 BOT CHORD 4-22=-463/85,20-21=-62/512,19-20=-59/519,18-19=121/792,11-15=87/570, 14-15=-87/269 WEBS 15-18=-124/653,9-18=-269/48,3-24=-267/134,6-7=-358/126,8-21=-776/87, 6-9=-298/18,6-19=-79/296,10-15=-431/80,11-14=-788/145 NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.opsf,h=25ft;Cal.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2E)-1-6-11 to 1-55,Interior(1)1-5-5 to 26-10-11 zone;cantilever left and right Rc) PR QF� exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate �1eS 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face).see Standard Industry J.\�� �NG I NEgrip DOL=1.60 �"7 s/O2-,y Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-16;Pf=25.0 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat B;Partially Exp.;Ce=1.0;Cs=1.00;Ct=1.10 :9200P 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. ,a� 6)This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 9 �OREGON 4j� 8)Gable studs spaced at 1-4-0 oc. G CIA 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i0 /1 y 14 2OA Q. 10)-This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide /�,� O will fit between the bottom chord and any other members. "zRRi`‘•• 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)21,24.22 except (ft=lb)27=135,14=131. 12)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI RENEWAL DATE:12-31-2021 1. May 11,2021 13)Graphical purlin representation does not depict the size or the orientation of the[Arlin along the too and/or bottom chord. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev 5/19'2020 BEFORE USE Design valid for use only with MITeke connectors.This design is based only upon parameters shown,and is for an individual buidirg component,not �� a Inns system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Milek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding tire fabrication,storage,delivery,erection end bracing of trusses and truss systems,see ANSVfP/f Quality Criteria,DSB-W and BCS/Building Component 25010ug Circle Safety Information avelable born Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type City Ply POLYGON-TAY MORSWM CNTR K9597593 23877 A4 MONOPITCH 2 1 Job Reference(optional) Pacific Lumber&Truss Co., take Oswego,OR-97035, 8.430 s Apr 20 2021 MiTek Industries,Inc. Tue May 11 15:12:15 2021 Page 1 ID:facOArYBzpMgV61 RcuLieCyCh33-b3YEKb10KWR74QIRgIJYRUOXMWF6Vn3 7udHHRHXfU -1-9-0 5-0-12 15-1-8 30-7-4 37-3-0I 0-10-2 1-9-0 5-0-12 10-0-12 I 15-5-12 6-7-12 t 1-7-2 3.00 FT 8x14 II Scale s 1:68.4 4x6% 11 12 3x6= 26 N. g10 5x8= 25 5 3x6% 7 14 6 4x8= 5 i 4x6' S 3.00 12 'a",4 3 Y 4x6 24 2 1 �420 18� Y5x12= 19 5x12 yX 23 22 21 17 16 4x8= 5-0-12 I 9-11-12 I 15-1-8 20.3.4 I 24-3-4 I 30-7-4 37-3-0 5-0-12 4-11-0 5-1-12 5-1-12 4-0-0 6-4-0 6-7-12 Pate Offsets(X,Y)- 19:0-2-15,0-1-8j,[11:0-3-8,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.17 14 >926 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.46 Vert(CT) -0.32 14 >477 180 TCDL 10.0 BCLL 0.0 ' Rep Stress!nor YES WB 0.34 Horz(CT) -0.01 13 n/a n/a BCDL 10.0 Code IBC2018ITPI2014 Matrix-MS Wlnd(LL) 0.06 14 >999 240 Weight:206 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Blr TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc purins, BOT CHORD 2x4 OF No.1&Btr except end verticals. WEBS 2x4 DF Stud/Std'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 11-13:2X6 OF SS G,8-14,10-13:2x4 DF No.1&Btr WEBS 1 Row at midpt 10-13 REACTIONS. All bearings 0-3-8 except(jl=length)23=0-5-8,13=0-5-8. (Ib)- Max Horz 23=288(LC 10) Max Uplift All uplift 100 lb or less at joint(s)17,23 except 21=119(LC 14),16=-132(LC 14),13=-112(LC 14) Max Gray All reactions 250 lb or less at joint(s)except 17=814(LC 21),23=549(LC 1),21=901(LC 1),16=806(LC 21),13=1018(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-478/0,4-5=-281/0,8-10=-2577/160.10-11=-451/19,11-13=506/153, 2-23=-499/106 BOT CHORD 22-23=-313/178,20-21=-859/141,4-20=589/108,17-18=-768/111,7-18=-280/104, 15-16=-765/155,8-15=-680/183.13-14=-222/2491 WEBS 2-22=0/387,20-22=-181/422,3-20=532/56,8-180-260/0,4.19=0/363,5-18=-39/92, 10-14=-296/126,8-14=-225/2369,10-13=-2043/172 NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2E)-1-9-7 to 1-11-4,Interior(1)1.11-4 to 38.9-11 zone;cantilever left and right �p�e� PR OFe.0 exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate 2)TC LLD::ASCE 7-16;Pf=25.0 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat B;Partially Exp.;Ce=1.0;Cs=1.00;Ct=1.10 �C��� tiNGI N�F'4 /��L9 3)Unbalanced snow loads have been considered for this design. CZ" te- 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs 89200PE non-concurrent with other live loads. 5)All plates are 3x4 MT20 unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide rn will fit between the bottom chord and any other members. 7OREGON �� I- AA 8)A plate rating reduction of 20%has been applied for the green lumber members. -- D1 9)Bearing al joint(s)13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify /0 '.1 y 1 4 2,01 P+ capacity of bearing surface. ,1 I 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)17,23 except MEN R`��. (jt=Ib)21=119,16=132,13=112. 11)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSITTPI 1. RENEWAL DATE:12-31-2021 May 11,2021 t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MII-1473 rev 5/1 912 02 0 BEFORE USE. lilt Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing Milk*" is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPlt Quality Crihda,05B-119 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2870 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 02880 Job Truss Truss Type Oty Ply POLYGON-TAY MOR-SWM CNTR K9597594 23877 A4-GE MONOPITCH 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035. 8.430 s Apr 20 2021 MiTek Industries,Inc. Tue May 11 15:12:162021 Page 1 ID:facDArYBzpMgV61 RcuLieCyCh333F6dYw205pZshatdE7gnzizi6wbLEEJ7LYNrplzHXfT' 1-9-0 5-0-12 15-1-8 30-7-0 37-3-0 0-21 1-s-0 5-0-12 10-0-12 I 15-5-12 I 6-7-12 1-7-2 , 3.00 12 8x14 II Scale=1:68.4 4x6 11 12 3x6% 28 g10 I,b ' 5x8= 25 6 3xe i 7 14 6 4x8 5 4x6 5 O1 4 3.00 12 '1'3 4x6% 24 b 2 • 1 F 75c 8a ¢ e 5z12= 19 5x 12 ' A 1II 23 22 21 17 16 4x8= 5-0.12 9-11-12 15-1-8 I 20-3-4 I 24-3-4 30-7-4 37-3-0 5-0-12 4-11-0 5-1-12 5-1-12 4-0-0 6-4-0 6-7-12 Plate Offsets(X,Y)- [9:0-2-15,0-1-81,111:0-3-8,03-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Lid PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.17 14 >928 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.46 Vert(CT) -0.32 14 >477 180 TCDL 10.0 Rep Stress!nor YES WB 0.34 Horz(CT) -0.01 13 rl/a n/a BCLL 0.0 Code IBC2018/TP12014 Matrix-MS Wind(LL) 0.06 14 >999 240 Weight:206 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc pudins, BOT CHORD 2x4 DF No.1&Btr except end verticals. WEBS 2x4 DF Stud/Std'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 11-13:2X6 DF SS G,8-14,10-13:2x4 DF No.18131r WEBS 1 Row at midpt 10-13 REACTIONS. All bearings 0-3-8 except(it=length)23=0-5-8,13=0-5-8. (Ib)- Max Horz 23=288(LC 10) Max Uplift All uplift 100 lb or less at join(s)17,23 except 21=-119(LC 14),16=-132(LC 14),13=-112(LC 14) Max Gray All reactions 250 lb or less at joint(s)except 17=814(LC 21),23=549(LC 1),21=901(LC 1),16=806(LC 21),13=1018(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Pb)or less except when shown. TOP CHORD 2-3=-478/0,4-5=-281/0,8-10=-2577/160,10-11=-451/19,11-13=-506/153, 2-23=-499/106 SOT CHORD 22-23=313/178.20-21=-859/141,4-20=589/108,17-18=-768/111,7-18=-280/104, 15-16=-765/155,8-15=-680/183,13-14=-222/2491 WEBS 2-22=O/387,20-22=-181/422,3-20=-532/56,8-18=-260/0,4-19=0/363,5-18=-439/92, 10-14=-296/126.8-14=-225/2369,10-13=2043/172 NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior:RE)-1-9-7 to 1-11-4,Interior(1)1-11-4 to 38-9-11 zone;cantilever left and right ��,Ep PR OF4-0 exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate 2)TCLLrip D::OASCE 7-16;Pf=25.0 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat B;Partially Exp.;Ce=1.0;Cs=1.00:Ct=1.10 LNG(NFF9 /�'L� 3)Unbalanced snow loads have been considered for this design. 89200PE 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are 3x4 MT20 unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with arty other live loads. 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7 OREGON 444. 8)A plate rating reduction of 20%has been applied for the green lumber members. 4 4, 'kb' 9)Bearing at joint(s)13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify /O 4Y 14 2° 41P. capacity of bearing surface. /� 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)17,23 except -'�RR�L1• (jt=lb)21=119,16=132,13=112. 11)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI RENEWAL DATE:12-31-2021 May 11,2021 r A WARNING-Nerdy desgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIId473 rev.5/192020 BEFORE USE. Design valid for use only with MITek®connectors.The design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer gust verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual suss web and/or chord members only.Addisorel temporary and permanent bracing MiTek" Is always required for stability and to prevent colapse with possible personal Injury end property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fPII Quality Criteria,DS9-99 and SCSI Building Component 250 Mug Circle Safety Information evadable from Truss Plate Institute,2678 Cain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply POLYGON-TAY MOR-SWM CNTR K9597595 23877 A5 MONOPITCH 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.430 s Apr 20 2021 MiTek Industries,Inc. Tue May 11 15:12:18 2021 Page 1 IDfacDArYBzpMgV61 RcuLieCyCh33-?eENzc4GdRpaxu10MQtF3721 cjl4i4aQpssxuAxHXfR -1-9-0 5-0-12 15-1-8 30-7-4 37-3-0 10- • 11-9-0I 5-0-12 I 10-0-12 I 15-5-12 I 6-7-12 i 1.7.2 3.00 F1T 12x12= Scale=1:88.4 4x6 5 3x6 11 12 24 = v - ' g10 4x8= 23 `r''' r 3x6 5 4x8= ..„....... 7 14 3x4 6 :�°' 4x8 S 5 ` 3x4 II 15 e' e 5x8= 3.00 12 oti A 3x4----... .\ 3 4x6 22 b 2 a YIll I 21 20 19�18 77 r 3x4 II bxb= 4x8= 3x6= 4x8= 3x4 II I 5-0-12 I 9-11-12 15-1-8 3 I 204 24-3-4 I 30-7-4 37-3-0 5-0-12 4-11-0 5-1-12 5-1-12 4-0-0 6-4-0 6-7.12 Plate Offsets(X,V)- f9:0-2-15,0-1-81,f11:0-6-8,0-1-121,115:05-8,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in (hoc) Ildefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.16 14 >966 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.45 Vert(CT) -0.47 17-19 >367 180 TCDL 10.0 Rep Stress Iner YES WB 0.61 Horz(CT) 0.01 13 n/a n/a BCLL 0.0 • Code IBC2018/TP12014 Matrix-MS Wind(LL) 0.06 14 >999 240 Weight:200 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc purlins, POT CHORD 2x4 OF No.1&Btr except end verticals. WEBS 2x4 DF Stud/Std'Except' BOT CHORD Rigid ceiling directly applied or 5-8-12 oc bracing. Except: 11-13:2X6 OF SS G,8-14,10-13:2x4 OF No.1&Btr 6-0-0 oc bracing:7-17 WEBS 1 Row at midpt 10-13 REACTIONS. All bearings 0-5-8 except(jt=length)16=0-3-8,19=0-3-8. (lb)- Max Horz 21=288(LC 10) Max Uplift All uplift 100 lb or less at joint(s)21 except 16=-202(LC 14),19=-120(LC 14),13=-113(LC 14) Max Gray All reactions 250 lb or less at joinl(s)except 21=470(LC 1).16=1383(LC 21),19=1244(LC 1),13=992(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-294/0,3-4=-140/320,45=114/307,5-7=-287/0,7-8=-134/560,8-10=-2416/163, 10-11=-448/20,11-13=-508/153,2-21=-418/122 BOT CHORD 20-21=314/177,17-19=-131/253,4-19=-362/123,15-16=-1370/206,8-15=-938/170, 13-14=225/2327 WEBS 3-19=-558/131,10-14=-312/124,8-14=-204/2473,10-13=-1886/175,5-19=-682/62, 15-17=-85/424,7-15=-707/53 NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCOL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2E)-1-9-7 to 1-11-4,Interior(1)1-11-4 to 38-9-11 zone;cantilever left and right ��OD PROP?, exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate 2)gripCLL:ASCE 77-16;Pf=25.0 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat B;Partially Exp.;Ce=1.0;Cs=1.00;Ct=1.10 ����' �NG�N��c9 �DA� 3)Unbalanced snow loads have been considered for this design. �i� 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs Q 89200PE• non-concurrent with other live loads. • 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 9A-OREGON 4C/Q 8)Bearing at joint(s)13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 4 - '7 �� capacity of bearing surface. /O '9Y 14 ZO P 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)21 except(jt=1b) 16=202,19=120,13=113. MFRR1�-�- 10)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSITTPI 1. RENEWAL DATE:12-31-2021 May 11,2021 A WARNING•Verity design paramws and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mg-7473 rev 5/19/2020 BEFORE USE Design valid for use only with MiTek®connectors.This design a based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the bolding designer rust verity the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web ardor chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses end truss systems,see ANSIITPl4 Quality Crltede,DEB-89 and SCSI Building Component 250 Klug Circle Safety informadon available from Truss Rate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20001 Corona,CA 92880 Job Truss TRISS Type Oty Ply POLYGON-TAY MORSWM CNTR K9597596 23877 B01 MONOPITCH 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.430 s Apr 20 2021 MiTek Industries,Inc. Tue May 11 15:12:19 2021 Page 1 ID:facOArYBzpMgV6l RcuLieCyCh33-TgolAy4u0kxRY2cCv7OUbKbD07c2RWAa1 WbVOdzHXf0" -1-9-0 8-10-4 8-2-5 14-6-0 17-9-8 22-9-8 24-0-0 a 1 26-5-2 1-9-0 6-10-4 1-4-1 I 6-3-11 3-3-8 5-0-0 ' 1-2-8 1 1-7-2 I Scale=1:48.9 1.5x4 II 3.00 12 8 9 3x6 y 19 3x4 6 3x4% 3x4- 18 5 a l 4x6 3 3x4% 17 1 2 / 1dx8 3x4= o o N ` $ 1 16 75 14 13 12 3x6= 3x4= 5x8= 1.5x4 II 8-2-5 9-0-8 17-9-8 24-0-0 Zp-10- 8-2-5 I I-10-� 8-9-0 6-2-8 6-10-0 Plate Offsets(X,Y)— [2:0-0-6,0-1-81,[11:0-5-8,0-2-81,[14:0-2-8,0J-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/dell Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.12 15-16 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.53 Vert(CT) -0.2615-16 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.03 10 n/a n/a BCLL 0.0 Code IBC2018/TP12014 Matrix-MS Wind(LL) 0.05 14-15 >999 240 Weight:150 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or3-10-12 oc puriins, BOT CHORD 2x4 DF No.l&Btr except end verticals. WEBS 2x4 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-16 JOINTS 1 Brace at Jt(s):11 REACTIONS. (size) 10 1-10-0,16=0-5-8 Max Horz 16=230(LC 11) Max Uplift 10=-173(LC 14),16=-178(LC 10) Max Gray 10=1529(LC 21),16=1285(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-5=-2080/191,5-6=-1221/125,6-7=-536/57,2-16=-407/159 BOT CHORD 15-16=-372/2085,14-15=242/1549,10-11=-89/464 WEBS 11-14=-162/1221.6-11=-826/116,5-15=-27/554,5-14=-724/168,3-18=-2056/221, 6.14=9/349,7-11=76/1011,7-10=-1361/157 NOTES- 1)Wind:ASCE 7-16;Vult=12omph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2E)-1-9-7 to 1-2-9,Interior(1)1-2-9 to 26-4-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-16;Pf=25.0 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat B;Partially Exp.:Ce=1.0;Cs=1.00;Ct=1.10 i.�r q PROFFss 3)Unbalanced snow loads have been considered for this design. 'N , 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs ) `t3 ei+n * non-concurrent with other live loads. ��` �`` `'7 O 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1r 9l 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �•9200P will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 10=173,16=178. -- - r" 111. 8)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. - 4 OREGON AC/ a <0 gY �'14 °� P MFRRIO-0 RENEWAL DATE:12-31-2021 May 11,2021 1 ®WARNING,-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MII-7473 rev 5/19/2020 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and a tor-an individual bolding component,not 1111 a truss system.Before use,the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design.Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUIPII Quality Criteria,D5B-99 end SCSI Building Component 250 Klug Circle Safety lnfamation available born Truss Plate Institute,2670 Crain Highway,Sidle 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply POLYGON-TAY MOR-SWM CNTR K9597597 23877 BO1S MONOPITCH 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.430 s Apr 20 2021 MiTek Industries,Inc. Tue May 11 15:12:20 2021 Page 1 ID:facDArYBzpMgV6l RcuLieCyCh33-x0M7O15X9231ACBPTrvj8Y7Q2X_LAzJjfm 7z3zHXfP 3-1-12 I 6-1-11 I 10-9-8 14-1-0 I 20-3-8 21-1-8 22-8-10 3-1-12 2-11-15 4-7-13 3-3-8 6-2-8 1 1-7-2 1.5x4 II Scale=1:43.7 7 8 18 6 5 3.00 12 0 4 3 q ` I h L 2 L5x4 II 0 pi AvireAkik\ 1: \i 4i = 13 01 � 4x8 - [•w■ rs 17 16 15 14 12 11 5x8= 1.5x4 II 1.5x4 II 5-0-0 14-1-0 20-3-8 21-1--8$ 5-4-0 8-9-0 6-2-8 b-10f1 Plate Offsets(X,Y)- 113:05-8,0-2-8],115:0-33-12,0-3-0] LOADING (psf) SPACING- 2-0-0 CBI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.11 15-16 >999 360 MT20 220/195 (Roof SnoW=25.0) Lumber DOL 1.15 BC 0.39 Vert(CT) -0.23 15-16 >999 180 TCDL 10.0 Rep Stress!nor YES WB 0.66 Horz(CT) 0.02 9 n/a n/a BCLL 0.0 Code IBC2018/TPI2014 Matrix-MS Wind(LL) 0.02 15-16 >999 240 Weight:135 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 OF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 5-3-2 oc purlins, BOT CHORD 2x4 OF No.1&Btr except end verticals. WEBS 2x4 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:14-15. 10-0-0 oc bracing:9-10 JOINTS 1 Brace at JI(s):13 REACTIONS. (size) 9=0-10-0,17=05-8 Max Horz 17=219(LC 11) Max Uplift 9=-155(LC 14),17=-91(LC 10) Max Gras 9=1298(LC 21),17=964(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-0=-1222/111,4-5=-926/100,5-6=-795/88,7-9=-367/125 BOT CHORD 16-17=-319/988,15-16=-232/1140,10-13=-114/713,9-19=-131/752,6-13=-47/694 WEBS 6-9=-1141/143,13-15=-121/982,4-15=-499/168,2-16=0/294,2-17=-1348/165 NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf:h=25fl;Cat.II;Exp 8;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2E)0-1-12 to 3-1-12,Interior(1)3-1-12 to 22-8-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.80 2)TCLL:ASCE 7-16;Pf=25.0 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat B;Partially Exp.;Ce=1.0;Cs=1.00;Ct=1.10 1......... �rGp P ROFe.0 3)Unbalanced snow bads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs G 2 nonconcurrent with other live loads. � N F9 95)All plates are 3x4 MT20 unless otherwise indicated.6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 92 0 QP 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 'e41t 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)17 except(jt=lb) 9=155. 10 9)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 17 OREGON �� G/O�R14 rap\ P �FRRIi-k-43 RENEWAL DATE:12-31-2021 May 11,2021 I mm A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev.51102020 BEFORE USE. Design valid for use only with Mmek®connectors.This design is based only upon parameters shown.and a for an individual building component.not a truss system.Before use,the building designer mist verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual buss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication.storage,delivery,erection and bracing of tames and truss systems,see ANSII/TP11 Quality Criteria,058-89 and SCSI Bul(ding Component 250 Klug Circle Sahylnformation available from Truss Plate Institute,207D Crain Highway.Suite 203 Waldorf,MD 200D1 Comma,CA 923130 Job Truss Truss Type Oty Ply POLYGON-TAY MOR-SWM CNTR K9597598 23877 B02 MONOPITCH 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.430 s Apr 20 2021 MiTek Industries,Inc.Tue May 11 15:12:21 2021 Page 1 ID:facDArYBzpMgV61 RcuLieCyCh33-POwWbe69wMB9oLmbl YQyglgZVxHGnQ9sVp4cWzHXfO ' -1-9-0 6-10-4 14-6-0 17-9-8 20.6-0 22-9-8 26-10-0 28-5-2 1.9-0 6-10-4 7-7-12 I 3-3-8 2-8-8 I 2-3-8 I 4-0-8 1-7-2 , Scale=1:52.3 1.5x4 ll 3.00 12 a 9 3x6% 20 7 3x4 6 3x4 3x4 5 0 4 7 • 4x8 a 3 3x4% 19 2 4(12= 11 1 1...x II U4= a p Q 9 N 18 17 16 15 13 12 axe= 3x4= 5x12= 1.5x4 II 1.5x4 II 9-0-8 17-9-8 20-6-0 25-6-0 126-10-0I 9-0-8 8-9-0 2-8-8 5-0-0 14-0 Plate Offsets(X,Y)— [2:0-0-6,0-1-81[14:0-6-0,0-2-12].(16:0-6-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.12 17-18 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.54 Vert(CT) -0.2617-18 >999 180 TCDL 10.0 Rep Stress!nor YES WB 0.69 Horz(CT) 0.04 10 n/a Na BCDL 10.0 Code IBC2018/TP12014 Matrix-MS Wind(LL) 0.06 16-17 >999 240 Weight:163 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-7-2 oc purlins, BOT CHORD 2x4 OF No.1&Btr except end verticals. WEBS 2x4 DF Stud/Std`Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 8-10:2x4 DF No.1&Btr WEBS 1 Row at midpt 3-18,7-10 JOINTS 1 Brace at Jt(s):14 REACTIONS. (size) 10=0-10-0,18=05-8 Max Harz 18=246(LC 11) Max Uplift 10=-190(LC 14),18=-188(LC 10) Max Gray 10=1642(LC 21),18=1380(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-257/51,3-5=-2338/219,55=1535/159,6-7=-1057/110,8-10=-361/117, 2-18=411/159 BOT CHORD 17-18=-409/2310,16-17=-284/1838,11-14=-151/971,10-11=-151/970 WEBS 5-17=-22/506,5-16=-703/165,3-18=-2291/246,7-14=-70/998,7-10=-1579/191, 6-16=0/252,14-16=-208/1552,6-14=587/96 NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cal.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2E)-1-9-7 to 1-2-9,Interlor(1)1-2-9 to 28-4-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 QED PROre 2)TCLL:ASCE 7-1e; 0 psf(Lunt considered 15 Plate 15);Is=1.0;Rough Cat B;Partially Exp.;Ce=1.0;Cs=1.00;Ct=1.10 Q�\��NGI N E*,s/, 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 89200PE 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) 10=190,18=188. 40 Cr 8)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7G OREGON 'O,�A '14 2ON +,r, MRRIt-k-di.. RENEWAL DATE:12-31-2021 May 11,2021 1 I O WARNING.Verily design parameters and READ NOTES ON THIS AND INCLUDED MI FEK REFERENCE PAGE MIId473 rev.5/1 g/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for Msbllxy and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses end truss systems,sea ANSI/TPH Quality Criteria,DSB-89 and SCSI Building Component 260 Mug Cimh Safety Info malton available from Truss Plate Institute,2870 Crain Highway,Suite 203 Waldorf,MD 20801 Corona,CA 92880 Job Truss Truss Type City Ply POLYGON-TAY MOR-SWM CNTR K9597599 23877 BP-1 FLAT 16 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.430 s Apr 20 2021 MiTek Industries,Inc. Tue May 11 15:12:22 2021 Page 1 ID:facDArYBzpMgV6l RcuLieCyCh33-uPTuo_7ngfJ0PVKnbGxBDzDr?LIbe0Y0kTg91xzHXfN 1-10-6 • 1-10-6 1 3x4= Scale=1:9.7 2 3 4 1.5x4 II a'••••••..•%•.t.%i•f1i'�•id•.••••••••••••.e••••4 tiLa�•41e,•i4i 0 •••4.**•••VO•SLd•••4•R••• �•••�00.• 6••J•J�4.• 560.0••.•d04i�•••.�10•iiiii��,�•`•�D;.:•�• .A:+ •py4 ••4444ROS• Y•A•):;7**•4 •9`rd•',•.•ipq'0•.�44o '•ir•p•9o4•oy�•Se•. ••••�•Oislid.•••.•1.•:i0•i•:::b.•J.S•i•::44•i 3x4= 6 5 544 II 1-10-6 1-10-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 6 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL. 1.15 BC 0.02 Vert(CT) -0.00 6 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.10 Horz(CT) -0.00 6 n/a nla BCLL 0.0 Code IBC2018/TPI2014 Matrix-P Wind(LL) 0.00 6 "•• 240 Weight:9 lb FT=20% BCDL 10.0 • LUMBER- BRACING- TOP CHORD 2x4 OF No.1&Btr TOP CHORD 2-0-0 oc pudins:1-4, except end verticals. BOT CHORD 2x4 DF No.1&BIr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std REACTIONS. All bearings 1-10-6. (lb)- Max Horz 1=-63(LC 32) Max Uplift All uplift 100 lb or less at joint(s)1,4 except 6=-119(LC 32),5=-156(LC 33) Max Gray All reactions 250 lb or less at joint(s)6,1,4,5,5 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-5=-271/271 NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf,h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Corner(3)zone;cantilever left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.80 2)TCLL:ASCE 7-16;Pf=25.0 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0:Rough Cat B;Partially Exp.;Ce=1.0;Cs=1.00;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,4 except(t=lb) pp 6=119,5=156. `9,tr] 1"ll OF`,` 7)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4 0. 8)loads This truss hasg been ttom fiord from Or-0-0 tot 110E for f 15.0 plf.f Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag �J� `NCT�NE�C s/w* 9)Graphical purlin representation does not depict the size or the orientation of the purin along the top andlor bottom chord. 89200PE -vf y OREGON <V� biO�q k 14 2-°-` P-P MFARrt.�-e RENEWAL DATE:12-31-2021 May 11,2021 Design nG-for useynly wnpMrek8/connectors. NOTES ON TLs IS based AND INCLUDED pDMITEK rs shown, anE PAGE Miindividal building 20 component, omoneREot truss valid for use only with MITek®g g s design a tipped only upon parameters ern andr p for rpia isid sg nomo the not a buss system.Before ci use,the buildingito designert must verify the applicability bf design chord members and properly incorporatelm temporary design into the ro overall building drquirdforkgindyated is prevent prevent budding with individual and property damage. Fory. ge guidance gnd permathe ant bracing Mirek' Is atio required for stability and to prevent collapse a possible its personal injury ent damage. ua ity general guidance regarding the fabrication,Senfomrt,ondelivery,erectionand bracing bussesof .260rCain Highway, see ANSUTMD II 200uality Criteria,D5H-0e and SCSI Building Component Ka Circle Bahia Inlarmatien available from Truss Plate IlatiNte,2870 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 628ee Job Truss Truss Type Qty Ply POLYGON-TAY MORSWM CNTR K9597600 23877 BP-2 FLAT 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.430 s Apr 20 2021 MiTek Industries,Inc. Tue May 11 15:12:23 2021 Page 1 ID:facDArYBzpMgV61 RcuLieCyCh33-Mb1GOK7PRzRt1fvz8zTQmA11gk5gNTx9y7ZiZOzHXfM- 1 1.10.6 1-10-6 1 3x4= Scale s 1:8.1 2 3 4 1.5x4 II 3x4= 6 5 1-10-6 11.5x4 II 1-10-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL) -0.00 6 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 6 >999 180 TCDL 10.0 Rep Stress Ina YES WB 0.09 Horz(CT) -0.00 6 Na n/a BCLL 0.0 • Code IBC2018/TPI2014 Matrix-P Wind(LL) 0.00 6 •••• 240 Weight:8 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 OF No.1&Btr TOP CHORD 2-0-0 oc puffins:1-0, except end verticals. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std REACTIONS. All bearings 1-10-6. (Ib)- Max Horz 1=-03(LC 32) Max Uplift All uplift 100 lb or less atjoint(s)1,4 except 6=-101(LC 32),5=-121(LC 33) Max Gray All reactions 250 lb or less at joint(s)6,1,4,5,5 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf,h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Corner(3)zone;cantilever left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-16;Pf=25.0 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat B;Partially Exp.;Ce=1.0;Cs=1.00;Ct=1.10 3)Provide adequate drainage to prevent water pending. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,4 except(jt=Ib) 6=101,5=121. 7)This truss is in dance with the 2018 International ing rd TTPI 1. 8)This truss has beennddesigneedd for a total drag load of 150 plf.Lumberd OL�1.3e 3)Plate gripction 6.1 and DOL=(1 33)Connect trnced uss to rest resist drag ,`� EO PR OFFSs loads along bottom chord from 0-0-0 to 1-10-6 for 150.0 plf. �Cj NC'I N EFn /0 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. - .8p00PE ��s °y OREGON �v� h i0 '9Y14 20s P MRRII-k- RENEWAL DATE:12-31-2021 May 11,2021 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE M11-7473 rev SI19/2020 BEFORE USE Design valid for use only with MITeke connectors.This design is based only upon parameters shown,and is for an individual building oompone4,not11111. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall balding design_Bracing indicated is to prevent buckling of individual truss web and/or lord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse wilt possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/1 PII Qualify Criteria,D5B-89 and BCSI BulMing Component 250 Slug Circle Safety Information available from Truss Plate Irstsute,2870 Crain Highway.Suite 203 Waldorf,MO 20801 Corona,CA 92880 Job Truss Truss Type Oty Ply POLYGON-TAY MOR-SWM CNTR K9597601 23877 BP-3 FLAT 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.430 s Apr 20 2021 MITek Industries,Inc. Tue May 11 15:12:25 2021 Page 1 ID:facDArYBzpMgV61 RcuLieCyCh33-I_9OR79fzahaGz3MGOVurbrNJYnIrMPSOR2peGzFIXfK 1-10-6 • 1-10-6 1 3x4= Scale=1:8.5 2 3 4 1.5x4 If • • 40 1'1'rr��i�.��'irrr�'iK' '1S�i"'�i'1iJ'iiir✓"• 'frAO ♦•��i�i� j'�000!s P � ��4 4i,� so,.O.OM+fi047�04 *OrN• Vis i0� ,�yo•XMX rj��y,..b•is,;A.,.e_..e,2..S r�S�...;.ae.rtr.x :c 354= 6 5 1-10-6 11.584 II 1.106 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/deb Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL) -0.00 6 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 6 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.10 Horz(CT) -0.00 6 r a n/a BCDL 10.0 • Code IBC2018/TP12014 Matrix-P Wind(LL) 0.00 6 "" 240 Weight:8 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD 2-0-0 oc purlins:1-4, except end verticals. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF StudlStd REACTIONS. All bearings 1-10-8. (lb)- Max Horz 1=-63(LC 32) Max Uplift All uplift 100 lb or less al joint(s)1,4 except 6=-105(LC 32),5=128(LC 33) Max Gray All reactions 250 lb or less at joint(s)6,1,4,5,5 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 25=-251/251 NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDLwS.opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Corner(3)zone;cantilever left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-16;Pf=25.0 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat B;Partially Exp.;Ce=1.0;Cs=1.00;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss 10 bearing plate capable of withstanding 100 lb uplift at joint(s)1,4 except(jt=1b) 6=105,5=128. `-�Ep PROFF 7)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. •` ss 8)This truss has been designed for a total drag load of 150 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag \� �NG)N E�A "(O loads along bottom chord from 0-0-0 to 1-10-6 for 150.0 plf. ,S 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 89200 PE • • OREGON w� '91'14 2°h RENEWAL DATE:12-31-2021 May 11,2021 f .O WARNING.Verify design parameters and READ NOTES ON TIES AND INCLUDED MITES REFERENCE PAGE 1.4II4473 rev.5I19/2020 BEFORE USE. MB- Design valid for use only with MiTel®connectors,This design is based only upon parameters shown,and is for an individual building component,not • a buss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual suss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPH Quality CNrerla,DSB-89 and BCSI Building Component 250 Slug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona.CA 92880 Job Truss Truss Type Oty Ply POLYGON-TAY MOR-SWM CNTR • K9597602 23877 C04 MONOPITCH SUPPORTED 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.430 s Apr 20 2021 MiTek Industries,Inc. Tue May 11 15:12:26 2021 Page 1 ID:facDArYBzpMgV61 RcuLieCyCh33-mAjPeLAHkugRu7eYg607NpNSny6gaqJce5oNAjzHI(fJ' -1-9-0 I 6-5-8 I 1-9-0 65-8 Scale=1:17.8 7 8 3.00 12 6 • 5 r 4 • 3x4 II 3 • A 2 1 16 P w ■ ■ ■ II ■ MN ICI I I III■ ;SS:4Si PZS At. f001 !:OOOtiSZS:JOSSZSZSZ ZSZSZS:449 i`SYSZSZSZSS.d. 15 14 13 12 11 10 9 3x4 II I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (bc) I/dell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) 0.00 7 n/r 120 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) 0.00 7 nlr 120 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.00 10 n/a n/a BCLL 0.0 Code IBC2018ITPI2014 Matrix-R Weight:331b FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr except end verticals. WEBS 2x4 DF Stud/Std`Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 7-10:2x4 DF No.1&Btr 10-0-0 oc bracing:9-10. OTHERS 2x4 DF Stud/Std REACTIONS. All bearings 6-5-8. (Ib)- Max Horz 15=91(LC 13) Max Uplift All uplift 100 lb or less at joint(s)15,11,12,13,10 except 14=-114(LC 20) Max Gray All reactions 250 lb or less at joint(s)11,12,13,14.10 except 15=406(LC 21) FORCES. (Ib)-Max.Camp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-15=379/297 NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed: MWFRS(envelope)gable end zone and C-C Corner(3E)-1-9-7 to 1-1-8,Exterior(2N)1-1-8 to 6-5-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-16;Pf=25.0 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat B;Partially Exp.;Ce=1.0;Cs=1.00;Ct=1.10 ��� .O PR o,fss 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 limes flat roof load of 25.0 psf on overhangs \� NG N FF �O non-concurrent with other live loads. ,An 6)All plates are 1.5x4 MT20 unless otherwise indicated. _� '3 29 7)Gable requires continuous bottom chord bearing. 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). .8 2OOPE 9)Gable studs spaced at 1-4-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)*This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide i - VP - will fit between the bottom chord and any other members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15.11,12,13, OREGON �� 10 except(jt=lb)14=114. i. 4 �pl 13)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI /^ 4}'14 2° L MERRILA let - RENEWAL DATE:12-31-2021 May 11,2021 r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.Si1012020 BEFORE USE Design valid for we only with MTolc®connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MTek' is always required for staNlty and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPH Qualty Criteria.DSB-89 and SCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 02880 Job Truss Truss Type Oty Ply POLYGON-TAY MORSWM CNTR K9597603 23877 802 MONOPITCH 20 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego.OR-97035. 8.430 s Apr 20 2021 MiTek Industries,Inc. Tue May 11 15:12:27 2021 Page 1 ID:facDArYBzpMgV61 RcuUeCyCh33-EMHnahAwVCyIWHDINpXMwOwcDMLjJ5kItlXwi9zHXfl -1-9-0 6-7-5 12-9-2 18-10-14 25-0-11 31-8-0 3332 1-9-0 6-7-5 6-1-13 6.1.13 6-1-13 6-7-5 1-7.2 Scala=1:60.1 3x4 9 10 3x4= 20 v 538= n 7 8 •- 4x4 9 5x8- 6 4x45 2 5 424 3.00 FIT 8x8:; 13 0 3 4 4x4 A 5x8 14 2 18 10x10 a i1 15 ,l 5x8 d 17 18 3.00 12 3x12= 6-7-5 12-9-2 18-10-14 25-0-11 31-8-0 6-7-5 6-1-13 6-1-13 6-1-13 6-7-5 Plate Offsets(X,Y)- [4:0-3-0,Edge],[11:0-4-0,0-4-0],[14:05-0,0-5-4),[16:0-6-8,Edge] LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (hoc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.90 13-14 >418 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.47 Vert(CT) -1.53 13-14 >245 180 TCDL 10.0 Rep Stress lncr YES WB 0.81 Horz(CT) 0.13 11 n/a rtfa BCLL 0.0 • Code IBC2018ITPI2014 • Matrix-MS Wind(LL) 0.53 13-14 >707 240 Weight:167 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 3-0-7 cc purlins, BOT CHORD 2x8 DF 2400F 2.0E except end verticals. WEBS 2x4 DF Stud/Std*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 9-11,2-17:2x6 DF 2400F 2.0E,2-15,8-11:2x4 DF No.1&Btr WEBS 1 Row at midpt 6-12,8-11 REACTIONS. (size) 17=0.5-8,11=0-5-8 Max Harz 17=122(LC 10) Max Uplift 17=-99(LC 10),11=-121(LC 14) Max Gras 17=799(LC 21),11=951(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3686/509,3-5=-5488/735,5-6=-5667/733,6-8=-4020/481,8-9=517/50, 16-17=-799/100,2-16=793/155 BOT CHORD 15-16=-229/398,14-15=604/3582,13-14=825/5475,12-13=-791/5658,11-12=-521/4061 WEBS 3-15=469/105.8-12=0/260,2-15=-397/3161,3-14=-215/1834,6-12=1677/265, 8-11=-3459/443 NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL�.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2E)-1-9-7 to 1-4-9,Interior(1)1-4-9 to 33-2-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 RED PROre, 2)TCLL:ASCE 7-16;Pf=25.0 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat B;Partially Exp.;Ce=1.0;Cs=1.00;Ct=1.10 \�' ' NOj N�� u.ca 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs ��? �' 9 non-concurrent with other live loads. 89200PE -vr 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide /) will fit between the bottom chord and any other members. / 7)Bearing at joint(s)17,11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. ggSC 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at j(ints)17 except(jt=lb) OREGON , 11=121. 9 -G 41 ,t 9)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. <0 l k 14 2,0 Qe MFRRI1-L RENEWAL DATE:12-31-2021 May 11,2021 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.5/1 W2020 BEFORE USE. Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,nottill a truss system.Before use,the building designer mat verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITE*. is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection end bracing of trusses and truss systems,see ANSVTPIf Quality Criteria,DS8-119 and BCSI Building Component 260 Klug Circle Safely information available horn Truss Plate InsMule,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply POLYGON-TAY MORSWM CNTR K9597604 23877 F02 MONOPITCH 14 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035. 8.430 s Apr 20 2021 MiTek Industries,Inc. Tue May 11 15:12:28 2021 Page 1 ID:facDArYBzpMgV61 RcuLieCyCh33-iZr931 BYGV4970oxxW2bTETmHIgF2Xiu6PHTFbzHXfH - -1-9-0 6-0-8 11-7-8 17-2-8 22.9-8 28-10-0 30-5-2 I 1-9-0 6-0 8 5-7-0 5-7-0 5-7-0 6-0-8 1-7-2 Scale=1:55.8 3.00 IV 3x4 s 8 9 19 a 5x8% r' 4x6% 7 3x8 8 i� T. �5 Bx8= 4x4 a�� 11 • 4 '� 4xe .. 7x6 r. '12 3 .'• 4x4 r' 5x8 6 1161.111.113 ' 13 7 r 0x10 s1 r 4 .11 S 528 16 $ 15 3.00 12 420 6-0-8 11-7-8 I 17-2-8 I 22-9-8 28-10-0 6-0-8 5-7-0 5-7-0 5-7-0 6-0-8 Plate Offsets(X,Y)- 17:0-0-0,0-2-0],[13:0-5-0,Edge] LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (roc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.82 12-13 >417 360 MT20 220/195 (Root Snow=25.0) Lumber DOL 1.15 BC 0.52 Vert(CT) -1.3912-13 >244 180 TCDL 10.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.13 10 n/a n/a BCLL 0.0 • Code IBC2018/TPI2014 Matrix-MS Wind(LL) 0.48 12-13 >706 240 Weight:152 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 2-9-13 oc pudins, BOT CHORD 2x6 DF 2400F 2.0E except end verticals. WEBS 2x4 DF Stud/Std'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 8-10,2-16:2x6 DF 2400F 2.0E,2-14,7-10:2x4 DF No.1&Btr WEBS 1 Row at midpl 6-11,7-10 REACTIONS. (size) 16=0-5-8,10=05-8 Max Horz 16=146(LC 10) Max Uplift 16-123(LC 10),10=-149(LC 14) Max Gray 16=978(LC 21),10=1159(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=4064/561,34=-6038/807,4-6=-6247/804,6-7=-4424/526,7-8=-550/50, 8-10=-253/94,15-16=-978/126,2-15=956/190 BOT CHORD 14-15=-273/422,13-14=-676/3939,12-13=-916/6028,11.12=-875/6236,10.11=-575/4473 WEBS 3-14=-569/127,4-13=-297/88,7-11=0/315,2-14=-437/3494,3-13=-233/2021, 6-11=-1843/294,7-10=-3824/492 NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2E)-1-9-7 to 1-2-9,Interior(1)1-2-9 to 30-4-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 QED PR OFF 3)TCLL: 7-16; a=s a psf(Lum considered Plater s=1.15);Is=1.0;Rough Cat B;Partially Exp.;Ce=1.0;Cs=1.00;Ct=1.10 ��� ONGf N Er.o..„-, 3)Unbalanced snow loads have been considered for this design. -7 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 limes fiat roof load of 25.0 psf on overhangs nonconcurrent with other live loads. '92 O P 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. '-jOP _ 7)Bearing at joint(s)16,10 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) A�OREGON �[/� 16=123,10=149. ` "7 �et 9)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. <O 4Y 14 20 P MRRIO-0 RENEWAL DATE:12-31-2021 May 11,2021 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MII.7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not M ' a buss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse well possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of tries and truss systems,see ANSUTP/1 Quality Criteria,0554e and SCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply POLYGON-TAY MORSWM CNTR K9597605 23877 F03 GABLE 1 1 Job Reference(optional Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.430 s Apr 20 2021 MITek Industries,Inc. Tue May 11 15:12:35 2021 Page 1 ID:facDArYBzpMgV6l RcuUeCyCh33-?.TnoXQHxdfyATVq HrUgEFiFrXa3fAgDwj?TL_hzHXfA i g 0 7-4-4 14-5-0 21-5-12 28-10-0 30-5-2 1-9-o I 7-0d 7-0-12 7-0-12 7-4-4 11-7.2I 3.00 ril 3x6 11 Scale a 1:79.9 7 8 4x8 s /ems 3x6= 80 6 . \ 45 4x41111111111 3 •': fl b 1. 2 •3x6 1 2 \-I\ ' 9 9 4 i _ _ e *axe _ 2 2!3 81 2282 21 20 19 18 17 15 14 12 3 11 4x6 II 5x8= 83 3x6 II 3x4= 5x8= 3x4 II 15.2-8 I 7-4-4 7-4-4 I 14-5-0 7-0-126 14r9Q 21-5-12 6-3-4 4-z5E-0-182 I 28-1 a3-a8o 0-5-8 Plate Offsets(X,Y)- (16:05$0-2-4],[21:0-2-8,0-3-4],[59:0-1-10,0-0-12],[62:0-1-10,0-0-12],[65:0-1-8,0-0-12],[68:0-1-8,0-0-12],[71:0-1-8,0-0-12],[75:0-1-8,0-0-12], [79:0-1-8,0-0-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/deb L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL) -0.06 10-16 >273 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.53 Vert(CT) -0.16 22-23 >999 180 TCDL 10.0 Rep Stress!nor NO WB 0.97 Horz(CT) -0.04 14 n/a n/a BCLL 0.0 ;ode IBC2018/TP12014 Matrix-MS Wind(LL) -0.03 11 >999 240 Weight:415lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc purlins, BOT CHORD 2x4 DF No.1&Btr except end verticals. WEBS 2x4 DF Stud/Sld`Except' BOT CHORD Rigid ceiling directly applied or 3-4-12 oc bracing. Except: 7-9:2X6 DF SSG,5-21,6-18:2x4 DF No.1&Btr 6-0-0 oc bracing:9-10 OTHERS 2x4 DF Stud/Std WEBS 1 Row at midpt 7-9,3-22,3-21,5-21,6-16,2-23,2-22, 16-21,6-9 JOINTS 1 Brace at Jt(s):16 REACTIONS. All bearings 10-9-8 except Qt=length)9=0-10-0,23=0-5-8,13=0-3-8. (Ib)- Max Horz 23=430(LC 44) Max Uplift All uplift 10016 or less at joint(s)except 9=-1393(LC 44),23=-1891(LC 41),21=-444(LC 42),18=790(LC 49),14=-705(LC 68),13=-147(LC 41) Max Gray All reactions 250 lb or less at joint(s)20,19,17,15,14 except 9=1441(LC 33).23=2112(LC 34),21=1236(LC 31),21=977(LC 1),18=1173(LC 34), 13=994(LC 68) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-34-2129/1918,35=-203641994,5-6=-1327/1266,6-7=-1246/1175,7-9=555/138, 2-23=-2036/1923 BOT CHORD 22-23=-809/707,21-22=-1802/1911,20-21=-3818/3799,19-20=-247312454, 18-19=-1984/1965,17-18=-1359/1339,15.17=-1015/995,14.15=-526/506, `l1 WEBS 3 22.-1334/1437,3-21='19 5/1 07,21-24=-749/597,5-24=-490/270,16-18=-1114/831, . V{.17 PROp"tSs 6-16=-1593/1498,2-22=-2267/2541,16-21=-1440/1422,16-24=518/541,6-9=-1551/1606 ���5 �GNGusie . /p29 NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf,BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; Q '9200PE MWFRS(envelope)gable end zone and C-C Ccrner(3E)-1-9-7 to 1-2-9,Exterior(2N)1-2-9 to 30-4-11 zone;cantilever left and right / exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSVfPI 1. OREGON 10 3)TCLL:ASCE 7-16;Pf=25.0 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat B;Partially Exp.;Ce=1.0;Cs=1.00;Ct=1.10 �y �� 1k 4)Unbalanced snow loads have been considered for this design. /Q ulY 14 rZ0 Af 5)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs 0 - non-concurrent with other live loads. MFR R 11.,. 6)All plates are 1,5x4 MT20 unless otherwise indicated. 7)Gable studs spaced at 1-4-0 cc. RENEWAL DATE:12-31 2021 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide May 11,2021 will fit betwgen the bottom chord and any other members,with BCDL=10,0Dsf. J11 N A WARNING-Nerdy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7470 rev.918/2020 BEFORE USEPill Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and u for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of tosses and truss systems,see ANSI/VW Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway.Suite 203 Waldorf,MD 20001 Corona,CA 92800 Job Truss Truss Type Oty Ply POLYGON-TAY MOR-SWM CNTR K9597605 23877 F03 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.430 s Apr 20 2021 MiTek Industries,Inc. Tee May 11 15:12:36 2021 Page 2 ID:facDArYBzpMgV61 RcoLieCyCh33-TSKAImHZNz405fPTPCBTnwo0H_Puv7T4ytDuX8zHXf9 NOTES- 10)A plate rating reduction of 20%has been applied for the green lumber members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1393 lb uplift at joint 9,1891 lb uplift at joint 23,444 lb uplift at joint 21,790 lb uplift at joint 18,705 lb uplift at joint 14 and 147 lb uplift at joint 13. 12)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TP!1. 13)This truss has been designed for a total drag load of 150 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0,14-9-0 to 25-6-8 for 366.8 plf. I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MIIA03 rev.5r1012020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based any upon parameters shown.and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Seeing indicated is to prevent budding of individual truss web and%or lard members only.Additional temporary and permanent bracing P.shays required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSBIPIH Quality Criteria,OSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2070 Crain Highway,Suite 203 Waldorf,MD 20801 Corona,CA 92880 Job Truss Truss Type Qty Ply POLYGON-TAY MORSWM CNTR K9597606 23877 F04 MONO TRUSS 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.430 s Apr 20 2021 MiTek Industries,Inc. Tue May 11 15:12:37 2021 Page 1 ID:facDArYBzpMgV61 RcuLieCyCh33-yltZy61BBGCtjp_gzvjiK7KlcOnbebpDAlyS3azHXf8 1.9-0 7-04 14-5-0 21-5-12 28-10-0 32 • F1-9-0 7-4-4 I 7-0-12 7-0-12 7-4-41-7-21 3.00 I12 3x6 II Scale=1:76.3 21 7 8 3x4= 1.5x4 II g 3x8 20 45 3x4 w 3x8 3„. 'I\isi 4\ 2 19 1 i ,...: 24 8= 17 16 15 14 12 11 3x4 II 3x6= 5x8= 1.5x4 I I 3x4 II 4x6 II 7-4-4 I 14-5-0 21-5-12 28-10-0 7-4-4 7-0-12 7-0-12 7-4-4 Plate Offsets(X,Y)-- 110:0-3-0,0-0-8],[13:05-8,0-2-41,[15:0-2-12,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.13 10-13 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.44 Vert(CT) -0.20 14-15 >999 180 TCDL 10.0 Rep Stress Incl. YES WB 0.90 Horz(CT) 0.03 9 n/a nla BCLL 0.0 ' Code IBC2018/TPI2014 Matrix-MS Wind(LL) 0.04 15-16 >999 240 Weight:218 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 5-5-15 oc purlins, BOT CHORD 2x4 DF No.1&Btr except end verticals. WEBS 2x4 OF Stud/Std'Except* BOT CHORD Rigid ceiling directly applied or 9-11-9 oc bracing. Except: 7-9:2X6 DF SS G,6-14:2x4 DF No.1&Blr 10-0-0 oc bracing:9-10 WEBS 1 Row at midpl 7-9,5-15,2-17,13-18,6-9 JOINTS 1 Brace at Jt(s):13 REACTIONS. (size) 9=0-10-0,17=0-5-8 Max Harz 17=380(LC 11) Max Uplift 9=-205(LC 14),17w_191(LC 10) Max Gray 9=1886(LC 3),17=1531(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1266/110,35=-1338/154,55=1117/143,7-9=-554/139,2-17=-1423/250 BOT CHORD 16-17=-449/337,15-16=-396/1182.10-13=-247/909,9-10=-237/1039 WEBS 3-16=-607/156,5.18=-419/156,13-14=0/329,6.13=-56/900,2-16=-105/1420, 13-15=-329/1175,13-18=-347/93,6-9=-1562/254 NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=8.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterlor(2E)-1-9-7 to 1-2-9,Interior(1)1-2-9 to 30-4-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 RED PR OFF 2)TCLL:ASCE 7-16;Pf=25.0 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat B;Partially Exp.;Ce=1.0;Cs=1.00;C1=1.10 �.\(' NG�NEB S'S�O 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs 4� �' 9 �9 non-concurrent with other live loads. 89200PE 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 205 lb uplift at joint 9 and 191 lb uplift at p SC joint 17. 9 OREGON 414 9)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSITIPI 1. /� ,nett i- /O '9Y 214 P MERRIt4 0 RENEWAL DATE:12-31-2021 May 11,2021 t A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1l-7473 rev 511912020 BEFORE USE. Design veed for use only with MiTekte connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary end permanent bracing Ml; lek• is always required tor stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSr/TP11 Quality Crfraria,DSB-119 end SCSI Building Component 250 Nug Circle Safety Information available from Truss Plate Institute,2570 Crain Highway,suite 203 Waldorf,MD 20601 Corona,CA 02880 Job Truss Truss Type Ot`/ Ply POLYGON-TAY MOR-SWM CNTR K9597607 23877 F05 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.430 s Apr 20 2021 MiTek Industries,Inc. Tue May 11 15:12:46 2021 Page 1 . ID:facDArYBzpMgV61 RcuLieCyCh33-BOwyrBPg11 LcIBAO?INpB1CmQ0tHFg8YFCe0tYzHXf? - (-1-9-0 7-4-4I 14-5-0 21-5-12 I 28-10-0 �3032I 1-9-0 7-4-4 7-0-12 7-0-12 74-4 1-7-2 • 3.00 12 3x6 II Scale=1:80.8 7 8 4x4 6 3x6 79 45 NI 4x36 ,.‘y 8 b 9x8 A 1 2 itI K i a \ \ 1111 La jig ci1 B7 d 32 31 30 29 28 27 26 25•24 23 22 21 20 19 18 16 15 14 13 10 3x6 II 4x6= 5x12= 3x6 I I 3x4 I I 6x6= 3x4 II 74-4 I 145-0 I 21-5-12 28-0-0 28-1 74.4 7-0-12 7-0-12 6-6-4 0-1010 Plate Offsets(X,Y)- [17:0-5-8,0-2-4],(22:0-6-0,0-3-0],[60:0-1-10,0-0-121[63:0-1-10,0-0-12],[66:0-1-8,0-0-12],[69:0-1-8,0-0-12],[72:0-1-8,0-0-12],[75:0-1-8,0-0-12], [78:0-1-8.0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toe) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.04 12-17 >427 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.28 Vert(CT) -0.04 12-17 >430 180 TCDL 10.0 Rep Stress Ines NO WB 0.89 Horz(CT) -0.03 11 n/a r is BCLL 0.0 • Code IBC20181TP12014 Matrix-MS Wind(LL) 0.01 12-17 >999 240 Weight:415 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 OF No.i&Btr TOP CHORD Structural wood sheathing directly applied or 4-6-15 oc purlins, BOT CHORD 2x4 DF No.1&Btr except end verticals. WEBS 2x4 DF Stud/Std`Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 7-11:2X6 OF SS G,5-22,6-19:2x4 DF No.1&Btr 5-103 oc bracing:27-28 OTHERS 2x4 DF Stud/Sid 10-0-0 oc bracing:23-24 4-8-11 oc bracing:21-22 5-8-6 oc bracing:20-21. 6-0-0 oc bracing:11-12 WEBS 1 Row at midpt 7-11,3-27,3-22,5-22,6-17,2-32,2-27, 17-22,6-11 JOINTS 1 Brace at Jt(s):17 REACTIONS. All bearings 28-0-0 except(jt=length)11=0-10-0. (Ib)- Max Horz 32=590(LC 43) Max Uplift All uplift 100 lb or less at Joint(s)9,23,31 except 11=-1348(LC 44), 32=1783(LC 41),22=-746(LC 50),27=-522(LC 41),19=-820(LC 49),13=-387(LC 42),14=-165(LC 41),10=-111(LC 44) Max Gray All reactions 250 lb or less at joint(s)9,24,25,26,28,29,30,31,21, 20,18,16.15.14,10,10 except 11=1385(LC 33),32=1827(LC 48), 22=995(LC 31),27=760(LC 34),19=1172(LC 34),13=471(LC 67) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. rrop PRUFF TOP CHORD 2-3=-1866/1767,3-5=-2102/2025,5-6=-1368/1283,6-7=-1245/1176,7-11=-554/138, .\4 (1',51 2-32=-1780/17 BOT CHORD 31-32=-665/555,5 3031=-583/473,29-30=-789/679,28-29=-995/885,27-28=-1346/1236, w,�� 4�GIINF�9 �Oy9 26-27=-1060/1019,25-26=-793/752,24-25=587/546,23-24=381/340,22-23=543/502, V 21-22=-2041/2039,20-21=-1400/1399,19-20=1168/1166,18-19=-931/929, _,-89200PE l 16-18=-786/784,15-16=580/578,14-15=-374/372,12-17=-804/804,11-12=-1087/1086, 12-13=-373/298 I '-' WEBS 3-27=-1750/1722.3-22=-1918/1958,22-33=-712/571,533=485/263,17-19=-1105/867. A. r+ 6-17=-1523/1448,2-27=-2210/2295,17-22=-1234/1222,17-33=-500/515, 6-11=-1525/1558 'yG ,OREGON 4 NOTES- /O Y 14 2. 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf,h=25ft;Cat.II;Exp B;Enclosed; I11 t•P MWFRS(envelope)gable end zone and C-C Corner(3E)-1-9-7 to 1-2-9,Exterior(2N)1-2-9 to 30-4-11 zone;cantilever left and right •1'IFrTp RIL,• exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry RENEWAL DATE:12-31-2021 Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 1. May 11,2021 TCLL:A E 7-1 :Pf=25.0 osf(Lum DOL=1.15 Plate DOL=1.15):Is=1.0:Rouoh Cat B:Partially Exo.:Ce=1.0;Cs=1.00:Ct=1.10 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5119/2020 BEFORE USE Design valid for use only with MTeI®connectors.This designs based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent budding of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/I Quality Criteria,038-99 and SCSI Building Component 250 Klug Circle Safety Infonnation avaleble from Truss Plate InstiMe,2670 Crain Highway,Buie 203 Waldorf,MO 20601 Corona,CA 92600 Job Truss Truss Type Qty Ply POLYGON-TAVMORSWMCNTR K9597607 23877 F05 GABLE 1 1 Job Refegance(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.430 s Apr 20 2021 Ikrek Industries,Inc. Tue May 11 15:12:47 2021 Page 2 ID:fac0ArYBzpMgV61 RcuLieCyCh33-fDUL2XQToLTTvLIbYDu2kEIr QDW_70hUsN_Q?zHXf_ NOTES- "4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise Indicated. 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10)A plate rating reduction of 20%has been applied for the green lumber members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9,23,31 except((t=1b)11=1348,32=1783,22=746, • 27=522,19=820,13=387,14=165,10=111. 12)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 13)This truss has been designed for a total drag load of 150 plf.Lumber OOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 • to 28-0-0 for 154.5 plf, • A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-2V 3 rev.5H9/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an Individual building component.not a teas system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7P11 Quality Criteria,0S13-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2870 Crain Highway,Suite 203 Waldorf,MD 20001 Corona,CA 02880 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths u Cause 4 offsets are indicated. I I (Drawings not to scale) Damage Failureto or PersonalFollowCo Injury Property MEDimensions are in ft-in-sixteenths. ' 1. Additional stability bracing for truss system,e.g. 11� Apply plates to both sides of truss 1 2 3 diagonal or X-bracing,is always required. See BCSI. and fully embed teeth. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 1 wide truss spacing,individual lateral braces themselves U /16rr may require bracing,or alternative Tor I 4 Cyr bracing should be considered. O J 3. Never exceed the design loading shown and never �B - stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building I_ O designer,erection supervisor,property owner and For 4 x 2 orientation,locate Cla CO-7 Csa I— all other interested parties. BOTTOM CHORDS plates 0- ''re"from outside 5. Cut members to bear tightly against each other. edge of truss. 8 7 6 5 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSIITPI 1. required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 7 Design assumes trusses will be suitably protected from Connector plates. THE LEFT. the environment In accord with ANSIITPI 1. `Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 8. Unless otherwise noted,moisture content of lumber software or upon request. NUMBERSlLETTERS. shall not exceed 19%at time of fabrication. 9. Unless expressly noted,this design Is not applicable for PRODUCT CODE APPROVALS use with fire retardant,preservative treated,or green lumber. PLATE SIZE ICC-ES Reports: 10.Camber is a non-structural consideration and is the The first dimension is the plate responsibility of truss fabricator.General practice is to 4 x 4 width.measured perpendicular ESR-1311,ESR-1352,ESR1988 camber for dead load deflection. to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 11.Plate type,size,orientation and location dimensions the length parallel to slots. indicated are minimum plating requirements. a LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that specified. i` Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the 13.Top chords must be sheathed or puffins provided at • by text in the bracing section of the truss unless otherwise shown. spacing indicated on design. output. Use T or I bracing 14.Bottom chords require lateral bracing at 10 ft.spacing, if indicated. Lumber design values are in accordance with ANSI/TPI 1 or less,if no ceiling is installed,unless otherwise noted. section 6.3 These truss designs rely on lumber values BEARING established by others. , 15.Connections not shown are the responsibility of others. II 16.Do not cut or alter truss member or plate without prior Indicates location where bearings approval of an engineer. (supports)occur. Icons vary but ®2012 MiTek®All Rights Reserved 17.Install and load vertically unless indicated otherwise. hMOIP reaction section indicates joint MI number where bearings occur. _ 18.Use of green or treated lumber may pose unacceptable Min size shown is for crushing only. K, environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 19.Review all portions of this design(front,back,words ANSI/TPI1: National Design Specification for Metal and pictures)before use.Reviewing pictures alone is not sufficient. mMil Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. i Te k® 20.Design assumes manufacture in accordance with BCSI: Building Component Safety Information, ANSI/TPI 1 Quality Criteria. Guide to Good Practice for Handling, Installing&Bracing of Metal Plate 21.The design does not take into account any dynamic Engineering Reference Sheet:MII-7473 rev.5/19/2020 or other loads other than those expressly stated. MiTek En Connected Wood Trusses. 9 9