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P 1 7, riT Q1 "" DESIGN GROUP INC. 0 46, /1' e t 1- 0 o � ►1+ ra.inage Report ' � 4,S; )( BROADWAY ROSE Tigard, Oregon 97223 Prepared for: Broadway Roses 12855 SW Grant Tigard, OR 97223 Prepared By: Khoi Le DL Design Group Inc. 9045 SW Barbur Blvd., Suite 101 Portland, Oregon 97219 P 2a77 City of Tigard �� �R �,D PROfe A. oved Plan C, i N ;E4, ` r� � � (4 19160 4' B 5� ' Date 3 " 12&& 6t OREGON /— r , v � pOIL‘f OFFICE COPY EXPIRES 12 -31 -07 August 10, 2007 Project No: SOD002 • 9045 SW Barbur Boulevard, Suite 101 0 Portland, Oregon 97219 0 Phone: 503.225.1679 0 Fax: 503.246.2094 FINDINGS AND PROJECT STORM DRAINAGE IMPROVEMENT SUMMARY 3 I. PROJECT DESCRIPTION 4 Figure 1: Vicinity Map 4 II. EXISTING CONDITIONS 4 Figure 2: Pre Developed Basin Map 5 III. SOIL INFORMATION 6 Figure 3: Washington County Soil Map 6 IV. PROPOSED DRAINAGE 6 Figure 4: Post - Developed Basin Map 7 V. HYDROLOGIC ANALYSIS 8 VI. RUN -OFF SUPPPORT INFORMATION AND ANALYSIS 8 1. Impervious and Pervious Surface Areas 8 Table 1: Pervious and Impervious Area 8 2. Curve Numbers 8 Table 2: Curve Number 9 3. Time of Concentration 9 Table 3: Time of Concentration 9 4. Peak Discharge and Volume 9 Table 4: Peak Flow Rates 9 Table 6: Peak Volumes 9 VII. WATER QUALITY 9 Table 7: Water Quality Flow 10 Table 8: Water Quality FlowDepth 10 Table 9: 25 Year Storm Flow Depth 11 VIII. WATER QUANITY AND DETENTION 11 Table 10: Level Pool 11 Table 11: Stage Storage 12 Table 12: Stage Discharge 12 APPENDIX A 13 SOIL INFORMATION 13 Table 13: Soil Hydrologic Group 16 Table 14: Manning Numbers 17 Table 15: Curve Numbers 18 APPENDIX B 19 SUPPORT INFORMATION 19 AND CALCULATIONS 19 Table 16: 25 -Year Storm Event Post Development Flow and Hydrograph 20 Table 17: 25 -Year Storm Event Pre Development Flow and Hydrograph 21 Table 18: 2 -Year Storm Event Pre Development Time of Concentration 22 Table 19: l0 -Year Storm Event Pre Development Time of Concentration 23 Table 20: 25 -Year Storm Event Pre Development Time of Concentration 23 2 FINDINGS AND PROJECT STORM DRAINAGE IMPROVEMENT SUMMARY The developer proposes to construct a private storm system consist of an extended dry pond to detain and treat the run -off generated from the development. The extended dry pond shall have a bottom width of 4.00 feet with a permanent pool depth of 0.4 feet. Side slope of the treatment area must be 3:1 (H:V). The pond depth must include a foot of free board from the 25 year design water surface elevation. In accordance with our calculations, the following are the parameters of the dry extended pond and the flow control manhole. Pond Parameters: Length = 110 feet Bottom width = 10 feet Bottom Pond Elevation = 194.40 Side Slope: 3:1 Permanent pool depth = 0.4' Water Quality Depth = 0.11 feet Water Quality Elevation = 194.51 25 Year Storm Event Flow Depth = 0.42 feet 25 Year Storm Event Elevation = 194.82. Flow Control Inlet Parameters: Orifice Diameter Orifice Elevation (in) (ft) 2 Year Storm Event 0.75 194.40 10 Year Storm Event 4.00 195.40 25 Year Storm Event 4.00 195.90 3 'I. PROJECT DESCRIPTION This project is the remodeling of an existing school building into the Broadway Theater on a 1.29 acre property located at 12855 SW Grant Avenue in Tigard, Oregon. The property can also be located by the Washington County Map under the following information: T2S, R1 W, W.M. Quarter Section 02CB, Tax Lot #100. For exact location, see vicinity map below. The project will consist of remodeling the existing building, constructing additional parking and providing new sidewalk as well as landscaping around the building and parking area. For storm drainage, the development proposes to construct a private storm system that will consist of an extended dry pond to detain and treat the run -off before discharging into the existing public storm system. y 92'S`d_ SW. Wi2NaL`bfS( r t ... . 1,2 l - xy ° !7 rep; ;. , r _ PRO JECT SITE ',:• c ,, - .- 4 .,' yea,' I ` = -sw- Ertel - e ta' � L• / 4-1 .- '� A . ri` . r�/`„ y2 w •_...�. � fi ' j ,.'.� _� 7 ' / " ' '! ,te 4 tl 5 H SW 06 1iCt jay r .7 r �€ : c, 1 n 2..,,F -. iL SW Pdr45C .o ; y.4 S , ° m .fir L S `Z' " il', , ...L 4 , Q t o r �" SW ' _ . j pr o" �a � '' •'SWOrrtiiraSt ..... .... .._ • Fatrhdv l i Tx/ i 1 1 ? r Figure 1: Vicinity Map II. EXISTING CONDITIONS There is an existing school building and parking area currently resided onsite. The parking is connected to the culdesac and accesses onto SW Grant Avenue. The 4 . . topography of the site is quite flat. As for therun-off situation, roof and parking lot run- off currently are not detained and treated accordingly to the city requirements. . -4e- , , ,, , ,4 4 0 1 . , .,,_ 4 - 1 / 1 4 \ / \ — i • * ' \ '‘ 0 1 • --- ". -,. .' i . \ . 0 - I .„...- . ,, i 11 ■ , _ 1 ,. •;';\ ' '' ,. .--,t2' ° i ,\ -...., \ r.- ..s. „t—o -'— (■ ' r-.- I ' 1 ,,,, , `,.. ------- \' 1 .,.,"_,-,,/ `-‘'b' -..Z.:,.:- / , s.P'j,' \ 1/ •'''' ' I 1 .. r_ / A . „, \ . . ,,,. 1,11. 1, ( 's ,,Z, 7, r."" .- ; ;.S, . e I ,:.,..„,-- --,,,,,;\ \ .,..), -,/,:: ... , .1 ..,,,,,,,,, \ „.,:,, 3 , ,. j 1 ' ....—• --,--•.> .:-z•- , 4 :.,. • / - • ,p,.._ ....,-.-,4„-,,,<k..: . — , ..;..- - .9.2= - ...t - ;"0, ,-:',;;,. __._: ''. ' . 7 .:„..,L---: - '- X / • ‘' ' . .. .... 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' \ / I ;• ... ,... ...„,. ; - -, „.10 / ' \ i 1 , ; ; ,-- ---, \ ,, r 1 / ' . 77 N - •-" ,-• ------ \ / / i ■ N, - —_, / N r 1 --, `.. / ,------ \ - \ / , ------‘,/ 7 , / / / -, --,, i . :• -/ --. , \_____,, I 7 / -,, / , I i --- --- ------..09-,,, ''': - ,) 1 -----(----- _ -1----1 1 I L -- ------ --- ---270--" ! Figure 2: Pre-Developed Basin Map 5 III. SOIL INFORMATION According to the Soil Survey of Washington County, the so on this site belongs to two different series: Cascade and Woodburn. The first soil type is the Cascade Silt Loam (7C). The second soil type is the Woodburn Silt Loam (45C). The Hydorlogic Soil of Group for both of these series is C. The runoff for this soil is described as being medium and moderate for erosion hazard. For more descriptive information on the soil, see soil information in Appendix A. , y� ... A °s a r , s2°• ` .t df' "u'x �- `ry s .% ; ;t z� A� ♦ Y t., 4 3 : y �, ,. .1 n - 7? .. 3' ' - ' '#k j S + � . '�f ;,- c � . it 8 d ` P{ y4 "� X `, . ,y , . a s ., i ' .,� 3 ' v : • 4, . ` r,v, 1. -v rte "' �' ., 1 c7;, ` ` W.r . ' -,... , ) . , . ` ,,,,,, . 665665 , " , ye k -'t / � 1 � d� "'./ � t /0''''''i, ';';',7fN.rf: «.,.r tg . ,', �- ,rd: t` x , ,„, 4'� :.,‘7 1I/ .3. � i , ;, r h r n �.� ', -4 r*.' 4 re. "' '.44'.%1",, s a 'a''° dt7 '` ;s '. r ' ice 7 3 �J Y> p $ ra a i .'z � �cu"d f G �,'t i 6� a, 2�a ru' d: r �, s �^. 'er e` 9� ,. 7 �+ ���' '+- - --. v s „ ri d 7,7 'i 7 ;;4, 7— , -- ` a , .. m �- r u., d �ta`6`" - ,; a '. 7 , .+ X14 s �7 7 3 3 .."� $,, , er 1 ' yq 1 i 7 3 -o..-: .L.41" ',.., " ' .' -- IP.= ,;;`7,; " c . , .'Z, '' i''' , -P' 4 4?= .,.;;;.` - r : ,." tiq ''1,7:.‘ ., - , - ' ' J • - ;,;,..`•: : : " A : Z . 1.4. -: : ';'*-- ",0 t ," :43,4 E 4 ` , N ' ,;:,: , l'' ''''', ' ,,;' ;-,, %,,,,,':!' ,,'& 444; ."'T '1*. 4 - - A L,.* - p ' t'Sli: 4 i. ''' - !7 m - '' 5 1 � �~ a r f '' :h � " � { � �`V � � � ��� € ,, � � A '"'��r ',et a" ;.:',32'7, .v �+ �` �`'n��ir'�J°- §��, "7 t � � s.. ,.--/ . i _.:. � •` . _ � 4 . ,;' . fir i 'V,; ° ._ . "'-' .. . k Fivure 3: Washington County Soil Map IV. PROPOSED DRAINAGE The proposed storm system i s shown i n Post Development Bas Map on the next page. The development proposes to construct private storm system consist of 24" detention pipe to detain the roof and parking run -offs as well as infiltration manhole to treat all the run -offs before discharging to the main storm system on SW Grant Avenue. 6 1 1 1 ! 5 Sr�WY '`e: 1 ll•s0 y BM'Gr Q ryS 9 ( • . ,! 'd - • - ..� - " l t N.,,,\\ v / .... \\..,76. ,..t.tzi,,,, : 41111111111111 7 .. , , 5 , ..=: : :.. - x,L., - .:: ! * .= 1 , ri› .. , : 1 , 11 „ . ri A• _ 1 ' ‘. , . c s —J.4:1---- -II: 1 .::----- - 1,,,,,,‘ 1,, ,,,,.....„,., C ,„\ i . i ,, _ . . , \ 1 J t / t , i � r 1 /G l • 1 Ct I / - r _ / ,. _. . ...„,6„, . . , , • , , , Li. .. , , , ".. . p / %` \ u e f e J ? i ,,,,,,,,, • d I „) i f r 1 AN w,ti+ ^``. VI CI ,I.\,„ / � \ // r-,.......„.„.. 01 --,,, L: „7 "„ H 7 -----'''''''''' ' N- N . ,. .. a.: V. HYDROLOGIC ANALYSIS Hydrologic analyses for the site have been completed following the SCS, Type IA Hydrograph method, with modeling by the WaterWorks computer program. This program enables the user to develop runoff hydrographs and determine detention requirements under a variety of stage- storage options. Analysis calculations, supporting information, and computer output are contained in Appendix B. Following are our calculation process: • Determine the soil type and classification. • Determine the Curve Numbers. • Calculate Impervious and Pervious areas of the basin area. • Determine flow length and run -off slope. • Determine the Time of Concentrations. • Calculate Peak Flow Rates and Volumes. • Design Water Quality Facility • Perform Downstream Analysis • Determine whether or not Detention Facility is required. VI. RUN -OFF SUPPPORT INFORMATION AND ANALYSIS 1. Impervious and Pervious Surface Areas The impervious and pervious surface areas of the pre - development conditions and post development conditions are the actual areas taken from the site plan. Description Pre Developed: Site Post Developed Site ,(acre) Pervious Surface 1.29 0.13 Impervious Surface 0.00 1.16 Total Basin Area 1.29 1.29 Table 1: Pervious and Impervious Area 2. Curve Numbers We assume that the pervious area in both the pre- developed conditions and post developed conditions to be pasture or meadow. The CN for pasture or meadow is 85 for soil type C and CN = 98 for impervious area. 8 Pre Developed Site Post Developed Site Description CN CN Pervious Surface 85 85 Impervious Surface 98 98 Table 2: Curve Number 3. Time of Concentration Time of concentration is the time for run -off to travel from the hydraulically most distant point of the watershed to the point where the hydrograph is to be calculated. Calculations and calculated time'of concentrations are presented in Appendix C. Description Pre Developed Post Developed Site Site TOC 2 Storm Event (min) 20.23 5.00 TOC 10 Storm Event (min) 17.20 5.00 TOC 25 Storm Event (min) 16.20 5.00 Table 3: Time of Concentration 4. Peak Discharge and Volume Peak discharge rates for the prescribed rainfall events for pre - developed and post - developed site conditions. The rainfall depths are 24 -hour rainfall depths used for the Washington County. Computer model output is contained in Appendix C. Description Pre Developed Post Developed Site Site Q 2 Year Storm Event (cfs) 0.23 0.40 Q 10 Year Storm Event (cfs) 0.56 0.60 Q 25 Year Storm Event (cfs) 0.70 1.08 Table 4: Peak Flow Rates Description Pre Developed Post Developed Volume Site Site Difference Q 2 Year Storm Event (cft) 5,321 9,814 4,493 Q 10 Year Storm Event (cft) 8,929 14,046 5,117 Q 25 Year Storm Event (cft) 10,719 16,062 5,343 Table 6: Peak Volumes VII. WATER QUALITY 9 WATER QUALITY FLOW Project No.: SOD002 Design By: KQL SUMMARY: Qi(cfs 0.11 CWS WQ flow rate U(cf} pato 1516 WQ .Volume A (ac) = 1.160 Effective impervious area only where: WQ Volume = 0.36 (in) x Area (sf) / [12 (in /ft)] CWS WQ flow rate = WQ Volume (cf) / [14,400 sec] or CWS WQ flow rate = [ 0.36 (in) x Area (sf) / [ 12 (in /ft) (4hr) (60min /hr) (60sec /min)] Table 7: Water Quality Flow WATER QUALITY SWALE - DESIGN BROADWAY ROSE THEATER Man -Made Channels CIVIL TOOLS PRO English Units 08 -10 -2007 13:42:56 Results Flow Depth = 0.11 ft Flowrate = 0.11 cfs Bottom Width = 10.00 ft Side Slope (H:V) = 4.0000 H:V Channel Slope (V :H) = 0.0050 V:H Manning's N = 0.240 Wetted Area = 1.11 sq ft Wetted Perimeter = 10.88 ft Velocity = 0.10 fps Froude No. = 0.05 Flow Regime = Sub - Critical Table 8: Water Quality FlowDepth 10 • Required Length of Swale = 0.10 fps x 540 sec = 54 ft Actual Length of Swale = 110 ft > 100 ft OK 25 YEAR STORM EVENT FLOW DEPTH BROADWAY ROSE THEATER Man -Made Channels CIVIL TOOLS PRO English Units 08-10-2007 14:18:56 Results Flow Depth .0.42 ft Flowrate = 1.08 cfs Bottom Width = 10.00 ft Side Slope. (H:V) = 4.0000 H:V Channel. Slope (V:H) = 0,0050 V:H Manning's N = 0.240 Wetted Area = 4.85 sq ft Wetted Perimeter = 13.43 ft Velocity = 0.22 fps Froude No. = 0.07 Flow Regime = Sub - Critical Table 9: 25 Year Storm Flow Depth VIII. WATER QUANITY AND DETENTION LEVEL POLL SUMMARY MATCH IN STO- DIS- PEAK OUT STO- DESCRIPTION FLOW RAGE CHARGE STAGE FLOW RAGE (cfs) (cfs) id id (ft) id (cfs) (cft) 2 YR STORM EVENT 0.30 0.67 PIPE ORIFICE 195.58 1 0.30 2951.08 10 YR STORM EVENT 0.56 0.95 PIPE ORIFICE 196.06 ; 2 0.55 3575.57 25 YR STORM EVENT 0.70 1.08 PIPE ORIFICE 196.17 3 0.62 3842.44 Table 10: Level Pool 11 • STAGE DISCHARGE MULTIPLE ORIFICE Outlet Elevation: 194.00 Elevation 1: 194.00 Orifice Diameter 1: 0.75 in Elevation 2: 195.40 Orifice Diameter 2: 4.00 in Elevation 3: 195.90 Orifice Diameter 3: 4.00 in STAGE DISCHARGE STAGE DISCHARGE STAGE DISCHARGE STAGE DISCHARGE (ft) (cfs) (ft) (cfs) (ft) (cfs) (ft) (cfs) 194.4 0 195 0.0118 195.6 0.2109 196.2 0.6466 194.5 0.0048 195.1 0.0128 195.7 0.2552 196.3 0.7076 194.6 0.0068 195.2 0.0137 _ 195.8 0.2927 196.4 0.7628. 194.7 0.0084 195.3 0.0145 195.9 0.3257 194.8 0.0097 195.4 0.0153 196 0.4929 194.9 0.0108 195.5 0.1533 , 196.1 0.5774 Table 11: Stage Storage STAGE STORAGE STAGE STORAGE STAGE STORAGE STAGE STORAGE (ft) (cf) Ac -ft (ft) (cf) Ac -ft (ft) (cf) Ac -ft (ft) (cf) Ac -ft 194.4 0 0 196.1 3669 0.0842. 197.9 11290 0.2592 199.7 19520 0.4481 194.4 0 0 196.2 3923 0.0901 198 11747 0.2697 199.8 19977 0.4586 194.5 188.8 0.0043 196.3 4178 0.0959 198.1 12204 0.2802 199.9 20434 0.4691 194.6 377.6 0.0087 196.4 4432 0.1017 198.2 12662 0.2907 200 20891 0.4796 194.7 566.4 0.013 196.5 4889 _ 0.1122 198.3 13119 0.3012 200.1 21348 0.4901 194.8 755.2 0.0173 196.6 5346 0.1227 198.4 13576 0.3117 200.2 21806 0.5006 194.9 944 0.0217 196.7 5804 0.1332 198.5 14033 0.3222 200.3 22263 0.5111 195 1133 0.026 196.8 6261 0.1437 198.6 14490 0.3327 200.4 22720 0.5216 195.1 1322 0.0303 196.9 6718 0.1542 198.7 14948 0.3431 200.5 23177 0.5321 195.2 1510 0.0347 197 7175 0.1647 198.8 15405 0.3536 200.6 23634 0.5426 195.3 1699 0.039 197.1 7632 0.1752 198.9 15862 0.3641 200.7 24092 0.5531 195.4 1888 0.0433 197.2 8090 0.1857 199 16319 0.3746 200.8 24549 0.5636 195.5 2142 0.0492 197.3 8547 0.1962 199.1 16776 0.3851 200.9 25006 0.5741 195.6 2397 0.055 197A 9004 0.2067 199.2 17234 0.3956 201 25463 0.5846 195.7 2651 0.0609 197.5 9461 0.2172 199.3 17691 0.4061 201.1 25920 0.5951 195.8 2906 0.0667 197.6 9918 0.2277 199.4 18148 0.4166 201.2 26378 0.6055 195.9 3160 0.0725 197.7 10376 0.2382 199.5 18605 0.4271 201.3 26835 0.616 196 3414 0:0784 197.8 10833 0.2487 199.6 19062 0.4376 201.4 27292 0.6265 Table 12: Stage Discharge The results also indicate that the post developed flow rates are controlled. They are either matched or less than compared to the existing conditions flow rates. 12 APPENDIX A SOIL INFORMATION 13 • •tic; many fine roots; many, fine, tubular It has a profile' Similar tb :the one described as representative pores; medium acid {pH. :5.6)`; clear, smooth 'of the series. boundary. 6 to 10 inches thick. Included with..this soil in mapping •were areas of Amity, B1 -15 to 23 inches, very dark grayish -brown (IO.YR Dayton, and'Woodburn soils, which make up as•much.as 10 . 3/2) silt loam, grayish brown (10YR 5/2) percent of this. mapping unit. dry; moderate, medium,, subangular blocky Runoff is medium and the hazard of erosion • is moderate.. structure; slightly hard, friable,slightly sticky Capability. unit ie -1; wildlife•group 2., and slightly plastic; many. fine roots; many, - • 44D Willamette silt loam,.12 to :20'percentslopes. .medium, .tubular pores; medium acid (pH This moderately steep :soil is on •side slopes of terrace 6.0) ; clear,-wavy boundary. 7 :to 11 inches • escarpments. thick:. Included. with this soil in Mapping were areas of Amity B21t -23 to 32 inches, dark-brown (I 0YR 3/3) silty clay .Dayton, and Woodburn: soils,. which make up as much .as 10 loam, brown (10YR 5 /3).dry; moderate,. fine percent of this mapping unit. and very 'fine, subangular • blocky structure; • Runoff is medium, and the hazard of erosion is moderate. slightly hard, friable, slightly sticky and Capability uni•IIIe -1; wildlife group 2. •slightly plastics common fine •roots; many, • medium and fine, • tubular pores; few, thin, _11 patchy clay "films; medium ,acid (pH 6.0) ; R%oodburn series F — clear, wavy boundary. 0 to 13 i nches thick. The Woodburn series consists.of moderately well- drained B22t -32 to 43 inches, brown (10YR 4/3) silty clay soils that formed in old alluvium on low broad valley loam, brown. (10YR 5/3) dry weak, coarse, terraces. Slope is 0 to 20 percent. Elevation. is 150 to 250 subangular blocky structure; slightly hard, feet Where these soils: are•not cultivated, the vegetation is •friable,. slightly sticky and, plastic; many fine Douglas -fir, Oregon. white oak, grasses, and shrubs. Average roots, •many, medium, tubular pores; many annual precipitation is 40 to 50 itches, average •annual air moderately thick clav•films inpores, and few .temperature is 50° to 54° F and: the frost- treeperiod is 165 • tthinclay films on.peds; slightly. acid (pH 6.2) to 210 days. gradual •wavy boundary. 0 to 16 inches In a representative profile the surface laver is very dark • thick. grayish -brown silt loam about 11 inches thick. The subsoil is C43 to 60 inches; brown (10YR 4/3) silty clay loam, dark -brown and dark..grayish -brown silt loam and silty clay pale brown (10YR 6/3) dry; massive slightly loam about 30 inches:. thick. The substratum is dark hard, firm slightly sticky and plastic; grayish -brown silt loam about 19• inches thick. Th•profile is •fine roots; many, medium, tubular pores; Medium acid throughout.. many moderately thick clay films. in pores; permeability` is slow.. Available water capacity is 11 to 13 slightly acid (01.6.2). inches. Water - supplying capacity is 15 to 20 inches. The A horizon ranges from very dark brown, to dark Effective rooting depth:is more than 60 inches. brown and very •dark grayish .brown,. when moist. The Bt These•soils are used for irrigated vegetable crops, irrigated horizon ranges. in texture from silty clay loam to heavy silt berries, orchards, small grain, hay, irrigated pasture, loam, and it is 25.to 35 percent clay. •In places the structure of recreation, homesites, and wildlife habitat. • the B horizon is •moderate or weak, prismatic breaking to Moderate,. subangular blocky. The a .horizon is medium Representative profile of Woodburn silt loam, 0 to 3 • textured to moderately fine textured and commonly has percent-slopes, located in the SW1!4NE1 /4 section 20, T. 1 contrasting•strata below a depth of 40 inches.. N., R. 3 W. 44A W'illamette.siltloam, 0 to 3:percent slopes. Ap -0 to 5 inches, very dark grayish -brown (10YR 312) This nearly level soil is on broad valley ten It has the silt loam, brown (1OYR 5/3) dry; weak,. profile described as representative of the series. medium, subangular blocky structure; slightly Included with this soil in mapping were areas of Amity; hard, friable, slightly sticky •and nonplastic; 'Dayton,-.and Woodburn soils, which makeup as much as 10 many fine •roots; •common, medium, irregular • percent of this mapping•unit. ores; medium acid Runoff is slow, and the hazard of erosion is slight. p (pH 5.8 ) ;. abrupt, smooth Capability unit I.1; wildlife group 2. boundary. G to:10 inches thick. 44B- Willamette silt: loam, 3 to 7. percent slopes. This Al2 -5 to •I1 inches, very grayish-brown rk 10YR gently sloping soil :is on broad valley terraces. g y Included •with this soil in mapping silt loam,:brown 1OYR 5/3) dry; weak, g were areas of Amity Dayton, •and Woodburn soils; which makeup as much as 10 medium subangular blocky structure; percent of this mapping unit. slightly hard, friable, slightly , sticky and Runoff is slow, and the hazard of :erosion is slight. tubular strc; many fine.roots;many, very fine, Capability unit IIe-;1; ua 1; wildlife group 2. tubular pores ; .medium acid es th i 6) ; clear, 44C Willamette siltloam, 7 to 12 percent slopes. smooth boundary. 0 to 8 inches thick. This moderately sloping soil is on broad:valley terraces. Bit -11 to e inches,- dark -brown (10YR 3/3) silt loam, yellowish brown.(10YR 5/4) dry; moderate, fine •and very fine, subangular blocky .structure; slightly. hard, •plastic; many fine • .roots; many, fine tubular pores; thick clay Eli-in in pores; 14 • • • Medium acid , (pH 5.6) ; gradual, smooth Aloha, Amity, Willamette, Helvetia and Dayton soils, which • boundary. 0to 7 inches'thick. occupy.as much as 15 percent of this mapping unit. B21t. =16.to 26 inches dark -brown (10YR 4/3) silty clay Runoff is slow, and the hazard of erosion is• slight loam, light yellowish brown (10YR 6/4) dry; Capability :unit Ile-2; wildlife group 2. • moderate, fine, and very fine, subangular 45C- Woodburn silt loam, 7 to 12 percent slopes. blocky structure; hard, firm, slightly sticky This soil is moderately sloping. and plastic; many fine roots ;.many, very. fine, Included with this .soil. m mapping were areas of Aloha, tubular pores ;•thick clayfrlms on peds and in Amity, Willamette; Helvetia, and Dayton soils, which occupy • pores; medium acid (pH 5.8) ; clear, smooth as much as 15 percent of.this mapping unit. boundary. 7 to 10 inches thick. Runoff is medium, and the hazard of erosion is moderate. B22t -26 to 31 inches, dark -brown (10YR 4/3) silty clay Capability unit Ile -2; wildlife group 2. loam, pale . brown (10YR 6/3) dry; common 45D- Woodburn silt loam, 12 to 20 percent slopes. - fine, distinct, dark grayish -brown (1 OYR 4/2) This moderately steep soil: is along terrace escarpments. and grayish -brown (2.5YR 5/2) mottles; Included with this soil in mapping were areas of Aloha, . weak, medium, and fine, subangular blocky Amity, Willamette, Helvetia . and Dayton soils, which • structure; hard, .firm, slightly stickv and occupy as much as 15 percent of this mapping unit. • • plastic; few fine roots; many, fine and very Runoff is medium, and the hazard of erosion' is moderate. fine, tubular pores;. common thick clay films Capability unit IIIe-5; wildlife group 2. in pores and on peds; few, fine, black .manganese stains; medium acid . (pH :6:0) ; gradual, smooth boundary. 4 to 10 inches • thick. B3 -31 to 41 inches, dark grayish -brown (10YR 4/3) silty clay loam, pale brown, (10YR. 6/3) dry; Xerochrepts and Hapioxerolls; very steep common, fine, distinct, dark: grayish -brown (10YR •4/2) and grayish - brown (2.5YR 5/2) 46F and Haploxerolls, very steep. This mottles; weak, medium and fine, subangular. undifferentiated :group is about 45. percent Xerochrepts and blocky structure; hard, fimi, slightly sticky about 45. percent Haploxerolls. It occurs as steep to very and slightly plastic; few fine and medium steep escarpments along the small streams that have cut roots; common fine and very fine, tubular deeply into the valley terraces and where the terraces meet pores; few •thick clay films .in lamer pores; the bottom lands and flood, plains along major streams: and medium acid (pH 6.0) ; gradual smooth rivers. These soils are well drained. They formed in.a mixture boundary. 0 to 12 inches thick. of silt, sand, and an accumulation of material that has moved C-41 to 60 inches, dark grayish -brown (10YR 4/2) silt downslope. The short slopes range from 20 to 60 percent. loam, light brownish gray (10YR 6/2) dry; Elevation is 50 to 450 feet. Vegetation is Douglas -fu, many, distinct, grayish -brown (2.5YR 5/2), Oregon white oak, .shrubs,- forbs, and grasses. The average dark grayish -brown (10YR. 4/3 ) , and dark annual precipitation is 40 to 60 inches, average annual air yellowish -brown (10YR 4/4) mottles; temperature is 50° to 54° F, and the.frost -free period is 165 to • massive; hard, .firm, slightly sticky and 210 days. slightly. plastic;.few'fne roots; very few, fine, .Included mapping were areas of Hillsboro, Quatama, tubular pores; medium-acid (pH 6.0). Willamette, and Woodburn•soils, which make up as much as The A horizon has moist value of 2 or 3, chroma of 2 or 3, 15 percent of this mapping unit. Small seep spots and and hue of 1OYR. Dry value is 4 or 5, and .chroma .is 2 or 3. wet - season springs are, also included. Between depths of 10 and 20 inches, moist value and chrorna Permeability is moderate to moderately slow. Available range to 4. Distinct mottles are within a.depth of 30 inches. water capacity is 10 to 12 inches. Water - supplying capacity The B2 horizon ranges from heavy silt loam to silty clay is 22 to 26 inches. Effective rooting depth is more than 60 loam. Horizons below a depth of 30 -inches are firm to very inches. firm and are brittle. The solum is slightly acid to medium Runoff is, rapid,. and the hazard of erosion is severe. acid. These soils are used for pasture, recreation, homesites, and 45A Woodburn silt loam,:0 to'3 percent slopes. 4 wildlife habitat: Capability unit VIe; wildlife group 2. This nearly level soil has the' profile described as repre- sentative of the series. •Xerochrepts -Rock outcrop complex Included with this soil in mapping were areas of Aloha, Amity, Willamette, Helvetia, and Dayton soils, which occupy 47D- Xerochrepts -Rock outcrop complex. This com -, as much as 15 percent of this mapping unit. Alex. is about 50 percent Xerochrepts and 30 percent Rock Runoff .is slow, and the .hazard of erosion is slight. outcrop. It occurs in irregularly shaped areas southeast of Capability unit 11w- 1;•wildlife Sherwood and:is composed of shallow and very shallow soils 45B Woodburn silt. loam, 3 to 7percent slopes. '4 and barren exposures of basalt bedrock. Slope is 5 to 30 This soil is gently sloping. percent. The Xerochrepts formed in a mixture of silt and sand Included with this soil in mapping were areas of too variable to map. Vegetation is low shrubs, Oregon white oak, Douglas -fir, grasses, and forbs. The average annual precipitation is • • • 15 Hydrologic Soil Group Hydrologic?Soll Group= Summary by Map Unit =, Washington County , Oregon "'Map unit symbot �. Map unit name .Rating Acres m AOl Percent of AO1' 45A Woodburn silt loam, O to C 0.8 66.2% 3 percent slopes 45B Woodburn silt loam, 3 to. C 0.4 33.8% 7 percent slopes Totals for Area of Interest (AOI) 1.2 1 100.0% Table 13: Soil Hydrologic Group • 16 Table 4-4 MANNING'S COEFFICIENTS / "K" FACTORS c - .. �BfitQ . . „Mama Ag::'S :.,aluog:f. � or.�nb l: >:: Smooth surfaces (concrete, asphalt, gravel, or bare hand packed soil) 0.01 Fallow fields or loose soil surface (no residue) 0.05 Cultivated soil with residue cover (s # 0.20 ft/ft) 0.06 Cultivated soil with residue cover (s > 0.20 ft /ft) 0.17 Short prairie grass and lawns 0.15 • Dense grasses 0.24 Bermuda grass 0.41 Range (natural) 0.13 Woods or forest with light underbrush 0.40 Woods or forest with dense underbrush 0.80 es yt {� 7: yy :" ::::;;.;try:; .;:;:�:;;;; 'fa.4::::: €trel` ,14 .. <::; .............. .................. . 1. Forest with heavy ground litter and meadows (n = 0.10) 3 2. Brushy ground with some trees (n = 0.060) 5 3. Fallow or minimum tillage cultivation (n= 0.040) 8 4. High grass (n= 0.035) 9 5. Short grass, pasture, and lawns (n= 0.030) 11 6. Nearly bare ground (n= 0.025) 13 7. Paved and ravel areas (n=0.0 27 1. Forested swale with heavy ground litter (n =0.10) 5 2. Forested drainage course /ravine with defined channel bed (n= 0.050) 10 3. Rock -lined waterway (n= 0.035) 15 4. Grassed waterway (n= 0.030) 17 5. Earth -lined waterway (n= 0.025) 20 6. CMP pipe (n= 0.024) 21 7. Concrete pipe (0.012) 42 8. Other waterways and pipe 0.508/n <:: > 9. Meandering stream with some pools (n= 0.040) 20 10. Rock -lined stream (n=0.035) 23 11. Grass -lined stream (n= 0.030) 27 12. Other streams, man -made channels and pipe 0.807/n ** n ' c: 1�t;j< > »":'s»`` ><s<>a Table 14: Manning Numbers 17 • • rt 4`, ` T ble 3 M0 I D CURVE NUMBERStF �Vr4 4 ` 4 7 *9& V, Va i� iittii ,z ? u �t ; tom r..:; P 1111t s zj kr � aaw � ` . • SCS. Western Washington Runoff Curve Numbers • Runoff curve numbers for selected agricultural, suburban, and urban land.use for Type lA rainfall distribution, 24 -hour storm duration. 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'. :' .3. • 3)1 • ;r-w„ .:, ♦,JrS'v.x:;•: �.,.:� c :.;:.:. a..,: �;; x{.: .`,?.:c ^:}.a,:.,.:J:. }. \: \�:ti 'fib ?2_.,,...e': >,Y.;;e : \\ a4:J:: ;}: v:: .; 3 .r ...0 .��....zc:.;r.:x }. :.:.; ;$:,;";:.:..:.:.: 2 '.: . }:�•e}',�c 1 ,, a b., -.,,h. ::xv..'3::,: >y..+:::5:.; x�:3 >v: \.,:v:.w..:,,;:t.J: : } : : ,:. ., ° :: . zin - , :` } :. :.,. c 7, �' ? :.;. i . ,w.. :o-• Yy ' >r: > .. \. ,.i \ :..- ,..::_., ..: �: -:.,.� : �.,,: . -...:. s ..::.,: c.: . J:..:. A:,:;.; �? o<: r.: a: c:::::.\:: i' k... y..\: ..,..n :,;: :';�;:;'!_:.;... .3.... �cW;�� . .. . .�.s.,• r ><S:o };z;:<.i: xz` ��'}xa3 > }x,.:.ys:..3: c:?\;;a� c,:;.�:<z3;c:ca;::;at. ,::.. -.: .......-... . ,._:.-:::.,.,-. ::„ .,., ...,.:.. + - :::: ..:: ::::,:i ii: : :: .. :... ..::,...,: o . :: .. i .y..,, a.. >- cc.}:J•..,:..::iJy,••xv,,... \: a, -.: .a:?<... ^. x..�2Jy:a... #J.... SR•s:a ?:J:. }:: :J}ai:J: ;;• }:w';v: }, ::.,:•:J;, j��:; x;..% .. ic.3: <:,C, ;, +fi.;: >.:;: x Cultivated land' - Winter Condition 86 91 94 95 Mountain Open Areas: • Low growing brush and grassland. 74 82 • 89 92 Meadow orpasture: --1) • 65 ! 78 85 89 Wood or forest land: Undisturbed 42 ' 64 76 ' 81 Established second growth 48 68 78 83 - Young second growth or brush • 55 . 72 81 • 86 Orchard: With over crop 81 88 92 94 . Open spaces, lawns, parks, golf courses, cemeteries, Landscaping Good Condition: • Grass cover on > =75% of area • 68 • 80 86 90 Fair Condition: -Grass cover on 50 -75% of area • 77 85 90 92 • Gravel Roads and Parking Lots: 76 85 89 91 • Dirt Roads and Parking Lots: • 72 82 87 89 - Impervious surfaces, pavement, roofs, etc. ` 98 98 98 98 Open water bodies: Lakes, wetlands, ponds, etc. • 100 100 100 100 Single Family Residential 3 : Dwelling unit/gross acre % Impervious" 1.0 DU /GA 15 1.5 DU /GA 20 2.0 .DU /GA 25 2.5 DU /GA 30 3.0 DU /GA 34 Select a separate curve 3.5 DU /GA 38 number for pervious and 4.0 DU /GA 42 impervious portions of the 4.5 DU /GA 46 site or basin. - • 5.0 DU /GA 48 5.5 DU /GA 50 6.0 DU /GA 52 6.5 DU /GA 54 7.0 DU /GA 56 Planned Unit Developments, % impervious" Select a separate curve condominiums, apartments, number for pervious and commercial businesses & Must be computed impervious portions of the industrial areas site or basin. Table 15: Curve Numbers .. ' - • 18 APPENDIX B SUPPORT INFORMATION AND CALCULATIONS 19 BASIN ID: PST -2YR NAME: PST DEV 2 YR STORM EVENT SCS METHODOLOGY TOTAL AREA • 1..29 Acres BASE -LOWS: 0.00 cfs RAINFALL TYPE....:. TYPE1A DERV IMP PRECIPITATION 2.50 inches AREA..: 0.16 Acres 1.13 Acres TIME INTERVAL 10.00 min CN • 85.00 98.00 TC 5.00 min 5.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.67 cfs VOL: 0.23 Ac -ft TIME: 490 min BASIN ID: PST -10YR NAME: PST DEV 10 YR STORM EVENT SCS METHODOLOGY TOTAL AREA • 1.29 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE • TYPE1A PERV IMP PRECIPITATION • 3.45 inches AREA..: 0.13 Acres 1.16 Acres TIME INTERVAL • 10.00 min CN • 85.00 98.00 TC 5.00 min 5.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.95 cfs VOL: 0.32 Ac -ft TIME: 500 min BASIN ID: PST -25YR NAME: PST DEV25 YR STORM EVENT SCS METHODOLOGY TOTAL AREA • 1.29 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE TYPE1A PERV IMP PRECIPITATION 3.90 inches AREA..: 0.13 Acres 1.16 Acres TIME INTERVAL 10.00 min CN 85.00 98.00 TC 5.00 min 5.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.08 cfs VOL: 0.37 Ac -ft TIME: 500 min Table 16: 25 -Year Storm Event Post Development Flow and Hvdrograph 20 BASIN ID: PRE -2YR NAME: PRE DEV 2 YR STORM EVENT SCS METHODOLOGY TOTAL AREA. • 1.29 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE TYPE1A PERV IMP PRECIPITATION • 2.50 inches AREA..: 1.29 Acres 0.00 Acres TIME INTERVAL....: 10.00 min CN.....: 85.00 98.00 TC 20.23 min 20.23 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.30 cfs VOL: 0.12 Ac -ft TIME: 500 min BASIN ID: PRE -10YR NAME: PRE DEV 10 YR STORM EVENT SCS METHODOLOGY TOTAL AREA • 1.29 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE • TYPE1A PERV IMP PRECIPITATION • 3.45 inches AREA..: 1.29 Acres 0.00 Acres TIME INTERVAL 10.00 min CN 85.00 98.00 TC • 17.20 min 17.20 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.56 cfs VOL: 0.20 Ac -ft TIME: 500 min BASIN ID: PRE -25YR NAME: PRE DEV 25 YR STORM EVENT SCS METHODOLOGY TOTAL AREA • 0.92 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE TYPE1A PERV IMP PRECIPITATION • 3.90 inches AREA..: 0.13 Acres 1.16 Acres TIME INTERVAL • 10.00 min CN 85.00 98.00 TC 16.20 min 16.20 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.95 cfs VOL: 0.32 Ac -ft TIME: 500 min Table 17: 25 -Year Storm Event Pre Development Flow and Hvdrograph 21 P irr Time of Concentration Calculations Project:. . Broadway Roses Theater Job Number. SOD002 Pre Development :Conditions= 2- yrStorm Flow Flow: Mannings Length Slope P velocity Segment Tc Accum. Tc Segment Flow Type n (feet) (ft/ft) (inches) (fps) (minutes) (minutes) 1 Sheet Flow 0.15 300 0:040 2.5 20.23 20.2 2 Shallow Conc. 0.00 #DIV /0! #DIV /01 3 Shallow Conc. 0.00 ' #DIV /01 #DIV /0! 4 Ditch Flow 0.00 #DIV /01 #DIV /0! 5 Ditch. Flow 0.00 #DIV /0! #DIV /0! Equation for Sheet Flow: Tt = 0.42 (n L)0.8 / [(P)0.527(5.0.4)] where: n Mannings roughness coefficient L flow length (ft) I 24 -hr rainfall (in) slope' of the hydraulic grade line.(ftift) Tt travel time (min) Equation for Shallow Conc. Flow: velocity (fps) = 0.00 v= k *s".5 where: k = 0 `. s (ft/ft) = 0.04 v=k *s ^2 Table 18: 2 -Year Storm Event Pre Development Time of Concentration - 22 Time of Concentration Calculations Project: Broadway Roses Theater Job Number: SOD002 Pre Development `Conditions- 10 -yr; Storm Flow Flow Mannings Length Slope P velocity Segment Tc Accum. Tc Segment Flow Type n (feet) (ft/ft) (inches) (fps) (minutes) (minutes) 1 Sheet Flow 0.15 300 0.040 3.45 17.22 17.2 Table 19: 10 -Year Storm Event Pre Development Time of Concentration Time of Concentration Calculations Project: Broadway Roses Theater Job Number: SOD002 Pre Development Conditions -25 -yr Storm Flow Flow Mannings Length Slope P velocity :Segment Tc Accum. Tc Segment Flow Type n (feet) (ft/ft) (inches) (fps) (minutes) (minutes) 1 Sheet Flow 0.15 300 0.040 3.9 16.20 16.2 Table 20: 25 -Year Storm Event Pre Development Time of Concentration 23 7650 SW Beveland Street /MK TM RIPPEY Suite 100 Tigard, Oregon 97223 CONSULTING ENGINEERS Phone: - ° �' Fax: (503) (503) 443 443 -3700 3900 BROADWAY ROSE VI, 9 Calculation Index d /o° August 07 SUBJECT SHEET NUMBERS FOOTINGS F -1 MEZZANINE FLOOR FRAMING MF -1 & MF -2 BEAM STABILITY FACTOR CL -1 TRUS JOIST FLOOR OUTPUT TJF -1 & TJF -2 ROOF FRAMING R -1 & R -2 ENTRY ROOF RISA OUTPUT RO -1 thru R004 TRUS JOIST ROOF OUTPUT TJR -1 EXISTING ROOF CHECK ER -1 NEW OPENING STRONGBACKS SB -1 & SB -2 " �,� MAXIMUM CONSIDERED EQ RESPONSE MCE -1 �' y i a � , ^`� 18.o8 4 LATERAL LOADS L -1 thru L -6 Th „, EXISTING WALL SHEAR CHECK EWS -1 +1(4 ' �i ace' Att'E [EXPIRES: 12 - 31 -061 City of Tigard A: f r,ve• Plans B 011 Date , 31 1 13 ( Se-) 1 OFFICE COPY N A . i I VIDM,,E4 A /4750 t, ACr229 -141 Qkc. , o • ( 1 . 't /.?(2,?) --- 4, , . : . it /.1 ‘' //, • , 7 << 4th.- x / el— t / t r(/) = S r ---- - ,-.)k.., ..,..„ J f..,r6 /, ti Ni ‘.-o hip, // _ / ( . / . ( 4 / o 4- 2- kt. , /o t L 2 / /2 4 6,, ,m, /4- q - k i,, ��. , / rp j xi. L, IL, /e- z 2.,J /11E2.2 G vc --� S4b I?C`f}n-fr, A,,,... 1, f= (6!(10) , 60) _,,,,Li-i • 4' 7 - . . . :, .---'`, ' .. , - , i t , J - Ar-- 6 I° ti , a X (... d - 6' I 1- 2 C¢> t 2 ( =/ ),J_ IMI:\.. / - L, DATE 7 ' l/- 02 CONSULTUVG ENGINEERS BY CHK BY DATE 7650 S.W. Beveland St, Suite 100 SOB NO 70 Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET ,/"."-/ OF • cd/4„"o .o) `a 1E • 2., Gt � 9� ` J 7 71 v L, h . 1 ( ) 7 (2 rK ■vb 12 /D 9360 ILAK TM RIP'PEY BY DATE �D - -U? CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEETP r /oF 7 -1 4 - 0A,d G - z, /4r /o)L /1 11 (20) S' (2‹)) 1,4 12 c7u 291 /360 w .- 1 I G1, Z I.3 14 " =.l ( / G1 z ,fi .) &/) 1. (15 A L /D.5 hl L 13.E ( 4 Z -) /.'5 / 62/ Sri 2 lZ ,c7/, /6) 2)t.`/ / 2 z 1/ 8 ¢- Cc Q) 9 L crag )( P z�p3 `mod/ 1d ). 6,g , 0/ (6) , 24 ? . a) / 23 2 /2. x `f 8 C` Q zi.0 �,�, c. - I ct , 9 .65 /C - g,a•- c GMp �?.22 0(�f) .,2 °z3/62 -j / .s� -- fv l () �3^ , o44''6vp z , L lid z 2. ¢(5694 2. V) I `• 2 t ,?)L</2S /2 , 2 /4 (1 '15 2 Z4 L 6J'� M p i l� i RIPPE BY { 1� DATE (O _ CONSULTING ENGINEERS ))) CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET W2 OF Sheetl GIu -Lam Beam Volume Factor BEAM K L (ft.) d (in) b (in) x Cv 1 1 52 31.5 8.75 10 0.786 1 1 27 15 5.125 10 0.954 1 1 23 15 5.125 10 0.969 1 1 38 18 5.125 10 0.905 1 1 21 12 5.125 10 1.000 1 1 21 12 5.125 10 1.000 1 1 21 12 5.125 10 1.000 1 1 21 12 5.125 10 1.000 1 1 21 12 5.125 10 1.000 1 1 21 12 5.125 10 1.000 FILE - GLVF GIu -Lam Beam Stability Factor BEAM Lu Le d b Kbe E F b* Rb Fbe CI (in.) (in.) (in.) (in.) (psi) (psi) 1 325 204 15 5.125 0.439 1,800,000 2,760 10.794 6,783 0.969 1 324 574 15 5.125 0.439 1,800,000 2,400 18.105 2,411 0.819 1 276 495 15 5.125 0.439 1,800,000 2,760 16.813 2,795 0.822 1 456 798 18 5.125 0.439 1,800,000 2,760 23.385 1,445 0.499 1 294 538 19.5 6.75 0.610 1,600,000 2,760 15.174 4,239 0.929 1 294 538 19.5 6.75 0.610 1,600,000 2,760 15.174 4,239 0.929 1 294 538 19.5 6.75 0.610 1,600,000 2,760 15.174 4,239 0.929 1 294 538 19.5 6.75 0.610 1,600,000 2,760 15.174 4,239 0.929 1 294 538 19.5 6.75 0.610 1,600,000 2,760 15.174 4,239 0.929 File - GLSF v I v Page 1 4 1 ei 1" AWeyerhaeuser Business 14" TJI® 210 @ 16" o/c TJ- Bearnnil 6.25 Serial Number: Pagel Engine Version: AM on: 6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version CONTROLS FOR THE APPLICATION AND LOADS LISTED a 15' Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Assembly - Moveable Seating (psf): 100.0 Live at 100 % duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 3.50" 3.50" 1000 / 150 / 0 / 1150 End, TJI Blocking 1 Ply 14" TJI® 210 2 Stud wall 3.50" 3.50" 1000/150 /0 / 1150 End, TJI Blocking 1 Ply 14" TJI® 210 DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 1118 -1105 1945 Passed (57 %) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 1118 1118 1435 Passed (78 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 4076 4076 4280 Passed (95 %) MID Span 1 under Floor loading Live Load Defl (in) 0.319 0.365 Passed (L/549) MID Span 1 under Floor loading Total Load Defl (in) 0.367 0.729 Passed (L/477) MID Span 1 under Floor loading TJPro 62 40 Passed Span 1 - Deflection Criteria: STANDARD(LL:L/480,TL I.J240). - Deflection analysis is based on composite action with single layer of 23/32" Panels (24" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 lbs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Panels (24" Span Rating) decking with a poured flooring overlay. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - 5/8" Direct Applied Gypsum Ceiling, Pour Flooring Overlay, Perpendicular Partitions. A structural analysis of the deck has not been performed by the program. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Doug Gannett TM Rippey Consulting Engineers 7650 SW Beveland St. Tigard, OR 97223 Phone : 503 443 3900 Fax : 503 443 3700 dgannett@tmrippey.com Copyright ° 2006 by True Joist, a Weyerhaeuser Business TJI° and TJ -Beams are registered trademarks of Trus Joist. e -I Joiet`,PrO'" and TJ -Pro` are trademarks of Trus Joist. 701 ✓' 4 1j. ^We''``'ll""`` Business 9 1/2" TJ I® 210 @ 12" o/c TJ -Beam® 6.25 Serial Number: User:2 Engin e Version: 6.25.71 10:37:22 AM Page 1 Engin THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED (1; 13' Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 50.0 Live at 100 % duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 3.50" 2.25" 325/98 /0 /422 End, Rim 1 Ply 1 1/4" x 9 1/2" 0.8E TJ- Strand Rim Board® 2 Stud wall 3.50" 2.25" 325 / 98 / 0 / 422 End, Rim 1 Ply 1 1/4" x 9 1/2" 0.8E TJ- Strand Rim Board® DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 409 -404 1330 Passed (30 %) Rt. end Span 1 under Floor loading Vertical Reaction (lbs) 409 409 1110 Passed (37 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 1287 1287 2860 Passed (45 %) MID Span 1 under Floor loading Live Load Defl (in) 0.160 0.419 Passed (L/942) MID Span 1 under Floor loading Total Load Defl (in) 0.208 0.629 Passed (L/725) MID Span 1 under Floor loading TJPro 62 40 Passed Span 1 - Deflection Criteria: STANDARD(LL:U360,TL:U240). - Deflection analysis is based on composite action with single layer of 23/32" Panels (24" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 4' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Panels (24" Span Rating) decking with a poured flooring overlay. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - 5/8" Direct Applied Gypsum Ceiling, Pour Flooring Overlay, Perpendicular Partitions. A structural analysis of the deck has not been performed by the program. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Doug Gannett TM Rippey Consulting Engineers 7650 SW Beveland St. Tigard, OR 97223 Phone : 503 443 3900 Fax : 503 443 3700 dgannett @tmrippey.com /✓ ,C_ Copyright ° 2006 by Trus Joist, a Weyerhaeuser Business TJI° and TJ -Beam- are registered trademarks of Trus Joist. e -I Joist °,Pro" and TJ -Pro" are trademarks of Trus Joist. y • 4 1 • 514/- 1 p cAr C,6i)0 ob iq ' 2 -¢ yo L 3 8 Qfa,,,,, //DOD 9/214, r 8� c , 02, /O Do x 2 Opa.,, D om` 8. ` fftft s (1-4 3 114 28 6` " ��b -z 2- - J16 x (R � � i l RIPPEi BY DATE (, -, - 0) Y CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET - / OF 1;•, • . ci;. (2¢� s2. 2 & : ' L 5 ¢G.r r� 9 ¢ ', s (:.4 .i_4. .44 Lt ( 210 /5p-, 8 7! 1i' 4' ?,i /0 f 3 T . r- h . , 1' rf..l 1) L (/Q rt. i 7 o x .r" 7 c 4 L 0 n ' cl A. 2 �v�►' s 2 r.' \ • 7 6. % .6 1:,600 z R 3 ry.r, 4 , / • -€3.' ,.,, 1 1M K TM 1115 PEY BY 41 DATE 4-- / / 6 : 9 CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 SOB NO Tigard, Oregon 97223 n Phone (503) 443 -3900 SHEET / ' OF Company : Conlee Engineers July 12, 2007 Designer : Doug Gannett 7:18 AM Job Number : Checked By: Hot Rolled Steel Properties Label E [ksiJ G [ksi] Nu Therm ( \1E5 F) Density[k/ft^3] Yield[ksij 1 A36 29000 11154 .3 .65 .49 36 2 A572Grade50 29000 11154 .3 .65 .49 50 3 A992 29000 11154 .3 .65 .49 50 4 A500 42 29000 11154 .3 .65 .49 42 5 A500 46 29000 11154 .3 .65 .49 46 Hot Rolled Steel Section Sets Label Shape Design List Type Material Design Rules A [in2j I (90.270) [i... I (0,180) [in41 1 HR1A HSS10X5X6 Wide Flange Beam A500 46 Typical 9.663 40.572 120.416 2 HR2 . HSS5X5X3 Wide Flange Beam A500 46 Typical 3.288 12.604 , 12.604 Joint Coordinates and Temperatures Label X [ft] Y [ftj Temp [F] 1 N1 0 23 0 2 N2 8 7 0 3 N3 8 14 0 4 N4 12 19.5 0 5 N5 26 15.5 0 6 N6 32 0 0 I 7 N7 32 9 0 8 N8 35.5 12.5 0 9 N9 45.5 9.5 0 10 N10 45.5 0 0 Member Primary Data Label I Joint J Joint Rotate(deg) Section /Shape Design List Type Material Design Rules 1 M1 N2 N3 HR2 Wide Flange Beam A500 46 Typical 2 M2 N3 N1 HR2 Wide Flange Beam A500_46 Typical 3 M3 N3 N4 HR2 Wide Flange Beam A500 Typical 4 M4 N6 N7 HR2 Wide Flange Beam A500_46 Typical 5 M5 N7 N5 HR2 Wide Flange Beam A500 46 Typical 6 M6 N7 N8 HR2 Wide Flange Beam A500_46 Typical 7 M7 N10 N9 HR2 Wide Flange Beam A500 46 Typical 8 M8 N1 N4 'HR1A Wide Flange Beam A500_46 Typical 9 M9 N4 N5 HR1A Wide Flange Beam A500 46 Typical 10 M10 N5 N8 HR1A Wide Flange Beam A500_46 Typical 11 M11 N8 N9 HR1A Wide Flange Beam A500_46 Typical Joint Boundary Conditions Joint Label X [Win] Y [k/in] Rotation[k- ft/rad] 1 N2 Reaction Reaction 2 N6 Reaction Reaction 3 N10 Reaction Reaction 4 N1 Reaction Basic Load Cases BLC Description Category X Gravity Y Gravity Joint Point Distributed 1 DL None 4 2 Snow None 4 RISA -2D Version 6.0 [ C:\ RISA \7076EntryRoofSideBeams.r2d] Page 1 Company : Conlee Engineers July 12, 2007 Designer : Doug Gannett 7:18 AM Job Number : Checked By: Member Distributed Loads (BLC 1 : DL) Member Label Direction Start Magnitude[k/ft.d..End Magnitude[k/ft,d... Start Location[ft. %] End Location[ft, %] 1 M8 Y -.1 -.1 0 100 2 M9 Y -.1 -.1 0 100 3 M10 Y -.1 -.1 0 100 4 M11 Y -.1 -.1 0 100 Member Distributed Loads (BLC 2 : Snow) Member Label Direction Start Magnitude[k/ft,d..End Magnitude[k/ft,d... Start Location[ft, %] End Location[ft, %] 1 M8 Y -.19 -.19 0 100 2 M9. Y -.19 -.19 0 100 3 M10 Y -.19 -.19 0 100 4 M11 Y -.19; •:19 0 100 Load Combinations Description SolvePD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 DL + Snow Yes Y 1 1 2 1 . Joint Reactions (Bv Combination) LC Joint Label X [k] Y [ki MZ [k -ft] 1 1 N2 -.019 5.615 0 2 1 N6': 0 '. 7.56 0 3 1 N10 0 .589 0 4 1 N1 . .019 0 0 5 1 Totals: 0 13.764 6 1 COG (ft): X: 22.772 Y: 16.323 Joint Deflections LC Joint Label X [in] Y [in]_ Rotation [radi 1 1 N1 0 .236 - 3.582e -3 2 1 N2 : 0 . 0 3.315e -3 3 1 N3 -.278 -.005 - 2.635e -3 4 1 N4 . -.107 -.134 -1.462e-3 5 1 N5 -.1 -.11 1.57e -3 6 1 N6 0 0 -1.637e-5 7 1 N7 .002 -.009 1.199e -3 8 1 • N8 -:051 .04 4.612e-4 9 1 N9 -.063 0 - 4.43e -4 10 1 N10 0 0 5.51e-4 Member Section Forces (Bv Combination) LC Member Label Sec Axial[kj Shear[k] Moment[k -ft] 1 1 M1 1 5.615 0 0 2 2 5.615. 0 0 3 3 5.615 0 0 4 4 5615'. 0 0 5 5 5.615 0 0 6 1 M2 1 3.408. 0 0 7 2 3.408 0 0 8 3 3.408 0 0 9 4 3.408 0 0 10 5 3.408. 0 0 RISA -2D Version 6.0 [ C:\ RISA \7076EntryRoofSideBeams.r2d] Page 2 /2-0 -2 i. Company Conlee Engineers July 12, 2007 Designer : Doug Gannett 7:18 AM Job Number : Checked By: Member Section Forces (Bv Combination) (Continued) LC Member Label Sec Axial[k] Shearfkj Momentfk -ftl 11 1 M3 1 3.793 0 0 12 2 3.793 0 0 13 3 3.793 0 0 14 4 3.793 0 0 15 5 3.793 0 0 16 1 M4 1 _ 7.56 0 0 17 2 7.56 0 0 18 3 7.56- 0 0 19 4 7.56 0 0 20 5 7.56 0 0 • 21 1 M5 1 5.344 0 0 22 2 5.344 0 0 23 3 5.344 0 0 24 4 5.344 0 0 25 5 5.344 0 0 26 1 M6 1 5.14 0 0 27 2 5.14 0 0 28 3 5.14 0 0 29 4 5.14 0 0 30 5 5.14 0 0 31 1 M7 1 .589 0 0 32 2 .589 0 0 33 3 .589 0 0 34 4 .589 0 0 35 5 .589 0 0 36 ' 1 M8 1 -2.864 1.818 0 37 2 -2.61 .948 -4.322 38 3 -2.357 .078 -5.925 39 4 -2.103 -.792 -4.809 40 _ 5 -1.849 -1.662 -.974 41 1 M9 • 1 -.546 1.913 -.974 42 2 -.256 .898 -6.091 1 43 3 .034 -.117 -7.513 44 4 .324 -1.132 -5.241 45 5 .614 -2.147 .726 1 46 1 M10 1 -3.97 .522 .726 47 2 -3.752 -.167 .283 48 3 -3:535 -.855 1.555 49 4 -3.317 -1.544 4.543 50 5 -3.1 -2.233 9.247 51 1 M11 1 -.7 2.336 9.247 52 2 -.483 1.611 4.097 53 3 -.265 .886 .839 54 4 -.048 .161 -.527 55 5 .17 -.564 0 Member Section Deflections LC Member Label Sec x [in] y jinj (n) Uy Ratio 1 1 M1 1 0 0 NC 2 2 -.001 .07 NC 3 3 -.002 .139 NC 4 4 -.004 .209 NC 5 5 -.005 .278 NC 6 1 M2 1 .181 .211 NC 7 2 .18 .119 NC 8 3 .179 .027 NC RISA -2D Version 6.0 [ C:\ RISA \7076EntryRoofSideBeams.r2d] Page 3 0-0 -e Company : Conlee Engineers July 12, 2007 Designer : Doug Gannett 7:18 AM Job Number : Checked By: Member Section Deflections (Continued) LC Member Label Sec x finl v finl (n) Lly Ratio 9 4 .177 -.065 NC 10 5 .176 -.157 NC 11 1 M3 1 -.168 .222 NC 12 2 -.169 .169 NC 13 3 -.169 .115 NC 14 4 -.17 .061 NC 15 5 -.171 .007 _ NC 16 . 1 M4 1 _0 _. 0 NC 17 2 -.002 0 NC 18 3 -.004 0 NC ' 19 4 -.006 -.001 NC 20 5 -.009 -.002 NC 21 1 M5 1 -.007 .005 NC 22 . 2 .009 _ .04 NC 23 3 _ -.01 .076 NC 24, 4 .012 .112 NC 25 5 -.013 .148 NC 26 1 _ `M6 °.:.. : 1 _ - .005. .. - .007 NC _ 27 2 -.006 .011 3335.699 28 3 .006 .028 1667.85 29 4 -.007 .046 1111.9 30 5 -:008 .064 833.925 ` . . 31 1 M7 1 0 0 NC 32 2 0 .01 6 NC 33 3 0 .031 NC 34 4 '. 0 :047 NC _ 35 5 0 .063 NC _ 36 1 M8 1 -.066 .226 389.861 37 2 -.066 .096 589.577 _ 38 3 -.065 -.015 1042.569 39 4 -.065 -.098 2464.422 40 5 :065 .158 NC 41 1 M9 1 -.066 -.158 NC 42 2 .066 :212 2904.918 43 3 -.066 -.228 2121.04 44 4 - .066 -.197 3046.039 45 5 -.066 -.134 NC 46 1 M10 1 -.062 -.135 757.98 47 2 -.062 -.089 1075.979 48 3 .061 _ :043 1816.826 49 4 -.061 -.003 4650.239 50 1 5 : ._ -.06 .022 NC 51 1 M11 1 -.06 .023 NC 52 2 -.06 .025 NC 53 3 -.06 .012 NC 54 4 -.06. -.004 NC 55 5 -.06 -.019 NC RISA -2D Version 6.0 [C:\ RISA \7076EntryRoofSideBeams.r2d] 11-0- // Paage 4 .® ��4 • "" '�15C Business TJ -Beart® 6.25 Serial Number: 1 7/8" TJI® 210 24" o/c ber: Pser.2 Version: 6.25.71 Engine V Page 1 Engine Version:: 6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 1 Member Slope: .25/12 Roof Slope.25M2 19' All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Tapered(psf) Snow(1.15) 0.0 To 62.0 0.0 To 0.0 14' To 19' Adds To SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 3.50" 3.50" 499/285/0 /785 End, TJI Blocking 1 Ply 11 7/8" TJI® 210 2 Stud wall 3.50" 3.50" 761 /285/0/ 1046 End, TJI Blocking 1 Ply 11 7/8" TJI® 210 DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) -1004 -987 1903 Passed (52 %) Rt. end Span 1 under Snow loading Vertical Reaction (Ibs) 1004 1004 1650 Passed (61%) Bearing 2 under Snow loading Moment (Ft -Lbs) 3685 3685 4163 Passed (89 %) MID Span 1 under Snow loading Live Load Defl (in) 0.576 0.929 Passed (L/387) MID Span 1 under Snow loading Total Load Defl (in) 0.884 1.239 Passed (U252) MID Span 1 under Snow loading - Deflection Criteria: STANDARD(LL:U240,TL:U180). - Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. - (Minimum cut length) = (Overall horizontal length) x 1.000 + 1/4" PROJECT INFORMATION: OPERATOR INFORMATION: Doug Gannett TM Rippey Consulting Engineers 7650 SW Beveland St. Tigard, OR 97223 Phone : 503 443 3900 Fax : 503 443 3700 dgannett@tmrippey.com Copyright a 2006 by Trus Joist, a Weyerhaeuser Business TJI and TJ -seam are registered trademarks of Trus Joist. e -I Joist ",Pro" and TJ -Pro" are trademarks of True Joist. 1 ! /L-"c l t it C ") C,L B x 2 C 6A-to 2 n lrv�Yl / `�?? /z .. ; o - / ) It z w/ !'hzz 6.6) Z ,� lS 2 ,"",8) 1z 7- ,=111 4 1 cr i i i p O TM RIg'PEY BY__ d; Y CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 � p � Phone (503) 443 -3900 SHEET L - 7 OF kEoicet A cam- CpN l � 1 /vim cc/ W1 ovvl / (.50, )/ . L .ai9� /,¢ , of i S t 2.6 )9,1" t , 5)6 / y , .6 g S (e »9)2 / � C ✓ - ' = . o /98 (‘ 0 1.3 3, t / �~ fVi z . is (� �) ) 1 . k_6 /2 _) $ ��. t1 � / q e J � 9'xek (4_ )8,/ -Li I�DA jh /0,, (6, / 414 ht a6 z 0 / , (9)/) t 2.6/ 0- �Q fr7 �, � �' cr. x • 56z_ j //d.z6,26.1j/ 8 2' r` Mt/Pk ht C = • 2 j (;z� t • o /9 8 4 . cr4 i - a3 -& �f 4- r,/ d-- 12� / 4 RIPPEY BY DATE 2 a 2 lYl CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 SOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET. OF /Ibp 11 do /24 /14 �(2 -JIDC) / = Z . tr .1 ( 4 Z ).) TM RYPPEY BY DATE 2 -‘ - 0) CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET .9/2 2 OF 2002 Lat/Lon Lookup Output! Page 1 of 1 tab science fora changing;wort LOCATION 45.42602 Lat. - 122.78301 Long. The interpolated Probabilistic ground motion values, in %g, at the requested point are: 10 %PE in 50 yr 2 %PE in 50 yr PGA 18.67 39.40 O y 0.2 sec SA 44.06 93.27 = X 1,12." 1,Df"X ,(2) = .? I 1.0 sec SA 15.33 33.68 SEISMIC HAZARD: Hazard by Lat/Lon, 2002 cr - 41 http:// eqint. cr. usgs.gov /eq- men/cgi- bin/find -11- 2002 - interp- 06.cgi 6/11/2007 ti c ,-2 -, 9k �r /L �k r - __T__________ 117//, m.-/9 ( . M l IN _ W7'. ft- 1 401 1, - — 1 /,0 /,Q )c , /,( •ll'% kiivyt a • D 16 (/', 9, 6) :09.4 = , / ¢ fG-li / A72; E12. y .. t,p z (2,0) _, [.1gx Jr'" =. /9 V Z , 2 (1,S9 ' %t'.0 L cr0 / , _, ,14-�� — , 2 (� 4_J 2 e.r z , i Q 'l , -.TEAL Y M RJI PEI q 6 �/f L� j 7 „ _ DATE BY 7 -U 'U 11\]]LL'J � ` / '- 7p � `7 CONSULTING ENGINEERS n� / /� -`r AY-t.,e— /i p CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET Z - / OF I Gv /mo . a if . Z (11) t- • 0 1 Zo r/tr 2 �P NI 20 I'm M r R 6tdr J E- 7 f ie. / Jr - , D 6 4 ? J" 5 / g /et) " IL i/ CV 8414 N: (e) Rdo/L - .6/ ) z /. 22 (C�) ww.c.t t(06.1- (2.70/z 4-2) z z Is) (e) w444_ // = . 5 &sr ( 7 x.!S - //. 2 r 2.c,g 3.0a/ x. /S ^z . T t• � � / /� �).2 ' s .r r. 1I i� 61,33) hit 11.L69 t ( , e602tz6¢ -)z )8'� 4 a) 33 2 � 32 L ¢.g / �� / 'klvv 332 .,c) , .not) ,9 ?4,‹ -41,./- ., /, 2# / nur%- 1f.2 0e , rJ + 2s - 206) Lw.,s "TM RIPPEY .Y CJ DATE 7 ^ '6° ) CONSULTING ENGINEERS � CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET L z ' OF M A-la : 4 r Dr / (id • "'�' v-tze 7- D6r C2o) 11� (4) /e z 2.(80. 1J' L . • s' °I.ciC _ ./i (3)/13 — Q4 , o , r(4) .2 2 , 9 /6w- /� °�/L1 / Iin. IP / `� / LT or t /, 2 1(-41/t. r ' o6,r - a) ' - . 7 L, 8 2,90&) /) f 6,8(3 t- 16b2_ j i 18o2 - )6r . _ to dr 9g.L. 9 t 2(9q. / 12 A‘,./e- 01- 7 19~ 4 - 9 TM RI $ PE BY /,1 DATE ) -O -a2 CONSULTING ENGINEERS 7 CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET OF h? C 22}11 • °0 9' t41 1 \ 1 / -- h / /i • O4 4a M . () l3 tk.k. •o61 t . of (4) 7_ . 38 • I. = ,010 -(64) _ C`) 4 Pa ti . ©bd'' (v> = 6 J~ P�� L (6) = G¢ 2 •'S` 1 x l■ - . 1MK M �PEY BY /5 DE ) - l f -D) CONSULTING ENGINEERS J CHK BY DATE 7650 S.W. Beveland St, Suite 100 IOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET L -� of /Imp/ Al �`f e ,/) (24) e 2,9) I '1 P-611 '1 /ode cgtiw ail et 24. ?c)) " L 84- 6/ z , l8 `` u./ lob e, 6 1 -- t 06' c ®v t(of C 0) t, o /r1V4 c 1 Fit ./ 5 (2 4 /�, J L ct—,2211" 4/ z.Ti / 4-(97- z ', g (Ao% z mss' X /, 3 = 1/1), _ g /./2/./2 - 9,1 M1, = .O / 1 Z (s), i.rC) gn .. Or( 2 )2(/) = 2.8 /3.2 TM RIPPEY 1M BY� DATE ) 11 CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 SOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET �^ S OF 400r 1.2(7) t92.1 /3 2 z 1 ,t _•, C J� O N SU LTING ENGINEERS ��� $ C BY 6 - DATE 2' /f YY CONSULTING / CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET C OF • 'i 09 1N9 4 w/ lV Nw DLit 4)- fit - P 9 k <1 4_____.— !, ( L _,.._;_,____,:.------ �— POT- -. o/) (4.2..) - I,o,6 � /o cl' 3� �D �, Pgti�- c (6 9 c ?.00 �(7T ,-` 2,6) +.Z1 / 2,6¢ /r ■ z 4 .., q : • c/ (/4.) , ,,i.. i3' \, oG- X3. �.�� w�l�, (ls/L ) .1 1�. 8��> 1o.33 � ( > / 2&. /)., R•S 13- a4))2Cit.9), 1 • DZ6 Al.,' 0 c.o4& • ,r /.� /3db , > ' r hi) t 4 0?' 5 ) Z1 1 le z /li 91 1 4, ' ("2)¢.g L/ � 2 2 iZ5 { / - #/r' D- L &h (o4-i/L. \_______i. f ____I-/ei 7 . Ilivit - .©1)(>) 2., x e '<.32 - 2. 4.>) /2 i. 2 x . 1r 2 ,/g _fi( . l mos) t ,ex7,r(ii) /3(Icr) t. c$, E - ° 2,iL 6 . z, 01 ltii S. I/ (4) . J" i lb. V .4� -- - R. / I .VUU >/ (¢.5) ,`mot' t " .1 l ` t / - J3 Jr d 1 YY � 11 '1 �PE g BY _ DATES - 02 CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 108 NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET N.A.? - ) OF x '�, w ��, R \ EX/ sr a T 3� .. TEO;BE Ph01ECrED - \ EI 6E ` - - - � INSTALL CURB CI w I ® CAICTt- BASINS - _ - 1 ■ ■W ` , PROTECTED. ` "�' \ IE 191.97 f0 Sa _ _ co \ \ \ YFI£ IBS FY 40 EX/S EX6 SS . - .- \ t_■ R/n EXISTING AC EXISnHC SIDEWALK )-14 �..� �, PRIQ4 CANS • ON 709E RESTORED AFTER COWN£C77Lri. t EX15 NC - __. " o //� ` ., - "MATCH DOST/NC SECTTON`I D GRADES PA IjiM£N . COON . .. _ . ■N� TALL CURB f / ST FIRE x �. \ 6210 �! 1t - 1 .� UNION 6 a / H YDRAN T ! \ l£ 192.20 - , !� : C.7. / - - . ` _ - \ Al - -_ ... ___._. TO BE PROTEC RD - mil ���� m F O•� .y� 96.70 LF f0 CONNECT IV £XLSn(G. SIDRsi YH -Zi S 4004 30 JI 030J4 S =0.004 -' !E' OVIT11.71 EX _ S 4£ 04,19A.92 10• C.. ■. '43.44 L , SnNC) 03034 S =C • LOCATE AND 4 RD !E 197.00 11111 PROTECT £7057 SSMN 13.5 LF 1 O3034 . . - EXlSI/NG \ RIM 200.95 Ali • , :, , ., , a .0 5 =0010 YIN • 1E18.845 : / _ 00 . -- - TO BE RENO ... 1 II I ZP 6' CO e . _ 4 .67 � \ w. % \/ ' . , ElOST�I �� DJOJ4 S 004 --.-------.--- .. / / / - 1 . > . o ' I 8.T.7arF / g , I I ! " . 10 DJOJ4 _ 6 Co ' (. b S 0 — • y ' 5 =0004 !£ 195.12 --- wit ��, • ' I ' / / ' j � \ . ' .. / ` ! / / ; 07 ; U ( \ S�O.DW i 1 =ACE i = Y � ` \\\\ 1 NOTES: ., 1 � CB RIM 19520 Arik A FIELD LOCATE AND PROTECT O OUT 18550 \ EXIST SAN SEWER CONNECTION 5 0.010 MIN ® ' !\ 4.00 LF 6 - D3034 y ` TO EXISTING BUILDING TEAR STORM \ ; i LOCATE AND PROTECT • 7650 SW Beveland Street TM RIPPEY Suite 100 1\— Tigard, Oregon 97223 CONSULTING ENGINEERS Phone: (503) 443 Fax: (503) 443-3700 December 8, 2008 City of Tigard Building Department 13125 SW Hall Blvd. Tigard, Oregon 97223 -8199 Re: The Broadway Rose -- / A ?. D c if? 7 /9 Permit #2007 -00433 a s To Whom It May Concern: We are writing to advise that to the best of our knowledge, based upon our site visit, review of shop drawings and review of test reports by Carlson Testing, the structural work for the above referenced project has been completed per the structural design intent. Please call if you have any questions. Sincerely, 5 Douglas G. Gannett, PE Project Manager TM Rippey Consulting Engineers CC: Tim Ayersman - Soderstrom Architecture Bob Gray - Robert Gray Partners • PP Carlson Tcstiii g, In(• fam Of /irr Snlem OJrrc H J�+0111' Nur, -,Are .NUSU ll,id 9 , AC 6302508 R,l.•, Rd 411 ] S 40 1,1 vm C Hrnd UR Y770? Mom (RI?, 6S1 -i16() Plnn, I�U?I SS'J -l'" Phrmr ) MO y155 Construction Materials Testing & Inspection '50004-09,1 „�, +,�,�,.� +� „_�n; + „_,�r+ Special Inspection FINAL SUMMARY LETTER November 19, 2008 T0806993 City of Tigard 13125 SW Hall Blvd Tigard, OR 97223 -8199 Attn: Building Department Re: The Broadway Rose Theatre Company — Remodel 12850 SW Grant Avenue — Tigard, OR Permit No.: BUP2007 -00433 Dear Sir or Madam: This is to certify that in accordance with Section 1704.1.2 of the International Building Code, we have performed special inspection of the following item(s) per our inspection reports only: Reinforced Concrete Installation of Cast in Place Anchors and Adhesive Anchors All inspections and tests were performed and reported according to the requirements of Project Documents and, to the best of our knowledge, the work was in conformance with the approved plans and specifications, approved change orders and applicable workmanship provisions of the State Building Code and Standards, as well as the structural engineer's design changes, approvals and verbal instructions. Our reports pertain to the material tested /inspected only. Information contained herein is not to be reproduced, except in full, without prior authorization from this office. If there are any further questions regarding this matter, please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING, INC. Steven W. Leach Project Manager SWL /rc cc: Robert Gray Partners Inc — Bob Gray City of Tigard Building Division T M Rippey Consulting Engineers — Doug Gannett Soderstrom Architects — Tim Ayersman Construction Inspections & Related Tests Carlson Testlilg Inc. 1 Geotechnical Consulting o M ain Office Salem Office Bend Office P.O. Box 23814 4060 Hudson Ave., NE P.O. Box 7918 Tigard, Oregon 97281 Salem, Oregon 97301 Bend, Oregon 97708 Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155 Fax (503) 684 -0954 Fax (503) 589 -1309 Fax (541) 330 -9163 REPORT OF 4 X 8 CONCRETE TEST SPECIMENS Test Methods: ASTM C31 /C172/C192/C617/C1064/C231/C143 Date Molded: 08/25/2008 Job Number: T0806993. Permit #: BUP2007 -00433 Client: ROBERT GRAY PARTNERS INC - BOB GRAY Project: THE BROADWAY ROSE THEATRE COMPANY - REMODEL Address: 12850 SW GRANT AVENUE TIGARD OR Jurisdiction: TIGARD Contractor: ROBERT GRAY PARTNERS INC - BOB GRAY Subcontractor: Cast By: Y. VITRUM Concrete Supplier: WILSONVILLE CONCRETE PRODUCTS Truck #: 51 Load #: 1 Ticket#: 114157 Weather: CLEAR Test Time: 1: 45 Air Temp. at Sampling Time: 60 Cylinders were cast for the following locations: CONTINUOUS FOOTING AT A -B /1.5 AND A/1.5 -2.5, AND TOTAL OF 6 SPREAD FOOTING TYPES A (1), B (4), D (1) AT SOUTH -EAST SIDE OF THE BUILDING Total Concrete Placement Location: CONTINUOUS FOOTING AT A -B /1.5 AND A/1.5 -2.5, AND TOTAL OF 6 SPREAD FOOTING TYPES A (1), B (4), D (1) AT SOUTH -EAST SIDE OF THE BUILDING Strength Requirement: 3000 psi Pc 28 Days Slump: 2.500" % Air: 1.50% Mix Number: 305001W Conc. Temp: 77 Cement Type: 1-II Max Agg: 3/ 4 Admix/Amt: POLYHEED = 92 OZ Cubic Yards: 6.5 Register Number: 0086277 Lab Location: TIGARD Set Test @ Date Test Total Area Unit Type Of Tested No. Days Rec'd Date Load PSI Fracture By I 7 08/26/2008 09/01/2008 40904 12.56 3260 2 RH2 28 08/26/2008 09/22/2008 55375 12.56 4410 4 RH2 28 08/26/2008 09/22/2008 56767 12.56 4520 3 RH2 28 08/26/2008 09/22/2008 59069 12.56 4700 4 RH2 ❑ Distribute attachments. Average f @ 28 days 4540 Please see reverse side for additional information. Job Number: T0806993 . J Register Number: . 9086 . Date Molded: 08/25/2008 Project: THE BROADWAY ROSE THEATRE COMPANY -• REMODEL < 1 in. [25 mm] ? , i -,.. Type 1 Type 2 Type 3 Reasonable well - formed Well- Formed cone on one Columnar vertical cracking cones on both ends, less end, vertical cracks running through both ends, no than 1 in. [25 mm] of through caps, no well - defined well - formed cones cracking through caps cone on other end Type 4 Type 5 Type 6 Diagonal fracture with Side fractures at top or Similar to Type 5 but no cracking through bottom (occur commonly end of cylinder is pointed ends; tap with hammer to with unbonded caps) distinguish from Type 1 Asterisked ( *) average unit PSI test results did not meet listed acceptance criteria. Remarks: ROBERT GRAY PARTNERS INC - BOB GRAY TO: CITY OF TIGARD BUILDING DIVISION T M RIPPEY CONSULTING ENGINEERS - DOUG GANNETT SODERSTROM ARCHITECTS - TIM AYERSMAN Project Manager: STEVEN W. LEACH Reviewed By: Ty Toiler On 09/23/2008 Our report pertains to the material tested only. The information contained in this report is provided subject to all terms and conditions of CTI's General Conditions in effect at the time this report is prepared. No party other than those to whom CTI has distributed this report shall be entitled to use or rely upon the information contained in this document. •I Main Office ' Salem Office Bend Office P.Q. Box 23814 4060 Hudson Ave., NE P.O. Box 7918 ss�� 9 igard, Oregon 97281 Salem, Oregon 97301 Bend, Oregon 97708 C arlson Testing, Inc. Inc® „ Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155 Fax (503) 684 -0954 Fax (503) 589 -1309 Fax (541) 330 -9163 Daily Report of Reinforced Concrete Client: ROBERT GRAY PARTNERS INC - BOB GRAY Project: THE BROADWAY ROSE THEATRE COMPANY - REMODEL CTI Job #: T0806993. Address: 12850 SW GRANT AVENUE TIGARD OR Jurisdiction: TIGARD CTI representative Y. VITRUK OBOA 770 was on site this date Auq. 25, 2008 to perform Special Inspection for: Permit BUP2007 -00433 DFS #(s) PO Number: SCOPE OF INSPECTION CONCRETE 1. Checked in with superintendent or client representative. 1. Mix Design approved? © Yes El No ❑ N/A Name: AARON Company: ROBERT GRAY PARTNERS INC. 2. Monitored loads arriving at job site for correct: Mix #: 305001W 2. Type of work: ® Concrete IN Reinforcing Slump 4 +1 % Air 1. 3. Work included: © Sampling 111 Inspection 3. Type of samples made? 4 x 8 CONCRETE CYLINDERS 4. Inspection was 'IBC' ® Continuous Periodic Number of sets 1 Samples per set 4 5. Work performed: ® In the field El At precast shop 4. Inspected placing and consolidation of approx. 6.5 cubic yards of concrete. REINFORCING Yes No N/A Location of concrete placement [to include grid lines, elevations (floors) and drawing details]: 1. Reviewed previous inspection reports? X 2. Forms clear of debris? SAME AS REINFORCING. 3. Type, grade, size, quantity, spacing and X condition conform? 4. Verified forms will nominally result in hardened concrete of the required X cross - sectional dimensions. 5. Verified location of reinforcing steel, pipes, conduits and sleeves with respect to X minimum concrete cover. 6. Verified type and location of splices, length After samples are tested, results will follow on break report. of contact laps, and min. diameter of bends. X 7. Verified support & anchorage of reinforcing REPORT SUMMARY steel in the forms. X 1. Work inspected was: © Completed In progress 8. Verified structural embedments in the forms x 2. Completed work inspected was in compliance with with regard to fabrication, quality and type. Approved plans and specifications ❑ Shop drawings 9. Verified structrual embedments in the forms with regard to weld inspection, quantity, and X ❑ RFI ❑ Design change ❑ Submittal ❑ N/A permits issued. 10. Verified cast in place anchors. X Document #(s) Dated: Description of structure inspected [to include grid lines, 3. Noncompliance item(s) were noted this date, details on elevations (floors) and drawing details]: following page(s). ❑ Yes No © N/A CONTINUOUS FOOTING AT A -B /1 . 5 AND A/1.5-2.5, 4. Noncompliance item(s) were reinspected this date, details TOTAL OF 6 TYPES A (1) , B (4) , AND D (1) SPREAD on following page(s). ❑ Yes ❑ No © N/A FOOTINGS AT SOUTH EAST CORNER OF THE BUILDING REFERENCE DETAIL S2.01, S3.01. ❑ Conform ❑ Remain in progress Report(s) findings were discussed and left with AARON of ROBERT GRAY PARTNERS INC. Based on the Code, approval is required from the Building Official before the SPECIAL INSPECTED items noted above can be covered. Carlson Testing has no authority to direct work of contractors or subcontractors. 0 See additional report page(s). ❑ Distribute attachments. Page 1 of 1 Daily Report of Reinforced Concrete' For: 08/25/2008 CTI Job #: T0806993. Project: THE BROADWAY ROSE THEATRE COMPANY - REMODEL Notes: In some cases more than one box may be checked for a given item on the front page. Our reports pertain to the material tested /inspected only. Information contained herein is not to be reproduced, except in full, without prior authorization from this office. If there are any further questions regarding this matter, please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING, INC. Reviewed By: Steven W Leach Review Date: 09/03/2008 YV /CN ROBERT GRAY PARTNERS INC - BOB GRAY TO: CITY OF TIGARD BUILDING DIVISION T M RIPPEY CONSULTING ENGINEERS - DOUG GANNETT SODERSTROM ARCHITECTS - TIM AYERSMAN 'Construction Inspections & Related Tests Carlson Testing, Inc,. . , Geotechnical Consulting Main Office Salem Office Bend Office P.O. Box 23814 4060 Hudson Ave.. NE P.O. Box 7918 Tigard, Oregon 97281 Salem, Oregon 97301 Bend, Oregon 97708 Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155 Fax (503) 684 -0954 Fax (503) 589 -1309 Fax (541) 330 -9163 REPORT OF 4 X 8 CONCRETE TEST SPECIMENS Test Methods: ASTM C31 /C172/C192/C617/C1064/C231/C143 Date Molded: 08/25/2008 Job Number: T0806993. Permit #: BUP2007 -00433 Client: ROBERT GRAY PARTNERS INC - BOB GRAY Project: THE BROADWAY ROSE THEATRE COMPANY - REMODEL Address: 12850 SW GRANT AVENUE TIGARD OR Jurisdiction: TIGARD Contractor: ROBERT GRAY PARTNERS INC - BOB GRAY Subcontractor: Cast By: Y. VITRUK Concrete Supplier: WILSONVILLE CONCRETE PRODUCTS Truck #: 51 Load #: 1 Ticket #: 114157 Weather: CLEAR Test Time: 1: 45 Air Temp. at Sampling Time: 60 Cylinders were cast for the following locations: CONTINUOUS FOOTING AT A -B /1.5 AND A/1.5 -2.5, AND TOTAL OF 6 SPREAD FOOTING TYPES A (1), B (4), D (1) AT SOUTH -EAST SIDE OF THE BUILDING Total Concrete Placement Location: CONTINUOUS FOOTING AT A -B /1.5 AND A/1.5 -2.5, AND TOTAL OF 6 SPREAD FOOTING TYPES A (1), B (4), D (1) AT SOUTH -EAST SIDE OF THE BUILDING Strength Requirement: 3000 psi f c@ 28 Days Slump: 2.500" % Air: 1. 50% Mix Number: 305001W Conc. Temp: 77 Cement Type: I I I Max Agg: 3/4 Admix/Amt: POLYHEED = 92 OZ 6.5 Cubic Yards: • Register Number: 0086277 Lab Location: T I GARD Set Test @ Date Test Total Area Unit Type Of Tested No. Days Rec'd Date Load PSI Fracture - By I 7 08/26/2008 09/01/2008 40904 12.56 3260 2 RH2 28 08/26/2008 09/22/2008 28 08/26/2008 09/22/2008 28 08/26/2008 09/22/2008 n Distribute attachments. Average Pc 28 days Please see reverse side for additional information. Job Number: T0806993. ' Register Number:, 0086?77 ' Date Molded: 08/25/2008 Project: THE BROADWAY ROSE THEATRE COMPANY — ' REMODEL < 1 in. [25 mm] `y \ I i)\\\ ( 1r Type 1 Type 2 Type 3 Reasonable well- formed Well- Formed cone on one Columnar vertical cracking cones on both ends, less end, vertical cracks running through both ends. no than 1 in. [25 mm] of through caps. no well - defined well - formed cones cracking through caps cone on other end Type 4 Type 5 Type 6 Diagonal fracture with Side fractures at top or Similar to Type 5 but no cracking through bottom (occur commonly .,nd of cylinder is pointed ends: tap with hammer to with unbonded caps) distinguish from Type I Asterisked ( *) average unit PSI test results did not meet listed acceptance criteria. Remarks: ROBERT GRAY PARTNERS INC - BOB GRAY TO: CITY OF TIGARD BUILDING DIVISION T M RIPPEY CONSULTING ENGINEERS - DOUG GANNETT SODERSTROM ARCHITECTS - TIM AYERSMAN Project Manager: STEVEN W. LEACH Reviewed By: Ty Toiler On 09/03/2008 Our report pertains to the material tested only. The information contained in this report is provided subject to all terms and conditions of CTI's General Conditions in effect at the time this report is prepared. No party other than those to whom CTI has distributed this report shall be entitled to use or rely upon the information contained in this document. Main Office . Salem Office Bend Office .+ P.O. Box'238.14 4060 Hudson Ave., NE P.O. Box 7918 ss�� # Tigard; Oregon 97281. Salem, Oregon 97301 Bend, Oregon 97708 Carlson Testing Inc nc• Phone (503) 684 -34660 Phone (503) 589 -1252 Phone (541) 330 -9155 Fax (503) 684 -0954 Fax (503) 589 -1309 Fax (541) 330 -9163 Daily Report of Proprietary Anchors Client: ROBERT GRAY PARTNERS INC - BOB GRAY Project: THE BROADWAY ROSE THEATRE COMPANY - REMODEL CTI Job #: T0806993. Address: 12850 SW GRANT AVENUE TIGARD OR Jurisdiction: TIGARD CTI representative A. NUNLEY was on site this date Jun. 27, 2 0 0 8 to perform Special Inspection for: Permit BUP2007 -00433 DFS #(s) PO Number: SCOPE OF INSPECTION Location of proprietary anchors inspected [to include grid 1. Checked in with superintendent or client representative. lines, elevations (floors) and drawing details]: Name: AARON OBSERVED THE INSTALLATION OF (12) 5/8" THREADED Company: ROBERT GRAY ROD 3/4" DIA WITH 6" EMBEDMENT PER DETAIL 2/55.01 TYPICAL SHOP & CANOPY ROOF TO (E) BMU 2. Inspection was "IBC" © Continuous n Periodic WALL. ALSO, (4) HORIZONTAL 3/4" THREADED ROD 3. Work performed: © In the field ❑ At precast shop WITH 7/8" DIA & 5" EMBEDMENT PER DETAIL 11/S4.01, MEZZANINE FLOOR AT (E) LOBBY WALL, GRID LINE 2.4/A -A.7. 4. If shop inspection do they have fabrication and QC procedures? ❑ Yes ❑ No in N/A * SEE ADDITIONAL NOTES. PROPRIETARY ANCHORS REPORT SUMMARY Yes No N/A 1. Reviewed previous inspection reports? x 1. Work inspected was: © Completed ❑ In progress 2. Reviewed evaluation report? x 3. Verified manufacturer's anchor use conforms 2. Completed work inspected was in compliance with x A roved plans and specifications Shop drawings to acceptance criteria in report summary. © Pp p p ❑ P s g Verified following items meet manufacturer's ❑ RFI © Design change ❑ Submittal ❑ N/A published installation instructions. 4. Verified minimum embedment depth of the Document #(s) Dated: anchors. x 3. Noncompliance item(s) were noted this date, details on 5.Verified installation of the anchors. x following page(s). ❑ Yes ❑ No © N/A 6. Verified anchor diameter. x 7. Verified steel grade. x 4. Noncompliance item(s) were reinspected this date, details 8. Verified hole diameter. on following page(s). ❑ Yes ❑ No © N/A x 9. Verified type of drill bit used. x ❑ Conform ❑ Remain in progress 10. Verified cleanliness of hole and anchor. x 11. Verified adhesive application. Report(s) findings were discussed and left with AARON Evaluation report number ER- 5193 of ROBERT GRAY Name of product being installed HILTI HY -150 Batch Number 032207L2 Expiration Date 12/08 Based on the Code, approval is required from the Building Official before the SPECIAL INSPECTED items noted above can be covered. Carlson Testing has no authority to direct work of contractors or subcontractors. ❑ See additional report page(s). ❑ Distribute attachments. Page 1 of 1 0040 • Daily Report of Proprietary Anchors • For: 06/27/2008 CTI Job #: T0806993 . Project: THE BROADWAY ROSE THEATRE COMPANY - REMODEL Notes: LOCATION OF PROOPRIETARY ANCHORS (CONT'D) ALSO, (20) 3/4" THREADED ROD 7/8" DIA WITH 6" EMBEDMENT PER DETAIL 6/S4.01 MEZZANINE FLOOR TO GRID 2.5 WALL, GRID LINE A/2.3 -2.9. HAD A VERBAL PHONE CALL TO ENGINEER ON 06- 27 -08, DETAIL 3/S4.01 CALLS FOR ANCHORS BOLTS WITH 3/4" THREADED ROD 'J' HOOKS, ENGINEER OKAYED 3/4" THREADED ROD. (28) - HORIZONTAL 3/4" THREADED ROD 7/8" DIA WITH 6" EMBEDMENT PER DETAIL 3/S4.02 MEZZANINE FLOOR TO (E) BACK WALL, GRID LINE 2.3/B.3 -C.8. In some cases more than one box may be checked for a given item on the front page. Our reports pertain to the material tested/inspected only. Information contained herein is not to be reproduced, except in full, without prior authorization from this office. If there are any further questions regarding this matter, please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING, INC. - Reviewed By: Steven W Leach Review Date: 07/08/2008 ALN /JWA ROBERT GRAY PARTNERS INC - BOB GRAY TO: CITY OF TIGARD BUILDING DIVISION T M RIPPEY CONSULTING ENGINEERS - DOUG GANNETT SODERSTROM ARCHITECTS - TIM AYERSMAN C s� y� n Construction In & Related Tests arlson Testing, Into .; Geotechnical Consulting Main Office Salem Office Bend Office P.O. Box 23814 4060 Hudson Ave.. NE P.O. Box 7918 Tigard, Oregon 97281 Salem, Oregon 97301 Bend, Oregon 97708 Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155 Fax (503) 684 -0954 Fax (503) 589 -1309 Fax (541) 330 -9163 REPORT OF 4 X 8 CONCRETE TEST SPECIMENS Test Methods: ASTM C31 /C172/C192/C617/C1064/C231/C143 Date Molded: 05/20/2008 Job Number: T0806993. Permit #: BUP2007 -00433 Client: ROBERT GRAY PARTNERS INC — BOB GRAY Project: THE BROADWAY ROSE THEATRE COMPANY — REMODEL Address: 12850 SW GRANT AVENUE TIGARD OR Jurisdiction: TIGARD Contractor: ROBERT GRAY PARTNERS INC — BOB GRAY Subcontractor: Cast By: A. BAXTER Concrete Supplier: WILSONVILLE CONCRETE PRODUCTS Truck #: 51 Load #: 1 Ticket #: P112554 Weather: CLOUDY Test Time: 12 : 35 PM Air Temp. at Sampling Time: 63 Cylinders were cast for the following locations: STEMWALL AT SHOP — SOUTHEAST CORNER Total Concrete Placement Location: STEMWALLS AT NEW SHOP Strength Requirement: 3000 psi fc @ 28 Days Slump: 4.250" % Air: 1.10% Mix Number: 305001W Conc. Temp: 66 Cement Type: I —II Max Agg: 3/4 Admix/Amt: POLYHEED = 132 OZ Cubic Wards: 9.5/9. 5 Register Number: 0083624 Lab Location: TIGARD Set Test @ Date Test Total Area Unit Type Of Tested No. Days Rec'd Date Load PSI Fracture By 7 05/21/2008 05/27/2008 46300 12.56 3690 4 MEM 28 05/21/2008 06/17/2008 64576 12.56 5140 3 DH 28 05/21/2008 06/17/2008 65897 12.56 5250 3 DH 28 05/21/2008 06/17/2008 64339 12.56 5120 4 DH El Distribute attachments. Average fc @ 28 days 5170 Please see reverse side for additional information. Job Number: T0806993. Register Number: ..0(.8 Date Molded: 05/20/2008 Project: THE BROADWAY ROSE THEATRE COMPANY 'REM'ODEL —41 t < 1 in. [25 ram] 7 "I' IS ) 1 1 -' I Type I Type 2 Type 3 Reasonable well - formed Well- Formed cone on one Columnar vertical cracking cones on both ends, less end, vertical cracks running through both ends, no than 1 in. [25 mm] of through caps, no well - defined well - formed cones cracking through caps cone on other end k 7 Type 4 Type 5 Type 6 Diagonal fracture with Side fractures at top or Similar to Type 5 but no cracking through bottom (occur commonly °nd of cylinder is pointed ends: tap with hammer to with unbonded caps) distinguish from Type I Asterisked ( *) average unit PSI test results did not meet listed acceptance criteria. Remarks: ROBERT GRAY PARTNERS INC - BOB GRAY TO: CITY OF TIGARD BUILDING DIVISION T M RIPPEY CONSULTING ENGINEERS - DOUG GANNETT SODERSTROM ARCHITECTS - TIM AYERSMAN Project Manager: STEVEN W. LEACH Reviewed By: Ty Toiler On 06/19/2008 Our report pertains to the material tested only. The information contained in this report is provided subject to all terms and conditions of CTI's General Conditions in effect at the time this report is prepared. No party other than those to whom CTT has distributed this report shall be entitled to use or rely upon the information contained in this document. MainOffi'ce Salem Office Bend Office • • • ' ".P.0 Box 4060 Hudson Ave., NE P.O. Box 7918 Carlson Testing, Tigard, 6'8 Salem, Oreg 9 125 Bend, 97708 Inc. 1 Phone (503) 03) 684 -346-346 0 , 1 Phone (503) 589 -1252 Phone (541) 541) 330-9155 5 Fax (503) 684 -0954 - Fax (503) 589 -1309 Fax (541) 330 -9163 Daily Report of Proprietary Anchors Client: ROBERT GRAY PARTNERS INC - BOB GRAY Project: THE BROADWAY ROSE THEATRE COMPANY - REMODEL CT!Job #: T0806993. Address: 12850 SW GRANT AVENUE TIGARD OR Jurisdiction: TIGARD CTI representative A. NUNLEY was on site this date Jun. 16, 2008 to perform Special Inspection for: Permit BUP2007 -00433 DFS #(s) PO Number: SCOPE OF INSPECTION Location of proprietary anchors inspected [to include grid 1. Checked in with superintendent or client representative. lines, elevations (floors) and drawing details]: Name: AARON OBSERVED INSTALL OF (26) HORIZ 3/4" T.R. (2 PER Company: ROBERT GRAY PARTNERS PL) 7/8" DIA, 6" EMB FOR LEDGER PER DTL 2/S5.01 TYP. SHOP + CANOPY ROOF TO (E) BMU ALL. ALSO 2. Inspection was "IBC" © Continuous ❑ Periodic (6) HORIZ 5/8" DIA T.R., 3/4" DIA., 8" EMB, PER 3. Work performed: ® In the field ❑ At precast shop DTL 19/S3.01 (N) 2X6 STUD WALL @ (E) BMU WALL - ALSO (16) VERT 5/8" DIA T.R., 3/4" DIA, 2 1/2" EMB (2) PLATE FOR STEEL COL - PER DTL 8 & 4. If shop inspection do they have fabrication and QC 8A/S3.01 TYP. (N) WINDOW STRONG BACK TO procedures? ❑ Yes ❑ No ® N/A WALL /FLOOR PROPRIETARY ANCHORS REPORT SUMMARY Yes No N/A 1. Reviewed previous inspection reports? x 1. Work inspected was: ® Completed ❑ In progress 2. Reviewed evaluation report? x 3. Verified manufacturer's anchor use conforms 2. Completed work inspected was in compliance with x roved plans and specifications Shop drawings to acceptance criteria in report summary. © ApP P P ❑ P s g Verified following items meet manufacturer's ❑ RFI ❑ Design change ❑ Submittal ❑ N/A published installation instructions. 4. Verified minimum embedment depth of the Document #(s) Dated: anchors. x 3. Noncompliance item(s) were noted this date, details on 5.Verified installation of the anchors. x following page(s). ❑ Yes ❑ No © N/A 6. Verified anchor diameter. x 7. Verified steel grade. x 4. Noncompliance item(s) were reinspected this date, details 8. Verified hole diameter. on following page(s). ❑ Yes ❑ No ® N/A x 9. Verified type of drill bit used. x ❑ Conform n Remain in progress 10. Verified cleanliness of hole and anchor. x 11. Verified adhesive application. x Report(s) findings were discussed and left with AARON Evaluation report number ER 5193 of ROBERT GRAY PARTNERS Name of product being installed HILTI HY - 150 Batch Number 013001L2 163520L2 222916L2 Expiration Date 01/2009 11/2008 07/2008 Based on the Code, approval is required from the Building Official before the SPECIAL INSPECTED items noted above can be covered. Carlson Testing has no authority to direct work of contractors or subcontractors. ❑ See additional report page(s). n Distribute attachments. Page 1 of 1 5 Daily Report of Proprietary Anchors , For: 06/16/2008 CTI Job #: T0806993. • Project: THE BROADWAY ROSE THEATRE COMPANY - REMODEL Notes: In some cases more than one box may be checked for a given item on the front page. Our reports pertain to the material tested /inspected only. Information contained herein is not to be reproduced, except in full, without prior authorization from this office. If there are any further questions regarding this matter, please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING, INC. Reviewed By: Steven W Leach Review Date: 06/21/2008 ALN /CK ROBERT GRAY PARTNERS INC - BOB GRAY TO: CITY OF TIGARD BUILDING DIVISION T M RIPPEY CONSULTING ENGINEERS - DOUG GANNETT SODERSTROM ARCHITECTS - TIM AYERSMAN • Main Office Salem Office Bend Office P.O. B'ox 2,3814 4060 Hudson Ave., NE P.O. Box 7918 Carlson Testing, Inc• Pho ne ne (503) Oregon 684-3460 97281 Salem, 503) 5 9 89 - 125 Bend, 2 Phone ( 5441) 330-9155 97708 5 Phne (50)one (503)512551)3-915 9 Fa, (503) 684 -0954 Fax (503) 589 -1309 Fax (541) 330 -9163 Daily Report of Proprietary Anchors Client: ROBERT GRAY PARTNERS INC - BOB GRAY Project: THE BROADWAY ROSE THEATRE COMPANY - REMODEL CTI Job #: T0806993. Address: 12850 SW GRANT AVENUE TIGARD OR Jurisdiction: TIGARD CTI representative A. NUNLEY was on site this date Jun. 19, 2008 to perform Special Inspection for: Permit BUP2007 -00433 DFS #(s) PO Number: SCOPE OF INSPECTION Location of proprietary anchors inspected [to include grid 1. Checked in with superintendent or client representative. lines, elevations (floors) and drawing details]: Name: AARON OBSERVED INSTALLATION OF (22) HORIZONTAL FOR Com an ROBERT GRAY PARTNERS INC P.T. 4 X 14 LEDGER WTIH (2) 3/4" DIA THREADED p y RODS, 7/8" DIA, 6" EMB, PER DTL 2/S5.01, TYP 2. Inspection was "IBC" © Continuous ❑ Periodic SHOP & CANOPY ROOF TO (E) BMU WALL; ALSO (6) 3. Work performed: © In the field ❑ At precast shop HORIZONTAL 5/8" THREADED ROD, 3/4" DIA, 6" EMB PER DETAIL 19/S3.01, (N) 2 X 6 STUD WALL AT (E) BMU WALL 4. If shop inspection do they have fabrication and QC procedures? 0 Yes ❑ No © N/A ... CONTINUED ... PROPRIETARY ANCHORS REPORT SUMMARY Yes No N/A 1. Reviewed previous inspection reports? x 1. Work inspected was: © Completed ❑ In progress 2. Reviewed evaluation report? x 3. Verified manufacturer's anchor use conforms 2. Completed work inspected was in compliance with X to acceptance criteria in report summary. © Approved plans and specifications 0 Shop drawings Verified following items meet manufacturer's RFI ❑ Design change Submittal 0 N/A published installation instructions. 4. Verified minimum embedment depth of the Document #(s) Dated: anchors. X 3. Noncompliance item(s) were noted this date, details on 5.Verified installation of the anchors. x following page(s). 0 Yes ❑ No ® N/A 6. Verified anchor diameter. x 7. Verified steel grade. x 4. Noncompliance item(s) were reinspected this date, details 8. Verified hole diameter. on following page(s). ❑ Yes No ® N/A x 9. Verified type of drill bit used. x 0 Conform Remain in progress 10. Verified cleanliness of hole and anchor. x 11. Verified adhesive application. x Report(s) findings were discussed and left with AARON Evaluation report number ER 5193 (RE- ISSUED 01/01/07) of ROBERT GRAY PARTNERS Name of product being installed HILTI HY -150 Batch Number 141511L2 Expiration Date 12/2008 Based on the Code, approval is required from the Building Official before the SPECIAL INSPECTED items noted above can be covered. Carlson Testing has no authority to direct work of contractors or subcontractors. 0 See additional report page(s). ❑ Distribute attachments. Page 1 of 1 • • • Daily Report of Proprietary Anchors • For: 06/19/2008 CTI Job #: T0806993. • • Project: THE BROADWAY ROSE THEATRE COMPANY - REMODEL ' Notes: ... CONTINUED ... IN THEATER AREA OBSERVED INSTALLATION OF (5) HORIZONTAL 3/4" DIA THREADED RODS, 7/8" DIA, 5 1/2" EMBEDMENT INTO BMU WALL, ALONG WITH (6) VERTICAL, (2) PER PLATE, 5/8" THREADED RODS, 3/4" DIA, 6" EMBEDMENT, INTO FOOTING, PER DETAIL ASI #3 - DESIGN CHANGE FOR THEATER AREA ONLY. In some cases more than one box may be checked for a given item on the front page. Our reports pertain to the material tested/inspected only. Information contained herein is not to be reproduced, except in full, without prior authorization from this office. If there are any further questions regarding this matter, please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING, INC. Reviewed By: Steven W Leach Review Date: 06/24/2008 ALN /CK ROBERT GRAY PARTNERS INC - BOB GRAY TO: CITY OF TIGARD BUILDING DIVISION T M RIPPEY CONSULTING ENGINEERS - DOUG GANNETT SODERSTROM ARCHITECTS - TIM AYERSMAN j • ¢¢ e • ' Construction Inspections & Related Tests Carlson Testing, Inc Geotechnical Consulting Main Office . Salem Office Bend Office P.O..Box 23814 4060 Hudson Ave., NE P.O. Box 7918 Tigard, Oregon 97281 Salem, Oregon 97301 Bend, Oregon 97708 Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155 Fax (503) 684 -0954 Fax (503) 589 -1309 Fax (541) 330 -9163 REPORT OF 4 X 8 CONCRETE TEST SPECIMENS Test Methods: ASTM C31 /C172/C192/C617/C1064/C231/C143 Date Molded: 05/29/2008 Job Number: T0806993 . Permit #: BUP2007 -00433 Client: ROBERT GRAY PARTNERS INC - BOB GRAY Project: THE BROADWAY ROSE THEATRE COMPANY - REMODEL Address: 12850 SW GRANT AVENUE TIGARD OR Jurisdiction: TIGARD Contractor: ROBERT GRAY PARTNERS INC - BOB GRAY Subcontractor: Cast By: R. GOUTHRO Concrete Supplier: WILSONVILLE CONCRETE PRODUCTS Truck #: 57 Load #: 1 Ticket#: W13 W134344 Weather: LIGHT RAIN Test Time: 6 : 45 Air Temp. at Sampling Time: 52 Cylinders were cast for the following locations: CONFER OF NOW SLAB Total Concrete Placement Location: SHOP AREA SLAB ON GRADE Strength Requirement: 3 5 00 psi f c@ 2 8 Days Slump: 5.000" % Air: 1.7 0% Mix Number: 355501W Conc. Temp: 63 Cement Type: I-II Max Agg: 3/4 Admix/Amt: POLYHEED = 196 OZ 9.5 Cubic Yards: Register Number: 0083 8 6 0 Lab Location: TIGARD Set Test @ Date Test Total Area Unit Type Of Tested No. Days Rec'd Date Load PSI Fracture By I 7 06/02/2008 06/05/2008 41010 12.56 3270 3 MEM 28 06/02/2008 06/26/2008 67200 12.56 5350 4 DH 28 06/02/2008 06/26/2008 63200 12.56 5030 3 DH 28 06/02/2008 06/26/2008 64900 12.56 5170 4 DH Distribute attachments. Average f c@ 2 8 days 518 0 Please see reverse side for additional information. r • Job Number: T0806993 . Register Number: , 00 83860 Date Molded: 05/29/2008 Project: THE BROADWAY ROSE THEATRE COMPANY' - REMODEL < l in. [25 mm] ).\\ Type l Type 2 Type 3 Reasonable well - formed Well- Formed cone on one Columnar vertical cracking cones on both ends, less end, vertical cracks running through both ends, no than 1 in. [25 mm] of through caps, no well - defined well - formed cones cracking through caps cone on other end N Type 4 Type 5 Type 6 Diagonal fracture with Side fractures at top or Similar to Type 5 but no cracking through bottom (occur commonly end of cylinder is pointed ends; tap with hammer to with unbonded caps) distinguish from Type 1 Asterisked ( *) average unit PSI test results did not meet listed acceptance criteria. Remarks: ROBERT GRAY PARTNERS INC - BOB GRAY TO: CITY OF TIGARD BUILDING DIVISION T M RIPPEY CONSULTING ENGINEERS - DOUG GANNETT SODERSTROM ARCHITECTS - TIM AYERSMAN Project Manager: STEVEN W. LEACH Reviewed By: Ty Toiler On 06/28/2008 Our report pertains to the material tested only. The information contained in this report is provided subject to all terms and conditions of CTI's General Conditions in effect at the time this report is prepared. No party other than those to whom CTI has distributed this report shall be entitled to use or rely upon the information contained in this document. • Main Office • Salem Office Bend Office • . • •• P.O. Box 23814 4060 Hudson Ave., NE P.O. Box 7918 . Tigard, Oregon 972'81 Salem, Oregon 97301 Bend, Oregon 97708 C arlson Testing Inc. Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155 Fax(503)684 -0954 Fax (503) 589 -1309 Fax (541) 330 -9163 Daily Report of Reinforced Concrete Client: ROBERT GRAY PARTNERS INC - BOB GRAY Project: THE BROADWAY ROSE THEATRE COMPANY - REMODEL CTI Job #: T0806993. Address: 12850 SW GRANT AVENUE TIGARD OR Jurisdiction: TIGARD CT1 representative A. BAXTER OBOA 833 was on site this date May. 20, 2008 to perform Special Inspection for: Permit BUP2007 -00433 DFS #(s) PO Number: SCOPE OF INSPECTION CONCRETE 1. Checked in with superintendent or client representative. 1. Mix Design approved? © Yes No N/A Name: AARON Com an ROBERT GRAY PARTNERS 2. Monitored loads arriving, at job site for correct: P y Mix #: 305001W 2. Type of work: © Concrete Reinforcing Slump 4.25" % Air 1.1 3. Work included: ® Sampling ® Inspection 3. Type of samples made? 4 X 8 CONCRETE CYLINDERS 4. Inspection was 'IBC' © Continuous ❑ Periodic Number of sets 1 Samples per set 4 5. Work performed: ® In the field At precast shop 4. Inspected placing and consolidation of approx. 10 cubic yards of concrete. REINFORCING Yes No N/A Location of concrete placement [to include grid lines, elevations 1. Reviewed previous inspection reports? X (floors) and drawing details]: 2. Forms clear of debris? X 3. Type, grade, size, quantity, spacing and X STEM WALLS @ NEW SHOP PER SHT. S2.01. condition conform? 4. Verified forms will nominally result in * CONTRACTOR COULD NOT PROVIDE PAPERWORK FOR THE hardened concrete of the required X MIX DESIGN USED. cross - sectional dimensions. 5. Verified location of reinforcing steel, pipes, conduits and sleeves with respect to X minimum concrete cover. 6. Verified type and location of splices, length After samples are tested. results will follow on break report of contact laps, and min. diameter of bends. X REPORT SUMMARY 7. Verified support & anchorage of reinforcing steel in the forms. X 1. Work inspected was: ®Completed 0 In progress 8. Verified structural embedments in the forms X 2. Completed work inspected was in compliance with with regard to fabrication, quality and type. 9. Verified structrual embedments in the forms © Approved plans and specifications ❑ Shop drawings with regard to weld inspection, quantity, and X RF1 ❑ Design change fl Submittal ❑ N/A permits issued. 10. Verified cast in place anchors. X Document #(s) Dated: Description of structure inspected [to include grid lines, 3. Noncompliance item(s) were noted this date, details on elevations (floors) and drawing details]: following page(s). ❑ Yes LI No N/A 4. Noncompliance item(s) were reinspected this date, details VISUALLY INSPECTED THE PLACEMENT OF REINFORCING on following page(s). ❑ Yes ® No N/A STEEL INTO STEM WALLS @ NEW SHOP PER SHT. S2.01. Conform 0 Remain in progress REINFORCING STEEL PER 1,3/S3.01 Report(s) findings were discussed and left with TRASH ENCLOSURE PER 10/A1.03 AARON of ROBERT GRAY PARTNERS Based on the Code, approval is required from the Building Official before the SPECIAL INSPECTED items noted above can be covered. Carlson Testing has no authority to direct work of contractors or subcontractors. See additional report page(s). 0 Distribute attachments. Page 1 of 1 • Daily Report of Reinforced Concrete For: 05/20/2008 CTI Job #: T0806993. • Project: THE BROADWAY ROSE THEATRE COMPANY - REMODEL Notes: In some cases more than one box may be checked for a given item on the front page. Our reports pertain to the material tested /inspected only. Information contained herein is not to be reproduced, except in full, without prior authorization from this office. If there are any further questions regarding this matter, please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING, INC. Reviewed By: Steven W Leach Review Date: 05/22/2008 AMB /KJ ROBERT GRAY PARTNERS INC - BOB GRAY TO: CITY OF TIGARD BUILDING DIVISION T M RIPPEY CONSULTING ENGINEERS - DOUG GANNETT SODERSTROM ARCHITECTS - TIM AYERSMAN • Maih Office Salem Office Bend Office • ., P.O :13ox 23814 4060 Hudson Ave.. NE P.O Box 7918 a� 9 Inc.. igard; Oregon 97281 Salem, Oregon 97301 Bend, Oregon 97708 Carlson Testing nc. Phone (503) 684 -3460 Phone (503) 589 -1252 Phone (541) 330 -9155 FaX (503) 684 -0954 Fax (503) 589 -1309 Fax (541) 330 -9163 Daily Report of Reinforced Concrete Client: ROBERT GRAY PARTNERS INC - BOB GRAY Project: THE BROADWAY ROSE THEATRE COMPANY - REMODEL CTI Job #: T0806993. Address: 12850 SW GRANT AVENUE TIGARD OR Jurisdiction: TIGARD CTI representative D. SUMINSKI OBOA 340 was on site this date May. 12, 2008 to perform Special Inspection for: Permit BUP2007 -00433 DFS #(s) PO Number: SCOPE OF INSPECTION CONCRETE 1. Checked in with superintendent or client representative. 1. Mix Design approved? ® Yes ❑ No ❑ N/A Name: BOB GRAY Company: ROBERT GRAY 2. Monitored loads arriving at job site for correct: Mix #: 305001W 2. Type of work: © Concrete Reinforcing ❑ Slump 4 " +/ 1" % Air 1.5 3. Work included: © Sampling ® Inspection 3 Type of samples made? 4 X 8 CONCRETE CYLINDERS 4. Inspection was 'IBC' © Continuous ❑ Periodic Number of sets 1 Samples per set 3 5. Work performed: ❑ In the field ❑ At precast shop 4. Inspected placing and consolidation of approx. 14 cubic yards of concrete. REINFORCING Yes No N/A Location of concrete placement [to include grid lines, elevations (floors) and drawing details]: 1. Reviewed previous inspection reports? X 2. Forms clear of debris? X SEE REINFORCING 3. Type, grade, size, quantity, spacing and X condition conform? 4. Verified forms will nominally result in hardened concrete of the required X cross - sectional dimensions. - 5. Verified location of reinforcing steel, pipes, conduits and sleeves with respect to X minimum concrete cover. 6. Verified type and location of splices, length After samples are tested, results will follow on break report. of contact laps, and min. diameter of bends. X 7. Verified support & anchorage of reinforcing REPORT SUMMARY steel in the forms. X 1. Work inspected was: ® Completed ❑ In progress 8. Verified structural embedrnents in the forms x 2. Completed work inspected was in compliance with with regard to fabrication, quality and type. 9. Verified structrual embedments in the forms ® Approved plans and specifications 1=1 Shop drawings with regard to weld inspection, quantity, and X ❑ RFI ❑ Design change ❑ Submittal ❑ N/A permits issued. 10. Verified cast in place anchors. X Document #(s) Dated: Description of structure inspected [to include grid lines, 3. Noncompliance item(s) were noted this date, details on elevations (floors) and drawing details]: following page(s). ❑ Yes ❑ No ® N/A 4. Noncompliance item(s) were reinspected this date, details ALL FOOTINGS on following page(s). ❑ Yes ❑ No © N/A ❑ Conform ❑ Remain in progress Report(s) findings were discussed and left with BOB GRAY of ROBERT GRAY Based on the Code, approval is required from the Building Official before the SPECIAL INSPECTED items noted above can be covered. Carlson Testing has no authority to direct work of contractors or subcontractors. El See additional report page(s). ❑Distribute attachments. Page 1 of 1 Daily Report of Reinforced Concrete For: 05/12/2008 CTI Job #: T0806993. . Project: THE BROADWAY ROSE THEATRE COMPANY - REMODEL Notes: In some cases more than one box may be checked for a given item on the front page. Our reports pertain to the material tested /inspected only. Information contained herein is not to be reproduced, except in full, without prior authorization from this office. If there are any further questions regarding this matter, please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING, INC. Reviewed By: Steven W Leach Review Date: 05/19/2008 DS /KJ ROBERT GRAY PARTNERS INC - BOB GRAY TO: CITY OF TIGARD BUILDING DIVISION T M RIPPEY CONSULTING ENGINEERS - DOUG GANNETT SODERSTROM ARCHITECTS - TIM AYERSMAN Maih Office Salem Office Bend Office • P.O..Box 23814 4060 Hudson Ave., NE P.O Box 7918 Carlson Testing, • ,Tigard, Oregon Salem, Oregon 9 Bend, Oregon 1) 3 97708 Testing, Inc. 1 Phone (503)03) 684 -346-346 0 Phone (503)589 -125125 589-1252 Phone (5541)330 -915-915 330-9155 Fax (503) 684 -0954 Fax (503) 589 -1309 Fax (541) 330 -9163 Daily Report of Proprietary Anchors Client: ROBERT GRAY PARTNERS INC - BOB GRAY Project: THE BROADWAY ROSE THEATRE COMPANY - REMODEL CTI Job #: T0806993. Address: 12850 SW GRANT AVENUE TIGARD OR Jurisdiction: TIGARD CTI representative J. KING OBOA 416 was on site this date May. 19, 2008 to perform Special Inspection for: Permit BUP2007 -00433 DFS #(s) PO Number: SCOPE OF INSPECTION Location of proprietary anchors inspected [to include grid 1. Checked in with superintendent or client representative. lines, elevations (floors) and drawing details]: Name: ARRON _ Company: GRAY PURCELL #4 BAR @ EXISTING MASONRY / CONCRETE, PER 2/S3.01 @ SHOP / LOADING DOCK. 2. Inspection was "IBC" © Continuous Periodic 3. Work performed: ® In the field At precast shop 4. If shop inspection do they have fabrication and QC procedures? Yes No © N/A PROPRIETARY ANCHORS REPORT SUMMARY Yes No N/A 1. Reviewed previous inspection reports? x 1. Work inspected was: © Completed ❑ In progress 2. Reviewed evaluation report? X 3. Verified manufacturer's anchor use conforms x 2. Completed work inspected was in compliance with to acceptance criteria in report summary. © Approved plans and specifications Shop drawings Verified following items meet manufacturer's 1=1 RFI ❑ Design change ❑ Submittal El N/A published installation instructions. 4. Verified minimum embedment depth of the Document #(s) Dated: anchors. x 3. Noncompliance item(s) were noted this date, details on 5.Verified installation of the anchors. x following page(s). ❑ Yes No E N/A 6. Verified anchor diameter. x 7. Verified steel grade. X 4. Noncompliance item(s) were reinspected this date, details 8. Verified hole diameter. on following page(s). 1=1 Yes No ® N/A x 9. Verified type of drill bit used. 1=1 Conform Remain in progress 10. Verified cleanliness of hole and anchor. x 11. Verified adhesive application. x Report(s) findings were discussed and left with ARRON Evaluation report number 5193 of GRAY PURCELL Name of product being installed HY -150 Batch Number 222916L2 014021L2 155627L2 Expiration Date 7/08 5/08 8/08 Based on the Code, approval is required from the Building Official before the SPECIAL INSPECTED items noted above can be covered. Carlson Testing has no authority to direct work of contractors or subcontractors. See additional report page(s). El Distribute attachments. Page 1 of Daily Report of Proprietary Anchors • For: 05/19/2008 CTI Job #: T0806993. • ; Project: THE BROADWAY ROSE THEATRE COMPANY - REMODEL ' Notes: In some cases more than one box may be checked for a given item on the front page. Our reports pertain to the material tested /inspected only. Information contained herein is not to be reproduced, except in full, without prior authorization from this office. If there are any further questions regarding this matter, please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTII G, INC. Reviewed By: Steven W Leach Review Date: 05/21/2008 JK /KJ ROBERT GRAY PARTNERS INC - BOB GRAY TO: CITY OF TIGARD BUILDING DIVISION T M RIPPEY CONSULTING ENGINEERS - DOUG GANNETT SODERSTROM ARCHITECTS - TIM AYERSMAN