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Home My WebLink About15-0181 455 Addison Ave Approved Plans ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 1 of 70 STRUCTu" ' K"AL G"ALUO"' mum LATIONS 46'-0" x 58'-8" Masonry Building RECEIVED MVE #150003 PPR 09 2015 CITY 0i" 1"WIN FALLS BUILDING DEPT. THE ISLAMIC CENTER Twin Falls, Idaho T V-N Design by: 0 9 MOUNTAIN VIEW ENGINEERING, INC. 345 No. Main, Suite A - Brigham City, Utah 84,302 ;q �& WA Phone (435) 734-9700 , Fox (435) 734-9519 Pages of Calculations CITY APPROVED PLAN81BIhns must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 2 of 70 MOUNTAIN VIEW Page: 2 ENGINEERING, INC. Job: MVE #150003 BOOTH ARCHITECTURE Date: 01/07/15 345 No. Main, Suite A • Brigham city, Utah 84302 Subject: THE ISLAMIC CENTER By. BBW Phone (435) 734-9700 Fax (435) 734-9519 DESIGN CRITERIA Code: 2012 International Building Code (ASCE 7-10) A. Floor Live Load = NA psf B. Roof Live Load = 20 psf C. Roof Snow Load Data Ground Snow Load PG = 15 psf Flat-roof Snow Load PF = 25 psf Exposure Factor CE = 1.0 Importance Factor Is = 1.0 Thermal Factor CT = 1.0 D. Wind Design Data Ultimate Design Wind Speed VULT = 115 mph Nominal Design Wind Speed VASD = 90 mph Risk Category = II Exposure = C Internal Pressure Coefficient = +0.18 E. Earthquake Design Data Risk Category = If Importance Factor IE = 1.0 Mapped Spectral Parameters Ss = 0.209 g S, = 0.080 g Site Class = D Design Spectral Parameters SDS = 0.223 g SD1 = 0.129 g Seismic Design Category = B Seismic Force Resisting System = Special reinforced masonry shear walls Seismic Response Coefficient = 0.045W Response Modification Factor = 5.0 Analysis Procedeure = Equivalent Lateral Force Procedure F. Frost Depth = 24 inches G. Allowable Soil Bearing Pressure = 1500 psf CITY APPROVED PL9AN81B1hns must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 3 of 70 Design daps Summary Report T User-Specified Input Report Title ISLAMIC CULTURAL CENTER, TWIN FALLS, ID Wed January 7, 2015 22:00:47 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 42.56330N, 114.4711°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 2mi -1 5000m .. S� i i L w BUS u Fller ''Twin Falls A i Kimberly F R307 N fl i RON 'ate M,, -Pa, ji A ERICA ;-E 3600 N=`i � . ,over I y„ IF mapquest . 02015 1` 0 Map Quest USGS-Provided Output SS = 0,209 g SMS = 0.335 g SoS = 0.223 g S1. = 0.080 g SM1 = 0.193 g Sol = 0.129 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCEa Response Spectrum Design Response Spectrum 0.36 U.24 0.32 0.21 0.22 0.112 r, 0.24 F\\ C p 0.15 0.20 ro 0.12 0.16 0.12 0.02 0.06 0.04 0.03 0,o 0 0.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.20 2.00 0.00 0.20 U.40 0.0 0.20 1.00 1.20 1.40 1.60 1.20 2.00 Period, T (sec) Period, T (sec) Although this information is a product of the U.S.Geological Survey',we provide no warranty,expressed or implied, as to the CITY APPROVED PLAN81BIhns must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 4 of 70 MOUNTAIN VIEW Page: 4-IN ENGINEERING, INC. Job: MVE #150003 BOOTH ARCHITECTURE Date: 01/07/15 345 No. Main, Suite A Brigham city, Utah 84302 Subject: THE ISLAMIC CENTER By: BBW Phone (435) 734-9700 Fox (435) 734-9519 SEISMIC BASE SHEAR EQUIVALENT LATERAL FORCE PROCEDURE ASCE 7-10 SECTION 12.8 SS = 0.209 g SEISMIC DESIGN CATEGORY (SDC) = ©Short Period Response Acceleration:So. S, = 0.080 g SEISMIC DESIGN CATEGORY (SDC) = ©1 Second Period Response Acceleration Spy SIDS = 0.223 g SEISMIC DESIGN CATEGORY (SDC) = NA 1 Second Period Response Acceleration:S, SD1 = 0.129 g IQ = 1.0 BASE SHEAR: V= CSW CS = SDS = 0.223 /R (R/le) Building Period Ta: Ct = 0.02 CS MAX = SSD1 = 0.503 /R x = 0.75 Ta(R/le) hn = 30.00 ft Ta = 0.256 s CS MIN = 0.044SDSle = 0.010 for S 1 >0.6g CS MIN = 0.5S1/(R/le) = NA TRANSVERSE DIRECTION BASE SHEAR LATERAL FORCE RESISTING SYSTEM (LFRS): SYSTEM NUMBER# 5 SPECIAL REINFORCED MASONRY SHEAR WALL R = 5.00 Do = 2.50 Cd = 3.50 CS = 0.223 VuLr = 0.045 W VASD = 0.031 W LONGITUDINAL DIRECTION BASE SHEAR LATERAL FORCE RESISTING SYSTEM (LFRS): SYSTEM NUMBER# 5 SPECIAL REINFORCED MASONRY SHEAR WALL R = 5.00 Do = 2.50 Cd = 3.50 _ CS = 0.223 VuLr = 0.045 W VASD = 0.031 W Where �?o is >_2.5, it may be reduced by for flexible diaphragms CITY APPROVED PL9ANG11611ans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 5 of 70 MOUNTAIN VIEW �+ Page: S ENGINEERING! INC. Job: MVE #150003 BOOTH ARCHITECTURE Date: 01/07/15 345 No. Main, Suite A Brigham City, Utah 84302 Subject: THE ISLAMIC CENTER By: BBW Phone (435) 734-9700 • Fax(435) 734-9519 SNOW LOADS (AS PER ASCE 7-10 SECTION 7) Ground Snow Load (Pg) = 15 psf `''f'e 7' `"1US11e`actor,C, P_xposuie of Roof . Exposure Factor(Ce) Terrain Category Nily Bxpnsed Partially Exliosed Sheltered Roof Exposure = Partially Exposed B(see Section 267) 0.9 1.0 1.2 C(see Section 26.7) 09 1.0 1.1 Terrain Category = C D We Section 26.7) 0.8 09 1.0 From Table 7-2, Ce = 1.0 Abow the treeliie in windswopi mtountainoas areas. 0.7 0.8 N/A in Alaska,in areas where'trees do hot exist within a 2-Inlle 0-tan)faclius of 0.7 0.8 N/A the site. Thermal Factor(Ct) The terrain rah,pq and of exl-are con ilhon,hose.shall bc•:,Inc c unthc of dw amwip.-I-aditi-,during if.life of the alrvaum.An exp.zun:fact.,shed[be rkinminml for each r.'If of:.urucmm. From Table 7-2, Ct = 1.0 Ihhnitions:Panixlly Exposed:All roofs except as indioaled in it.fallowing text.Fully Expo-d:R-fa exp.-ad nn n0 Hide-,dth.o I.R.? afforded by,.rrahn,higher.tnrcitu-or I.-.Roof.Out contain several large pieces of naevitanical equiprnent,parapet-that ealead abow the flight of the bala.ced snow load(h.).or other abstractions am not in this category.Shelt-d:Itoofs heated light in among conifers that qualify s obsw.-cis. Importance Factor(I) 'Ohsimctiunx wihin a distnuce of Inh,provide"slx:hcc"wlem h,.is de heiglit of the obatmclhun.box,the roof lerel.If it.only.bstmcYon. n fmv Jcchduous Ines than am]..a w in winter.if."Ldly ealwiml••category ah:dl L•used.Now that Il..urn heights above the roof. Risk Category = 11 Heights need to enabhsh die Eapostue Category I.Sion 26.7 are heights ab.-if.ground. From Table 7-4, 1 = 1.0 Tahic 7-3 •rbermal Factor,c, Tlenna]Condition' C, Flat Roof Snow Load (Pf) All sunoures except.s indicated helix. 1.0 Pf = 0.7 Ce Ct I Pg Smicwres kept just ahmr Freezing and otters with cold.ventilated reef in which the thermal resistance(R-value) 1.1 Pf(min.) _ (1) * Pg = 1 J psf belwcen lix ventilated deice and the liealed space e:acecds 25"F x h x It'/Btu(d.d K x in'/W). Unhealed and o).len air structures 1.2 Therefore, Pf = 15 psf, Structures intentionally kept below freeZin, - 1.3 Conlin'ousiy heated greenhouses"with i roof having n thermal resistance(R-talue)las than 2.0°F x It x fP/Bit 0.95 (OA K x nt'/W) Sloped Roof Snow Load (Ps) 'll:zs -ondhtions reprcserumi a of the a.rxipated conditions during wines for the life Of[be shimu- Roof Pitch = 0.3 / 1 2 = 1.19 ° 'Geeulwraes b a constmNy waia,ahned iao,,i.r t apenmre of 50'F(10'C)or mate at:mv paint 3 ft n.ve the floor I-el During winter and having chile,a undnte.an-au.nds.,on duty:n an 1n-I a euyierdnre ula nu svueo.In provide e. ing u,the even of a heating faihnc. Ct(from above) = 1.0 Therefore, Use Figure 7-2a below. Table 1.5-2 Importance Factors by Risk Category or Buildings and Other Structm-es for Snow,ice,and Unobstructed Slippery Surface? NO Earthquake Lond4 Risl:Category Siww Impom-e Ice hnponauce Ice hnpornuice Seismic Imponall- from Factor. Factor--Thickness. Factor-Wind, Factor, From Figure 7-2a, Cs = 1 Table 1.5-1 f, f, l_ b 1 0.80 0.80 1.00 1.00 11 1.00 1.00 1.00 1.00 - Ps = Cs * Pf Ps = 25.0 psf III 1.10 1.^_5 1.00 125 V 1.20 1.25 1.00 1.50 ''llx.crnnp.nem inlpnnance facto"f,.applicable m cmrlirptake load,is not included in this table because it is dependent rot tlx:impo°ante of 11e fndi'idual component he"It. duet of tlx:building as a..bate.or its occupant..Refer to Section 13.1.3. - 1 d 68 12 4 on O1 4n en oa calan on On o eql 12 12 12 12 12 12 12 12 12 h_' 12 1^ Ir^ 12 12 1.0 5`•s In'\03 I5"� All - \ All 0.1- 0.6 \II _ _ \ \ ' other s, vl Otter Suifares \ �� Surloi,< \ Surfaces s Unotave11 \ 0-,f Slippery 5uucd:ccy _ __ Vnohswrkd \ ,l - Vmrbstmdd .in R:lt•(S.)••,\ Slipf••ry stiff-, \ •` Slhpf•ry Saff-, \ fe.Un,<n,dnuJ R.,4I \ •tit \ _ _ 1 _ n Rc�•.yS..b fo, \ \ � \ 1 0.2 •'Pali-flYOM 0 i:1I/W It�l _ 1 -1-_-_11 At I 0 30`- 604 001 0 W' 60' 901' 0 30' 601, 90, Roof Slope Rcaf Sblr - Rv.+f Slop,, 7.2a:want,roots•a•ilh Cr:1.0 - 7 h:Cold-I,with C'r=1.1 i 2c:Uhl roofs with C=1.2 or lamer FIGURE 7-2 Graph Inc Dewnnining It Sinpe Fuel or C•,.for Warn,unit Cold It le(tile•Table 7-3 for C,Delinilianxl• - CITY APPROVED PM1319MIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 6 of 70 MOUNTAIN VIEW Page: G ENGINEERING, INC. Job: MVE #150003 BOOTH ARCHITECTURE Date: 01/07/15 Subject: THE ISLAMIC CENTER By: BBW 345 No. Main, Suite A Brigham City, Utah 84302 Phone (435) 734-9700 Fox (435) 734-9519 DRIFT SNOW LOADS ON LOWER ROOFS (AS PER ASCE 7-10 SECTION 7.7) Wind =+ Windward Leeward Leeward Drift Windward Drift Step Step T Snow FIGUL2F:7-7 Drifts Formed al Windwm-d and L.ceward Steps. Surcharge Load Due to Drifting h� ha Pa Balanced rn.w Load he 1 W —I FIGURE 7-8 Configuration of Snow Drifts on Lower Roofs, Upper Roof Length L = 0.67 ft y = 0.13 * Pg + 14, 30 pcf max. = 16.0 pcf Lower Roof Length LL = 60 ft hb = ps /Y = 1.57 ft h, = 4.93 ft Difference in Height hc+hb = 6.5 ft h,/ hb = 3.1 > 0.2 Ground Snow Load Pg = 15 psf Sloped Roof Snow Load Ps = 25 psf DRIFT SNOW LOADS MUST BE APPLIED Leeward Drift Windward Drift hdL = 0.43 * (Lu)113 * (Pg + 10)114 - 1.5 hdW = 0.75 [ 0.43 * (LL)1/3 * (Pg + 10)v4 - 1.5 hdL = -0.66 ft hdW = 1.70 ft WINDWARD DRIFT CONTROLS For Design hd = 1.70 ft h, = 4.93 ft If hd <= h, W= 4 * hd = 6.79 ft and Drift Height = hd 1.70 ft TRUE If hd > h, W=4 * (hd)2/ h, = 2.34 ft and Drift Height = h, = 4.93 ft FALSE W cannot exceed 8 * h, = 39.46 ft Therefore, Drift Height = 1.70 ft W = 6.79 ft 27 psf x 2.00 ft = 54 plf Pd max. = 27 psf 0.0 psf **Note: If drift width W exceeds the lower roof length LL, then the drift load shall be truncated at the far edge of the roof, not reduced to zero there. 6.79 ft CITY APPROVED Pi.34 EB!''lans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 7 of 70 INMOUNTAIN VIEW Page: -7 ENGINEERING, INC. Job: MVE#150003 BOOTH ARCHITECTURE Date: 01/07/15 345 No. Main, Suite A • Brigham city, Utah 84302 Subject: THE ISLAMIC CENTER By: BB\N Phone (435) 734-9700 Fax (435) 734-9519 ASCE 7-10 WIND FORCES Building Width = 46 ft Building Roof Slope = FLAT Building Length = 60 ft Mean Roof Height = 27 ft Eave Height = 27 ft Ridge Height = N.A. ft Roof Pitch = 0.25 /12 Vasd = 90 mph Basic Wind Speed Veit = 115 mph a = 4.6 ft Exposure = C 2a = 9.2 ft Wind Directionality Factor Kd = 0.85 Topographic Effect Factor KZt = 1.00 Velocity Pressure Coefficients For 15 ft <_z<_zg KZ = 2.01 (z/zX/0 (for Kh, z = h) a = 9.5 For z < 15 ft KZ= 2.01 (15/zX/a (for Kh, z =h) zg = 900 ft h = 27 ft Therefore Kh = 0.96 (O s 10°, Therefore h = Eave Height) Building Enclosure = E Enclosed Velocity Pressure qh = 0.00256 Kh KZt Kd V` IW qh = 27.6 psf CITY APPROVED Pi. RIBB11'lans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 8 of 70 INMOUNTAIN VIEW Page: q ENGINEERING, INC. Job: MVE#150003 BOOTH ARCHITECTURE Date: 01/07/15 345 No. Main, Suite A • Brigham City, Utah 84302 Subject: THE ISLAMIC CENTER By: BBW Phone (435) 734-9700 Fox (435) 734-9519 L®W RISE B UILDING - WIND PRESSURES MWFRS Wind Pressure p = qh((GCpf) - (GCpi)] Internal Pressure Coefficient GCp; = 0.18 +!- LINEAR INTERPOLATION OF GCpf GCpf GCpf O = 1.19 degrees Upper Bound O = 5 degrees rPOSITIVE Gcpi GCpi ,` Lower Bound O = 0 degrees WIND Gcpf�Zone GCpf (0 = 5) GCpf (O = 0) Interpolated GC INTERNAL PRESSURE Pf (+GCpi) 1 0.40 0.40 0.40 2 -0.69 -0.69 -0.69 GCpf GCpf 3 -0.37 -0.37 -0.37 *000 4 -0.29 -0.29 -0.29 GCpi GC pi/ 5 -0.45 -0.45 -0.45 v WIND GCpf GCpi EGCpi GCpf 6 -0.45 -0.45 -0.45 1 E 0.61 0.61 0.61 NEGATIVE INTERNAL PRESSURE 2E -1.07 -1.07 -1.07 (-GCpf) 3E -0.53 -0.53 -0.53 Note: Gable roof shown, but pressures also apply 4E -0.43 -0.43 -0.43 to single slope and flat roofed low rise buildings. TRANSVERSE D �� LONGITUDINAL Z..2QB-d.q^ ai s \ o° t DIRECTION � �3> . '�... DIRECTION �,,• 0 3 q v� D C e zE �j NOTE:POSITIVE INDICATES .g .• �� % 6 2E I -� PRESSURES ACTING TOWARDS THE SURFACE,NEGATIVE \ ® A, INDICATES PRESSURE ACTING Relorexa� AWAY FROM THE SURFACE. '�?d _ L'aner Y�teFrence Corner TRANSVERSE DIRECTION(O = 1.19) LONGITUDINAL DIRECTION(O = 0) Zone GCpf p (+GCp;) p (-GCp;) Zone GCpf p (+GCp;) p (-GCp;) 1 0.40 6.1 psf 16.0 psf 1 0,40 6.1 psf 16.0 psf 2 -0.69 -24.1 psf -14.1 psf 2 -0.69 -24.1 psf -14.1 psf 3 -0.37 -15.2 psf -5.3 psf 3 -0.37 -15.2 psf -5.3 psf 4 -0.29 -13.0 psf -3.0 psf 4 -0.29 -13.0 psf -3.0 psf 5 -0.45 -17.4 psf -7.5 psf 5 -0.45 -17.4 psf -7.5 psf 6 -0.45 -17.4 psf -7.5 psf 6 -0.45 -17.4 psf -7.5 psf 1 E 0.61 11.9 psf 21.8 psf 1 E 0.61 11.9 psf 21.8 psf 2E -1.07 -34.6 psf -24.6 psf 2E -1.07 -34.6 psf -24.6 psf 3E -0.53 -19.6 psf -9.7 psf 3E -0.53 -19.6 psf -9.7 psf 4E -0.43 -16.9 psf -6.9 psf 4E -0.43 -16.9 psf -6.9 psf CITY APPROVED Pi.34 EB!''lans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 9 of 70 INMOUNTAIN VIEW Page: q ENGINEERING, INC. Job: MVE #150003 BOOTH ARCHITECTURE Date: 01/07/15 345 No. Main, Suite A Brigham city, Utah 84302 Subject: THE ISLAMIC CENTER By: BBW Phone (435) 734-9700 Fax (435) 734-9519 LOW-RISE BUILDING - COMPONENTS & CLADDING Components and Cladding p = qh[(GCp) -(GCp;)] GCp for WALLS (Note:A negative GCp and a postivie GCp; will control component& cladding forces.) Roof Angle O = 1.19 degrees **GCp may be reduced by 10% if O <_ 10' "* a = 4.6 ft GCp; = 0.18 qh = 27.6 psf WALL PRESSURES Area (ft) Zone 4 GCp Zone 4 (psf) Zone 5 GCP Zone 5 (psf) <_ 10 -0.99 -32.3 -1.26 -39.8 20 -0.95 -31.1 -1.16 -37.1 h 50 -0.88 -29.4 -1.04 -33.6 6 4 a 100 -0.84 -28.1 -0.94 -31.0 200 -0.79 -26.7 -0.84 -28.3 (D50 500+ -0.72 -24.9 -0.72 -24.9 custom #VALUE! #VALUE! #VALUE! #VALUE! GCp for GABLE ROOFS (for O _< 7°) (Note:A negative GCP and a postivie GC pi will control component& cladding forces.) Roof Angle O = 1.19 degrees - 6 a = 4.6 ft GCp;= 0.18 qh = 27.6 psf h ROOF PRESSURES Area (ft) Zone 1 GCp Zone 1 (psf) Zone 2 GCP Zone 2 (psf) Zone 3 GCp Zone 3 (psf) s 10 -1.00 -32.6 -1.80 -54.7 -2.80 -82.4 20 -0.97 -31.8 -1.59 -48.9 -2.29 -68.2 50 -0.93 -30.7 -1.31 -41.2 -1.61 1 -49.5 100+ -0.90 -29.9 -1.10 -35.4 -1.10 -35.4 custom #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! OVERHANG PRESSURES a f L-I!-- Area (ft) Zone 1&2 GCP Zone 1&2(psf) Zone 3 GCp Zone 3 (psf) 510 -1.70 -52.0 -2.80 -82.4 20 -1.67 -51.1 -2.20 -65.7 i 50 1 -1.63 -50.0 -1.40 1 -43.7 100 -1.60 -49.2 -0.80 -27.1 02 0j 0 i0 200 -1.38 -43.3 -0.80 -27.1 i 500+ -1.10 -35.4 -0.80 -27.1 CITY APPROVED Pi.34 EMPlans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 10 of 70 MOUNTAIN VIEW Page: \U ENGINEERING, INC. Job: MVE #150003 BOOTH ARCHITECTURE Date. 01/08/15 345 North Main Brigham City Utah 84302 Subject: THE ISLAMIC CENTER By: BBW Phone(435)734-9700 Fax(435)734-9519 Description: 46'-0" X 58'-8" Masonry Building Location: Twin Falls, Idaho ROOF FRAMING: LOADS: Dead Loads: Membrane 0.5 psf Insulation 1.5 psf Deck 2 psf Trusses 3 psf Misc. 8 psf 15 psf Roof Snow Load: 25 psf Total Load: 40 psf JOISTS: Spacing (1): 2 Ft. on center USE: 30" RED-L OPEN WEB TRUSS AT 24" O.C. (CAP = 92plf) Span (1): 46 Ft. WTL= 80 plf WLL= 50 plf Joist Weight = 5 plf 2.5 psf Spacing (2): 0 Ft. on center USE: Span (2): 0 Ft. WTL= 0 plf WLL= 0 plf Joist Weight= 0 plf 0 psf DECK: 7/16" OSB RATED 24/16 TL Capacity= 68 psf> req'd, OK LL Capacity = 51 psf> req'd, OI< *controlled by deflection CITY APPROVED PM1311 BRIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION �11 of 70 RED-L'" TRUSS ALLOWABLE UNIFORM LOAD TABLE (PLF) / PARALLEL CHORD ` `, For economical truss design,see page 5. Depth 14" '1.6'. 18., 20" 1 22" 24" 26" 28" 30" 32" 34" 36" 381. 40" 100%TL 115 oTL 100%TL 115%TL 100%TL 115 oTL 100%TL115%.TL 100%TL 115%TL 100%iL 115%TL 100%TL 115%TL 100%TL 115%7L 100%TL 115%TL 100%TL 115%TL 100%TL 115%TL 100%TL 115%TL 100%TL.115%TL 100%TL 115%TL Span 100%LL 125%TL 100%LL 125%TL 100%LL 125%TL/00%LL-126%TL 104%LL 125%TL 100%LL 125%TL 100%LL 125%TL 100%LL 125%TL 100%LL 125%TL 100%LL 125%TL 100%LL 125%TL 100%LL 125%TL 100%LL 125%TL 100%LL 125%.TL 14: 291 341 329 393 376 421 370 421 338 388 328 352 324 357 307 354 296 338 291 333 275 315 262 304 264 305 244 280 200 370, 237 429 300 460 343 460 __ 422 _ 392 _ 389 375 _371 357 _ 343 _ _329 328 304 266 306 301 351 284 390 343 396 335 380 329 353 304 350 311 351 311 336 283 310 266 307 261 298 257 292 240 277 16, 154 332, 190 382 217 415 1 258 423 298 414 381 _ 385 368 _ 347 _335 _322 307 305 301 18, 220 250 200 289 228 330 270 353 301 365 322 362 302 344 278 308 276 315 276 303 261 289 258 280 252 280 n5 268 108 273 139 313 173 359 206 371 239 381 265 392 374 340 345 304 315 303 287 304 20 184 212 171 245 184 277 207 305 226 332 268 327 290 318 211 311 284 312 259 290 1 257 279 259 260 234 264 236 256 83 229 108 266 134 299 159 323 194 341 214 349 239 353 249 336 267 323 315 305 284 289 275 22' 158 ' 171 142 204 160 228 177 260 200 289 220 303 260 309 260 305 263 287 j 238 279 1236 259 241 258 224 256 224 238 65 192 84 217 108 252 130 283 150 314_ 181 307 200 321 207 325 228 316 I 301 1 282 281 278 259 24' 133 152 133 178 143 201 157 221 172 247 185 269 202 287 219 288 253 291 243 181 222 212 221 261 218 234 213 246 52 167 67 189 87 215 101 241 121 267 139 291 164 294 182 298 190 302 ( 210 29fi 281 284 _ 271 _ 252 -.-.--- --__----_---- --..._.. -._--- _.. -0 195 270 237 272 237 272 228 266 222 256 222 255 212 232 42 135 55 160 69 188 84 210 99 233 118 255 1 136 270 f 154 275 164 276 178 272 195 276 214 278 266 250 - - ---- ----... __---------..._ -.-__-- -_- 85 108 109 132 118 149 125 163 136 181 151 199 163 219 177 233 . 214 253 (220 253 220 253 218 251 198 231�208 232 28 34 108 44 141 56 158 68 181 84 1.96 98 220 1 115 240 ........... __I.. ------- 30': 90 92 114 108 130 l21 145 1127 158 140 173 152 191 164 208 i 1; 2l9 200 237 206 236 1 204 236 206 219 205 218 90 37 121 46 140 56 155 68 175 81 192 94 209 108 226 122 238 132 241 146 242 160 239 174 231 185 219 32' 75 76 100 95 113 107 128 118 142 127 155 139 169 151 184, 158 197 170 212 180 207 193 222 193 211 193 203 _75 31 101 39 124 48 140 58 155 68 170 79 184 90 199 100 214 J 114 225 125 217 137 222 151 215 162 207 34' 39 84 81 101 99 114 105 126 120 138 127 151 137 162 147 174 1 157 187 165 199 181 208 182 200 182 190 59 84 33 110 41 124 49 136 57 150 66 164 76 176 87 186 97 204 107 210 118 208 130 200 143 190 36 55 72 87 83 98 97 108 107 119 114 128 123 138 132 150 140 156 151 171 161 180 172- 187 172 179 55 72 93 35 102 42 115 49 128 57 140 66 151 76 163 84 174 92 185 103 195 i 114 188 124 179 38` 47 62 78 75 86 85 97 92 106 91 116 1 112 116 115 134 127 144 136 152 144 163 i 152 162 163 11l 47 62 80 II 30 94 36 104 42 114 1 49 126 57 135 I 64 147 1 72 157 82 167 91 177 98 180 109 172 40'r 40 52 ( 69 79 79 81 81 961 94 102 I 99 113 109 122 1 117 130 125 139 129 146 140, 153 148 162 _—41 --52 69 86 31 95 37 102 43 114 49 122 56 132 64 141 71 150 79 160 87 164 I 95 162 ------------86 -----95 -----102 -----114 --------122 -----------32 ----4 141 --------150 ----9 160- --7 164- 35 46 59 70 79 79 87 85 95 92 102 ( 99 108 ' 107 117 114 125 121 133 128 141 13r 9 147 42`, - 35 _47 60 _ 70 _ __ 86 _32 92 37__103 1 43_---112 49_120 1 55 128 _62 136 _69_145 77 153 _83 150 44' 31 39 -52 65 71 80 77 85 78 92 90 98 96 107 101 114 109 121 116 129 121 131 31 39 52 65 _74 82 _33 94 38 100 43 oil _48 117 55 125 61 133 -67 140 74 139. 36 45 57 66 73 79 76 84 82 86 98 93 105 99 112 105 118 112 124 46 36 45 _-57 - 69 79 86 134 93 I 38 43 106 49 114 54 121 60 128 66 131 48' 40 51 61 I 67 73 70 79 1 73 84 ' 81 90 86 96 91 102 1 96 108 103 113 41 ; 51 , 62 1 70 79 1 30 86 1 34 92 I 38 98 43 105 , 49 110 1 54 118 i 59 124 50, 36 451 55 59 65 721 69 78 71 83 80 89 85 94 90 100 95 005 36 45 1 55 66 73 79 30 85- 34 90 38 96 43 103 48 108 1 52 115 52 39 49 57 62 66 72 70 77 74 82 74 87 83 88 88 97 39 49 59 63 73 78 31 84 34 89 38 95 43 100 _47 106 54'- 36 44 51 55 62 1 65 67 69 76 73 81 75 86 82 90. 36 44 51 58 _68 73 78 31 83 35 88 38 93 42 94 56 37 47 54 60 62 I- 68 69 68 76 72 81 76 82 37 47 56 _ 65 65 74 78 31 84 35 88 38 93 -- - ---- _.. --- --- - ............ _ --- - ---- 58' --- 36 --- 43 �-y- 49 - 55 57 60 68 68 67 77 71 82 __..._._36 43 49 58 62 I 68 1 75 79 32 80 35 88 60, I 39 46 50 55 6U 64 67 12 66 75 I 39 46 50 61 65 68 12 18 32 83 • See pages 4 and 5 for available depths and profiles.For depths and profiles not shown,contact your RedBuill'"technical representative for assistance. • Red numbers refer to 115%Total Load(TL). General Notes ■ Values shown are for demonstration of maximum allowable load ■ Straight line interpolations may be made between depths and spans. capacities based on the following assumptions: ■ Values in shaded areas may be increased for repetitive-member use as follows: - Simple span,uniformly loaded conditions,with provisions for positive 7%for Red-L-truss series and 4%for BgLa=truss series. drainage(1/4:12 slope minimum)in roof applications. ■ Bold italic values are controlled by minimum concentrated load analysis of - Span indicates distance from inside face to inside face of bearing. 2,000 lbs.Higher loads are possible where minimum concentrated load - Top chord no-notch bearing clips with 13/4"bearing.Higher values may be analysis is not required by code.Contact your RedBuilt'"'technical possible with other types of bearing clips. representative for assistance. General Notes continued on page 7 Trusses delivered to the jobsite are custom manufactured to resist only project specific application loads provided by the design professional.Actual trusses may not be able to resist the maximum loads shown is the tables above.For questions regarding actual truss capacity contact your RedBullt`"technicat representative 6 CITY APPROVED PL%N19BFPIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 12 of 70 �NMOUNTAIN VIEW Page: 12 ENGINEERING, INC. Job: MVE#150003 BOOTH ARCHITECTURE Date: 01/12/15 345 North Main Brigham city Utah 84302 Subject: THE ISLAMIC CENTER By: BBW Phone(435)734-9700 Fax(435)734-9519 Description: 46'-0" X 58'-8" Masonry Building Location: Twin Falls, Idaho WALL DESIGN Concentrated Load Wall Height: 22.5 Ft. Wall Weight: 60 psf Force - Wall Thickness: 7.625 inches —♦ _ d = 3.8125 inches - Joist S°S - 0.223 CMU Wall WIND FORCE: Use 115 mph Exp. C Wind Pressure (EZ) = 31.0 psf Wind Pressure (IZ) = 28.0 psf Design Wind Force = 31.0 psf(EZ) Design Wind Force = 28.0 psf(IZ) SEISMIC FORCE: FP=0.4*SOS*Ww FP= 0.089 Ww(ULT) 0.062 Ww(ASD) Design Seismic Force = 5.4 psf(ult.) CONCENTRATED LOAD: Design Seismic Force = 3.7 psf(asd) Distribute over bearing width plus 4 times wall thickness. Bearing Width = 0 inches Total Width = 2.00 ft Equivalent Uniform Load: WD = ( 46.0 ) ( 2.0 ) ( 15 ) = 345 plf Roof Dead Load = 15 psf ( 2 ) ( 2.00 } Roof Live Load= 25 psf Joist Spacing= 2.00 Ft. o.c. WL = ( 46.0 ) ( 2.0 } ( 25 ) = 575 plf Joist Span= 46 Ft. ( 2 ) ( 2.00 ) Joist Ecc. = 6 inches Eccentricity = 6.1 inches USE 8" CMU WALL WITH#5 REBAR AT 24" O.C.VERTICALLY & BOND BEAM WITH (2)#4 REBAR AT 48" O.C. HORIZONTALLY CITY APPROVED Pi RIBBWIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 13 of 70 Mountain View Engineering,Inc. Project Title: 345 North Main Street,Suite A Engineer: Project ID: Brigham City,UT 84302 Project Descr. t3 Phone:(435)734-9700 Fax:(435)734-9519 Mas-onry Slender wall File=f:12015PR-11150000-11150003-111500t13.ec6 ; ENERCALC,INC.1983-2014,Build:6.14.11,18,Ver:6:14.11.18 • Description: MASONRY WALL Code References Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 General-.Information Calculations per ACI 530-11, IBC 2012,CBC 2013,ASCE 7-10 Construction Type:Grouted Hollow Concrete Masonry Prn = 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Deft Ratio= 0 Fr-Rupture = 88.0 psi Rebar"d"distance 3.750 in Minimum Vertical Steel% = 0.0020 Ern=fm' = 900.0 Lower Level Rebar... Max%of P bal. = 0.006833 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 24.0 in Block Weight Light Weight Wall Weight = 55.0 psf Wall is grouted at rebar cells only One-Story-Wall Dimenslons -_... A Clear Height = 22.50 ft � t�`h B Parapet height = ft B Wall Support Condition Top& Bottom Pinned Sri a §i i y r4�c M A but _ 7f7gli$ i Verticaltoads' Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity 6.0 in 0.3450 0.5750 klft Concentric Load klft LateralLoads Full area WIND load 31.0 psf Wall Weight Seismic Load Input Method: ASCE seismic factors entered Fp=Wall Wt.` 0.08920 = 4.906 psf SIDS Value per ASCE 12.11.1 SDS = 0.2230 CITY APPROVED PM131198RIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 14 of 70 19 Mountain View Engineedng,Inc. Project Title: 345 North Main Street,Suite A Engineer: Project ID: Brigham City,LIT 84302 Project Descr. i Phone:(435)734-9700 1 Fax:(435)734-9519 -Masonry Sender Wa 1 fFile=f:12015PR-11150000-11150003-11150003.ec6 ENERCALC,INC.1983-2014,Build:6.14.11.18,Uer.6.14.11.18 Description. MASONRY WALL NO DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination Actual Values . . __ _Allowable Values... PASS Moment Ca acit Check - P Y Maximum Bending Stress-Ratio 0.9233 - -- +1.20D+0.50L+0.50S+W+1.60H Max Mu 2.616 k-ft Phi*Mn 2.833 k-ft PASS Service Deflection Check Actual Defl,Ratio U 155 Allowable Defl.Ratio 150 +D+0.60W+H Max.Deflection 1.744 in PASS Axial Load Check Max Pu/Ag 23.141 psi Max.Allow, Defl. 1.80 in +1.20D+0.50L+0.50S+W+1.60H Location 11.625 It 0.05*f-m 75.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.003333 As/bd006833 rho bal 0.006833 PASS Minimum Moment Check Mcracking 0.8842 k-ft Minimum Phi Mn 2.768 k-ft +1.40D+1.60H Maximum Reactions.,. for Load Combination..., Top Horizontal +D-0.60W+H 0.2202 k Base Horizontal +D+0.60W+H 0.2119 k Vertical Reaction +D+S+H 2.158 k DesignMaximum Combinations-Moments Axial Load Moment Values 0.6 Load Combination Pu 0.05*fm*b*t ( Mcr Mu Phi Phi Mn As As Ratio _ - - k____ - k k-ft k-ft k-ft in^2 rho bal +1.40D+1.60H at 21.75 to 22.50 0.541 4.680 0.68 0.24 0.90 2.62 0.155 0.0033 0.0068 +1.20D+0.50Lr+1.60L+1.60H at 21.75 to 22. 0.464 4.680 0.68 0.21 0.90 2.60 0.155 0.0033 0.0068 +1.20D+1.60L+0.50S+1.60H at 21.75 to 22.5 0.751 4.680 0.68 0.35 0.90 2.67 0.155 0.0033 0.0068 +1.20D+1.60Lr+0.50L+1.60H at 21.75 to 22. 0.464 4.680 0.68 0.21 0.90 2.60 0.155 0.0033 0.0068 +1.20D+1.60Lr+0.50W+1.60H at 11.25 to 12. 1.157 4.680 0.68 1.19 0.90 2.77 0.155 0.0033 0.0068 +1.20D+0.50L+1.60S+1.60H at 21.75 to 22.5 1.384 4.680 0.68 0.67 0.90 2.82 0.155 0.0033 0.0068 +1.20D+1.60S+0.50W+1.60H at 12.00 to 12.7 2,027 4.680 0.68 1.70 0.90 2.97 0.155 D.0033 0.0068 +1.20D+0.50Lr+0.50L+W+1.60H at 10.50 to 1 1.206 4.680 0.68 2.41 0.90 2.78 0.155 0.0033 0.0068 +1.20D+0.50L+0.50S+W+1.60H at 11.25 to 1z 1.444 4.680 0.68 2.62 0.90 2.83 0.155 0.0033 0.0068 +1.20D+0.50L+0.70S+E+1.60H at 14.25 to 15 1.361 4.680 0.68 0.56 0.90 2.81 0.155 0.0033 0.0068 +0.90D+W+0.90H at 10.50 to 11.25 0.904 4.680 0.68 2.29 0.90 2.71. 0.155 0.0033 0.0068 +0.90D+E+0.90H at 12.00 to 12.75 0.830 4.680 0.68 0.40 0.90 2.69 0.155 0.0033 0.0068 Design Maximum Combinations-Deflections Axial Load I Moment Values i Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective I Deflection k i k-ft k-ft i in14 in14 in 4 Defl. Ratio +D+H at 12.75 to 13.50 0.881 0.68 0.10 353.60 32.93 353.600 0,021 13,155.6 +D+L+H at 12.75 to 13.50 0.881 0.68 0.10 353.60 32.93 353.600 0.021 13,155.6 +D+Lr+H at 12.75 to 13.50 0.881 0.68 0.10 353.60 32.93 353.600 0.021 13,155.6 +D+S+H at 12.75 to 13.50 1.456 0.68 0.27 353.60 34.32 353.600 0.055 4,889.6 +D+0.750Lr+0.750L+H at 12.75 to 13.50 0.881 0.68 0.10 353.60 32.93 353.600 0.021 13,155.6 +D+0.750L+0.750S+H at 12.75 to 13.50 1.313 0.68 0.23 353.60 33.97 353.600 0.046 5,808.1 +D+0.60W+H at 11.25 to 12.00 0.964 0.68 1.40 353.60 33.13 34.129 1.744 154.8 +D-0.60W+H at 10.50 to 11.25 1.005 0.68 1.19 353.60 33.23 35.066 1.180 228.8 +D+0.70E+H at 11.25 to 12.00 0.964 0.68 0.31 353.60 33.13 353.600 0.062 4,338.4 +D-0.70E+H at 9.75 to 10.50 1.046 0.68 0.14 353.60 33.33 353.600 0.022 12,048.4 +D+0.750Lr+0.750L+0.450W+H at 11.25 to 12 0.964 0.68 1.04 353.60 33.13 36.238 0.885 305.3 +D+0.750Lr+0.750L-0.450W+H at 10.50 to 11 1.005 0.68 0.83 353.60 33.23 42.565 0.365 739.2 +D+0.750L+0,750S+0.450W+H at 11.25 to 12. 1.395 0.68 1.24 353.60 34.17 35.798 1.351 199.9 +D-+0.750L+0.750S-0.450W+H at 10.50 to 11. 1.436 0.68 0.71 353.60 34.27 68.574 0.156 1,734.6 +D+0.750L+0.750S+0.5250E+H at 12.00 to 12 1.354 0.68 0.38 353.60 34.07 353.600 0.078 3,472.5 +D+0.750L-+0.75OS-0.5250E+H at 15.75 to 16 1.148 0.68 0.15 353.60 33.58 353.600 0.017 15,714.9 CITY APPROVED PM131198RIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 15 of 70 Mountain View Engineering,Inc. Project Title: 345 North Main Street,Suite A Engineer: Project ID: ;/f Brigham City,LIT 84302 Project Descr: ,5 Phone:(435)734-9700 Fax:(435)734-9519 -- - ---- -- ---- ----- -- - --- - -- ------- -- -- Mason Slender Wall File-L12015PR-11150000-11150003r11150003.ec6 ' ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver.6.14.11.18 i.00MOUNTAIN Description: MASONRY WALL Design Maximum Combinations -Deflections Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k-It k-ft in14 n14 in14 in +0.60D+0.60W+0.60H at 11.25 to 12.00 0.578 0.68 1.30 353.60 32.18 33.453 1.542 175.1 +0.60D-0.60W+0.60H at 10.50 to 11.25 0.603 0.68 1.18 353.60 32.24 34.051 1.220 221.3 +0.60D+0.70E+0.60H at 11.25 to 12.00 0.578 0.68 0.27 353.60 32.18 353.600 0.054 5,016.1 +0.60D-0.70E+0.60H at 10.50 to 11.25 0.603 0.68 0.17 353.60 32.24 353,600 0.030 9,009.0 Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 0.0 k 0.01 k 1.583 k +D+L+H 0.0 k 0.01 k 1,583 k +D+Lr+H 0.0 k 0.01 k 1.583 k +D+S+H 0.0 k 0.02 k 2.157 k +D+0.750Lr+0.750L+H 0.0 k 0.01 k 1.583 k +D+0.750L+0.750S+H 0.0 k 0.02 k 2.014 k +D+0.60W+H 0.2 k 0.21 k 1.582 k +D-0.60W+H 0.2 k 0.22 k 1.582 k +D+0.70E+H 0.0 k 0.03 k 1.582 k +D-0.70E+H 0.0 k 0.05 k 1.583 k +D+0.750Lr+0.750L+0.450W+H 0.2 k 0.15 k 1.582 k +D+0.750Lr+0.750L-0A50W+H 0.1 k 0.17 k 1,583 k +D+0.750L+0.750S+0.450W+H 0.2 k 0.14 k 2.014 k +D+0.750L+0.750S-0.450W+H 0.1 k 0.17 k 2.014 k +D+0.750L40.750S+0.5250E+H 0.0 k 0.01 k 2.014 k +D+0.750L+0.750S-0.5250E+H 0.0 k 0.05 k 2.014 k +0.60D+0.60W+0.60H 0.2 k 0.21 k 0.949 k +0.60D-0.60W+0.60H 0.2 k 0.22 k 0.950 k +0.60D+0.70E+0.60H 0.0 k 0.03 k 0.950 k +0.60D-0.70E+0.60H 0.0 k 0.04 k 0.950 k CITY APPROVED Pi.34 EMPlans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 16 of 70 • DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY The National Concrete Masonry Association Brick Industry Association Masonry 6.1 Western States Clay Product Association International Code Council (Release 6.1.2) Prjct: ISLAMIC CENTER Name: LINTEL: T-4" WINDOW Topic: Date: Page: Chkd: -Strongth-Design of a-Concrete Masonry-Lintel - --- - Usjng the 2012 1BC Strength-.Design Code — r- �d Specified-VI(ali Construction Data :8 iniMasonry Units i - Run•ning.Bond-Constrtacllon I i Grout Spacing :24 in I � _ A — �} : I ' ------------ .Clear Span = 3 ft-4:00 in -----Searing- ength 1=4 in E . .. 3 ------NeightAbove_Opening 1.6_ft-_O,.QQ In._. . _ Minimum Courses Considered =:1 Maximum Courses Considered = 16: I i -----MaX,imurr-Numt er-of-Bars-C.onsider2d =,Must Fit --- , Specified Load:Data --------------- - - 4-- - Specified load modification factors _ = -----: - :. f = 1 _ Uniform: Joist Point PointB Point C Load (Ib/ft) (lb) (lb) (:Ib) (lb) u d h ----Dead-- 345 0 --0 0-. . ... . .0 ---Livc..-- 0 0- ... .0 . .. ---- Roof 0 0 0 0 0 - I Snow 575 0 0 0 0 X .. - - p_........ - j- Raln -----vo ; -. 0 b -i SI p Sect A . ----------- - - - ------- _.. _.. Sw 40 The;lintel is considered to be a simply-supported:beam when tabulating the-design-fgrces using-these specified-(gads;-- - ; ... - Parameters forLoad Calculations .Le-44 Jni -- -LintelWW= 1-05.- �IWO---- ,.. -----Wa1I..W.., _676..3.Ib/.ft ... .......... _ Arcfing;was;not:used Load combination 1.2D + 1.6S +11 L;controlled moment -----Load-coj Tbinatian 1:ZD + t:6S + f1-L-controlled-shear - D__e_sign;Forces Used --:----- .,..._. ---- _. _. ..:. --------- ---- Vu = 3,806 Ibs (Computed from Loads) ...Computed-M-at this V-=0;819 Ib=in --------------- Critical-Location=x.=-0:0400L.- CITY APPROVED PM191198RIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 17 of 70 • DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY The National Concrete Masonry Association Brick Industry Association Masonry 6.1 Western States Clay Product Association International Code Council (Release 6.1.2) Prjct: ISLAMIC CENTER Name: LINTEL: T-4" WINDOW Topic: Date: Page: Chkd: .Shear-U:tilization�-Ratio=27.12-percent _._.,Mu.-.45;,597..5_If .-in (Corp.puted from Loads) :Critical V at this M = 0. lb Critical Loca tion•x= 0.500E _Material.Strength.P:roperties..... ..-..; fiy=:60,000 psi (Specified) ............ Mortar:'Portland:cementaime/Mortar cement Type S, Coarse GrOUt .....Unit Compressive Strength= 1,9,00 psi- - -----f'm =.1., QO..psi-(From-Tables) . Em^900f m = 1,35Q,000 psi -Required-Gross=Seational-Dimensio:ns . ......... . ----b=7.625 in_'.(Specified) ;.. ...; x=4.000 in.-(Specified) --- Cover=;1.750 in. (Specified): b-=15:63Jrf:-(2 courses-used)- ------d-=-11.3,8-in,;.(-Computed-.;-for-bars:and Aimensions specified)-- ............. - ... . ... -- - ... _. _ Check Shear Capacity MaXifffCfii-Pe"fthitted'V =- hi V 14 020'Ibs wifhoutstir�u s ' ' u - (p ) nm - p -----Ma'imutrl Permitted Vn.�.27,690-lbs- _ .....---. .. ;6K4L Sh'ear:capacity is acceptable ClieckBearing Capacity - -- - -- - VlaXimum-Reaction force Rb= ,943 lbs.. ;-------- .. .- ------- Beafing:Area Ao=30.56 in2 . _ . _ _ _ _ . _ Computed Bearing Stress fb= 129.3 psi All0Wat;le Bearing Stress Fb 0.6(0.8f'm,) = 720.0 psi ; - ;BearingStress ia-Acceptable. .. Compute RequiredSteel Area .-fRn-=-MU/0.9,'bd2;=-[4.56e+004/0:9]/[7.62$(11-..3.8)2-] = 51.35.psi. - --` -- ------ (2Rn)/(0.8f m)- [2(51,35.)]/[..0.8(.1500)] = Q.08559 ... ,Rhofe 'd = [0 8(1500)/6e+004][1-sgrt(1-0.08559)] = 0.000875 q • Rhomin;= (4/3)Rho ' 0..00119 ' MSJG3.3;4.2.2.3 req d - Rhomiri= 0-00140 --MSJC 3.3.4:2�.2.2-(based-en--1.3Mcr) ...Rhamax.=-.0.0071.0 .Use:Rho=0.00119 As= Rho(bd) = 0.101 sq'.in (Required) - .2-s in. Use-1.-#4.Bars..A -Provided.- 0 .... .......................... CITY APPROVED PM191198RIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 18 of 70 ,W_— DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY The National Concrete Masonry Association Brick Industry Association Masonry 6.1 Western States Clay Product Association International Code Council (Release 6.1.2) Prjct: ISLAMIC CENTER Name: LINTEL: 3'-4" WINDOW Topic: Date: Page: Chkd: MaXimutn mu-capacity-'115,800lb-in-(for-As provided) - - -).Cr-7 41$.4 ink Mcr=62,050 lb-in fr 2-00:0 psi , - "leff=-2-424-10 -- - -- MaXimum.deflection 0.00210 in. _ Maximum allowable deflection at:Le/240 = 0.183 in. Maximum allowable deflection at Le/360 = 0.122 in -Maximum-allowable::deflection at Le/600 = 0:0733 in: ....;...-.)\AaXimum-allowable.defl.e.ction = 0.0733 in. when supporting unreinforced masonry (MSJC 1.13.3.1) -- ---- ..... -- -- Bending moment envelope: Bending moment capacity: - with-the-reinforcement;provided--- Absolute shearing force envelopey _-_.__.�_-�� _ Maximum._shearing force~.......... .....:... ---- without shear reinforcement -Development-a�d-Splice-Lengths for_Longitudinal-Reinfdreernent .. . ..... K=2.5000 in. - ;--- Req'uired Development Length: Id = 20.14 in. Required Lap S�licetength:' 20.14 in. -some cgdes-maY-req; uire-e p-o'xY-coated-reinforcement-to have-longer development-and splice-lengths;:- ---------- CITY APPROVED PM191198RIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 19 of 70 ® DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY The National Concrete Masonry Association Brick Industry Association Masonry 6.1 Western States Clay Product Association International Code Council (Release 6.1.2) Prjct: ISLAMIC CENTER Name: LINTEL: 64"WINDOW Topic: Date: Page: Chkd: -Strength-Design of a Concrete Masonry;Lintel _Usjng the.2012�IBC Strength.Design Code Specified Wall Construction Data`-y H 8 in,Masonry-Units Run•nin 'aabcl.Construciion Grout Spacing 24 in A Clear Span =6 ft-4:00 in i Bearing Length=4-ih -- ---""1-leightAbov�Opening.=>g ft." 7.00 in - m.T Minimum Courses Considered = 1 . Maximum Courses Considered - -Maximum-Number-of-Bars-C.onsidered=:MustFit - - - Specified Load:Data - Specified load modification factors fj ----- -: _ k: - • - . Uniform: Joist PointA PointB Point C -- Load (lb/ft) (Ib) : Ib lb lb - ( ) . .....:.....: li Dead..__: 345:---- 0- 0 0 0 - Live--- - 0- Q 0 Q 0 - 1 :Rolf 0 0 0 0 - - - 0 n j Snor . 575. 0 0 0 0 -Rain (�..._;_.: 0 _. - p-. 0 -------- So ; 0---- ..... 0 -- 0 0 0 b SI p ;Sect AA . ----...._..._..• - ....- . .. -. _ .. _.-.. .. :Sw : 76 The;lintel is conSider:ed to tie a simply-suppot'ted:beam when;calculatirig the design forces usjng these specified loads: .................. Parameters for:Load Calculations ----- ---- Le= 80 in .. -- Lintel Wall.11lt'.=.3.8;1Jb/ft .... Arching was notused i ....---- ;... Load combination 1.2D+ 1.6S +:f1 Lcontrolled moment Load-co' bi'atic'n-1-.�D +-14S-+-f1-L controlled-shear; . Design:Forces Used ----: .-----:---._....-- : - ......:.. .. Yu=4,347 Ibs(Computed from Loads) , Cernput0d"M atthls"V=-68,-510Ib-iri-:---- Critical-Location:x-=-0.,1.60L- CITY APPROVED PM13119MIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 20 of 70 0 • DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY The National Concrete Masonry Association Brick Industry Association Masonry 6.1 Western States Clay Product Association International Code Council (Release 6.1.2) Prjct: ISLAMIC CENTER Name: LINTEL: 64" WINDOW Topic: Date: Page: Chkd: - tionj Ratio = 52,34-percent Shear-EJ;tiliza Mu= 12.7,630.Ib-in (Corri_puted.from Loads) Critical V at this M = 0. Ib --- _,.. . . . ....; Critical16cafion.x= 0.500E -Material-Strength,Propertie ' fi 60,000• -� psi (Specified) - - Mortar: Portland cement:lime l Mortar cement Type S, Coarse Grout .......Unit!�ompressive-Strength-= 1;9;00-psi _. .. ............. - i=m 900fm = 1:,350,000 psi -------------- _Required Cross=Seotianal Dimensions _ - - b=7.625 in;..(Specifled): ------------- z=4.000 in. (Specified) ----------- .... Cover=:1.750 in. (Specified); ` --- ' )i=15:63 in:`�2-courses l sedj - : - - _ ---- '1:38-in: Computed for-bars;and-dimensionsspecified) _. •_ .___ .. --- ---------- - - - --- Check:Shear Capacity --- UVirriurri Permitted'V - hi V ""-8 306-lbs without stirrups -- u - (P ) nm - p Maximuin-Pe rmEtted_un.=.18,460-lbs _. -- OK 1r St ear capacity is acceptable Chock Beating;Capacity. .� -- ;Maximum Reaction-Force-Rb =-6;170-1bs- - _._ ----- BearingArea Ab-=30.50 in? -- Computed Bearing Stress fb:= 202.3.psi allowable Bearing StresS Fb= 0.6(0.8f ) 720.0 psi Bea ing,'Stress i Acceptable ....; - . . Compute RequiredSteel Area - - Rn- -M 10.9;bd2= [1.-270e+005/0-9]/t7.625(1-1.38)2] =145.7-psi -. --- ;(2Rn)/(0;.8f'm)_= [2.(143...7)]/[.0;.8(.1500)].=.0.2396 - Rhgreq'q = [0.8(1500)/6e+004][1=sgrt(1-0.2396)] = 0.002559 :Rho''min:= (4/3)Rhoreq'd!= 0.00340 MSJC:3.3.4.2.2.3 0.;00140 MSJC:3.3.4-.2-.2:2 based-on 1.3M : _ _ mtn - ( cr) Rhomaz=..0;.007.1.0..'.. . :Use:Rho = 0.00260 As= Rho(bd) 0.222 sq.in (Required) -Use-2#4-Bars-(As P-rouided-=..0.4.sq,in) : - .......... CITY APPROVED PM13119MIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 21 of 70 (9)\ I • j DESIGN SYSTEM FOR CONCRETE AND-CLAY-MASON The National Concrete Masonry Association Brick Industry Association Masonry 6.1 Western States Clay Product Association International Code Council (Release 6.1.2) T rjct: ISLAMIC CENTER Name: LINTEL: 6'-4" WINDOW opic: Date:: Page: Chkd: ----Maximum-M.U.capacity=21.7,400 lb-in (for As provided) - Icr_ 65 .8-tn.. Mcr=62,050 Ib=in ___-Maximu_irl_deflection =-0.0395_in.-__- _ Maximum allowable deflection at:Le/240^0.333 in. ---- - - - Maximum allowable deflection at Le/360= 0.222 in. -Maximum-allowable-deflection-at Le/600-=-0:133 in. -. - - -- --- -- ...... ]Ma 'imu' _allowable deflection=0...1-3.3 in'.when.s.upporting unreinforced-masonry_(M.SJ-C- 1.3 3.9.);..... .....- . .... . ..... ... Bending moment envelope Bending moment capacity with the-roinforcem-ent provided....;------------- ----- _ _ - - - -- - - Absolute shearing force envelope Maximumshearng form:......:... .:.....;- without shear reinforcement II I ............. ............. - Development-and-Splice-Lengths_for_Longitudinal Reinforcement -- - ---__ -. K=:1.7500 in: .. ...... ...... . Required Development Length: Id = 28.77 in. ---- Required"Lap Splice!Cergtli: -28.77 in: ........... $omlecpdes-may-requ ire-epoxy-coated reinforcement-to have-longer-development-and-splice-lengths, CITY APPROVED PM13119MIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 22 of 70 �NMOUNTAIN VIEW Page:a ENGINEERING, INC. Job: MVE #150003 BOOTH ARCHITECTURE Date: 01/09/15 345 North Main Brigham city Utah 84302 Subject: THE ISLAMIC CENTER By: BBW Phone(435)734-9700 Fax(435)734-9519 Description: 46'-0" X 58'-8" Masonry Building Location: Twin Falls, Idaho JAMB DESIGN W Roof DL+ LL Wall Height: 26.667 Ft. Wall Weight: 60 psf Wall Thickness: 7.625 inches d = 5.25 in. Opening Width: 6.33 Ft. Opening Height: 17 Ft. Jamb Width: 1.33 Ft. WIND FORCE: 28.0 psf W = ( 28.0 ) ( 6.3 ) = 67 plf = 0.067 Of(full height of jamb) (ASD) ( 1.33 ) ( 2 ) SEISMIC FORCE: 5.4 psf W = ( 5.4 ) ( 6.3 ) = 13 plf = 0.013 klf(above opening only) (ULT) ( 1.33 ) ( 2 ) ROOF LOAD: Roof Dead Load= 15 psf WD = ( 46 ) ( 0.5 ) ( 15 ) = 345 plf Roof Live Load = 25 psf WL= ( 46 } ( 0.5 } ( 25 ) = 575 plf Joist Span= 46 Ft. Joist Ecc. = 6 inches JAMB LOADS: DL= 2546 Ibs = 2.55 k per unit width LL= 1943 Ibs = 1.94 k per unit width Wall DL Above Opening: 580 plf Eccentricity= 3.7 in. JAMB REINFORCING REQUIREMENTS: USE 8" X 16" WITH (2) #5 BARS EACH CORE WITH#3 TIES @ 8" O.C. CITY APPROVED Pi.MEMlPlans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 23 of 70 Mountain View Engineering,Inc. Project Title: 345 North Main Street,Suite A Engineer: Project ID: Brigham City,UT 84302 Project Descr: 2� Phone:(435)734-9700 Fax:(435)734-9519 L.Masonry Slender Wall File=tl2015PR-14150000-1115OW3-�.11f50003.ec6 ENERCALC,INC.1983-2014.Build:6.14.11.18 Ver.6,14.11.18 t Description: CMU JAMD DESIGN:6'-4"OPENING 8"x 16"WITH(2)#5 EACH CORE Code References Calculations per ACI 530-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2012 General Information Calculations per ACI 530-11, IBC 2012,CBC 2013, ASCE 7-10 Construction Type:Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defl Ratio= 0 Fr-Rupture = 163.0 psi Rebar"d"distance 5.250 in Minimum Vertical Steel% = 0.0020 Em=Pm' = 900.0 Lower Level Rebar..,. Max%of p bal. = 0.007138 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 8.0 in Block Weight Light Weight Wall Weight = 75.0 psf Wall is Solid Grouted One=StoryWall Dimensions A Clear Height = 22.50 ft B Parapet height = ft B Wall Support Condition Top&Bottom Pinned -- s= egg` ' 5 • 16 s �. a .�u '-ram ,, A i " !�!66��,,p,, 5IN g�` T ass sa IQc"_MEN c menu -- - - r $ Verticalloads Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity 3.70 in 2.550 1.940 k1ft Concentric Load klft Lateral Loads Full area WIND load 28.0 psf Wall Weight Seismic Load Input Method: ASCE seismic factors entered Fp=Wall Wt. 0.08920 = 6.690 psf SIDS Value per ASCE 12.11.1 S DS = 0.2230 Endpoints from Base (Applied to full"STRIP Width") D...._._._.. -Lr-- L _. - E W- - top--- --bottom Distributed Lateral Load 0.0670 kfft 22.50 k/ft CITY APPROVED PMNIS8RIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 24 of 70 Mountain View Engineering,Inc. Project Title: 345 North Main Street,Suite A Engineer: Project ID: Brigham City,LIT 84302 Project Descr: Phone:(435)734-9700 Fax:(435)734-9519 Masonry Slender Wall FileNf.198-2014,50000-11150003-111 0 _- ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver:6.14.11.18 ,' KW-06005072 Licensee: MOUNTAIN VIEW ENGINEERING,INC. Description: CMU JAMD DESIGN:6'-4'OPENING 8"x 16"WITH(2)#5 EACH CORE DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination,.. Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.8186 +1.20D+0.50L+0.50S+W+1.60H Max Mu 7.995 k-ft Phi*Mn 9.768 k-ft PASS Service Deflection Check Actual Dell.Ratio L/ 157 Allowable Defl.Ratio 150 +D+0.60W+H Max.Deflection 1.716 in PASS Axial Load Check Max Pu/Ag 55.291 psi Max.Allow.Dell. 1.80 in +1.20D+0.50L+0.50S+W+1.60H Location 11.625 It 0.05*I'm 75.0 psi -FAdt Reinforcing Limit Check �--ok< �+.i ��M� Controlling As/bd 0.007381 As/bd007138 rho bal 0.007138 PASS Minimum Moment Check Mcracking 2.053 k-ft Minimum Phi Mn 10.086 k-ft +1.40D+1.60H Maximum Reactions... for Load Combination.... Top Horizontal +D-0.60W+H 0.6808 k Base Horizontal +D+0.60W+H 0.6694 k Vertical Reaction +D+S+H 6.178 k DesignNaximum Combinations•Moments Axial Load Moment Values 0.6 Load Combination Pu 0.05*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-ft in^2 +1.40D+1.60H at 21.75 to 22.50 3.649 6.840 1.58 1.10 0.90 9.59 0.465 0.0074 0.0071 +1.20D+0.50Lr+1.60L+1.60H at 21.75 to 22. 3.128 6.840 1.58 0.94 0.90 9.52 0.465 0.0074 0.0071 +1.20D+1.60L+0.50S+1.60H at 21.75 to 22.5 4.098 6.840 1.58 1.24 0.90 9.65 0.465 0.0074 0.0071 +1.20D+1.60Lr+0.50L+1.60H at 21.75 to 22. 3,128 6.840 1.58 0.94 0.90 9.52 0.465 0.0074 0.0071 +1.20D+1.60Lr+0.50W+1.60H at 11.25 to 12. 4.073 6.840 1.58 3.96 0.90 9.64 0.465 0.0074 0.0071 +1.20D+0.50L+1.60S+1.60H at 21.75 to 22.5 6.232 6.840 1.58 1.90 0.90 9.91 0.465 0.0074 0.0071 +1.20D+1.60S+0.50W+1.60H at 12.00 to 12.7 7.109 6.840 1.58 5.09 0.90 10.01 0.465 0.0074 0.0071 +1.20D+0.50Lr+0.50L+W+1.60H at 11.25 to 1 4.073 6.840 1.58 7.53 0.90 9.64 0.465 0.0074 0.0071 +1.20D+0.50L+0.50S+W+1.60H at 11.25 to 12 5.043 6.840 1.58 8.00 0.90 9.77 0.465 0.0074 0.0071 +1.20D+0.50L+0.70S+E+1.60H at 18.00 to 18 4.823 6.840 1.58 1.42 0.90 9.74 0.465 0.0074 0.0071 +0.90D+W+0.90H at 11.25 to 12.00 3.054 6.840 1.58 7.12 0.90 9.51 0.465 0.0074 0.0071 +0.90D+E+0.90H at 15.00 to 15.75 2.801 6.840 1.58 0.88 0.90 9.48 0.465 0.0074 0.0071 Desigm Maximum Combinations•Deflections Axial Load Moment Values Stiffness Deflections Load Combination Pu i Mcr Mactual I gross I cracked I effective i k Deflection Defl. Ratio I k-ft k-ft in inM in^4 in +D+H at 12.75 to 13.50 3.281 1.58 0.48 443.30 145.78 443.300 0.077 3,521.6 +D+L+H at 12.75 to 13.50 3.281 1.58 0.48 443.30 145.78 443.300 0.077 3,521.6 +D+Lr+H at 12.75 to 13.50 3.281 1.58 0.48 443.30 145.78 443.300 0.077 3,521.6 +D+S+H at 12.75 to 13.50 5.221 1.58 0.87 443.30 151.60 443.300 0.138 1,951.0 +D+0.750Lr+0.750L+H at 12.75 to 13.50 3.281 1.58 0.48 443.30 145.78 443.300 0.077 3,521.6 +D+0.750L+0.750S+H at 12.75 to 13.50 4.736 1.58 0.77 443.30 150.16 443.300 0.123 2,201.0 +D+0.60W+H at 11.25 to 12.00 3.394 1.58 4.49 443.30 146.13 147.212 1.716 157.4 +D-0.60W+H at 10.50 to 11.25 3.450 1.58 3.55 443.30 146.30 148.677 1.174 229.9 +D+0.70E+H at 12.00 to 12.75 3.338 1.58 0.76 443.30 145.95 443.300 0.123 2,195.4 +D-0.70E+H at 15.00 to 15.75 3.113 1.58 0.29 443.30 145.27 443.300 0.033 8,248.3 +D+0.750Lr+0.750L+0.450W+H at 11.25 to 12 3.394 1.58 3.44 443.30 146.13 148.794 1.186 227.7 +D+0.750Lr+0.750L-0.450W+H at 10.50 to 11 3,450 1.58 2.50 443.30 146.30 154.862 0.643 420.0 +D+0.750L+0.750S+0.450W+H at 11.25 to 12. 4.849 1.58 3.90 443.30 150.50 152.256 1.404 192.3 +D+0.750L+0.750S-0.450W+H at 10.50 to 11. 4.905 1.58 2.32 443.30 150.67 162.517 0.530 509.3 +D+0.750L+0.750S+0.5250E+H at 12.00 to 12 4.792 1.58 0.96 443.30 150.33 443.300 0.158 1,709.1 +D+0.750L+0.750S-0.5250E+H at 13.50 to 14 4.680 1.58 0.59 443.30 150.00 443.300 0.088 3,067.1 CITY APPROVED PMNIS8RIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 25 of 70 Mountain View Engineering,Inc. Project Title: 345 North Main Street,Suite A Engineer: Protect ID: Brigham City,UT 84302 Project Descr: D�5 Phone:(435)734-9700 Fax:(435)734-9519 MSS®rlr S!ellder 1lllalt File=fi12015PR-11150000-11150003-11150003.ec6 Y ENERCALC,INC.1983-2014,Build:6.14.11.18 ver614.11.18 - Description: CMU JAMD DESIGN:6'-4"OPENING 8"x 16"WITH(2)#5 EACH CORE DesigmMaximum`Combinations-Deflections Axial Load I Moment Values Stiffness I Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective ( Deflection Defl. Ratio k k-ft k-n inA4 inA4 in^4 in +0.60D+0.60W+0.60H at 11.25 to 12.00 2.036 1.58 4.10 443.30 141.94 143.378 1.551 174.1 +0.60D-0.60W+0.60H at 10.50 to 11.25 2.070 1.58 3.58 443.30 142.05 144.327 1.235 218.7 +0.60D4-0.70E+0.60H at 12.00 to 12.75 2.003 1.58 0.57 443.30 141.83 443.300 0.091 2,972.7 +0.60D-0:70E+0.60H at 18.00 to 18.75 1.732 1.58 0.21 443.30 140.99 443.300 0.006 42,491.3 Reactions->Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 0.0 k 0.03 k 4.237 k +D+L+H 0.0 k 0.03 k 4,237 k +D+Lr+H 0.0 k 0.03 k 4.237 k +D+S+H 0.1 k 0.06 k 6.177 k +D+0,750Lr+0,750L+H 0.0 k 0.03 k 4.237 k +D+0.750L+0.750S+H 0.1 k 0.05 k 5.693 k +D+0.60W+H 0.7 k 0.61 k 4.238 k +D-0.60W+H 0.6 k 0.68 k 4.238 k +D+0.70E+H 0.1 k 0.02 k 4.237 k +D-0.70E+H 0.0 k 0.09 k 4.238 k +D+0.750Lr+0.750L+0.450W+H 0.5 k 0.45 k 4.237 k +D+0.750Lr+0.750L-0A50W+H 0.4 k 0.52 k 4.237 k +D+0.750L+0.750S+0.450W+H 0.5 k 0.43 k 5.693 k +D+0.750L+0.750S-0.450W+H 0.4 k 0.54 k 5.692 k +D+0.750L+0.750S+0.5250E+H 0.1 k 0.01 k 5.693 k +D+0.750L+0.7508-0.5250E+H 0.0 k 0.09 k 5.693 k +0.60D+0.60W+0.60H 0.7 k 0.62 k 2.542 k +0.60D-0.60W+0,60H 0.6 k 0.67 k 2.542 k +0.60D+0.70E+0.60H 0.1 k 0.03 i� 2.542 k +0.60D-0.70E+0.60H 0.0 k 0.07 i� 2.543 k CITY APPROVED PM131198RIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 26 of 70 MOUNTAIN VIEW Page: ;� ENGINEERING, INC. Job: MVE#150003 BOOTH ARCHITECTURE Date: 01/09/15 345 North Main Brigham city Utah 84302 Subject: THE ISLAMIC CENTER By: BBW Phone(435)734-9700 Fax(435) 734-9519 Description: 46'-0" X 58'-8" Masonry Building Location: Twin Falls, Idaho JAMB DESIGN W Roof DL+ LL Wall Height: 26.667 Ft. Wall Weight: 60 psf Wall Thickness: 7.625 inches d = 5.25 in. Opening Width: 3.33 Ft. Opening Height: 19.25 Ft. Jamb Width: 1.33 Ft. WIND FORCE: 28.0 psf W = ( 28.0 ) ( 3.3 ) = 35 plf = 0.035 klf(full height of jamb) (ASD) ( 1.33 ) ( 2 ) SEISMIC FORCE: 5.4 psf W = ( 5.4 ) ( 3.3 ) = 7 plf = 0.007 klf (above opening only) (ULT) ( 1.33 ) ( 2 ) ROOF LOAD: Roof Dead Load = 15 psf WD = ( 46 ) ( 0.5 ) ( 15 ) = 345 plf Roof Live Load = 25 psf WL= ( 46 ) ( 0.5 ) ( 25 ) = 575 plf Joist Span = 46 Ft. Joist Ecc. = 6 inches JAMB LOADS: DL= 1334 Ibs = 1.33 k per unit width LL= 1295 Ibs = 1.29 k per unit width Wall DL Above Opening: 445 plf Eccentricity = 4.1 in. JAMB REINFORCING REQUIREMENTS: USE 8" X 16" WITH (2)#5 BARS EACH CORE WITH#3 TIES @ 8" O.C. CITY APPROVED Pi. RIBB11'lans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 27 of 70 Mountain View Engineering,Inc, Project Title: 345 North Main Street,Suite A Engineer: Project ID: Brigham City,UT 84302 Project Descr: Phone:(435)734-9700 2� Fax:(435)734-9519 Masonr Slender Wall File=t:12015PR-11150000--11150003-1f150003ec6 y ENERCALC,INC.INC1983-2014,Build:6.14.11.18,Ver:6.14,11:18 0.00 iMOUNTAIN Description: CMU JAMD DESIGN:34"OPENING 8"x 16"WITH(2)#5 EACH CORE CodeePdbrences Calculations per ACI 530-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2012 G,eneral.lnformation Calculations per ACI 530-11,IBC 2012,CBC 2013,ASCE 7-10 - — ------ -- - - -- -------- Construction Type:Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Dell Ratio= 0 Fr-Rupture = 163.0 psi Rebar"d"distance 5.250 in Minimum Vertical Steel% = 0.0020 Em=f m* = 900.0 Lower Level Rebar... Max%of p bal. = 0.007138 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 8 in Block Weight Light Weight Wall Weight = 75.0 psf Wall is Solid Grouted One-Story WAII.D!mensions A Clear Height = 22.50 ftpI 9 JimB Parapet height = 0.0 ft B Wall Support Condition Top & Bottom Pinned k 1 - g k A a- MW REM � Vertical Loads Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity 4.10 in 1.330 0.0 0.0 1.290 0.0 k/ft Concentric Load 0.0 0.0 0.0 0.0 0,0 k/ft Lateral'Loads Full area WIND load 28.0 psi Wall Weight Seismic Load Input Method: ASCE seismic factors entered Fp=Wall Wt.* 0.08920 = 6.690 Psf SIDS Value per ASCE 12.11.1 S os = 0.2230 Endpoints from Base (Applied to full"STRIP Width') D -- - —Lr— ----L ----E ----W ....__..- ......- -- —top --bottom Distributed Lateral Load 0.0 0.0 0.0 0.0 0.0350 klft 22.50 0.0 kift CITY APPROVED PM13119BWlans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 28 of 70 Mountain View Engineering,Inc. Project Title: 345 North Main Street,Suite A Engineer: Project ID: Brigham City,UT 84302 Project Descr: Phone:(435)734-9700 Fax:(435)734-9519 File=f:12015PR-11150000-11150003-11150003.ec6: '1 Mason r-y:Slender Wall ENERCALC,INC.1983-2014,Build.6.14.11.18,Ver.6.14.11.18 Description: CMU JAMD DESIGN:SA"OPENING 8"x 16"WITH(2)#5 EACH CORE DESIGN SUMMARY Results reported for"Strip Width" of 12.0 in Governing Load Combination... Actual Values... Allowable Values.. . PASS M o-m--en t Capacity Check Maximum Bending Stress Ratio = o.5119 +1.20D+0.50L+0.50S+W+1.60H Max Mu 4.882 k-ft Phi*Mn 9.537 k-ft PASS Service Deflection Check Actual Defl.Ratio U 319 Allowable Defl.Ratio 150 +D+0.60W+H Max.Deflection 0.8452 in PASS Axial Load Check Max Pu/Ag 35.675 psi Max.Allow.Defl. 1.80 in +1.20D+0.50L+0.50S+W+1.60H Location 11.625 It 0.05*f'm 75.0 psi 4ZAI.�- Reinforcing Limit Check V`Gk Sx- CAVr- Controlling Aslbd 0.007381 As/bd007138 rho bal 0.007138 PASS Minimum Moment Check Mcracking 2.053 k-ft Minimum Phi Mn 10.086 k-ft +1.40D+1.60H Maximum Reactions... for Load Combination.... Top Horizontal +D-0.60W+H 0.4475 k Base Horizontal +D+0.60W+H 0.4421 k Vertical Reaction +D+S+H 4.308 k Design Maximum Combinations-Moments Axial Load Moment Values 0.6 Load Combination Pu 0.05*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-Ft k-ft n^2 +1.40D+1.60H at 21.75 to 22.50 1.941 6.840 1.58 0.64 0.90 9.36 0.465 0.0074 0.0071 +1.20D+0.50Lr+1.60L+1.60H at 21.75 to 22. 1.664 6.840 1.58 0.55 0.90 9.32 0.465 0.0074 0.0071 +1.20D+1.60L+0.50S+1.60H at 21.75 to 22.5 2.309 6.840 1.58 0.77 0.90 9.41 0.465 0.0074 0.0071 +1.20D+1.60Lr+0.50L+1.60H at 21.75 to 22. 1.664 6.840 1.58 0.55 0.90 9.32 0.465 0.0074 0.0071 +1.20D+1.60Lr+0.50W+1.60H at 11.25 to 12. 2.609 6.840 1.58 2.41 0.90 9.45 0.465 0.0074 0.0071 +1.20D+0.50L+1.60S+1.60H at 21.75 to 22.5 3.728 6.840 1.58 1.25 0.90 9.60 0.465 0.0074 0.0071 +1.20D+1.60S+0.50W+1.60H at 12.00 to 12.7 4.605 6.840 1.58 3.02 0.90 9.71 0.465 0.0074 0.0071 +1.20D+0.50Lr+0.50L+W+1.60H at 11.25 to 1 2.609 6.840 1.58 4.65 0.90 9.45 0.465 0.0074 0.0071 +1.20D+0.50L+0.50S+W+1.60H at 11.25 to 1� 3.254 6.840 1.58 4.88 0.90 9.54 0.465 0.0074 0.0071 +1.20D+0.50L+0.70S+E+1.60H at 15.75 to 16 3.107 6.840 1.58 0.99 0.90 9.52 0.465 0.0074 0.0071 +0.90D+W+0.90H at 11.25 to 12.00 1.956 6.840 1.58 4.47 0.90 9.36 0.465 0.0074 0.0071 +0.90D+E+0.90H at 13.50 to 14.25 1.805 6.840 1.58 0.67 0.90 9.34 0.465 0.0074 0.0071 Design Maximum Combinations-Deflections Axial Load i Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective + Deflection Defl. Ratio k k-ft k-ft in^4 in^4 in14 in +D+H at 12.75 to 13.50 2.061 1.58 0.27 443.30 142.02 443.300 0.044 6,187.2 +D+L+H at 12.75 to 13.50 2.061 1.58 0.27 443.30 142.02 443.300 0.044 6,187.2 +D+Lr+H at 12.75 to 13.50 2.061 1.58 0.27 443.30 142.02 443.300 0.044 6,187.2 +D+S+H at 12.75 to 13.50 3.351 1.58 0.55 443.30 146.00 443.300 0.087 3,090.4 +D+0.750Lr+0.750L+H at 12.75 to 13.50 2.061 1.58 0.27 443.30 142.02 443.300 0.044 6,187.2 +D+0.750L+0.750S+H at 12.75 to 13.50 3.029 1.58 0.48 443.30 145.01 443.300 0.076 3,538.6 +D+0.60W+H at 11.25 to 12.00 2.174 1.58 2.77 443.30 142.37 148.070 0.845 319.5 +D-0.60W+H at 10.50 to 11.25 2.230 1.58 2.27 443.30 142.54 155.257 0.543 497.0 +D+0.70E+H at 12.00 to 12.75 2.118 1.58 0.56 443.30 142.19 443.300 0.089 3,023.7 +D-0.70E+H at 6.75 to 7.50 2.511 1.58 0.11 443.30 143.42 443.300 0.007 40,955.6 +D+0.750Lr+0.750L•+0A50W+H at 11.25 to 12 2.174 1.58 2.11 443.30 142.37 159.756 0.492 548.8 +D+0.750Lr+0.750L-0.450W+H at 10.50 to 11 2.230 1.58 1.61 443.30 142.54 262.343 0.242 1,115.8 +D+0.750L+0.750S+0.450W+H at 11.25 to 12. 3.141 1.58 2.36 443.30 145.36 156.227 0.627 430.5 +D+0.750L+0.750S-0.450W+H at 10.50 to 11. 3.197 1.58 1.47 443.30 145.53 443.300 0.210 1,285.9 +D+0.750L+0.750S+0.5250E+H at 12.00 to 12 3.085 1.58 0.68 443.30 145.18 443.300 0.111 2,435.1 +D+0.750L+0.750S-0.5250E+H at 14.25 to 15 2.916 1.58 0.32 443.30 144.67 443.300 0.043 6,298.8 CITY APPROVED Pi.34 EMPlans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 29 of 70 Mountain View Engineering,Inc. Project Title: 345 North Main Street,Suite A Engineer: Project ID: Brigham City,UT 84302 Protect Descr: Phone:(435)734-9700 Fax:(435)734-9519 nry S lender WaII File=f:12015PR-11150000-11150003-�i\150003.ec6 Maso ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver:6.14.11.18 Licensee: MOUNTAIN VIEW ENGINEERINC)i ING. Description: CMU JAMD DESIGN:3'-4"OPENING 8"x 16"WITH(2)#5 EACH CORE "Design Maximum Combinations•Deflections _ _ .... . . _. _ .....__ ------------------ Axial Load Moment Values Stiffness Deflections Load Combination Pu i Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-ft k4t in^4 in^4 in^4 in +0.60D+0.60W+0.60H at 11.25 to 12.00 1.304 1.58 2.61 443.30 139.64 146.748 0,762 354.4 +0.60D-0.60W+0.60H at 10.50 to 11.25 1.338 1.58 2.32 443.30 139.75 151.172 0.584 462.3 +0.60D+0.70E+0.60H at 11.25 to 12.00 1.304 1.58 0.44 443.30 139.64 443.300 0,071 3,787.4 +0.60D-0.70E+0.60H at 9.00 to 9.75 1.406 1.58 0.18 443.30 139.96 443.300 0.021 12,810.9 <Roactions-Vertical°"&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 0.0 k 0.02 k 3.018 k +D+L+H 0.0 k 0.02 k 3.018 k +D+Lr+H 0.0 k 0.02 k 3.018 k +D+S+H 0.0 k 0.04 k 4.307 k +D+0.750Lr+0.750L+H 0.0 k 0.02 k 3,018 k +D+0.750L+0.750S+H 0.0 k 0.03 k 3.985 k +D+0.60W+H 0.4 k 0.41 k 3.018 k +D-0.60W+H 0.4 k 0.45 k 3.017 k +D+0.70E+H 0.1 k 0.03 k 3.018 k +D-0.70E+H 0.0 k 0.07 k 3.017 k +D+0.750Lr+0.750L+0.450W+H 0.3 k 0.30 k 3.018 k +D+0.750Lr+0.75OL-0.450W+H 0.3 k 0.34 is 3.018 k +D+0.750L+0.750S+0.450W+H 0.4 k 0.29 k 3.985 k +D+0.750L+0.750S-0.450W+H 0.3 k 0.35 k 3.985 k +D+0.750L+0.750S+0.5250E+H 0.1 k 0.01 k 3.985 k +D+0.750L+0.750S-0.5250E+H 0.0 k 0.07 k 3.985 k +0.60D+0.60W+0.60H 0.4 k 0.41 k 1.810 k +0.60D-0.60W+0.60H 0.4 k 0.44 k 1.810 k +0.60D+0.70E+0.60H 0.1 k 0.04 k 1.811 k +0.60D-0.70E+0.60H 0.0 k 0.06 it, 1.811 k CITY APPROVED PM131198RIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 30 of 70 �NMOUNTAIN VIEW Page:_l(� ENGINEERING, INC. Job: MVE #150003 BOOTH ARCHITECTURE Date: 01/09/15 145 North Main Brigham city Utah 84302 Subject: THE ISLAMIC CENTER By: BBW Phone(435) 734-9700 Fax(435)734-9519 Description: 46'-0" X 58'-8" Masonry Building Location: Twin Falls, Idaho ROOF DIAPHRAGM: 58.67 Ft. FP= (SDS)/R*WP SDS = 0.223 Fp= .15*SDS*WP(min) R = 5.0 (SRMSW) Fp= .3*SDS*WP(max) WL > 46 Ft. Fp= 0.045 Wp(ULT) 0.033 WP min(ULT) 0.067 WP max(ULT) Roof DL: 15 psf Wall DL: 60 psf WT Wall HT: 22.5 Ft. Roof HT: 27 Ft. TRANSVERSE DIRECTION Roof W: ( 46 ) ( 15 ) = 690 plf Wall W: ( 15.8 ) ( 60 ) ( 2 walls ) = 1890 plf Total = 2580 plf X ( 0.045 ) = 115 plf(ULT) = 81 plf(ASD) Deck Shear= ( 115 } ( 0.5 ) ( 59 ) = 73 plf(ULT) = 51 plf(ASD) ( 46 ) LONGITUDINAL DIRECTION Roof W: ( 58.7 ) ( 15 ) = 880 plf Wall W: ( 15.8 ) ( 60 ) ( 2 walls ) = 1890 plf Total = 2770.1 plf X ( 0.045 ) = 124 plf(ULT) = 86 plf(ASD) Deck Shear= ( 124 ) ( 0.5 ) ( 46 ) = 48 plf(ULT) = 34 plf(ASD) ( 59 ) CITY APPROVED Pi.34 EB!'I'lans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 31 of 70 MOUNTAIN VIEW I (� /� 3 l ENGINEERING, INC. Job f 50J03 �`'Do'4"� AccG \ _ Page MOUNTAIN VIEW subject Date BUILDING SYSTEMS, INC. 345 No.Main,Suite A • Brigham City,Utah 84302 -- By Phone(435)734-9700 • Fax(435)734-9519 Websites: www.mvengr.net•www.mvbldgsys.net �jj,j Tofu Z-Z Z W RJ— F U Y C.0 -s �x� lL Zz �z W. 55 15 ( 13.33') 4- �1. 25 + c�3 elf C450) -'�6" D 3 VO61 �� SP(-CI (APFikOTE6--Pi]iV IP4ans s be d fte46r-ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 32 of 70 V3P,7D MOUNTAIN VIEW Page: 32 ENGINEERING, INC, Job: MVE#150003 BOOTH ARCHITECTURE Date: 01/09/15 45 North Main Brigham city Utah 84302 Subject: THE ISLAMIC CENTER By: Phone(435)734-9700 Fax(435)734-9519 Description: SHEAR WALL DESIGN IN-PLANE SHEAR Base Shear Coefficient (ULT) = 0.223 w NORTH WALL V ii = 73 plf Shear Force F = v * L= 3.36 kips Wall Area : ( L ) ( H ) = 1104 sq ft. F Length of wall 46 ft H = 24 ft. Openings : ( ) { ) = 0 sq ft. 1104 X 60 psf wall DL Net Weight : 66.24 Kips oft. x ( 0.223 ) = 14.77 Kips Total Shear,VULT= 18.13 Kips Rigidity of Piers Pier# Height Length H/L Ac R % Force Shear A 22.5 46 0.49 0.19 5.167 100.0 18.13 394 B 0.0 0 C 0.0 0 D 0.0 0 E 0.0 0 F 0.0 0 G 0.0 0 H 0.0 0 1 0.0 0 J 0.0 0 Total = 5.167 100 18.13 394 Required Tension and Shear Steel fy = 60 ksi Wall Thickness = 8 in Shear Reinforcing Used? = NO f" = 1500 psi Spacing of Verticals = 24 in Shear Reinforcing = ( 2 )# 4 bars @ 48 o.c. V" fv Fv(psi) Fv(psi) CHECK AvReq'd CHECK M" AS Tensile Pier# (kips) (psi) M/Vd UNREINFORCED WITH SHEAR Fv (in,/ft) A (lb-ft) Reinforcing( z) A 12.69 7.37 0.54 44.62 66.94 OK Not Req'd 285540 0.259 1 # 5 bars OK B C D E F G H I J CITY APPROVED Pi.34 EB!'I'lans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 33 of 70 �VMOUNTAIN VIEW Page: 33 ENGINEERING, INC. Job: MVE #150003 BOOTH ARCHITECTURE Date: 01/09/15 345 North Main Brigham City Utah 84302 Subject: THE ISLAMIC CENTER By: Phone(435)734-9700 Fax(435) 734-9519 Description: SHEAR WALL DESIGN IN-PLANE SHEAR Base Shear Coefficient(ULT) = 0.223 W EAST WALL Vult= 48 plf Shear Force F = v * L= 2.82 kips Wall Area : ( L ) ( H ) = 1437.4 sq ft. F Length of wall 58.67 ft H = 24.5 ft. Openings : ( ) ( ) = 0 sq ft. 1437 X 60 p sf wall DL Net Weight 86.24 Kips 0 f . x ( 0.223 j = 19.23 Kips Total Shear,Vint= 22.05 Kips Rigidity of Piers Pier# Height Length H/L Oc R % Force Shear A 7.7 16 0.48 0.19 5.323 37.9 8.36 522 B 7.7 8.33 0.92 0.59 1,699 12.100 2.67 320 C 7.7 8.33 0.92 0.59 1.699 12.100 2.67 320 D 7.7 16 0.48 0.19 5.323 37.900 8.36 522 E 0.0 0 F 0.0 0 G 0.0 0 H 0.0 0 1 0.0 0 J 0.0 0 Total = 14.044 100 22.05 1685 Required Tension and Shear Steel fy = 60 ksi Wall Thickness = 8 in Shear Reinforcing Used? = NO 1500 psi Spacing of Verticals = 24 in Shear Reinforcing = ( 2 )# 4 bars @ 48 o.c. V,, fv Fv (psi) Fv(P51) CHECK Av Req'd CHECK MN AS Tensile Pier# (kips) (psi) M/Vd UNREINFORCED WITH SHEAR F� (in,/ft) A (lb-ft) (inz) Reinforcing REINFORCING V A 5.85 9.76 0.53 44.76 67.15 OK Not Req'd 44866 0.114 1 # 5 bars OK B 1.87 5.99 1.02 35.00 58.09 OK Not Req'd 14324 0.067 1 # 5 bars OK C 1.87 5.99 1.02 35.00 58.09 OK Not Req'd 14324 0.067 1 # 5 bars OK D 5.85 9.76 0.53 35.00 67.15 OK Not Req'd 44866 0.114 1 # 5 bars OK E F G H I J CITY APPROVED PM191119BWlans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION �134 of 70 MOUNTAIN VIEW Page: 31 ENGINEERING, INC. Job: MVE#150003 BOOTH ARCHITECTURE Date: 01/09/15 345 North Main Brigham City Utah 84302 Subject: THE ISLAMIC CENTER By: Phone(435)734-9700 Fax(435) 734-9519 Description: SHEAR WALL DESIGN IN-PLANE SHEAR Base Shear Coefficient (ULT) = 0.223 W SOUTH WALL VI,It= 73 plf Shear Force F = v * L= 3.36 kips Wall Area : ( L ) ( H ) = 1173 scl ft. F Length of wall = 46 ft H = 25.5 ft. Openings : ( } ( ) = 0 scl ft. 1173 X 60 psf wall DLF Net Weight . 70.38 Kips ,r} 0ft. x ( 0.223 ) = 15.69 Kips Total Shear, VULT= 19.05 Kips Rigidity of Piers Pier# Height Length H/L Oc R % Force Shear A 7.7 9.2 0.84 0.49 2.061 30.7 5.85 638 B 7.7 7.3 1.05 0.77 1.295 19.296 3.68 502 C 7.7 7.3 1.05 0.77 1.295 19.296 3.68 502 D 7.7 9.2 0.84 0.49 2.061 30.704 5.85 638 E 0.0 0 F 0.0 0 G 0.0 0 H 0.0 0 1 0.0 0 J 0.0 0 Total = 6.711 100 19.05 2279 Required Tension and Shear Steel fy = 60 ksi Wall Thickness = 8 in Shear Reinforcing Used? = NO f'm = 1500 psi Spacing of Verticals = 24 in Shear Reinforcing = ( 2 )# 4 bars @ 48 o.c. Vu fv M/Vd Fv (psi) F,(psi) CHECK AvReq'd CHECK MN AS Tensile Pier# (kips) (psi) UNREINFORCED WITH SHEAR Fv (in,/ft) Av (lb-ft) (in') Reinforcing REINFORCING A 4.09 11.93 0.93 38.17 59.4.6 OK Not Req'd 31408 0.136 1 # 5 bars OK B 2.57 9.38 1.16 35.00 58.09 OK Not Req'd 19739 0.105 1 # 5 bars OK C 2.57 9.38 1.16 35.00 58.09 OK Not Req'd 19739 0.105 1 # 5 bars OK D 4.09 11.93 0.93 35.00 59.46 OK Not Req'd 31408 0.136 1 # 5 bars OK E F G H I J CITY APPROVED PM19111 BRIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 35 of 70 MOUNTAIN VIEW Page: 35 ENGINEERING, INC. Job: MVE #150003 BOOTH ARCHITECTURE Date: 01/09/15 3 302 Subject: THE ISLAMI 45 North Main Brigham City Utah 84C CENTER By: Phone(435)734-9700 Fax(435) 734-9519 Description: SHEAR WALL DESIGN IN-PLANE SHEAR Base Shear Coefficient (ULT) = 0.223 w WEST WALL VNIt= 48 plf Shear Force F = v * L= 2.82 kips Wall Area : ( L ) ( H ) = 1466.8 sq ft. F Length of wall 58.67 ft H = 25 ft. Openings : ( ) ( ) = 0 sq ft. -� t �° r R1467 M. ' uSY Y -tl e X 60 psf wall DL Net Weight 88.01 Kips , ,� �t'Y� �y yJ�'F�'� ;.,. ". . x,: 0 ft. x ( 0.223 ) = 19.63 Kips Total Shear,VuLT= 22.44 Kips Rigidity of Piers Pier# Height Length H/L Ac R % Force Shear A 7.7 8.67 0.88 0.54 1.844 28.4 6.38 735 B 7.7 4 1.92 3.40 0.295 4.538 1.02 255 C 7.7 6.83 1.12 0.90 1.107 17.055 3.83 560 D 7.7 6.83 1.12 0.90 1.107 17.055 3.83 560 E 7.7 4 1.92 3.40 0.295 4.538 1.02 255 F 7.7 8.67 0.88 0.54 1.844 28.408 6.38 735 G 0.0 0 H 0.0 0 1 0.0 0 J 0.0 0 Total = 6.491 100 22.44 3100 Required Tension and Shear Steel fy = 60 ksi Wall Thickness = 8 in Shear Reinforcing Used? = NO f'R, = 1500 psi Spacing of Verticals/ = 24 in Shear Reinforcing = ( 2 )# 4 bars @ 48 o.c. VN f F,,(psi) Fv(psi) CHECK A,Req'd CHECK M U AS Tensile M/Vd Pier# (kips) (psi) UNREINFORCED WITHSHEAR Fv Z Av (lb-ft) Z Reinforcing REINFORCING (in 2/ft) ( ) (in ) g A 4.46 13.75 0.98 35.77 58.42 OK Not Req'd 34228 0.157 1 # 5 bars OK B 0.71 4.76 2.13 35.00 58.09 OK Not Req'd 5467 0.049 1 # 5 bars OK C 2.68 10.48 1.25 35.00 58.09 OK Not Req'd 20549 0.117 1 # 5 bars OK D 2.68 10.48 1.25 35.00 58.09 OK Not Req'd 20549 0.117 1 # 5 bars OK E 0.71 4.76 2.13 35.00 58.09 OK Not Req'd 5467 0.049 1 # 5 bars OK F 4.46 13.75 0.98 35.00 58.42 OK Not Req'd 34228 0.157 1 # 5 bars OK G H I J CITY APPROVED Pi.34 EB!'I'lans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 36 of 70 MOUNTAIN VIEW ENGINEERING, INC. Job SQQQ 3 %sf� Page MOUNTAIN VIEW subject Date BUILDING SYSTEMS, INC. -- 345 No.Main,Suite A - Brigham City,Utah 84302 By Phone(435)734-9700 - Fax(435)734-9519 Websites: www.mvengi-.net-www.mvbldgsys.net T�ov —oo i s VI TJ .1 19, e 1-2 o c. I < I , S � +r1�J0" T`4-«_ OLA-- o!- N ISOS �- W S�J 3 t = 1 v 6oP3a Ivy vu "Ff (. f 1( , �21� �L C �t. u�C (,,.o (2-)( .2?.5' )( CITY APPROVED PM131198RIans must be on site fef-k-Lt Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 37 of 70 MOUNTAIN VIEW ENGINEERING, INC. Job ��oo� �� Page 3� MOUNTAIN VIEW 0 subject Date BUILDING SYSTEMS, INC. 345 No.Main,SuiteA • Brigham City,Utah 84302 By Phone(435) 734-9700 • Fax(435)734-9519 Websites: www.mvengr.net•www.mvbldgsys.net 7 ca) `((-)SS �--- rr -T/ -21 (-2.C: CGP = (2 ) (33G� oZCkx ' /, 3 3 op C (-3v _ ( .23 c7 ' < 2ovu ✓ok V = 1�5s aoo) aC204) Ck - OF CITY AP ROVED Pi N*#f�fii§Q Ust\-Ye dmiiie for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 38 of 70 MOUNTAIN VIEW � ENGINEERING, INC. Job SUy`)3 t30 T Page MOUNTAIN VIEW subject _ Date _ BUILDING SYSTEMS, INC. 345 No.Main,Suite A • Brigham City,Utah 84302 — By Phone(435) 734-9700 • Fax(435)734-9519 Websites: www.mvengr.net•www.mvbldgsys.net C L, G1j`nc� �J G� (J�Gtl12. }0r NL-7J 3 Psi (ki �� oil 75 TO,- f A Cr a 8 CU CITY APPROVED PL%N'88FPIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 39 of 70 Mountain View Engineering,Inc. Project Title: 345 North Main Street,Suite A Engineer: Project ID: Brigham City,UT 84302 Project Descr: Phone:(435)734-9700 ,3c1 Fax:(435)734-9519 a File=f:12015 Projects%1500001hru 15025MI50003 Islamic Cultural Center(Twin Falls,ID)1150003.ec6 xS�te��I B@a 1 ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver:6,14.11.18 1.11 1 ra Description: RB1:ENTRY CODE_REF.ERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set: IBC2012 Material Properties- Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 1BC2012 D(0.06)S(0.1) - • a Span=12.0 ft W8x10 ApPiledloads _ _- - - Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=4.0 ft DESfGN SUMMARY __ _ Maximum Bending Stress Ratio = 0.315: 1 Maximum Shear Stress Ratio= 0.036 : 1 Section used for this span W8x10 Section used for this span W8x10 Ma:Applied 2.880 k-ft Va:Applied 0.960 k Mn/Omega:Allowable 9.146 k-ft Vn/Omega:Allowable 26.826 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 6.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.053 in Ratio= 2,734 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.084 in Ratio= 1709 Max Upward Total Deflection 0.000 in Ratio= 0 <240 VerticaltReactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 ----------' ----- ---. - ---- _ .--- -------------'Overall MAXimum 0.960 0.960 Overall MINimum 0.216 0.216 +D+H 0.360 0.360 +D+L+H 0.360 0.360 +D+Lr+H 0.360 0.360 +D+S+H 0.960 0.960 +D+0.750Lr+0.750L+H 0.360 0.360 +D+0.750L+0.750S+H 0.810 0.810 +D+0.60W+H 0.360 0.360 +D+0.70E+H 0.360 0.360 +D+0.750Lr+0.750L+0,450W+H 0.360 0.360 +D+0.750L+0.750S+0.450W+H 0.810 0.810 +D+0.750L+0.750S+0.5250E+H 0.810 0.810 +0.60D+0.60W+0.60H 0.216 0.216 +0.60D+0.70E+0.60H 0.216 0,216 D Only 0,360 0.360 Lr Only L Only S Only 0.600 0.600 W Only E Only H Only CITY APPROVED PM13119MIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 40 of 70 Mountain View Engineering,Inc. Project Title: 345 North Main Street,Suite A Engineer: Project ID: Brigham City,LIT 84302 Project Descr: Phone:(435)734-9700 /1 Fax:(435)734-9519 41 z el Column File=t:12015 Projects1150000 thru 150250150003 Islamic Cultural Center,(Twlnfalls,ID)1150003 e66 Ste ..,:. ENERCALC,INC.1983-2014;Build:6:14.11.18,Ver:6.14,11.18 Lic. 0.0r Description: COL1:ENTRY Code;References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC2012 General Information Steel Section Name: HSS5x5x3/16 Overall Column Height 27.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=27.0 ft,K=1.0 Load Combination: IBC2012 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=27.0 it,K=1.0 ;Applied Loads _ Service_loads entered. Load Factors will be applied for calculations. Column self weight included:322.789 Ibs"Dead Load Factor AXIAL LOADS... Axial Load at 27.0 ft,D=0.40,S=0.60 k DESIGN SUMMARY -- ----- - _ _ --- - ----- ---- ---- Bending 8 Shear Check Results ------ PASS Max.Axial+Bending Stress Ratio = 0.07332 :1 Maximum SERVICE Load Reactions.. Load Combination +D+S+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 1.323 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable 18.042 k Ma-x:Applied 0.0 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 13.520 k-ft Along Y-Y 0.0 in at O.Oft above base Ma-y:Applied 0.0 k-ft for load combination: Mn-y i Omega:Allowable 13.520 k-ft Along X-X 0.0 in at O.Oft above base for load combination: PASS Maximum Shear Stress Ratio= 0.0 : 1 Load Combination Location of max.above base 0.0 It At maximum location values are... Va:Applied 0.0 k Vn/Omega:Allowable 0.0 k CITY APPROVED PM131198RIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 41 of 70 Project: 150003 Brad Wallace page�t Location:MEZZANINE JOISTS Mountain View Engineering / Floor Joist 345 North Main Street, Suite A or [2012 International Building Code(2012 NDS)] Brigham City, Utah 84302 TJI 110/11.875-iLevel Trus Joist x 13.25 FT @ 12 O.G. Section Adequate By: 1.7% Controlling Factor: End Reaction StruCalc Version 9.0.1.4 1/9/2015 10:19:15AM DEFLECTIONS Center LOADING DIAGRAM Live Load 0.37 IN L/425 Dead Load 0.03 in Total Load 0.40 IN L/394 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A_ B Live Load 828 lb 828 lb Dead Load 66 lb 66 lb Total Load 894 lb 894 lb Bearing Length 1.75 in 1.75 in Web Stiffeners No No BEAM DATA Center Span Length 13.25 ft -A----- .. - - - - -- -- 13.2s n — — — — ---- B Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft Floor sheathing applied to top of joists-top of joists fully braced. Floor Duration Factor 1.00 JOIST LOADING I-JOIST PROPERTIES Uniform Floor Loading Center = TJI 110/11.875-iLevel Trus Joist Live Load LL 125 psf Dead Load DL= 10 psf Base Values Adjusted = Moment Cap: Mcap= 3160 ft-lb Mcap'= 3160 ft-lb Total Load TL 135 psf Cd= 1.00 TL Adj. For Joist Spacing wT= 135 plf Shear Stress: Vcap= 1560 lb Vcap'= 1560 lb Cd= 1.00 End Reaction: Rcap= 910 lb Rcap'= 910 lb Cd= 1.00 w/web stiffeners: RcapWS= 0 lb RcapWS'= 0 lb Cd= 1.00 Interior Reaction: (Rcap= 1935 lb IRcap'= 1935 lb Cd= 1.00 w/web stiffeners: [RcapWS= 2295 lb IRcapWS'= 2295 lb Cd= 1.00 E.I.: El= 267 lb-in2 El'= 267 Ib-in2 Controlling Moment2963 ft-lb 6.62 Ft from left support of span 3(Right Span) Created by combining all dead and live loads. Controlling Shear: -894 lb 13.0 Ft from left support of span 2(Center Span) Created by combining all dead and live loads. Comparisons with required sections: Reg'd Provided E.I.: 226 in2-lb E6 267 in2-lb xE6 Moment: 2963 ft-lb 3160 ft-lb Shear: -894 lb 1560 lb CITY APPROVED Pi.MEBWIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 42 of 70 Project: 150003 page Brad Wallace Location: RESTROOM BEARING WALL Mountain View Engineering Column 345 North Main Street, Suite A or (2012 International Building Code(2012 NDS)] Brigham City, Utah 84302 1.5 IN x 3.5 IN x 8.0 FT @ 16 O.C. #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 57.5% StruCaic Version 9.0.1.4 1/9/2015 10:24:10 AM VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 1167 lb Dead Load: Vert-DL-Rxn= 102 lb Total Load: Vert-TL-Rxn= 1269 lb COLUMN DATA Total Column Length: 8 ft B Unbraced Length(X-Axis)Lx: 8 ft Unbraced Length(Y-Axis)Ly: 0 ft Column End Condtion-K(e): 1gg Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 1350 p psi Fc'= 568 psi Cd=1.00 Cf=1.15 Cp=0.37 c Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1553 psi Cd=1.00 CF=1.50 Cr=1.15 aft Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1553 psi Cd=1.00 CF=1.50 Cr--1.15 rR:r 3 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Column Section(X-X Axis): dx= 3.5 in Column Section(Y-Y Axis): dy= 1.5 in Area: A= 5.25 in2 Section Modulus(X-X Axis): Sx= 3.06 in3 Section Modulus(Y-Y Axis): Sy= 1.31 in3 ;- Slenderness Ratio: Lex/dx= 27.43 s Ley/dy= 0 Column Calculations(Controlling Case Only): A Controlling Load Case:Axial Total Load Only(L+ D) AXIAL LOADING Actual Compressive Stress: Fc= 242 psi Live Load: PL= 875 plf Allowable Compressive Stress: Fc'= 568 psi Dead Load: PD= 70 plf Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 9 plf Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Load: PT= 954 plf Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1553 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1553 psi Combined Stress Factor: CSF= 0.43 CITY APPROVED Pi.MEBWIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 43 of 70 Lyof Project: 150003 Brad Wallace Location: RB-1:AT DOME Mountain View Engineering Multi-Loaded Multi-Span Beam 345 North Main Street, Suite A [2012 International Building Code(2012 NDS)] Brigham City, Utah 84302 (2) 1.75 IN x 14.0 IN x 16.0 FT 1.9E Microllam-iLevel Trus Joist Section Adequate By: 15.4% StruCalc Version 9.0.1.4 1/8/2015 11:45:43 AM Controlling Factor:Deflection FCLAUT'INS OLamnations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.39 IN L/495 Dead Load 0.31 in Total Load 0.69 IN L/277 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 3200 lb 3200 lb Dead Load 2343 lb 2343 lb Total Load 5543 lb 5543 lb Bearing Length 2.11 in 2.11 in BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft A= - - 16 ft - -- - - - -- - — =8 Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 400 pif 1.9E Microllam-iLevel Trus Joist Uniform Dead Load 240 plf Base Values Adiusted Beam Self Weight 15 plf Bending Stress: Flo= 2600 psi Fb'= 2928 psi Total Uniform Load 655 plf Cd=1.15 CF=0.98 Shear Stress: Fv= 285 psi Fv'= 328 psi POINT LOADS-CENTER SPAN Cd=1.15 Load Number One Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Live Load 0 lb Comp. L to Grain: Fc- L= 750 psi Fc--L'= 750 psi Dead Load 600 lb Location 8 ft Controlling Moment: 23370 ft-lb 8.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -5543 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 95.78 in3 114.33 in3 Area(Shear): 25.37 in2 49 in2 Moment of Inertia(deflection): 693.82 in4 800.33 in4 Moment: 23370 ft-lb 27897 ft-lb Shear: -5543 lb 10707lb CITY APPROVED Pi.MEBWIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 44 of 70 Project: 150003 page Brad Wallace Location: RB-2:AT FUTURE MINARET ROOF OPENING Mountain View Engineering Multi-Loaded Multi-Span Beam 345 North Main Street, Suite A o� [2012 International Building Code(2012 NDS)] IN Brigham City, Utah 84302 (2) 1.75 IN x 9.5 IN x 6.0 FT 1.9E Microllam-iLevel Trus Joist Section Adequate By: 160.3% StruCalc Version 9.0.1.4 1/13/2015 2:43:04 PM Controlling Factor: Shear CAUTIONS Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/2041 Dead Load 0.02 in Total Load 0.06 IN L/1261 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1725 lb 1725 lb Dead Load 1066 lb 1066 lb Total Load 2791 lb 2791 lb Bearing Length 1.06 in 1.06 in BEAM DATA Center Span Length 6 ft —� — - .:E i Unbraced Length-Top 0 ft s rt Unbraced Length-Bottom 6 ft A --- B Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES 1.9E Microllam Uniform Live Load 575 plf-iLevel Trus Joist Base Values Adjusted Uniform Dead Load 345 plf Beam Self Weight 10 plf Bending Stress: Fb= 2600 psi Fb'= 3087 psi Total Uniform Load 930 plf Cd=1.15 CF=1.03 Shear Stress: Fv= 285 psi Fv'= 328 psi Cd=1.15 Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Comp.-I-to Grain: Fc-1= 750 psi Fc-1'= 750 psi Controlling Moment: 4187 ft-lb 3.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2791 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Re('d Provided Section Modulus: 16.28 in3 52.65 in3 Area(Shear): 12.77 in2 33.25 in2 Moment of Inertia(deflection): 47.59 in4 250.07 in4 Moment: 4187 ft-lb 13541 ft-lb Shear: -2791 lb 7265lb CITY APPROVED Pi.MEBWIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 45 of 70 page Project: 150003 Brad Wallace L� Location: FC2.5 IN Mountain View Engineering Footing 345 North Main Street, Suite A or [2012 International Building Code(2012 NDS)] Brigham City, Utah 84302 Footing Size: 30.0 IN Wide x 12.0 IN Deep Continuous Footing With 8.0 IN Thick x 24.0 IN Tall Stemwall Long itudinalReinforcement: (4)Continuous#4 Bars StruCalc Version 9.0.1.4 1/8/2015 11:18:12 AM TransverseReinforcement:#4 Bars @ 9.00 IN. O.C. (unnecessary) Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 30 in Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in STEMWALL SIZE Stemwall Width: 8 in Stemwall Height: 24 in Stemwall Weight: 150 pcf FOOTING CALCULATIONS Bearing Calculations: 8 in Ultimate Bearing Pressure: Qu= 1096 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Width Required: Wreq= 2.03 in2 Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 322 lb Allowable Beam Shear: Vc1 = 7425 lb 12 in, Transverse Direction: Bending Calculations: Factored Moment: Mu= 7095 in-lb 3 in Nominal Moment Strength: Mn= 0 in-lb _._---- Reinforcement Calculations: --__._ _-__.. _ 2.5ff Concrete Compressive Block Depth: a= 0.61 in Steel Required Based on Moment: As(1)= 0.02 in2 Min.Code Req'd Reinf. Shrink./Temp.(ACI-10.5.4)As(2)= 0.26 in2 FOOTING LOADING Controlling Reinforcing Steel: As-reqd= 0.26 in2 Live Load: PL= 575 lb Selected Reinforcement: Trans:#4's @ 9.0 in. o.c. Dead Load: PD= 1965 lb Reinforcement Area Provided: As= 0.26 in2 Total Load: PT= 2740 lb Development Length Calculations: Ultimate Factored Load: Pu= 3518 lb Development Length Required: Ld= 15 in LOAD CALCULATOR Development Length Supplied: Ld-sup= 8 in Live Load Dead Load Tributary Width Longitudinal Direction: Roof: LL= 25 psf DL= 15 psf TA= 23 ft2 Reinforcement Calculations: Second Floor: LL= 0 psf DL= 0 psf TA= 0 ft2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2)= 0.65 in2 First Floor: LL= 0 psf DL= 0 psf TA= 0 ft2 Controlling Reinforcing Steel: As-reqd= 0.65 in2 Selected Reinforcement: Longitudinal: (4)Cont.#4 Bars Reinforcement Area Provided: As= 0.79 in2 CITY APPROVED Pi.34 EMPlans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 46 of 70 MOUNTAIN VIEW ENGINEEIZING, INC. Job Ispad Page G MOUNTAIN VIEW Subject — Date I- `i- ►BUILDING SYSTEMS, INC. 345.No.Main,Suite A • Brighatn City, Utah 84302 BY G�tj Phone(435) 734-9700 • Fax (435)734-9519 Websites: wwwmivengnnet• wwAunvbtdgsys.net MkC— -- ASC-C —7—(Z) CA-+. I� SpS = D . -2 = I-D A� 2. 57 12`0 = 7- -5 Asc-lt- o -rA-PuE" 13 , E- I G,q-,.1r►�L-v� �-c�t~�l'rs � r�✓Li�> �✓1- ��I g✓L�-t-�� P>E( D� C�1TEl/L- DF MASS Mi�1�-✓�Er su✓LFi'rr� t��HT = �. s I'z� SuV�-F-k-(-C A✓2-s7A (Vt wt CvtJs-evz\/A-rlvC- -2- 6 F AkA--s W t u- 13 L- A-T- b✓L 6 CL ow ,P N Mau -q-17 Lo Z0 .4 0 -7 mom . = I. l� Sus r� �� = o. �,57 Wr CoNN2-bt~s : o- �s 1 (�L'T-) CITY APPROVED PL%N'68FPIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 47 of 70 MOUNTAIN VIEW V— ENGINEERING, C. Job # (soo p� Page 4-7 MOUNTAIN CIE S I— 1-1 S BUILDING SY'STE Sp INC. Subject Date 345 No.Main,Suite • Brigham City,Utah 84302 BY Ct2N Phone(435)734-9700 • Fax(435)734-9519 Websites: www.mvengnnet•www.mvbldgsys.net O,D025-t' ILA +L.-;�t �� l Z �� — D. �l� (Twl�l` 20•��1, 7-L /ISLE 7-1L) G(. Z� . s. I u t�li� P✓�oh�� _ �} �"-'4 ( -7' = Ir�8 �fZ Tbo th6H A CTvAl- WIl\,1D PYuril G7 DTNI : 25�S (l3 S - 3 4 C'� (UbT) CITY APPROVED PL%NSBFPIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 48 of 70 MOUNTAIN VIEW -A-- ENGINEERING, INC. \ � Job _� 130"'�L _ Page MOUNTAIN VIEW BUILDING SYSTEMS, INC. subject date 345 No.Main,Suite A • Brigham City, Utah 84302 --- By Phone(435)734-9700 • Fax(435)734-9519 Websites: www.nivengr.net•www.mvhldgsys.net inr�r�c Su P�')c- — s4- ,( mar ) -To ✓u (lU�- 1'l�s�" jZeac I u�t� C"((�� hw'-- TU v-trig C�Po t i �7 i� ��vfA— d-7 L7) y{ GiSSur-t djS� eA,A v-f 04' -T L ?5 4r- _ 116h-• F7 (C/L7) 7 s0-c) -:7 -7. q'`-� ) "V�In l C �•U�`� _ — �•r�K �� vS1 —l(2 D� CITY APPROVED PL%N'EBFPIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 49 of 70 COMcheck Software Version 3.9.4 Mechanical Compliance Certificate 2012 IECC Section 1: Project Information Project Type: New Construction Project Title: The Islamic Center of Twin Falls Construction Site: Owner/Agent: Designer/Contractor: Twin Falls, ID The Islamic Ctr of TF Ron Rice,P.E. Twin Falls,ID ESA 1355 East Center Street Pocatello, ID 83201 208-233-0501 rdr@engsystems.com Additional Efficiency Package: unspecified Section 2: General Information Building Location(for weather data) Twin Falls,Idaho Climate Lone: 5b Section 3: Mechanical Systems List Quantity. System Type&Descri tp ion 1 RT-1 (Single Zone) Heating:1 each-Central Furnace,Gas,Capacity=150 kBtu/h Proposed Efficiency=80.00%Et,Required Efficiency=80.00%Et Cooling:1 each-Single Package DX Unit,Capacity=90 kBtu/h,Air-Cooled Condenser,Air Economizer Proposed Efficiency=11.00 EER,Required Efficiency=11.00 EER Fan System: FAN SYSTEM 1 --Compliance(Motor nameplate HP method):Passes Fans: FAN 1 Supply,Constant Volume,2990 CFM,2.0 motor nameplate hp Section 5: Compliance Statement Compliance Statement: The proposed mechanical design represented in this document is consistent with the building plans,specifications and other calculations submitted with this permit application.The proposed mechanical systems have been designed to meet the 2012 IECC requirements in COMcfheck Version 3.9.4 and to comply with the marada o equirem irl�he Requirements Checklist. Ron Rice, P.E. Name-Title Sigr "'re/ Date Section 6: Post Construction Comp iance S atement ❑ HVAC record drawings of the actual installation and performance data for each equipment provided to the owner within 90 days after system acceptance. ❑ HVAC O&M documents for all mechanical equipment and system provided to the owner within 90 days after system acceptance. Written HVAC balancing report provided to the owner. The above post construction requirements have been completed. Principal Mechanical Designer-Name ' Signature Date Project Title:The Islamic Center of Twin Falls Report date: 01/08/15 Data filenarne:C.\Documents and Settings\Ron\My Documents\COMcheckllslamic of TF.eck Page 1 of 1 CITY APPROVED PL%N'EBFPIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 50 of 70 COMcheck Software Version 3.9.4 Inspection Checklist Energy Code: 2012 IECC Requirements: 0.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen.For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed.Where compliance is itemized in a separate table,a reference to that table is provided. 1 High Impact(Tier 1) ( a Medium Impact(Tier 2) 3,; Low impact(Tier 3) I Project The Islamic Center of Twin Falls Report date: 01/08/1 Data Untitled.cck Page 1 of 7 CITY APPROVED Pi. RSBWIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 51 of 70 X No &MM- ,C103.1 ;Plans,specifications,and/or ;CICom lies WE�� (PR2]' calculations provide all information �E]Doe sNot ;with which compliance can be determined for the mechanical Not Observable ;systems and equipment and :E1 Not Applicable ;document where exceptions to the ; ;standard are claimed.Load ; calculations per acceptable ;engineering standards and 'handbooks. Additional Comments/Assumptions: 1 High Impact(Tier 1) a-W Medium Impact(Tier 2)` 1 low Impact(Tier 3) Project The Islamic Center of Twin Falls Report date: 01/08/1 Data Untitled.cck Page 2 of 7 CITY APPROVED Pi.34 EMPlans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 52 of 70 iMx4 -. 012 I CC FootttJ ll oqu ra to �^ Wx a C403,2 4. ;Freeze protection and snow/ice ;Clcomplies 5 melting system sensors for future ,Does Not (F091' ;connection to controls. ; Not Observable ;EJNot Applicable i Additional Comments/Assumptions: 1 Hiyh Impact(Tier 1) 2[ ium Impact(Tier 2) 3 Low Impact(Tier 3) Project The Islamic Center of Twin Falls Report date: 01/08/1 Data Untitled.cck Page 3 of 7 CITY APPROVED Pi.34 EMPlans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 53 of 70 O .�.r �;� Mecfl�ti�cal Rough In ;; Plans 1fe�Jfle�+��ield 1,��tCif� ;+� =��`�4�rtlP n IrlSpectlOn .._. V ,3^r xf's{Yx�ys',lU r{ #'`�3*��a,,3i?Nff % ''-: L�? r))Frfr ,x4 .r: "ar '"la"2zb.,%�r£ �.`..rn-,..£_...N C 3 `HVAC equipment efficiency Efficiency:_ ' Efficiency:_ 'E]Complies ;See the Mechanical Systems list veil-fled, >ODoes Not I for values. 0Not Observable , ;[]Not Applicable C403.2.5. ;Demand control ventilation ❑Complies 1 :provided for spaces>500 ft2 and ❑Does Not ; [ME54]1 ;>25 people/1000 ft2 occupant r: ❑Not Observable 'density and served by systems :with air side economizer,auto ❑Not Applicable ;modulating outside air damper 'control,or design airflow>3,000 , cfm. -+ C,�Q4. ;2,x'�:'� HVAC ducts and plenums R- ' R-1 ;OComplies ]M 6Ql;;insulated.where ducts or ;Oboes Not plenums are installed in or under ; :pNot Observable ; a slab,verification may need to .A occur during Foundation ' ;[3Not Applicable ; `yam Inspection. C403 8 jThermally ineffective panel , -- OComplies ---_-_ (ME41)3 =surfaces of sensible heating f r 3❑Does Not 'fpanels have insulation>=R 3 5 � x 40�, []Not Observable a S ❑Hot Applicable ' � Ducts an plenums sealed based� d�� P � ,� � ;(]Complies 4� on static pressure and location a aODoes Not 7QNot Observable i r y, )ONot Applicable ; 4Q3; 7 Ductwork operating>3 in.water r xr ( Complies ;See the Mechanical Systems fist column requires air leak i ;for values for RT-1. 1 3 age ry Does Not (M> 11]? ;testing. f jjONotObservable ' ( ❑Not Applicable C403.3.1, ;Air economizers provided where C , + t + ' OComplies ;See the Mechanical Systems list t x.� 3F for values for RT•1. C403.3.1, 'required,meet the requirements ODoes Not ; 1 ;for design capacity,control fG r +[]Not Observable (ME62]1 'signal,ventilation controls, high R []Not Applicable limit shut-off,integrated ;economizer control,and provide a means to relieve excess outside air during operation. [3Com C408 2 2 ,Air outlets and zone termina plies t ' s �� ideYtCBS have means for air s ,;[3DOes Not ; [ME-, z balancing. s r �` ' r `f i =f = ONot Observable , ❑Not Applicable rr t�An d 2 VAV fan motors>=7.5 hD to be LJ VSD ;(]Complies :See the Mechanical Systems list �. driven by variable speed drive, ❑ Vane axial ❑ Vane axial ;,E)Does Not for values for RT-i. .:have a vane-axial fan with fan Fan ; ; ,❑Not Observable variable pitch blades,or have F1 Other ❑ Other f• y controls to limit fan motor ;ONot Applicable ; , } t demand. ' �' i C403.2 6�A'Exhaust air energy recovery on a ,�,� �� ' � [3Com Plies 1 x 'ODoes Not (MEST] ;systems meeting Table G403 2 6 *�' ,,�� .� ,� �� ; ONot Observable ' ONot Applicable Q Q �2;) Unenclosed spaces that are Dcomplies F heated use only radiant heat isM1 Oboes Not z E]Not Observable ; ❑Not Applicable licable C High Impact{Tier 1) Medium Impact(Tier 2) 3;; Low Impact{Tier 3) Project The Islamic Center of Twin Falls Report date: 01/08/1 Data Untitled.cck Page 4 of 7 CITY APPROVED PM1311381PIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 54 of 70 W CoIiItwmts/AsSLI[iIl Ili o(IS ,l :riot I u .1. C403.4.7 :Hot gas bypass limited to:<=240 ClCornplies ;See the Pdechanica{Systems list [ME3511 :kBtu/h-50%>240 kBtu/h-25% ❑goes Not ;for values forRT-1. a ❑Not Observable ❑Not Applicable Additional Cornments/Assumptions: I 1 High Impact(Tier 1) Medium Impact('tier 2) I 3 I Low Impact('tier 3)� Project The Islamic Center of Twin Falls Report date: 01/08/1 Data Untitled.cck Page 5 of 7 CITY APPROVED Pi.MEBWIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 55 of 70 77,777. — - 2012 wc6 Final Inspection Complies? Comments/Assumpti� S: C403.2 4 ,Heating and cooling to each zone is DComplies !See the Mechanical Systems list for vafues for RT-1. 2 controlled by a thermostat control. :Oboes Not (FI47]3 ;Minimum one humidity control device per installed ;❑Not Observable: humidification/dehumidification ;[]Not Applicable system. C403.2.4. ;Thermostatic controls have a 5°F ;❑Complies ; 2 i deadband• ;❑Does Not (F138]3 '❑Not Observable ❑Not Applicable C403.2,4. ;Temperature controls have setpoint ;OComplies 2 overlap restrictions. ]Does Not I[F1201' , ❑Not Observable ;❑Not Applicable C403.2 4. ;Each zone equipped with setback DComplies 3 controls using automatic time clock or;❑Does Not [F13913;r;Vf;programmable control system. []Not Observable,, _ ;❑Not Applicable ; C4Q3.2 4.};Automatic Controls:Setback to 55°F ;[]Complies Oeat)and 85°F(cool);7-day clock,2- :El Does Not "0131. hour occupant override, 10-hour backup ;ONot Observable; ;❑Not Applicable ; C403,2 4 ;;Systems include optimum start ;❑Complies ;See the Mechanical Systems list for values for RT-1. 3,3 controls. ;]Does Not �(F14113 UNot Observable; ;❑Not Applicable ; C408,2:5,"1-Furnished HVAC as-built drawings ;]Complies 1 'submitted within 90 days of system DDoes Not [F1713 acceptance. 1 ![]Not Observable: ;❑Not Applicable 003.3,4A Furnished O&M manuals for HVAC ;❑Complies 08.2.5.24.0systems within 90 days of system ;❑Does Not [FIB13 aacceptance. ; ,❑Not Observable ;❑Not Applicable ; C408.2.5. ;An air and/or hydronic system ;❑Complies 3 :balancing report is provided for HVAC ;❑Does Not [FI43)1 ;systems. i ;❑Not Observable; ;❑Not Applicable C408.2.3. HVAC control systems have been ;❑Complies ; 2 :tested to ensure proper operation, ;❑Does Not [FI10]1 ;calibration and adjustment of controls.;❑Not Observable ;]Not Applicable C HVAC systems and equipment ;❑Complies F -; capacity does not exceed calculated :❑Does Not loads. ,❑Not Observable, ;❑Not Applicable C408.2.1 ;.Commissioning plan developed by ;❑Complies [FI28]1 :registered design professional or EDDoes Not ;approved agency. ;[]Not Observable: ;DNot Applicable C408.2.4 ;Preliminary commissioning report ;❑Complies ; [FI29]1 completed and certified by registered ;❑Does Not design professional or approved ;]Not Observable agency. ;❑Not Applicable �1 High Impact(Tier 1) z _ Medium Impact(Tier 2) 31 Low Impact(Tier 3) Project The Islamic Center of Twin Falls Report date: 01/08/1 Data Untitled.cck Page 6 of 7 CITY APPROVED Pi. RIBB1'Plans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 56 of 70 laC ('g� e 7 Comrtients/Assumptions dv�h . C408.2.5. ;Final commissioning report due to ;❑Complies ; 4 !building owner within 90 days of ;❑Does Not } [F13011 ;receipt of certificate of occupancy. !❑Not Observable! ❑Not Applicable C408.2.3. ;HVAC equipment has been tested to 1❑Complies 1 !ensure proper operation. ;❑Does Not { ! [F131}I ! ;❑Not Observable; ;❑Not Applicable C408.2.3. :Economizers have been tested to ;❑Complies 3 :ensure proper operation. ;❑Does Not [F1321' ;❑Not Observable; j❑Not Applicable Additional Comments/Assumptions: 1 Hiyfr Impact(Tier 1} 2_' Medium impact(Tier 2} 3^ Low Impact(Tier 31 Project The Islamic Center of Twin Falls Report 01/08/15 Data Untitled.cck Page 7 of 7 CITY APPROVED Pi.34 EBI''lans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 57 of 70 HP Officejet Pro 8600 N911 g Series Fax Log for Booth Architecture 2082330263 Jan 13 2015 5:50PM Last Transaction Date Time Type Station ID Duration Pages Result Digital Fax Jan 13 5:48PM Fax Sent 14357349519 1:20 2 OK N/A CITY APPROVED PM1311 BRIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 58 of 70 Space Design Load Summary for Heating/Cooling Zone Project Name: The Islamic Center of Twin Falls 1/8/2015 Prepared by: Engineered Systems Assoc., Inc. 10:38 AM Area DESIGN COOLING DESIGN HEATING Entire Building COOLING DATA AT Jul 1400 HEATING DATA AT DES HTG RT-1 COOLING CIA DB/WB 95 F/61 F HEATING CIA DB/WB 2.0 F/2.0 F Sensible Latent Sensible Latent Zone Loads Details (BTU/hr) (BTU/hr) Details (BTU/hr) (BTU/hr) Window &Skylight Solar Loads 222 ft2 6,309 - 222 ft2 - - Wall Transmission 4,188 ft2 7,538 - 4,188 ft2 20,605 Roof Transmission 2,714 ftZ 9,879 - 2,714 ft2 24,697 - Window Transmission 222 ft2 2,331 - 222 ft2 6,371 - Skylight Transmission 0 ft2 0 - 0 ft2 0 - Door Loads 364 ft2 3,822 - 364 ft2 10,447 - Floor Transmission 2,714 ft2 0 - 2,714 ftZ 14,656 - Partitions 0 ft2 0 - 0 ft2 0 - Ceiling 0 ftz 0 - 0 ftZ 0 - Overhead Lighting 2,000 W 6,832 - 0 0 - Task Lighting 0 W 0 - 0 0 - Electric Equipment 500 W 1,708 - 0 0 - People 57 16,245 10,773 - 0 0 Infiltration - 12,495 - - 28,345 0 Miscellaneous outside Air 5,308 0 Outside Air 8,234 0 Safety Factor 5% 3,623 1,077 5,6681 0 >>Total Zone Loads - 76,091 11,8501 119,0231 0 TABLE 1.3.13 ENVELOPE LOADS FOR SPACE "Typical Suites" IN ZONE "Zone 1" COOLING COOLING HEATING Area U-Value Shade TRANS SOLAR TRANS (ft2) (BTU/(hr-ft2-°F)) Coeff. (BTU/hr) (BTU/hr) (BTU/hr) N EXPOSURE WALL 966 0.06 1,739 4,753 E EXPOSURE WINDOWS 42 0.35 1.0 441 837 1,205 WALL 1,197 0.06 2,155 5,889 S EXPOSURE WINDOWS 62 0.35 1.0 651 2,185 1,779 WALL 904 0.06 1,627 4,448 DOORS 182 0.35 1,911 5,223 W EXPOSURE WINDOWS 118 0.35 1.0 1,239 3,287 3,387 WALL 1,121 0.06 2,018 5,515 DOORS 182 0.35 1,911 5,223 Hourly Analysis Program v.4.6 CITY APPROVED PM1311 BRIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 59 of 70 Engineered Systems Associates, Inc. Mechanical En ineerin Y4 Ar '. 1355 E. Center Pocatello Idaho 83201 . www.engsystems.com-esa@engsystenns.com (208)233-0501 fax: (208)233-0529 D. Sudweeks,Y.E. R. Rice,P.E. April 8, 2015 Ted Booth Booth Architecture Pocatello, Idaho Re: Islamic Center Outside Air Calculations Twin Falls, Idaho 102 Occupant Load 2053 Useable Area (Prayer Room and Classroom) 102 x 5 (per IMC) = 510 CFM 2053 x .06 (per IMC) = 123 CFM Total = 633 CFM x .8 Zone Air Effectiveness Grand Total = 791 CFM Outside Air Requirement Sincerely, ENGINEERED SYSTEMS ASSOCIATES, INC. W/il�P . CITY APPROVED PL%N19BFPIans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 60 of 70 COMchecS+; Software Version 3.9.4 Envelope Compliance Certificate 2012 IECC Section 1: Project Information Project Type: New Construction Project Title : Islamic Center of Twin Falls Construction Site: Owner/Agent: Designer/Contractor: 455 Addison Ave. ]mad Eujayl Ted Booth Twin Falls,ID 83301 Islamic Center of Twin Falls Booth Architecture PLLC 455 Addison 340 East Clark,Suite A Twin Falls,ID 83301 Pocatello,ID 83201 208-293-7700 208-233-4548 imadeujayl@yahoo.com ted@bootharchitecture.com Additional Efficiency Package: High efficiency HVAC.Systems that do not meet the performance requirement will be identified in the mechanical requirements checklist report. Section 2: General Information Building Location(for weather data): Twin Falls,Idaho Climate Zone: 5b Building Space Conditioning Type(s): Nonresidential Vertical Glazing/Wall Area Pct.: 1% Activity Type(s) Floor Area Religious building:Fellowship hall 2699 Section 3: Envelope Assemblies Climate-Specific Requirements: Component Name/Description Gross Cavity Cont. Proposed Budget Area or R-Value R-Value U-Factor U-Factor(a) Perimeter Roof 1:Insulation Entirely Above Deck 2699 --- 30.0 0.032 0.039 Exterior Wall 1:Concrete Block:8",Partially Grouted,Cells 58022 --- 10.0 0.071 0.078 Insulated,Light Density,Furring:None Window 1:Vinyl Frame:Fixed,Perf.Type:Energy code default, 358 --- --- 0.550 0.380 Double Pane with Low-E,Tinted,SHGC 0.60 Door 1:Insulated Metal,Swinging 96 --- --- 0.600 0.370 Floor 1:Slab-On-Grad a:Unheated,Horizontal with vertical 4 ft. 212 --- 10.0 --- -- (a)Budget U-factors are used for software baseline calculations ONLY,and are not code requirements. Section 4: Compliance Statement Compliance Statement: The proposed envelope design represented in this document is consistent with the building plans,specifications and other calculations submitted with this permit application.The proposed envelope system has been designed to meet the 2012 IECC requirements �f in COMcheck Version 3.9.4 and to comply with the mandatory requirements in the Requirements Checklist. Name-Title Signature Date Project Title: Islamic Center of Twin Falls .�,4.��•�-.�-�._--^pM��.• h��V��Report�date: 02/13/15 Data filename: F:\Twin Falls Mosque\Twin Falls Mosque 2.cck Page 1 of 1 CITY APPROVED Pi.34 EB!''lans must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 61 of 70 COMcheck Software Version 3.9.4 Inspection Checklist Energy Code: 2012 IECC Requirements: 0.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. L 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) l 3 Low Impact(Tier 3) Project Islamic Center of Twin Falls Report date: 02/13/1 Data F:\Twin Falls Mosque\Twin Falls Mosque 2.cck Page 1 of 7 CITY APPROVED PL9AN81B1hns must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 62 of 70 2012 IECC Plan Review Complies? Comments/Assumptions C103.2 Plans and/or specifications provide all ❑Complies [PR1]1 information with which compliance ❑Does Not can be determined for the building envelope and document where ❑Not Observable exceptions to the standard are ❑Not Applicable claimed. C406 Plans,specifications,and/or ❑Complies - [PR9]1 calculations provide all information ❑Does Not with which compliance can be determined for the additional energy ❑Not Observable efficiency package options. ❑Not Applicable C402.3A Vertical fenestration area<=30 ❑Complies [PR10]1 percent of the gross above-grade wall ❑Does Not area. ❑Not Observable ❑Not Applicable C402.3.1 Skylight area<=3 percent of the ❑Complies [PR1111 gross roof area. ❑Does Not ❑Not Observable []Not Applicable C402.3.2 In enclosed spaces> 10,000 ft2 ❑Complies [PR14]1 directly under a roof with ceiling ❑Does Not heights>15 ft. and used as an office, lobby,atrium, concourse,corridor, []Not Observable storage,gymnasium/exercise center, ❑Not Applicable convention center,automotive service, manufacturing, non- refrigerated warehouse,retail store, distribution/sorting area, transportation, or workshop,the following requirements apply: (a)the daylight zone under skylights is>= half the floor area; (b)the skylight area to daylight zone is>= 3 percent with a skylight VT>=0.40; or a minimum skylight effective aperture — 1 percent. C402.3.2. Areas with obstructions that block ❑Complies 2 direct beam sunlight on >= 1/2 of the ❑Does Not [PR15]1 roof over the enclosed area for more than 1,500 daytime hours per year ❑Not Observable between 8 am and 4 pm. ❑Not Applicable Additional Comments/Assumptions: 11 J High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Islamic Center of Twin Falls Report date: 02/13/1 Data F:\Twin Falls Mosque\Twin Falls Mosque 2.cck Page 2 of 7 CITY APPROVED PLAN81BIhns must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 63 of 70 Section Footing/Foundation Plans Verified Field Verified # Inspection Value Value Complies? Comments/Assumptions & Req.ID C402.2.6 Slab edge insulation R-value. R- R- ❑Complies See the Envelope Assemblies [F03]2 ❑ Unheated ❑ Unheated ❑Does Not table for values. ❑ Heated ❑ Heated ❑Not Observable ❑Not Applicable C303.2 Slab edge insulation installed per ❑Complies [F04]2 manufacturer's instructions. ❑Does Not ❑Not Observable ❑Not Applicable C402.2.6 Slab edge insulation ft ft ❑Complies See the Envelope Assemblies [F05]2 depth/length. Slab insulation ❑Does Not table for values. extending away from building is covered by pavement or>= 10 ❑Not Observable inches of soil. ❑Not Applicable C403.2.7, Exterior insulation protected ❑Complies C408.2.8, against damage,sunlight, ❑Does Not C404.5 moisture, wind, landscaping and [F0611 equipment maintenance ❑Not Observable activities. ❑Not Applicable C402.2.8 Bottom surface of floor structures ❑Complies See the Envelope Assemblies [FO12]3 incorporating radiant heating ❑Does Not table for values. insulated to>=R-3.5. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 1 Low Impact(Tier 3) J Project Islamic Center of Twin Falls Report date: 02/13/1 Data F:\Twin Falls Mosque\Twin Falls Mosque 2.cck Page 3 of 7 CITY APPROVED PL9AN81B1hns must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 64 of 70 Section 1 i Plans Verified Field Vered # Framing/Rough-In Inspection Value Value Complies? Comments/Assumptions & Req.ID � C402.4.1, The building envelope contains a ❑Complies C402.4.2 continuous air barrier that is ❑Does Not (FR16]1 sealed in an approved manner and either constructed or tested ❑Not Observable in an approved manner.Air ❑Not Applicable i barrier penetrations are sealed in an approved manner. C402.4.3, Factory-built fenestration and ❑Complies C402.4.4 doors are labeled as meeting air ❑Does Not [FR18)3 leakage requirements. []Not Observable ❑Not Applicable C402.4.7 Vestibules are installed on all ❑Complies [FR17]3 building entrances. Doors have ❑Does Not self-closing devices. []Not Observable _ ❑Not Applicable C402.3.3, Vertical fenestration U-Factor. U- U- ❑Complies See the Envelope Assemblies C402.3.4 ❑Does Not table for values. [FR8]1 ❑Not Observable ❑Not Applicable C402.3.3 Vertical fenestration SHGC value. SHGC: SHGC: ❑Complies See the Envelope Assemblies [FR10]1 ❑Does Not table for values. ❑Not Observable ❑Not Applicable C303.1.3 Fenestration products rated in ❑Complies [FR12]2 accordance with NFRC. ❑Does Not ❑Not Observable _ ❑Not Applicable C303.1.3 Fenestration products are ❑Complies [FR13]1 certified as to performance labels ❑Does Not or certificates provided. ❑Not Observable _ ❑Not Applicable C402.2.7 U-factor of opaque doors U- U- ❑Complies See the Envelope Assemblies [FR14]2 associated with the building Swinging ❑ Swinging ❑Does Not table for values. thermal envelope meets Nonswinging Nonswinging ❑Not Observable requirements. ❑Not Applicable Additional Comments/Assumptions: 1 ,High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) J Project Islamic Center of Twin Falls Report date: 02/13/1 Data FATwin Falls Mosque\Twin Falls Mosque 2.cck Page 4 of 7 CITY APPROVED PL9AN81B1hns must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 65 of 70 2012 IECC Mechanical Rough-In Inspection Complies? Comments/Assumptions C402.4.5. Stair and elevator shaft vents have ❑Complies 1 motorized dampers that automatically ❑Does Not [ME3]3 close. ❑Not Observable ❑Not Applicable C402.4.5. Outdoor air and exhaust systems have'OComplies 2 motorized dampers that automatically ODoes Not [ME58]3 shut when not in use and meet maximum leakage rates. Check []Not Observable gravity dampers where allowed. ❑Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Islamic Center of Twin Falls Report date: 02/13/1 Data F:\Twin Falls Mosque\Twin Falls Mosque 2.cck Page 5 of 7 CITY APPROVED PLAN81181hns must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 66 of 70 Section Plans Verified Field Verified # Insulation Inspection Value Value Complies? Comments/Assumptions & Req.ID C402.4.1. All sources of air leakage in the ❑Complies 1 building thermal envelope are ❑Does Not I[IN1]1 sealed, caulked, gasketed, i weather stripped or wrapped with ❑Not Observable moisture vapor-permeable ❑Not Applicable wrapping material to minimize air leakage. C402.4.2. Roof R-value. For some ceiling R- R- ❑Complies See the Envelope Assemblies 1 systems,verification may need to ❑ Above deck ❑ Above deck ❑Does Not table for values. [IN2]1 occur during Framing Inspection. ❑ Metal ❑ Metal ❑Not Observable ❑ Attic ❑ Attic ❑Not Applicable C303.2 Roof insulation installed per ❑Complies [IN3]1 manufacturer's instructions. ❑Does Not Blown or poured loose-fill insulation is installed only where ❑Not Observable the roof slope is <=3 in 12. ❑Not Applicable C303.2 Above-grade wall insulation ❑Complies [IN7]1 installed per manufacturer's ❑Does Not instructions. ❑Not Observable ❑Not Applicable C402.2.5 Floor insulation R-value. R- R- ❑Complies See the Envelope Assemblies [IN8]2 ❑ Mass ❑ Mass ❑Does Not table for values. ❑ Steel ❑ Steel ❑Not Observable ❑ Wood ❑ Wood ❑Not Applicable C303.1 Building envelope insulation is ❑Complies [IN10]2 labeled with R-value or insulation ❑Does Not certificate providing R-value and other relevant data. ❑Not Observable ❑Not Applicable C303.2.1 Exterior insulation is protected ❑Complies [IN14]2 from damage with a protective ❑Does Not material.Verification for exposed foundation insulation may need ❑Not Observable to occur during Foundation ❑Not Applicable Inspection. C402.2.1 Insulation intended to meet the ❑Complies [IN17]3 roof insulation requirements ❑Does Not cannot be installed on top of a suspended ceiling. Mark this ❑Not Observable requirement compliant if ❑Not Applicable insulation is installed accordingly. Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 1 Low Impact(Tier 3) Project Islamic Center of Twin Falls Report date: 02/13/1 Data F:\Twin Falls Mosque\Twin Falls Mosque 2.cck Page 6 of 7 CITY APPROVED PL9AN81B1hns must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 67 of 70 20121ECC Final Inspection Complies? Comments/Assumptions I C402.4.6 Weatherseals installed on all loading ❑Complies [F137]1 dock cargo doors. ❑Does Not ❑Not Observable ❑Not Applicable C402.4.8 Recessed luminaires in thermal ❑Complies [F126]3 envelope to limit infiltration and be IC ❑Does Not rated and labeled. Seal between interior finish and luminaire housing. ❑Not Observable _ ❑Not Applicable C406 Efficient HVAC performance, efficient ❑Complies [FI34]1 lighting system, or on-site supply of ❑Does Not renewable energy consistent with 1 what is shown the approved plans. []Not Observable ❑Not Applicable Additional Comments/Assumptions: 11 High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Islamic Center of Twin Falls Report 02/13/15 Data FATwin Falls Mosque\Twin Falls Mosque 2.cck Page 7 of 7 CITY APPROVED PL9AN81B1hns must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 68 of 70 COMcheck Software Version 3.9.4 Interior Lighting and Power Compliance Certificate 2012 IECC Z�,\J Section 1: (,4 5 Project Information yr I Project Type:New Construction Project Title :The Islamic Center of Twin Falls Construction Site: Owner/Agent: Designer/Contractor: 455 Addison Ave Imad Eujayl Eujayl Susan Petruzzelli Twin Falls,ID 83301 The Islamic Center of Twin Falls Petruzzelli Electric,LLC 455 Addison Ave 3090 Highlawn Dr Twin Falls,ID 83301 Twin Falls,ID 83301 208-293-7780 208-732-0032 imadeujayl@yahoo.com petz@cableone.net Additional Efficiency Package:Reduced interior lighting power.Requirements are implicitly enforced within interior lighting allowance calculations. Section 2: Interior Lighting and Power Calculation A B C D Floor Area Allowed Allowed Watts Watts/ft2 Religious building 2669 1.05 2802 Total Allowed Watts= 2802 Section 3: Interior Lighting Fixture Schedule A B C D E Fixture ID:Description/Lamp I Wattage Per Lamp I Ballast Lamps/ #of Fixture (C X D) Fixture Fixtures Watt. Religious building(2669 sq.ft.) Linear Fluorescent 1:48"T8 32W:Electronic: 2 21 64 1344 Linear Fluorescent 2:48"T8 32W:Electronic: 2 6 64 384 Compact Fluorescent 1:Spiral 23W:Electronic: 1 8 23 184 Total Proposed Watts= 1912 Section 4: Compliance Statement Compliance Statement: The proposed lighting design represented in this document is consistent with the building plans,specifications and other calculations submitted with this permit application.The proposed lighting system has been designed to meet the 2012 IECC requirements in COMcheck Version 3.9.4 and to comply with the mandatory requirements in thg Requirements Checklist. It Susan Petruzzelli-Owner/Member 1 ��+ 74/13/15 Name-Title Signature Date Section 5: Post Construction Compliance Statement Record Drawings and Operating and Maintenance Manuals: 0 1. Construction documents with record drawings and operating and maintenance manuals provided to the owner. Project Title:The Islamic Center of Twin Falls Report date:04/13/15 Data filename:C:\Users\Petruzzelli\Documents\Petruzzelli Electric\2015 Estimates\Islamic Lighting Compliance.cck Page 1 CITY APPROVED PLAN51161hns must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 69 of 70 Symbol QTY Fixture Description INTERIOR IV 3 Exit/Emergency Combo Fixture w/battery backup 5 Emergency Light Fixture w/battery backup �--r 4' (2 Lamp-32w each)T8 Fluorescent Surface fixture L-.--1 6 (5 Occupancy sensors to be installed in bathroom areas for energy efficiency) 4' (2 Lamp-32w each)T8 Fluorescent Troffer fixture // 21 (20 fixtures in Prayer Room- uniformly 50%to be switched separately) Note: Lighting lay-out to be installed prior to HVAC venting to be sure of uniform lighting layout. 8 Wall Sconce 23W Fluorescent EXTERIOR Z° 2 Egress single light on battery backup 6 Exterior Wall Sconce Fixtures(-13w Fluorescent) 4 Exterior Recessed Can Light w/TCP LED Trim (14W LED) CITY APPROVED PLAN81BIhns must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 70 of 70 R Lighting Title : The Islamic Center of Twin Falls Date : 13 Apr 2015 Description For : By : Petruzzelli Electic, LLC IES Filename : APT-232-ies Description : APT-232 2'X 4'COMMERCIAL LENSED TROFFER WITH PRISMATIC LENS Luminaire Number of Lamps : 2 Lamp Lumens : 3100 Luminaire Wattage : 52 W Light Loss Factor(LLF) : 1.00 Geometry Length (X) : 47 ft Width (Y) : 59 ft m 7 ® 7 Height (Z) : 18 ft -� �._' c� � �. �...--' Workplane Height : 3 ft s� - Suspension Length : 1.5 ft Room Cavity Ratio : 2.590 Reflectance Ceiling : 80 % Walls : 50 % Floor : 20 Eff. Cavity Refl. -- Ceiling : 75.7 Eff. Cavity Refl. -- Floor : 19.5 IN, CU : 0.674 y Results Average Illuminance : 38 fcr' Number of Luminaires : 25 Lighting Power Density (LPD) Wfft2 Layout Rows Columns ® ® ' (Width) (Length) Grid Layout (size) : 5 X 5 Luminaires: c Grid Spacing : 11.76 9.36 ft a:d F y Wall Spacing : 5.88 X 4.68 ft Spacing Criteria : 1.38 X 1.25 Flashlndoor 137 Build.721-0?43 I -:,2004-2015 Uchtinc Analvsts,Inc. I Calculations based on IESRA methods and recommendations. I Results derr:ed from content of chotometric files. CITY APPROVED PLAN81BIhns must be on site for ALL Inspections ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 71 of 88 ft4NAFWiPOS — �turfl� I I I I I I 1S iE N R9'49'0•E a I SCALE I 10, I � I I LOCATED IN \ LOTS 23 &, 24, BLOCK 2, "WHITE • I & EALLAHAN'S GOLDEN RULE ADDITION" IN 90 SW4 SECTION 9, 30'STR TOWNSHIP 10 SOUTH, RIGHT-OF ,. RANGE 17 EAST, BOISE MERIDIAN ° s 13491 9.F. s g j TWIN FALLS COUNTY, IDAHO 2014 I rto-anzn I ftONAC�i)14P9 I W� I L E G E N D ° PROPERTY BOUNDARY giNppw' Goa STREET CENTERLINE -———_ --_ RIGHT-OF-WAY LINE y FENCE LINE H CONCRETE �T ' ,• ° I CURB & GUTTER POWER POLE POWER POLE W/ANCHOR a I npr COAL.D&LfIWY ° a EXISTING WATER LINE > r— EXISTING WATER VALVE Pa • -- EXISTING FIRE HYDRANT tY .g.° yA - -9 °$ "'° EXISTING SEWER LINE r— HY64°ARR d 124.9' 2 8 s 13949 w w a EXISTING MANHOLE SET 1/2" REBAR & CAP • PoE ° ALL POINTS LAND SURVEYING JOHN ROOT — P.L.S. #889 SURVEYING-CONSTRUCTION MANAGEMENT BENCH NNN ME HYDRANT t P TOPOGRAPHIC SURVEY FOP: T.F.GB.M.13901-2943 rn yy� ��,��qre ELEVATION=3722.576 — V 9A Z � s'Cj lk' l0lal11�lliA 4G111Plal1 VP 11711� FA" ,® 1^ LOTS 23&24,BLOCK 2,"WHITE&CALLAHAN'S GOLDEN OF 10 g LOCAlEO IN:RULE ADDITION",SEC.9,TOWNSHIP 10 SLUM,RNVGE 17 EAST,B.N.,TWIN FALLS COUNTY,IDAHO I SIONS. C -- W B' � ...--/P• W OflAWN BY: $.HASKELL_ ADDISONAVENUE oAM: 12.20,2014 JOB NO.: 14-097IP-B SHEET NO, 1,.OF.'1-'"� Plans must be on site for ALL inspections. 15-0181 CITY APPROVED PLANS ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 72 of 88 M RECEIVED LICENSED RCHITECT APR 0 8 201 AR-985708 CITY OF TV ON FALLS 4/S/15 BUILDING DCPT R.COL RICKS TT OM TYPE A REFER TO DETAIL 4/A-1 O cJ C 4AIN LINK TRASH ENCLOSURE W/817E SCREENING SLATS NEW FACILITY ALL PARKING SHALL BE I s PAVED WITH PORTLAND .�-. CONCRETE OR ASPHALTIC CONCRETE - "E " b �o ®_7PARKING BUMPERS -SIGN TrPE 13 -Q, y 12 13 14 15 16 IT I 'slap PE w \ cam r . i.16maF'cF� W.`.`.. . .y. .W. � Q a cep a EXISTING GRAVEL TO REMA Vy a � o r AUGYLWAYEMf-� _-p � Vl NOTE: 1,343 SF OF LANDSCAPE REQUIRED. 1,34E SF OF LANDSCAPE PROVIDED a >1 � N . ' SITE PLAN ` SCALE,Ve'-P-0' ai � ACCESSIBLE PARKING SIGNWHITE LETTERING D1 ALUMINUM SIGN W/TAMPERRADIUS AT ALL CORNERS V RESISTANT SIGN BOARD 2' OR 3' STD. WEIGHTMOUNTING FASTENERS RES VED GALV, STEEL POSTpgkWN RED BACKGROUND •;•' AS INDICATED rlGREEN TEXT & BORDER RECAST CONCRETE a,PARKING BUMPERS BLUE SQUARE, WHITE SYMBOLWHITE BORDER • •2' RADIUS AT ALL INTERNATIONAL SYMBOL ^'ilWHITE BACKGROUND CORNERS, TYP [IF ACCESS PAINTED ON z„o vA I % PAVING (� V ALUMINUM SIGN W/ TAMPER i 4' HIGH TEXT, "� ~ .,3 RESISTANT SIGN BOARD C},/I RED LETTERING CONCRETE FOOTING $ rl A, MOUNTING FASTENERS C_�1 '' •� pp I ALUMINUM SIGN W/TAMPER SET POSTS IN SLEEVES W/ V A N U O p in 2' GALV, STEEL POST O RESISTANT SIGN BOARD NON-SHRINK, NONMETALLIC I° _°' • i� ' Y ONLY I MOUNTING FASTENERS �o :.' `A GROUT NIIIY SIGN POST SUPPORT e I WHITE BACKGROUND WALKWAY STRIPES h DIA SOLID PAINT FOOTING TYPICAL FOR ALL PARKING,TRAFFIC,AND 2'-0'HIGH SO ID PAINTED LETTERING • CWHERE INDIC TED ON SITE PLAN) SIGN TYPE — "A" > ACCESSIBLE SIGNAGE,THIS SHEET VAN ACCESSIBLE wo 3" GALV. STEEL TUBE SIGN POST SUPPORT ''-V N SCALE 3/4"=1'-0' 1 SCALE:3/4'-1'-0' 6ro SIGN POST SUPPORT A31 TYP. ACCESSIBLE STALL 4 �r "PARKING" — SIGN TYPE "B SCALE:1/B"-1'-0" SCALE: 3/4'-1'-0' 2 DMWN BY;wGw 3CAIE: Y NOTtO Building Plans have been reviewed and approved IMAD EUJAYL instruction Subject AMIC CENTER OF TWIN FALLS ��1 Field Inspection 455 VZIr AVE 1 TWIN FALLS ID Page Z�'1' pf ��X March 25,20115 lie— Plans must be on site for ALL inspections. 15-0181 CITY APPROVED PLANS ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 73 of 88 �—\ WIDTH VAR/ES 2 267'--�'--J' \ VMITE LETTERING 550 LF 8'PiV SVR35 6"WDEx SLONC bFRiMAL ENO o LWAIN PIPE S=4a45,T WALL fTipV RIIIA'NG TO VALLTI YI II�� i 1 ds'CANG ARC J5 IE L 54CHM'G CHAJL6ERS NN OWE AT MIS UNE m H I • C J ALUMINUM SIGN W/TAMPER C-66 NW f1L1EX FA&4K'MNM ARaINO ALL FACES 5' =I Rlp pF WAL 0 glry1DNG=1200 _ W `\J Ir RESISTANT SIGN BOARD AND A4pW ALL FACES OF LW.JBd ROCK ap ar RS MOUNTING FASTENERS TOP I1aIJ 8.PVC 7HROIK,W TOP SWAN°_ �LI'- � F.F.f.8 TOP OF ENDWALL=1200 RED BACKGROUND TOP OF CN4VBER ENO C� -I 6'MYIE+S'-i67'LOW:ENO IWL EVAyES, j ELEK,16..7JCOA'KMSLO?i= WHITE BORDER L N brifiS 4'O&1Y CONL>x7E 57YVE '_ T 1 2" =1d7J RADIUS AT ALL TOP OF RADIUS AT ALL CORNERS CORNERS. TYP T B .... FLOWLINE=IASO RESEt�VED. 3�� 4 NIGH TEXT =I740 ' PA(n.}N GREEN TEXT g BORDER RED LETTERING ) 0 EX� o FLUE SQUARE,WHITE SYMBOL Q IIIO ' _ ALUMINUM SIGN W/TAMPER RESISTANT SIGN BOARD µ'-9 WHITE BACKGROUND V \ MOUN l�/ TING FASTENERS fL=I710� o� • ALUMINUM SIGN W/ TAMPER WHITE BACKGROUND DRAWN 9 ~U n ' W ROCK(Jog NNDSJ RESISTANT SIGN BOARD MOUNTING FASTENERS @ Y i• 1 EL=14.40 CONCRETE SWALE DETAIL NORTH &EAST OF BUILDING- N.T.S. c � GALV.STEEL POST II r w�w I 45' [1 3"GALV.STEEL TUBE aI CI NORTH STORMWATER RETENTION FIELD DETAIL- N.T.S. SIGN POST SUPPORT A 1 o 0n SIGN POET SUPPORT A31 4 SIGN TYPE — "A" GRAIN LINK TRASH ENCLOSURE VAN ACCESSIBLE f i A PARKiNC - SIGH TYPE ,B � SITE SCREENING-SLATS (A / GR40E EXISI/NG INDICT'SURE)FOR FTNLSHED GRAOF OF TRASH fNCLOSUREI � IV LTrlh • SICsN TYPE A L J'OffP x 9"x 45'ST0lWWAlER RE7ENTICW Flf10""A W D.RaN 1 8'OR Plc 9AR35 MAW 6"W'81f x 5"LONC KRRGL FART ROCK OJO%ODS UNDER(2)ROWS PIPES W I I SCRaW WALL FRTW&&LING 70 YROL Tj-0. OF 15'LONG ARC J6 HC LEACHING I I OHAUBERS W N C-60 NW RLTER M7L75 0 END WALL 62-S IAASH ENCLOSURE CAME ACCESSIBLE PARKING SIGNI pj� FABRIC WRAC ARIXMO ALL FACES --4'DIMX CONC'R7f 5=i67' II 5't LONG r 12"CYA PVC.LN35 SWA(E 0/S GGOf F(OWUNf=114 [L•N R'Pf rHRU'M,4 FNO WAILS I 7DV 1057 20.26 TA=2I8J 89149'02'E , I 724/94ti� —.--- �L(Y4G x 4'THICK CONCRL7E SWALf .-- � @ I II \ .9 LpYGfiC-76 f 2" OR 3" S'TD WEIGHT I W fZOWllNf=799D GAL STEEL POST - 6"MAlfr 5LAtA lPRINR EAA I Ir-- I _ AS INDICATED PRECAST CGNCRc-� a I 1 145'LAND ARC J6 HP LEACHING OAURAR TOP OEI LWAW PARKING BUM ERS II8 5F.SL�ALLED / g'�-' ICU.IRLSH GYGY05URf Cm0.E I LANDxA __ I ,�� K • a OF ACCESS PAINTED ON I - II T V W / � I I AVIN, I I W.I. W lox FROM 9UONGG TO WTCH MIIfAIE-%L5I / j 5'-S6Y I SCALE 4' - c INEK COA1?TE7E P /� — ^� 5 V� � A KING�W -R FE CITY GO E 10-IO-3C )� � c�wwc ar PROPERTY UNE �. swa[•rz[xn� I e CONc TE FOOTING p �� • �/(�ICI II I / ET P.T� IN SLEEVES w/ _ NON-cHR„IK,NCNME-AL�IC GROUT wALKwar STRIPES 1 ail REFER TO DETAIL SOLID PAINT I IL_ 4/A- iA=11. U.D.'. u'HICH SG'I➢PAINTED LETTERING s Z i9.99 / iy rGbtSTF Yi°� FOOTING TYPICAL FOR ALL PARKING,TP.AFFIC,AND (WHEFE INDICTED ON SITE 377200 PLAN) II -, F.F.E. ACCESSI?LE SIGTNGE,THIS SHEET 11 �j = 5'-•' 0 0" }i__ .� ALL D PARKNC3 SHALL EE 187 . ;, PAVE WITH FORTLA SIGN POST SUPPORT � N1- _ o • J I I � I CONCRETE OR ASFHALTiG - i � ;� '6T— 4 II z0.06 CONCRETE PER CITY CODE 10-10-3C6) /j/, � �r''`� _ / � � I Pg OF 7 TYP. ACCESSIBLE STALL wo�ij� 1 PROPERTY BOUNDARY 5WM EN0 OF Swaf RI AN7CH A(4`Y G'PA0.` I . IN57`4L1 .14 P.GRI LNG I I / , ,x d ❑ narcRE S/m TOY ALLflr� I STREET CENTERLINE • i�--- ANYTIM SIGN I - - RIGHT-OF-WAY LINE -- - - - TA=11. m it I TA=1t. POWER POLE ' .. N I I I I I � nanw,ITlaa I I pv" POWER POLE W/ANCHOR a-- t 23'-0. EXISTING FIRE HYDRANT _ T PARKING BUMPERS ��© I EXISTING MANHOLE I I i I+I PER CITY CODE Im-©-3CGJ y � i IL- � � rJ'xYx7o'LAvc sraRNwAIEx ,3L SET 1/2" REBAR & CAP 2 I ,-.7940 \ REIN7mV FlEFD fXLEO W ON/JN \\ ROCK OJOR A095 UN99(J)ROWS OF 85'LOX ARC 36 HC IFACWNC A '^L CHANGERS NiM C-60 NW RNIR FARRYC MR AR(WWO ALL FACES W \ \ W \ \ °" IA 70'LOAD AFC.M HG(Fix'iA'I$'pNN6BR ON TAP OF! \� 0 °E I = L_-- 10,E I I I I I I I �OLLlWC ARC 35 ID(FAC76fV6�71WBER 0Y TOP on .. i Q m m OP 01 AV Y 7A'(DING'ARC F / CWUIffi4 .j,(M p7AW�J,jp}K �'. / A - N `� IMAM ALLEY CRANE I = Ii II---� �I� W W .� u. i795r v✓ zoos W W v- y w W W nDindE ms.T aN sWaE I S�O� t.,NDSCAFc � � � � �-�'._�—.v--,;w--.I"— .✓—. I Ir' II y W J fAR'y,.a4SlN5g Q5WAlfj, =_� 1 - dA16NE .78 'I`-'-- • swarnoWUNE=last W----I- i y - >V -Ei l9 v I� naxuvE=ram ' --�-� T r� r 1 . ---r- r• r W jW mj l T ' I 1 Y A'En 0Ibs swat-Lwaw I 1 e fd 7KN/ 8CE75 fl'47ND SeYWwY I IX67AD sIDEWALK i I IW I I I I I I I I I I I I I (J)I1"l10'Y W107ES I xNAcv v. -n1, y W I I �,I9 a9'4.9�� I v � I I � I I I -- ,1, .F W y �. .✓ v, y y 43 � 1 I OF ALL OF w v. .v .v 1. EkI57NG C(M971E1E SMII 4.fPUY Gmms=la4J \ \ ` 6 EARS la SET ✓- W v. W W W v. N.ON AWNNW _ TAP or UI/0@ER ______________ __ DRAINAGE SUMMARY ----'-- '---------'------------------------------ ----------------------'�--------- -_� - __ - --- ---- --- ---- _ -- _____-__'-1----- L---L----- .. LTLV.-IZ56 ---- --- ---- - 70'(A'TC ARC J6 NC LEO#%CWWRIRS -- - -- AU ALL S k C_60,4W gL7ER FA@7k'WSyo N/ \ 9 4'x 4�rs�� REQUIRED;50B C.F. PROVIDED:556 C.F. ARODxO ALL FACET ' �- - -r a=la1J I s PARKING LOR 4 W ALL POINTS LAND SURVEYING • �_� REQUIRED 1252 C.F. PROVIDED:1265 C.F. BENCH MARK -- JOHN R00T — P.L.S. 889 FIRE HYDRANT SURVEYING-CONSTRUCTION MANAGEMENT TI LANDSCAPED AREAS SWALED TO PROVIDE SELF T _ 3 pWN ROCK(JOF LADS) � STORAGE. SOUTH SWALE TRANSPORTS STORMWATER EIEVAMON303722.576 NOTE: 1,349 Sr OF LANDSCAPE RE0UIRED. n TO THE TRIPLE 12'CATCH BASINS FOR PARKING LOT PLAN FOR: UNDERGROUND RETENTION. 7,03 1 SF OF L,4NDSC,4PE PROVIDED IN ANC C®V M OF TM FAUA ID L - _-_ ____ ________________ ___J-EL=I31J LOTS 23&24,BLOCK 2,'WHITE&CALLAHAN'S GOLDEN U IN:RULE ADDI00N',SEC.9,TOWNSHIP 10 SOUTH,RANGE i 0 -60 NW R U FA6WC - - - - - -— - 17 EAST,B.M.,TWIN FALLS COUNTY,IDAHO SOUTH STORMWATER RETENTION FIELD DETAIL- N.T.S. _ _ _ ADD/SONAVENUE _ gEV510N5: DRAWN ar: S.HASKELL • 04.07.2015 NO_ I4-097PARKING SHEET NO: i OF I ` Plans must be on site for ALL inspections. 15-0181 CITY APPROVED PLANS ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 74 of 88 Xvrrt4 _ N 89'49'08"E — — 4E SHOUPAVENUE 333.41' • O M L M - + — — — 124.92' — — — 0,00 —— — 124,92' ————T-33.42' LOT 13 ( I LOT 1 I I I I I I ........................................................................� I.......................................................................I 30' I I I I LOT 14 for 2 i SCALE in M S0' .......................................................................I I.......................................................................I I I I I LOT 15 I I LOT 3 I LOCATED IN LOTS 23 Sc 24, BLOCK 29 gNMTE I LOT 16 I I LOT 4 & CALLAHAN'S GOLDEN RULE ADDITION" IlY 90 SW4 SECTION 9, ......................................................••...............I I......................-...............................•...............I TOWNSHIP 10 SOUTH, LOT 17 I I LOT 5 I RANGE 17 EAST, I I I I I_ BOISE MERIDIAN I�....................................................................I I..........,,....................••.....•.................••..•.........I TWIN FALLS COUNTY, MAHO I cor 18 �� I LOT s I 2014 .......................................................................�� blo.................................................................Plo M I� I to NI� IN • $ I LOT 19 I� LOT 7 I.-11........ ......•......................................•.......... L E G E N D {I I SURVEY BOUNDARY LINE i IW I LOT 20 I LOT 8 i I STREET CENTERLINE {Y (J RIGHT-OF-WAY LINE i I -————— — —- ................................................................... i....................................................................... LOTLINE ............................................................. • � I LOT 21 � I I LOT 9 I � FOUND BRASS CAP B I I I I FOUND 1/2" STEEL PIN 0 II................................................... .............I I....................•..................................................I coil I N I I � SET 1/2" REBAR & CAP • Y REFERENCES I LOT 22 I I LOT 10 DEEDS: I • INST. #2009-022652 89'49'02'E 154.94' RECORDS OF SURVEYS: 30.00' 12a•s4 INST. #2011-008704 I #968011 LOT 23 ( LOT 11 I #818826 I I i o 13491 SF I.BLUE LAKES ADDITION WEST - INST #092326 s WHITE & CALLAHANS GOLDEN RULE ADDITION INST. #012336 a I ALL POINTS LAND SURVEYING JOHN ROOT — P.L.S. #889 U I^ LOT 24 I LOT 12 I I SURVEYING - CONSTRUCTION MANAGEMENT I I RECORD OF SURVEY FOR: 30,00' 124.94' o.00'I— ———124.94—_— —-L30.53'_ IM"C CI LATER OF TM FAUA ID -- S 89'49'00' 154.94' — o M P&F#2010-006778 LOTS 23&24, BLOCK 2,}WHITE&CALAHMI'S GOLDEN w LOCATED iW RULE MOTION",SEC.9,TOWNSHIP 10 SOUTH,RANGE — — " — 330.26' ADDISONAVENUE — 9 17 EAST,B.M.,TON FALLS COUNTY,IDAHO _ 329,88' S 89'49'OOYI' 660.14' 1 RENSIoNs BASE BEARING FROM DEED- INST•#2014-003910 DRAWN EM' S• HASKELL • DATE: 12.13.2014 I, JOHN 0. ROOT, DO HEREBY CERTIFY THAT THIS MAP IS A TRUE AND ACCURATE MAP OF THE LAND —104 14-097RS SHEET NO-- 1 OF 1 quRVFYFD L1NnFR KAY SUPFRVISION AND DIRECTION. Plans must be on site for ALL inspections. 15-0181 CITY APPROVED PLANS • ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 75 of 88 i�lnrtl� E I ' I I � r� I SCALE x. 12494� ._ � ` I — LOCATED IN LOTS 23 & 24, BLOCK 2, "WHITE & CALLAHAN'S GOLDEN RULE ADDITION" IN SE4 SW4 SECTION 9, TOWNSHIP 10 SOUTH, RANGE 17 EAST, BOIS E MERIDIAN TWIN FALLS COUNDTIY,NIDAHO I \ \ I 2014 II Il j L E G E N D 13491 S.F. \1 s I 'g PROPERTY BOUNDARY STREET CENTERLINE xu.HRN• RIGHT-OF-WAY LINE iFENCE LINE \ I CONCRETE�47 BMW I I CURB & GUTTER 2 1 I I POWER POLE s POWER POLE W/ANCHOR I EXISTING WATER LINE v EXISTING WATER VALVE ua ,Mv EXISTING FIRE HYDRANT » iI 3a ya me aMr I EXISTING SEWER LINE — ----- - -� EXISTING MANHOLE W E ING M N /I SET RE BAR & CAP •1 2 1 SEEM I ® a� �E1wvr � - 124.94' _ S 89*49'00'Y f BENCH MARK �n FIRE HYDRANT ivy • T.F.C.B.M.13901-2943 ^ ELEVATION=3722.576 ADOISONAVENUE e°" ALL POINTS LAND SURVEYING JOHN ROOT — P.L.S. #889 SURVEYING-CONSTRUCTION MANAGEMENT • ® TOPOGRAPHIC SURVEY FOR: ® JSLAMIC CENTER OF TWIN FALLS, ID LOTS 23§24,BLOCK Y,'WHITE 4 CALIAHAN'S GOLDEN --__---_--.,a RULE IADDFAST•9M..IWINTFALLS(P 10 SOUTH,COUNTY.IDAHRNICE S.HASKELL -. 12.20.2014 14-D97TP-B 1 OF 1 • Plans must be on site for ALL inspections. 15-0181 CITY APPROVED PLANS ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 76 of 88 RECEIVED 6� L BppT APR 0 9 2015 5(ATE 0" CODE REVIEW -au; Code: 2012 International Building Code F� 8a RI r-\� Construction Type: III-8.(602.3/T-601) R S_C tl I�1' I i Building Area: 2,699 sq.ft. UOccu ant Classification 303.4 A-3, laces of warahl Allowable Area: (T-503) III-B/A-3 9.500 eq.ft./3 story �"PR 1 3 C�15 F Occupant Load: (1004.1.1) 102 occupants I 5'-0" I (per design as per owner/City agree ent) Occupant Load Posting: "Maximum Occupancy 102"1004.3) TWIN FALLS FIRE DEFT. I Exit Artongement: (1015.2.1) 72'-3"/2-36'-2"min.regd.,36'-8"aeparalion-proWded I 6OW I Travel Distance: (T-1016.2) 20V max.,54'max provided 89'49' -E i Fire Sprinkler: not required<12,000 e.f.,<300 occ'e(903.2.1.3) x x x x APpp 124.94 q I r. w n rail' ep i O O O ® D i All won Notes: j All work to campy with IBC,ADA,and all other local&national codes that may apply. U W 0 I All lumber in contact with concrete or masonry to be pressure treated. -- - i All footings to be on undisturbed soil&below frost grade,see structural. Furr out interior of all CMU walls with 2'Z turning channels 0 16"o.c.such as Clark Dietrich W i (www.clarkdietrlah.com)fastened to CMU per manufactures recommendations.With 2'R-10 rigid I insulation&%'GWB,tape texture&paint W 1 Interior framing to be of 2x4&2x6's at 16'o.c.with%*GWB,tape,texture&paint a All interior electrical to be bidder designed per City&State standards.Electrical on CMU to be ran O I on inside of CMU in shallow boxes to flush with OWB. i Lighting to to be bidder designed&comply with IECC as required. Electrical contractor to provide proper grounding for future minaret -'�... Contractor to coordinate&verify with Civil engineering as well as providing required drainage,water retention,and landscaping.Civil drawings are to be by others. Lay-in ceiling system to be part of future construction. NEW BUILDING r i New roof system to consist of.60 mil PIC roofing membrane over R-30 rigid insulation.Roofing to be installed my certified&licensed installer.System to include 1 year workmanship warranty&20 q I' finish floor elevation 3722.0 year manufactures warranty. N I i Plumbing system to be bidder designed system to City&Stale requirements. I '.Q I Provide seismic bracing for suspended ceiling system when installed. � f Finishes&colors to be by owner Q i Plumbing contractor to provide On Demand water heaters as required. • I All interior ixksets to be lever handle. L- 30'STIR FT RIGHT-OFzj W I i �U I i I © O ® O 10 O �W E � a ka 5 (n I =o 'o g Z rn co --------------------------------- ---- ------------aer ---------- ----------- ---------- ----------- ---------- ----------- Q ItParT/2A a_ I yta1111[�rll6iw I water(see mech.) I11 E ( I 0 I.Lu �2 Ia < V C V �N � O L 8 N N 8 ca WI W W 14 16 1� ro � �N � r U o W W W W W W l"II c - W W I "Y W � 0 na i® 0 O �" W rasa � ax I 0 I .v w ,ti W I W "L W W W W W W W "Y �Y �Y N� ,L "Y "L W y `r' W W W IV IV 41 � W . Cr.1 I .9DE161IX I i • i I I ® SIOElw1lK I i xNuntw 124.9' ---------- S 8749'00-W • will 011157Wrp Leff SLAB I POLE I along x- SITE PLAN NORTH 3 BENCH MARK w®E q I FIRE HYDRANT SCALE: 1/8"=1'-0" N� �" Agm T.F.C.S.M. 13901-2943 S "> • I ELEVATION=3722.576 Site plan is for general illustration,see Civil drawings for actual;set backs, utilities,packing,sidewalks,curb cuts,drainage,landscaping,elevations,etc. 1�wM�J Provide curb romps as required(max rise 5.75' '1 4 w, w" g• N Y — rY I ` _ If_ ADDISONAVENUE W ----------------- ------------- .,. N w w, N Site Plan,Notes Date reissued 04/08/2015 Sheet No. C Plans must be on site for ALL inspections. 15-0181 CITY APPROVED PLANS ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 77 of 88 01 A C A4 A4 �Q E B00T r(,ATE 4H 26'-2" o !p /DAHr0j . EhS£p paC�� provide masonry columns&lintels similar to south end ol I A 2" 'rig strips&GWB I • 8'CM se at comers 0 b, 1-1/2'E &tile accent U H Z I I o E PRAYER ROOM 102 occupants o 8'-0" 2_4t———— O , �� 1 13 / O 4 vBnBULE U 22'-6' 14'-6' 16,0 future dome // I CD _ o \ _ ___ ——— v Q `ra storage ® \�\ �� --- — 9 i �.�----- mo' 0 O . © JI -1� • ------- ------- ---- LC�JI _ LA U N N 2 S II I I L_V-1 II I --- \\ =ID In I I o ® q O I�l LIB II —emu Ifni J o� ID O I I I11 —�LJ a I I I I I I F-T-1 .' . B /' \ I I I I • 'q� L J I I to txAssRaou L J © I \ 7 I I I II I I I I I a 9 a I I t rBtEN I �° tz FD Z 6 roe o oho qq — — — I L -�-J 5 •' M I f—� — �I-- o a m -i I o . opaque ghee que glass . .. 1 22'-6' xgi a° ii LL d • 1. . .fir+4. .. .. .''14'-0' 2•'0� 22'_4" A A4 3'4 4'-0" 3'-4" 8'-10' 6'-4" 1 6'-10' 3'-4" 4'-0' 3'4 A G A4 PLATFORM FLOOR PLAN ® • A4 MAIN FLOOR PLAN ® SCALE: /q"=1'-p" W E s W E SCALE: - 5 • Drawing Motes: 1 7'concrete sidewalk-see Civil Drawings 2 Acoustic insulation-——- 3 PRV in cabinet,coordinate with plumbing 4 Gas meter-see mechanical 5 Illuminated exit sign 6 Proposed electrical service 7 Contractor to provide rod&shelving for coats&shoes(per owner) B Attic access-see details FIOOf Plan,Attic Plan A 9 Roof access-see details 10 Sljn"A"per K/A4 11 Sign'B"per K/A4 12 Stools by owner 13 Fire extinguisher by owner(mounted 44'to handle) 14 Proposed panel location-per electrical contractor • Date reissued 14/08/2115 Sheet No. /�-I 8 Plans must be on site for ALL inspections. 15-0181 CITY APPROVED PLANS ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 78 of 88 I, SlhTE O,r CIrY.: _ S • R D NR a/Is,Fgr o f. U O / \ Q EIfIT� / lay—in 1'x4'T S's \\ / ------ future wa ceiling system � .• / \ 16'e future / \ p O \ / \ / 16•x8•overflow scuppers � 16',6'scuppers g conductor box u�— 77 CIO Z ¢ m LL a ca dkketa of tapered insulation O N C • / a v r extend flashing gdnp one up parapets k <_� \ 3 1jllda O � a Ili LL Lighting plan is for approximate layout. • Contractor to coordinate with HOAC,eta Place =——— / \ a0 xc;.'y 'c;.'a NORTH lights on ships to allow relocation once ceiling LIGHTING PLAN ® g d is installed. \\ � yy E Electrical contractor to provide lighting krel d: ra SCALE: 1/4'-l'-0' energy calculations on propoxd fixtures as / U S required by City of Twin Falls. W C cc I \ / I \\ RN—see mach. / ut • I future 16'1 dome / 1 M�a\ roof hatch—sx details Jb single—ply roofing system—see notes pr �-c,oca1-2 properly flash all ecuppen,curbs,vents, etc.per manufactures epee's ti2•, S„ua d provide platform for future minaret atop logo 1 root deck—see sWcluroL cr� I I I I I I I r,=� F,�� V I I V Ceiling Plan,Roof Plan L j- ROOF PLAN NORTH W SCALE: —1/4'-1'-0' ®E Date S e"sued 04/08/2015 • Sheet No. A 2 Plans must be on site for ALL inspections. 15-0181 CITY APPROVED PLANS ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 79 of 88 lo L B0 T y{9E OF i <�c /DAHp .�4c' dd \\ �0 mechanically fastened.fi0 mil' PVC slip sheet(per mfgr) 1 I mechanically gid �fastened R-30(5'f) 7/16 OSB(per shucWmQ ———— ————— —- 30 b ar All roofing to meet mmontiee noted& e roof hatch such as S by Bilco meet I-%uplift requirerearts r- road hatch such as S by Biilco R O a ' I � s safety post such as UL2 or UL4 by&Ico ZO U safety post such as UL2 or UL4 by Bko 13'aluminum ladder such as model A13 future lay-in ceiling (steeloccessladders.com) It aluminum ladder such as model A13(steelaccessladders.com) s engineered floor system■/7/16'OSB deck&5/8'GWB-see structural •i alter floor system for hatch 7 I I 4__ O \\ Concealed access ladder&hatch such as; - \\\ @ GWB ceiling,tape,texture&paint AE2210 by Warner(us.wemerco.com) �, •e-•' 5/8"GWB,tape,texture&paint \\\ a .E Concealed access ladder&hatch such as; L 2 Z furring channels 0 16 o.c.such as \\\ AF7210 by Werner(us.mmerm.com) L JMIN Clark Dietrich.Fasten to CMU per mfgrs woke U recommendations \\ L J CMU9id R-10 insulation \\� L (•� .... `o •Cte (r�ae 4'-0'min. a 2'rigid insalalion(typ) a SECTION m U— o ca a A SECTION — W 1 A3 A3 SCALE' -1/4•-1-0' ^, _�_ -° m SCALE: -1/4"=1'-0" O W Q ca Cu C 2 r • E U ai i m O � co 2 co 7' 4' co m O N N • ddd / \ �� f 14'-6' Y o a / \ c� d w 'a c — I 1 0 1° m a a � aEi I I I — ------——————————— wo • 3•_p j/ o / \ \ / Sections&Details 8 4' 3 4' 2-0' 1-4'.. r C Da SECTION o DETAIL ssused04/08/2W.') --3•--4•-�I` A3 q3 " '-0" SCALE: -1/4"=1'-0" • SCALE: -1/4=1 Sheet No. ,;A 3 Plans must be on site for ALL inspections. 15-0181 CITY APPROVED PLANS ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 80 of 88 61 `p - access hatch-see details \\� I I ,r,9E 0,ry ��. - n 2'z3'minor grab bar \ tic, IDNAD Q file wainscot 5 6fD lvR�a\ 0 \ O _e hose sprayer w/ I I E•S N wall mount insulate supply&drain `, IFII TP disp. YEN I I 1 1 ELEVATION ELEVATION future dome I kl 1 q B I IVyI I 1 IVI I ��i �1 � future minaret `vv ��`, SCALE: —1/4'=1'-0" A4 SCALE: —1/4"-1'-0' Up lilt masonry parapet(30'high minimum) '1. Z $afavldB VCIIt3f for 1l 1, 3� f _ ..--w-• .. ...... wood framed entry clad with hard . . ., -flew to prevent -- '. ': .•.' coal stucrn •i freezing�r opaque glazing "'..i mixing valves 4 :.�. Onted low E glazing in mid-grade .., .`.' ....�. `.. •� vinyl window unite ; , •i Y •i file wainscot •I \\ \ 6'EIFS accent banding I`- ,'� ... g rolre•let file sink trough with(3)d - L. \ YEN $6'file curb � 16"o decorative fiberglass column over % �� a� ' E LE V A TI 0 N D ELEVATION structural column �� ' \O1 provide operable windows at(3)r `, - A4 SCALE —1/4'-1'-0' A4 SCALE: —1/4"=1'-0" i units with tempered glass \ ..::::.. O WEST ELEVATION SOUTH ELEVATION A 3i3•- 11 ,I n � F/i lei SCALE: 1/8"=1'-0' SCALE: 1/8^=1'-0" ;ilr'r } i grab bar 8 l, I i v 1P disp. U o C Ln � C I I 11 I I WOMB WOMEN > `/� > no )) E ELEVATION F ELEVATION a N A" i k�i A4 SCALE: —1/4"-1'-0" A4 SCALE: —1/4"-1'-0" o ty Q ti \ 7. 3. ow sc /rs ```.�` i ini i a` u, } 11 // e s drain Ieadefls(w/heat cable) f1 1 1 1 : V '.... _^-_-__y.-::.;-_--1.__�-_:.u-.emu -EFS wp w�i fi cdaea m`eTd3np e3ge"" UPS aCtegt! main valves t - ...,.. :. .. .. .:'.�.:: file wainscot •I N � O � t � o N N M ..:.... ... .. rains } ills sink Uough with(2)drains �c � '1"� :. t .... ..': $6 file curb WOYF1l �N eirt ,12'1 h1e Meet on sits _ WOIEII ELEVATION nELEVATION " 9 U,provide aspersion Ob as required SCALE: —1/4"-1'-0" - SCA®LE: 1/4"=1'-0" c 'm .:. U o :. c ..'. ha cco on CY ® aLL A4 A4 a: gas meter proposed electrical service ——EAST ELEVATION NORTH ELEVATION FRV in cabinet _ SCALE: 1/8"=1'-0" SCALE: 1/8"=1'-C" wall file ADA drinking fountain DOOR SCHEDULE 7� 4 size material door# type width height door Fa—me notes ELEVATION 1 A 3-0' 8-0 f wood 1,2,3,4 2 A V. 7 " f wood 1.2.3.4 / A4 SCALE —1/4'-1'-0" 3 B wd wood 1.7 4 C wit wood 1.7 • 5 C wd wood 6 6 C wd wood 6 / window unit above 7 C wd wood 68 C wit wood 1,7 abbreviations commercial grade insulated fibergkrss � fg insulating fiberglass door door unit with reinforcement for wit solid core door panic devices notes: \ q I 1 provide closer �� \\ sign"A' sign"B" 2 provide ADA threshold&weather seals 3 provide thumb tum/lock,head&foot bolts \ 4 panic hardware,entry lockaet,exit sign \ 2ex30'tempered glass Re 5 self closing double acting hinges 6 privacy lockaet \ solid core wood doors signage with raised letters A symbols h braille • 7 no latch or lockaet,provide push&pull \ w/lever handles • \ � Elevations DETAIL iype'A' type T type'C" A4 NO SCALE: Date DOOR ELEVATIONS reissued04/08/2015 SCALE: 1/4"=1'-0" Sheet No.. _AA Plans must be on site for ALL inspections. 15-0181 CITY APPROVED PLANS ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 81 of 88 GENERAL STRUCTURAL NOTES ii.Lap Splice Lengths(unless noted otherwise) 5. Wood C.Welding: a. fc= 2500-3500 p.s.i. A. General Framing 1.Certification of Welders: All shop and field welding shall be executed by AWS certified 1.#6 and smaller-36 bar diameters I.Dimensional lumber joists and headers shall be Douglas-Fir Larch 12 or better. welders. Certification shall be considered current if dated within the past 12 months. 1. 2012 International Building Code Design Criteria (ASCE 7-10) 2. #7 and larger-45 bar diameters ii.Wall studs shall be Douglas-Fir Larch stud grade or better. Top plates shall be Welders will be considered certified if they have been certified by AWS and their work u^, b. fc= 4000 p.s.i.or greater Douglas-Fir Larch 12 or better. records are current within every six month period thereafter as required by AWS. a A. Floor Live Load... . . ....... . . ..N.A. B. Roof Live Load...... .......... 20 psf 1.#6 and smaller-29 bar diameters iii.All load-bearing door and window headers shall be(2)2x10's with filler unless noted Certification and records must comply with AWS Standards. Certification and o 2. #7 and larger-36 bar diameters otherwise. Timberstrand LSL headers may be substituted for the 2 2x10's. appropriate records must be provided to the inspector prior to beginning work. C.Roof Snow Load Data y () c.Lap splice lengths may be decreased by 25%for slabs on grade and horizontal wall u.Electrodes: E-70XX or as noted otherwise. E-60XX may be used for welding steel Z Ground Snow Load P9. . . ...... . , . 15 psf reinforcing. iv.(2)1 "x9�"LVL's shall be used for oil headers required to support a girder trues floor and roof decks. Z 8 Flat-roof Snow Load Pf. .. ....... .25 psf unless noted otherwise on the drawings. iii.Minimum Welds: All intersecting d.Increase lap splice lengths by 50%where epoxy coated bars are used. g steel shapes which are not bolted shall be connected Exposure Factor Ce•••••. ....... 1.0 v. All multiple beams and headers shall be nailed using 2 rows of 16d nails®12"a.c. b W iii.Stagger splices in walls so that no two adjacent bars are spliced in the same y a fillet weld all around,unless noted otherwise. Importance Factor la• ••••••. •••.1.0 location,unless shown otherwise. A. All point loads shall be solid blocked to the foundation. iv.Welded reinforcing bars shall b A706 Grade 60. Thermal Factor Ct....... ....... 1.0 iv.Make all bars continuous around corners or provide corner bars of equal size and viii.Double trimmers shall be used to support beams and headers greater than 6'-0" v.All flare bevel and flare V groove welds shall be filled flush. > Z n E. Wind Design Data spacing. unless noted otherwise on the drawings. D.Bolted Connections: Z 7 c Ultimate Design Wind Speed aed•• •••• 90 mph v.Vertical bars in walls,grade beams,and piers to terminate in footings with ACI viii.Nailing shall be as indicated on the drawings or in Table 2304.9.1 of the International I.Use ASTM A325N bolts for hot-rolled steel to steel connections unless noted otherwise v o Nominal Design Wind Speed . . ...... 90 mph Building Code,whichever is more restrictive. a LU standard hooks(12 bar diameters)to within 4"of the bottom of the footing unless 9 in the drawings. All connections shall conform to the RCSC"Specification for q Risk Category. . . . .... . . .......II ix.The contractor shall comply with the 2009 version of the International Building Code. Z Z m Exposure.. ....... . . ..... .. ..C noted otherwise. P Y 9 Structural Joints Using ASTM A325 or A490 Bolts". Z Z P Internal Pressure Coefficient... . . ... vi.Horizontal wall reinforcing shall terminate at the ends of walls with a 90 degree hook x.The contractor may substitute deeper,wider,or better grades of lumber.Any other ii.All A325 bolts shall be fully tightened to the"Snug Tight"condition in accordance with t Component&Cladding. ... . . ..... .S Seeee A changes must be approved by the engineer.SCE 7-10 Chapter 30 plus a 6 bar diameter extension,unless shown otherwise. the RCSC Specification Section 8.1. (, r vii.Horizontal wall reinforcing shall be continuous through construction and control 'pints. A.Where J"oriented strand board(OSB)is specified,W structural 1 plywood sheathing E.Provide full height web stiffener plates to each side of all beams bearing on to of o F. Earthquake Design Data ... 9 P x P Z Risk Category .. ..II viii.Splices in horizontal reinforcement shall be staggered.Splices in two curtains(where is permitted. columns. Plate thickness shall match the thickness of the beam web except that the 9 Y'' ' ' ' ' ' ' ' ''" xis.Provide mild steel late washers at all bolt heads and nuts bearing on wood. W c E Importance Factor le• • • •• •••. ....1.0 used)shall not occur in the same location. ••, P 9 thickness need not exceed r unless noted otherwise on drawings. = t Mapped Spectral Parameters ix.Use chairs or other support devices as required for proper clearance. xni.All fastenters(nails,screws,bolts,etc.)to be installed in preservative treated wood pp p eq P P F.All structural steel, except plates embedded in concrete or masonry, to have one coat • •c Ss.. .... . . . . . . . . .. . .... 0.209 x.Rebar hairpins shall be centered in slobs and shall be wire tied to the slab reinforcing shall meet the requirements of IBC 2304.9.5. _c g (min.)of gray shop primer, 1.5 mil minimum thickness. S1.. .... .. ....... . .. ... 0.080g (if any).Reber hairpins shall be continuous through walls and piers; lap splices in xrv.All wood pasts/columns shall have appropriate Simpson(or equal)steel post/column W d Site Class.. ...... . . ...... . ..D hairpins may only occur in the floor slab unless noted otherwise. cap and base connectors unless noted otherwise.Install as per the manufacturers ], Special Inspections @ Design Spectral Parameters xi.Unless noted otherwise,openings in walls shall be reinforced with#5 bar on all sides recommendations. S 0.223 of the opening. Reinforcing shall extend 24"min.past the edge of the opening. For xv.Anchor bolts shall be embedded at least 7 inches into concrete foundation wall,and A. Special inspection shall be provided by the owner as indicated on sheet GN2. o DS.......... . . ......•• g9 P 9 P 9 SD1. . .. . . . . .. ..... . .....0.129g one layer of wall reinforcing provide(1)#5 bar around openings,for two layers provide spaced as shown on plans. There shall be a minimum of two bolts per sill plate with b; Seismic Design Category... ........B (2)#5 bars. one bolt located not more than 12 inches or less than 4 inches from each end of 8. Miscellaneous = Seismic Force Resisting System...... A.7.Special reinforced masonry shear walls C.Control joints in slabs on grade are recommended to control cracking.See plans for each sill plate. A. The project specifications are not superseded by the General Structural Notes.Notes and Seismic Response Coefficient Cs.... . . 0.045w control joint spacing and details. B.I-Joists: details on the drawings shall take precedence over General Structural Notes and typical Response Modification Factor R. .... . 5.0 D.Slabs and grade beams shall not have joints in a horizontal plane. All reinforcement shall i.I_joists are to be the size and designation as shown on the drawings. details.Should any of the detailed instructions shown on the plans conflict with the Analysis Procedure...... . .......Equivalent Lateral Force Procedure be continuous through all construction joints. ii. joists are to be as supplied by iLevel,RedBuilt,or an approved manufacturer. General Structural Notes,or with each other, the strictest provisions shall govern. G. Frost Depth . . . ........ ...... . 2-0 E.Floor slab thickness and reinforcing shown in these drawings are adequate to support Installation,including nailing,blocking,and other construction details shall be in B.It is solely the responsibility of each contractor to follow all applicable safety codes and M typical uniform loads only.Mountain View Engineering has not designed the slab for any accordance with the manufacturers recommendations. regulations during all phases of construction.The engineer is not engaged in,and does 2. Earthwork specific concentrated forces such as those from vehicles, storage racks,or heavy C.LVL Beams: not supervise, construction. I.Laminated veneer lumber(LVL)beams are to be as shown on the drawings and are to C.Erection, Shoring,and Bracing A.Foundation Design Values(assumed) equipment(unless noted otherwise). I.It is the contractors responsibility to determine erection procedures and sequence, and i.Vertical Foundation Pressure-1500 psf F.Welding of rebar is not allowed unless specifically indicated in the drawings.All have a modulus of elasticity E of 1,900,000 p.s.i.minimum. P Y P q embedments, reinforcing,and dowels shall be secure) tied to framework or to adjacent ii.LVL beams are to be as supplied by iLevel,RedBuilt,or an approved manufacturer, to ensure the stability of the building and its component parts during erection. IIILateral Bearing Pressure 0 100 psf/ft of depth 9. Y a fn if1.Coefficient of Friction - 0.25 reinforcing prior to placement of the concrete. Tack welding of rebar joints in grade Installation,including nailing,blocking,and other construction details shall be in ii.It is solely the contractor's responsibility to provide any temporary shoring, bracing, J beams,walls,or cages is not allowed. Where welding of rebar is shown in the drawings, accordance with the manufacturers recommendations. guys,and tie downs that may be necessary to provide adequate vertical and lateral -� B. The values listed in Section A reflect the presumptive load-bearing values allowed per IBC all rebar to be welded shall be ASTM A706 Grade 60. D.Glulam Beams: support.Such material is not shown on the drawings. Shoring and bracing shall remain Q Table 1806.2. Mountain View Engineering has made no investigation into the building site I.Glulam beams to be visually graded western species designation 24F-V4. in place until all permanent members are in place and all final connections are soil conditions. E.Open Web Trusses(with steel web members): completed,including all roof and Floor attachments. LU Z C. Mountain View Enginering recommends that Owner/Contractor retain a licensed 4. Masonry (- geotechnical engineer to provide site specific design values or to verify the design values A. Materials: I.Open web trusses are to be as shown on the drawings and are to be supplied by iii.The building shall not be considered stable until all connections are complete. listed in Section A. The contractor shall follow all recommendations in soils report for 1.Concrete Masonry Units: ASTM C90 Lightweight Grade N,minimum unit strength of RedBuilt or an approved manufacturer. Installation, including nailing,blocking,bracing, iv.The engineer has no expertise in,and takes no responsibility for,construction means Z P g and other construction details shall be in accordance with the manufacturers and methods or job site safety during construction. Approval of submittals made by J LL subgrade preparation below footings,building pad, and pavement. Mort r: A or better(fm* 15Ty p.s.i.) the contractor which may contain information related to construction methods or O ii.Mortar: ASTM C270, Type"S"(Type"M"below rode according to Section 2103 of the recommendations. Y � (� grade) 9 ii.All tributary,drift,unbalanced snow,mechanical,etc,loads shall be considered in the safety issues,or participation in meetings where such issues might be discussed,shall � � 3. Concrete and Reinforcement International Building Code. Type N"mortar and masonry cement mortar are not design of the trusses. not be construed as voluntary assumption by the engineer of any responsibility for ILLI A.Material Standards allowed. iii.Any changes to the truss configuration shown on the plans shall be brought to the safety procedures. Z = i.Concrete ill.Grout: ASTM C476,shall attain a compressive strength of 2000 p.s.i. attention of the engineer prior to construction. D.Equipment framing loads,openings,and structure in any way related to mechanical, LLJ Q a.Footings: Exposure Classes F1, SO,P0, C1 iv.Reinforcing: Grade 60 reinforcing steel shall comply with ASTM A615.Wire joint iv.All truss engineering submittals shall be stamped by a licensed engineer. plumbing,or electrical requirements are shown for bidding purposes only. The contractor 0 fc= 4500 p.s.i.,max. w/cm ratio= 0.45 reinforcing shall comply with ASTM A951. F.Floor Sheathing shall coordinate this information with the involved trades before proceeding with such V b.Exterior Walls: Exposure Classes F1, SO,Pr,C1 B. Construction Requirements: portion of the work.Excess cost related to variation in these requirements shall be borne Cl) i, Mortar Joints: Joints shall be tooled regardless of interior finish. i. Typical floor sheathing shall be OSB nailed with 8d nails®6°o.c.on all edges,and b the appropriate contractor. < J fc= 4500 p.s.i.,max. w/cm ratio=0.45 9 YJ J I.Masonry walls,beams, and columns shall be constructed with running bond,unless ®12"o.c.along intermediate framing members. E.The contractor shall notify engineer of an variations in dimensions. _J c. Interior Walls: Exposure Classes F0, S0,PO,CO Y 9 Y 9 Y noted otherwise. ii.Install sheathing panels with long dimension at right angles to framing with end 'pints F.The engineer is not responsible fc= 3000 p.s.i.,max.w/cm ratio=0.50 g' p ble for any deviations from these plans unless such changes t j LL d.Exterior Slabs: Exposure Classes Ft,SO,PO,C2 iii.Grouting Requirements: Grout shall be mechanically consolidated and mechanically staggered. are authorized in writing by the engineer. LLJ Z reconsolidated. iii.Solid joist blocking required at all bearing points. G.The en sneer has not performed an g p Z LV fc= 5000 p.s.i.,max. w/cm ratio=0.40 G.Roof Sheathing 9 P y desi n and is not responsible for the seismic LLI = iv.Reinforcingbars shall not be welded unless specifically shown on drawings.In such g anchorage of an mechanical or electrical components. Seismic anchorage of mechanical e. Interior Slabs: Exposure Classes F0,S0,P0,CO P y g g y P 9 47 f- , f'c=3500 p.s.i., max. w/cm ratio=0.50 cases,use only AWS standards. Do not substitute reinforcing bars for D.B.A.'s or I.Roof sheathing shall be J"OSB. Nail as indicated on the drawings. and electrical components shall be determined by the mechanical or electrical engineer f. Air content for Exposures F143 must meet the requirements of Table 4.4.1 of ACI H.S.A.'s. ii.Install sheathing panels with long dimension at right angles to framing with end 'pints and shall be coordinated with the engineer and contractor. 4 0 318-08.Air-entraining admixtures shall conform to ASTM C260 C.Control Joints staggered• g.The cement type for Exposures S1-S3 must meet the requirements of Table 4.3.1 1.Provide vertical control joints to control cracking as per the National Concrete Masonry ill.Solid joist blocking required at all bearing points. 9. Deferred Submittals Z r_ of ACI 318-08.Cement shall conform to ASTM C150 Association's(NGMA)recommendations. A.Deferred submittal items are those portions of the design that are not submitted at the = mo o zo h.Calcium Chloride admixture shall not be used in Exposures S2 and S3 !I.Horizontal reinforcing shall be continuous through control 'pints unless noted otherwise. 6. Structural Steel (ASD Design Basis) time of application,and have received prior approval from the building official to be y j.Normal weight aggregates- ASTM C33 iii.Distance between joints should not exceed the lesser of 1.5 times the masonry wall A.Material: deferred. The following items are deferred submittals. Documents shall be submitted, ii.Reinforcing height(including parapet,if any)and 25 feet. 1.Angles,Plates,and Channels: ASTM A36(Fy=36 k.s.i.) reviewed,&approved by Mountain Yew Engineering&the Building Official prior to a. Rebar- ASTM A615 Grade 60(Fy= 60 ksi) iv.Provide control 'pints at locations of stress concentrations such as: li. tide Flanges: ASTM A992(Fy= 50 k.s.i.). installation. b. Welded wire-ASTM A1064 a.Changes in wall height 1.Open Web Trusses b.Changes in wall thickness, such as i ill. Tubes(HSS): ASTM A500,Grade B(Fy=46 k s.i.) fa c.Epoxy- Simpson SET-XP(]CC-ES ESR-2508),HIM HIT-HY 200 9 pipe and duct chases and pilasters iv.Pipes: ASTM A53,Grade B(Fy= 35 k.s.i.) ac (ICC-ES ESR-3187,or Powers Fasteners PE1000+ ICC-ES ESR-2583 c. Near one or both sides of door and window openings; generally one side of ) ( ) B.Fabrication and construction shall comply with the latest edition of the following Codes openings less than 6 feet wide and at both sides of openings over 6 feet wide � iii.Anchor Rods/Bolts and Standards: � a. Steel column anchor rods/bolts-ASTM F1554 Grade 36 with ASTM A563 heavy d.Adjacent to corners of walls or intersections within a distance equal to half the I.American Institute of Steel Construction(AISC)"Specification for Structural Steel typical control 'pint spacing hex nuts and hardened washers v.See the detail pages for recommended control joint detail. Buildings.'(360-05) Z F b. Wood framing anchors- ASTM A307 with A36 plate washers D. Detailing Requirements: Ii.AISC'Seismic Provisions for Structural Steel Buildings;including supplement No. 1 Q . c.Headed stud anchors(HSA)-ASTM A108 i.Standards: Reinforcing detailing shall comply with American Concrete Institute(ACI) (341-05) C a w L6 d.Deformed bar anchors(DBA)-ASTM A496 Standard 315, "Manual of Standard Practice for Detailing Reinforcing Concrete III.AISC"Code of Standard Practice." W a e. Adhesive(epoxy)anchors-Simpson SET-XP(ICC-ES ESR-2508),Hilts HIT-HY 200 Structures". iv.RCSC"Specification for Structural Joints Using ASTM A325 or A490 Bolts." o o W (ICC-ES ESR-3187),or Powers Fasteners PE1000+(ICC-ES ESR-2583) ii.Reinforcement Protection(cover): Reinforcement shall have a minimum coverage of one v.Steel Joist Institute(SJ),"Standard Specifications and Code of Standard Practice." f. Expansion anchors-Simpson Strong-Bolt 2(ICC-ES ESR-3037),Hilti Kwik Bolt TZ bar diameter over all the bars. vi.American Welding Society(AWS),Structural Welding Code(specific items do not apply (ICC-ES ESR-1917, or Powers Fasteners Power-Stud+SD2 ICC-ES ESR-2502 ct n vt ) ( ) ill.Lap Splice Lengths(unless noted otherwise): when they conflict with the AISC requirements). Or m � g.Use of hooked anchor rods/bolts is limited under the ACI and the IBC.Headed a. Masonry reinforcing lap lengths shall be as follows: vii.American Iron and Steel Institute(AISI),"Specification for the Design of Cold-Formed anchor rods/bolts must be used where indicated in the details. 1.#3 bars-12", #4 bars-24",#5 bars-36" Steel Structural Members'. 'n v' h. The symbols q A.R./�A.B.as shown in the drawings indicate the center line of 2. #6 bars or greater-72 bar diameters W i the anchor rod/bolt pattern,not the center line of any individual anchor rod bolt. b. Wire joint reinforcement shall lap a minimum of 12". p M N iv.Grout iv.Corner Bars: Horizontal reinforcement shall be continuous at all corners and at i a.Grout under steel base plates shall be non-shrink,non-metallic grout complying intersecting walls with the required lap splice. Q a a a a with ASTM C1107. v.Dowels: All vertical reinforcing shall be doweled to the foundation wall,footing b.Compressive strength (fc)shall be 5000 p.s.i.at 28 days. (structure below),and to the structure above with the same size dowel,spacing_ (and c.Install per manufacturer's recommendations, in the some core)as the vertical wall reinforcing unless noted otherwise. B.Detail reinforcing to comply with ACI 315"Manual of Standard Practice for Detailing A. Masonry Lintels-Provide masonry lintels over the top of opening for all openings 24" STRUCT� Reinforcing Concrete Structures"and the Concrete Reinforcing Steel Institute(CRSI) wide and wider per Masonry Lintel Schedule.Provide(1)#5 bar,in grated spaces,on """ •qy� recommendations. all sides and adjacent to every unscheduled opening,unless noted otherwise.Bars for m I.Minimum clear concrete cover for reinforcement shall be as follows unless noted all openings shall extend a minimum of 24'beyond the comers of the opening. o.33a176-2203' LL: Z otherwise: vii.Masonry Jambs- Provide(1)#5 bar,in grouted spaces,toll height of the wall at ¢�, e o w :m a.Concrete cast directly against and permanently exposed to earth- 3" both sides of all openings,unless otherwise noted. DRAWING INDEX OF STRUCTURAL DRAWINGS °• - b.Concrete exposed to weather or earth: viii.Horizontal wall reinforcing shall be anchored oround vertical reinforcing bars with a 1.#5 bars or smaller- 1j" standard hook at all walls ends and adjacent to all openings. Horizontal wall reinforcing STarsoFutP� 2.#6 bars or larger- 2" shall be continuous through joining concrete walls,masonry walls,columns,and GN1 GENERAL STRUCTURAL NOTES pilasters.c. Concrete not exposed to weather or in contact with the ground- ix. All masonry column ties shall terminate with 135 degree hooks plus a 6 bar diameter GN2 SPECIAL INSPECTION REQUIREMENTS !MAR 26 2015 d.Slabs on grade- as shown in details,J"min. from top of slabs not exposed to extension(4"minimum). weather x. The exposed face of all embed plates shall be set Flush with the face of masonry wall S1.0 FOUNDATION PLAN or column. S1.1 MASONRY WALL PLAN SHEET NUMBER: S2.0 ROOF FRAMING PLAN S3.0 CROSS SECTION & MASONRY ELEVATIONS GN1 S5.0 STRUCTURAL DETAILS DRAW BM J.SCDTT ENGINEER B.WAUACE N 150003 Plans must be on site for ALL inspections. 15-0181 CITY APPROVED PLANS " ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 82 of 88 TABLE 1 - INSPECTION TASKS FOR WELDING TABLE 2 - INSPECTION TASKS FOR BOLTING TABLE 5 - REQUIRED VERIFICATION AND INSPECTION OF VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC DETAILED INSTRUCTIONS VERIFICATION AND INSPECTION TASK I CONTINUOUS PERIODIC DETAILED INSTRUCTIONS MASONRY CONSTRUCTION (IBC TABLE 1705.4) 1. PRIOR TO WELDING(TABLE N5.4-1, AISC 360-10): 1, PRIOR TO BOLTING(TABLE N5.6-1,AISC 360-10): c Not required if only snug-tight joints are specified [per Section N5.6(1) of AISC 360-10] VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC DETAILED INSTRUCTIONS c e a. Verify welding procedures(WPS) and X _ _ consumable certificates a. Certifications of fasteners X 1. PRIOR TO CONSTRUCTION (ARTICLE 1.15,TMS-602/ACI 530.1-11): Z Verify that fasteners have been marked in accordance Verify that materials conform to the requirements of the b. Material identification - X Verify type and grade of material. _ X Z o b. Fasteners marked with ASTM requirements. approved construction documents. Mix design, test results, W < A system shall be maintained by which a welder who has material certificates, and construction procedures should be (7 c c. Welder identification - X welded a int or member can be identif ed. Verify grade, type, and bolt length if threads are excluded submitted for review. Mortar mix designs shall conform to Z Jo c. Proper fasteners for joint X M P 1 from the shear plane. a. Review material ,certificates, mix designs, X ASTM C270 while grout shall conform to ASTM C476. Z - Verify joint preparation, dimensions, cleanliness, tacking, test results and construction procedures - Material certificates shall be provided for the following: c°� d. fit-up groove welds X and backing. d. Proper bolting procedure - X Verify proper procedure is used for the joint detail. P reinforcement; anchors, ties, asteners, and metal 72 Q W o - - Verify appropriate faying surface condition and hole accessories; masonry units; mortar and grout materials. e. Access hales X Verify configuration and finish. W m e. Connecting elements X preparation, if specified, meet requirements. Construction procedures for cold-weather or hot-weather Z Z • Verify alignment, gaps at root, cleanliness of steel construction shall be reviewed. (' f. Fit-up of fillet welds - X surfaces, and tack weld unlit and location. - Observe and document verification testing by installation r quality f. Pre-installation verification testing X personnel for fastener assemblies and methods used. M W P 2. AS CONSTRUCTION BEGINS(TABLE 1.19.2, TMS-402/ACI 530-11): 2. DURING WELDING(TABLE N5.4-2, AISC 360-10): Verify proper storage of bolts, nuts, washers, and other Verify that mortar is of the type and color specified on a. Use of qualified welders - X Verify that welders are appropriately qualified. g• Proper storage - X fastener components. - the construction documents, that it conforms to ASTM m q a. Proportions of site-prepared mortar X C270, and that it is mixed in accordance with Article 2.6 < b. Control and handling of welding consumables - X Verify packaging and exposure control. 2. DURING BOLTING(TABLE N5.6-2, AISC 360-10): A of TMS-602/ACI 530.1-11. w m 1 Not required if only snug-tight joints are specified[per Section N5.6(1) of AISC 360-101 c. Cracked tack welds - X Verify welding does not occur over cracked tack welds. Not required for pretensioned 'pints using tum-of-the-nut method with match-marking, direct-tension-indicators, or twist-off p _ Verify that mortar joints comply with Article 3.3 B of b. Construction of mortar ints X u Verify wind speed is within limits as well as precipitation type tension control method [per Section N5.6(2)of AISC 360-101. TMS-602/ACI 530.1-11. c d, Environmental conditions - X and temperature. c. Grade and size of prestressing tendons and Verify that prestressing tendons comply with Article 2.4 8 • Verify that fastener assemblies are of suitable condition, P 9 _ X of TMS-602/ACI 530.1-11 and that anchorages, couplers, Verifyitems such as settings on welding equipment, travel a. Fastener assemblies - X laced in all holes, and washers positioned as required. anchorages 5 � g gp p q and end blocks comply with Article 2.4 H. e. WPS followed _ speed, welding materials, shielding gas type/flow rate, z X preheat applied, interpass temperature maintained, and b. Snug-tight prior to pretensioning _ X Verify that joints are brought to snug-tight condition d. Location of reinforcement, connectors, and Verify that reinforcement is placed in accordance with proper position. prior to pretensioning operation. prestressing tendons and anchorages X Article 3.4 of TMS-602/ACI 530.1-11. Prestressing M Verify interpass and final cleaning, each pass is within Verify that fastener component is not turned by wrench tendons shall be placed per Article 3.6 A. f. Welding techniques - X profile limitations, and unlit of each ass. c. Fastener component - X prevented from rotating. - Verify that prestressing technique complies with Article p quality P e. Prestressing technique X Verify that fasteners are Pretensioned in accordance with 3.6 B of TMS-602/ACI 530.1-11. 3. AFTER WELDING(TABLE N5.4-3, AISC 360-10): _ RCSC Specification, progressing systematically from the d. Pretensioned fasteners X P P 9 9 Ys Y f.Properties of thin-bed mortar for AAC Verify that mortar complies with Article 2.1 C of Cn a. Welds cleaned - X Verify that welds have been properly cleaned. most rigid point toward the free edges. masonry X TMS-602/ACI 530.1-11. Z J • LU LL b. Size, length, and location of welds X - 3. AFTER BOLTING(TABLE N5.6-3, AISC 360-10): 3. PRIOR TO GROUTING(TABLE 1.19.2, TMS-402/ACI 530-11): W c. Welds meet visual acceptance criteria X - a. Document acceptance or rejection of bolted _ Verify that grout space is free of mortar droppings, w Z p X debris, loose aggregate, and other deleterious materials � connections d. Arc strikes X - a. Grout space - X and that cleanouts are provided per Article 3.2 D and 3.2 O F of TMS-602/ACI 530.1-11. Continuous inspection is � p e. k-area X - required for Risk Category IV buildings f. Backing &weld tabs removed x - TABLE 4 - REQUIRED VERIFICATION AND INSPECTION OF CONCRETE Verify that reinforcement, joint reinforcement, wall ties, Z LU b. Grade, type, and size of reinforcement and anchor bolts and veneer anchors comply with the O H O g. Repair activities x - CONSTRUCTION (IBC TABLE 1705.3 & 1705.12.1) anchor bolts, and prestressing tendons and - X PY F- Z = anchorages approved construction documents and Section 1.6 of TMS L) Q • h. Document acceptance or rejection of welded VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC DETAILED INSTRUCTIONS 402/ACI 530-11. FL U _ Verify that reinforcement, joint reinforcement, wall ties, y U uj ` joint/member X Verify prior to placing concrete that reinforcing is of anchor bolts and veneer anchors are Installed in Z J specified type, grade and size; that it is free of oil,dirt c. Placement of reinforcement, connectors, and accordance with the approved construction documents and J Q J and rust; that it is located and spaced properly, that prestressing tendons and anchorages X Articles 3.2 E, 3.4, and 3.6 A of TMS 602/ACI 530.1-11. Q u) LL hooks, bends, ties, stirrups and supplemental Continuous inspection is required for Risk Category IV U - Z TABLE 7 - REQUIRED VERIFICATION AND INSPECTION OF SOILS a. Reinforcing steel - X reinforcement are placed correctly, that lap lengths, buildings. stagger and offsets are provided; and that all mechanical Cn ` (IBC TABLE 1705.6) connections are installed per the manufacturer's Verify that grout is proportioned per ASTM C476 and has ° instructions and/or evaluation report. d. Proportions of site-prepared grout and - a slump between 8-11 inches. Self-consolidated grout L: IN VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC DETAILED INSTRUCTIONS prestressing grout for bonded tendons X shall not be proportioned onsite. (see Articles 2.6 B and zz g 2 U Inspection of anchors or embeds cost in concrete is 2.4 G.1.b of TMS 602/ACI 530.1-11. Continuous inspection z • b. Cast-in bolts&embeds - X required when allowable loads have been increased or is required for Risk Category IV buildings, w m Z5 z a. Verify subgrade is adequate to achieve design - X Prior to placement of concrete. where strength design is used. o C3 bearing capacity Verify that mortar joints are placed in accordance with c. Post-installed anchors or dowels _ X All post-installed anchors/dowels shall be specially e. Construction of mortar joints X Article 3.3 B of TMS 602/ACI 530.1-11. b. Verify excavations extend to proper depth and _ X Prior to placement of compacted fill or concrete. inspected as required by the approved ICC-ES report. N material Verify that all mixes used comply with the approved 4. DURING MASONRY CONSTRUCTION: c. Verify that subgrade has been appropriately d. Use of required mix design - X construction documents; ACI 318: Ch. 4, 5.2-5.4; and y r prepared prior to placing compacted fill - X Prior to placement of compacted fill. IBC 1904.3,1913.2, 1913.3. Verify the locations of structural elements with respect e a. Size and location of structural elements X the approved plans and confirm that tolerances meet the d. Perform classification and testing of All materials shall be checked at each lift for proper e. Concrete sampling for strength tests, slump, requirements of Article 3.3 F of TMS 602/ACI 530.1-11. X classifications and gradations not less than once for each air content, and temperature X b. Type, size, and location of anchors, including Verify that correct anchorages and connections are yr compacted fill materials 10,000ft' of surface area. other details of anchorage of masonry to _ provided per the approved plans and Sections 1.16.4.3 and o a • f. Concrete placement X - structural members, frames, or other X 1.17.1 of TMS 402/ACI 530-11. Continuous inspection is p a fy e. Verify proper materials, densities and lift _ X Verif that the ambient temperature for concrete is kept required for Risk Category IV buildings. o a thicknesses during placement and compaction. Y P P construction. q 9 Y 9 W U at>50F for at least 7 days after placement. High-early-strength concrete shall be kept at>50F for c. Welding of reinforcement X - o at least 3 days. Accelerated curing methods may be used Verify that cold-weather construction is performed in d. Preparation, c nstruction, and protection of > N N Special Inspection Requirements: (Per 2012 IBC Chapter 171 see ACI 3 h 5.e>. The or the me temperature for accordance with Article 1.8 C of TMS 602 ACI 530.1-11 M (see shall be>)40F for the samep period of time as masonry durin cold weather(<40F)or X 1. a an p and hot weather construction per Article 1.8 D of TMS A. Special inspection shall be provided b owner according to Chapter 17 of the IBC. The special inspector shall observe the g• Curing temperature and techniques X noted for concrete. Shotcrete shall be kept continuously hot weather( >90F). 602/ACI 530.1-11. Ln P P P y g p p p moist for at least 24 hours after shotcreting. All �1 1 work for conformance with the contract documents, The special inspector shall send reports to the owner, building concrete materials, reinforcement, forms, fillers,and e. Application and measurement of prestressing X _ Q � N official, architect, engineer and contractor. All discrepancies shall be brought to the attention of the contractor for ground shall be free from frost. In hot weather conditions force • correction. The special inspector shall submit a final signed report stating that the special inspection work was, to the ensure that appropriate measures are taken to avoid best of his/her knowledge, in conformance with the plans specifications and applicable workmanship provision of the IBC. P g g P f. Placement of grout and prestressing grout _ # / g P P Pp P P plastic shrinkage cracking and that the specified for bonded tendons s is in compliance X Q QQQQ B. Continuous special inspection means the full-time observation of work requiring special inspection by an approved special water/cement ratio is not exceeded. inspector who is present in the area where the work is being performed. Periodic special inspection means the Verify that adequate strength has been achieved prior to g• Placement of AAC masonry units and X Verify that mortar is placed in accordance with Article part-time or intermittent observation of work requiring special inspection by an approved special inspector who is present h. Strength verification - X the removal of shores and forms or the stressing of construction of thin-bed mortar joints 3.3 B.8 of TMS-602/ACI 530.1-11. �gTRUCTV9 P. in the area where the work has been or is being performed and at the completion of the work. post-tensioned tendons. Confirm that specimens/prisms are performed as required ?< M C. The following systems are subject to the special inspection requirements noted herein: h. Observation of grout specimens, mortar :FZ i. The Seismic-Farce-Resisting System including: - Verifythat the forms are laced plumb and conform to X by Article is q TMS for Risk Category I Continuous P specimens,and/or prisms ins ection is required for Risk Cate or IV buildings. 1.334 76.2 03.z i. Formwork X the shapes,lines,and dimensions of the members as P q g Y �: B D w :m a. Roof Diaphragms required by the approved construction documents. 5. MINIMUM TESTING: b. Masonry Walls c. Foundations a. Verification oflSlump Flow and Visual Compressive strength tests should be performed in ST4TeoF�Pf ii. Structural Steel Fabrication and High Strength Bolting not part of the SFRS - D. Special inspection is required for the following work. All inspections to be continuous unless noted otherwise: Stability Index(VSI)for self-consolidating X accordance with ASTM C1019 for slump flow and ASTM grout C1611 for VSI. i. Welding - See Table 1 at right for inspection requirements. ( �jpeU� rv`spe� . n ea3 �co� �l��` Determine the compressive strength for each wythe by MAR 26 2015 ii. Bolting - See Table 2 at right for inspection requirements. ii. Steel Construction other than Structural Steel (IBC 1705.2.2) - See Table 3 at right for inspection requirements. 1,Ppn � n�\ the *unit strength method" or by the"prism test iii. Concrete Construction (IBC 1705.3) - See Table 4 at right for inspection requirements. b. Verification of f'm and fAAC _ X method" as specified s Article For B of TMS 60y IV SHEET NUMBER; M iv. Masonry Construction (IBC 1705.4) - See Table 5 at right for inspection requirements. 530.ings prior to construction. For Risk Category IV v. Wood Construction (IBC 1705.5) - See Table 6 sheet GN3 for inspection requirements. buildings this should be verified at every 5,000ft' of construction. vi, Soils (IBC 1705.6) - See Table 7 sheet GN3 for inspection requirements. • E. Special inspector must be qualified as required by IBC 1704.2.1 and approved by the local building department. Verify that proportions for mortar meet ASTM applies and GN2 F. Structural Observations: None Required c. Verification of proportions of materials in _ X proportions for grout meet ASTM C476. This applies to G. Special Inspector must be qualified and approved by City Building Department. premixed or pre-blended mortar and grout Risk Category IV buildings only. ' G2AWN B1'. I J.SCOTr ENGNEER: B.WAU ACE Aff NUMB 150003 a Plans must be on site for ALL inspections. 15-0181 CITY APPROVED PLANS ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 83 of 88 58'-8" #5 DOWELS TO MATCH VERTICAL MASONRY 8" MASONRY REINFORCING iI WALL PER PLAN 8" 4'-8" 4'-8" 8" `M o . 8" CONCRETE 4" CONCRETE SLAB FC2.5 FOUNDATION WALL - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - o WITH FlBERMESH Z FINISHED FLOOR I I " ; (' EL SHED -0 °°I� in — — — - - - - — — — — — — — — — — — — — — — — — - - - — N I I Z # �I I I a �, � N 4 CONTINUOUS I HORIZONTAL BARS8I 8" H LU# D.C. 0 U Mm 12" D.C. I I = z « T.O. FOOTING CONTINUOUS BARS I I I I O Z ELEV. PER PLAN IN FOOTING PER o FOOTING SCHEDULE I LJ.I t CL 0- PER PLAN 3'-4� � 24"x24" CONCRETE PIER. l l ) FOUNDATION WALL DETAIL o -°" I PROVIDE (3) #4 REBAR s/a"=t'-o" t I EACH FACE AND #3 TIES ®8" O.C. WITH (3) IN o ®t TOP 5" OF PIER. TYP. FC3.0 -71 4" CONCRETE 1"OX6" SIMPSON TITEN HD I I 4" CONCRETE SLAB SLAB ANCHORS ®48" O.C. o� d n I I WITH FlBERMESH ON I n W 4" GRANULAR BASE J Q z=1L8'-6- 16'-B" o wl I I tL M PER FOOTING REINFORCING C. — FC1.67 — WO PER FOOTING A L — — — — — FC1.67 LU SCHEDULE SCHEDULE — — — — — — � Z O — — — — — — — — — — J V G Ui TQ/4-1'-O"YPICAL INTERIOR THICKENED SLAB I I O zo -2 -1 �I i z g W z STEEL COLUMN 8 I BLOCKOUT AT g" LL , W BASE PLATE, SEE STEEL OPENINGS. TYP. (4) �"0 F1554-36 DOOR/WINDOW o COLUMN SCHEDULE I ANCHOR RODS AT g o ¢ EACH COLUMN W ¢ z 2" MIN. TYP xJ" WASHER. I oJ I °O y TYP. L — — — — — — — — — — — - - — — — — - - - - - - - - — . I .F 11" NON SHRINK TOP OF «4 :rri-;; GROUT ZZ — — — — — — — — — — — — — B FC2.5 FOOTING. a < — — — — FC2.5 — — — — — — o r�i FC2.5 N o o ®N v ®N 4-8" 8" ° e o . ° w ° ° ° O a d e a ° VV -0" 1'-0" 4.e. a LLJ 22'-4" '-0" 6'-4" '-0" 22'-4" v�i o0 � *EMBEDMENT= 8" MIN. ®FOOTINGS 12" THICK 1-10" 1-10" m vi EMBEDMENT= 12" MIN. ®ALL OTHER FOOTINGS CL l 5 1 TYPICAL COLUMN BASE DETAIL Q 7 N FOUNDATION PLAN FC? INDICATES FOOTING SIZE PER THE M ed ed SCALE: 1/4" = 1'-0" FR? FOOTING SCHEDULE ON THIS SHEET. STEEL COLUMN SCHEDULE STEEL BASE PLATE TYPES: o co MINIMUM �sTaucr�� COLUMN BASE PLATE CAP PLATE ed = 1 " MINIMUM \ 0.334176-2203 FC MARK SIZE COMMENTS be = 3" MINIMUM THICK. MARK THICK. MARK o B :m SC-1 HSS 5"6%4" SBP-1 " SCP-1 �4 BASE PLATE SBP-1 q7E OF�P FOOTING SCHEDULE o' MAR 26 2015 STEEL COLUMN NOTES: ed be ed MARK WIDTH LENGTH THICK CROSSWISE REINFORCING LENGTHWISE REINFORCING T.O.F. ELEVA INTERIOR PERIMETER 1. SEE TYPICAL COLUMN BASE DETAIL 3 ON THIS SHEET FOR ANCHOR RODS. d 2. ALL CAP PLATE BOLTS SHALL BE rO A325N UNLESS NOTED OTHERWISE. STEEL CAP PLATE TYPES: FC1.67 V-8" CONT. 12" N.A. 2 4 CONT. ®BOTTOM 100'-0" N.A. SHEET NUMBER. 3. ANCHOR RODS SHALL NOT BE WELDED (TACK WELDS NOT ALLOWED). co = # MINIMUM FC2.5 2'-6" CONT. 12" N.A. (3) #5 CONT. ®BOTTOM N.A. 98'-6" 4. SEE GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. ed = 1�" MINIMUM FC3.0 3'-0" CONT. 12" N.A. 3 5 CONT. ®BOTTOM N.A. 98'-6" tlY 5. UNLESS NOTED OTHERWISE ORIENT LONG DIMENSION OF BASE PLATES PARALLEL be= 3" MINIMUM co co CONCRETE FOOTING NOTES: -10 TO GIRDER/BEAM. w= BEAM OR GIRDER GAGE+3" 1. PLACE ALL FOOTING REINFORCING IN BOTTOM OF FOOTING WITH 3" CLEAR CONCRETE COVER, UNLESS NOTED OTHERWISE. ■ OR BEAM OR GIRDER WIDTH +1" 2. TOP REINFORCING, WHERE SPECIFIED, SHALL BE PLACED IN THE TOP OF THE FOOTING WITH 2" MINIMUM CONCRETE COVER. OR COLUMN WIDTH +1" 3. IF FOOTINGS ARE EARTH FORMED, FOOTING WIDTH AND LENGTH SHALL BE 6" WIDER AND LONGER THAN SCHEDULED. (WHICHEVER IS GREATER) �0 4. SEE GENERAL STRUCTURAL NOTES FOR ALL OTHER REQUIREMENTS. ataxNe1' s.ascon 5. RUN CONTINUOUS BARS IN 'FC' FOOTING THROUGH INTERSECTED 'FS' FOOTINGS. rxaNmr waunce CAP PLATE SCP-1 Mnx 150003 �' Plans must be on site for ALL inspections. 15-0181 CITY APPROVED PLANS ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 84 of 88 MASONRY LINTEL NOTES: 1. Lintel width and material type shall be the same as the wall in which the MASONRY LINTEL SCHEDULE lintel is constructed. 2. Grout masonry lintels monolithically with the support wall or column at LINTEL LINTEL LINTEL REINFORCING m M each end. SPAN a 1 3. Extend all horizontal reinforcing 48 bar diameters minimum beyond the MARK DEPTH MAXIMUM HORIZONTAL STIRRUPS x edge of all openings. if horizontal reinforcing cannot extend 48 bar ML-1 8" 3'-4" (1) #4 BAR I NONE V diameters beyond edge of opening, provide 90'standard hook. (2) #4 BARS CONT. Z 4. Splice top bars at mid span of lintel only and bottom bars over supports ML-2 1'-4" 6'-4" AT BOTTOM NONE 58'-8" LJJ only. 5. Horizontal wall reinforcing shall continue thru masonry lintels. Where both > Z horizontal wall reinforcing and lintel reinforcing occur in the some course, 26'-2" 6'-4" 26'-2" Z use the larger reinforcing. 6. Dowel vertical reinforcing of wall above lintel into the full depth of lintel Q LLJ M or 48 bar diameters, whichever is less. ILLI Z Z 1 7. See General Structural Notes for all other requirements. FUTURE OPENING = _ MW-1 MC-2 ML-2 MC-2 MW-1 Z C C ILI.1 rn E c o • d a d rn a c m` a. 3 w v� r C V Y N 2 .. '.. '_. I rn 1 MC-1 v, Jpll .,� N z M M� M� �II21 1 MC-1 U ML-1 ML-2 l l l MASONRY LINTEL SCHEDULE 3 Z < U � Z MASONRY WALL SCHEDULE MG-' U- ' I I U- WALL SOLID REINFORCING SPECIAL I I M Q MARK UTHICKNESSMATERIALS GROUT VERTICAL HORIZONTAL TYPE JOINTS INSPECTIONF = REQUIRED.MW-1C.M.U. NO (1) #5 ®24" O.C. (2) #4 ®48" O.C. A — YES MC-1 J Z1 MW-2C.M.U. YES (1) #5 ®16" O.C. (2) #4 ®48" O.C. A — YES U Cn VERTICAL WALL 4 MASONRY WALL NOTES: I J a REINFORCING 3 oo Z -J t� 0 1. Coordinate with architectural drawings, masonry wall finishes, types of material, LLI Z w coursing, etc. N Q 2. Do not solid grout walls unless noted otherwise. �, MC-1 .E, 6 3. All masonry below grade shall be grouted solid. 4. Vertical reinforcing shall be centered in the wall unless noted otherwise. N 4 z HORIZONTAL WALL 5. Provide (1) vertical bar minimum at all corners, at end of walls, and at either J o 1 2 Q Q 1 REINFORCING side of all openings. d W m z 6. Horizontal wall reinforcingshall be laced between vertical masonry column x o 0 0 TYPE A SINGLE MAT REINFORCING reinforcing bars. p y N MC-1 7. Horizontal wall reinforcing shall continue thru masonry lintels. where both • VERTICAL WALL horizontal wall reinforcing and lintel reinforcing occur in the some course, use larger reinforcing. REINFORCING the EI 8. See General Structural Notes for all other requirements. 9. Where column reinforcing occurs in the some cell as wall reinforcing, omit wall 3 m reinforcing and use column reinforcing. 10. Provide vertical control joints in walls as shown in details. Other details may be used if submitted and approved by the engineer. See General Structural ML-2 ML-2 ML-2 ML-2 1 Notes for control joint requirements. MW-2 (LOW) MW-1 (LOW) MW-1 MW-1 (LOW) MW-1 (LOW) MW-1 e c g HORIZONTAL WALL 4— 11. Horizontal reinforcement shall be anchored around vertical reinforcing bars — �� — — — a REINFORCING N Uj with a standard hook at all wall ends and adjacent to all o enin s. MC-2 N N MC-2 MC-2 ML-2 MC-2 MC-2 N N MC-2 v" TYPE B DOUBLE MAT REINFORCING openings. ML-2 ML-2 ML-2 ML-2 o o • (HIGH) (HIGH) (HIGH) (HIGH) n MASONRY WALL SCHEDULE 8'-8" 3'-4" 4'-0" 3'-4" 6'-10" 6'-4" 6'-10" 3'-4" 4'-0" 3'-4" 8'-8" a L � !7 N � 1 M / MASONRY COLUMN SCHEDULE a�aaaa COLUMN COLUMN REINFORCING COMMENTS • MARK SIZE VERTICAL TIES MASONRY NOTES: MASONRY NOTES: MC-1 8" x 8" (2) #5 ---- ML—? = MASONRY LINTEL, SEE DETAIL 1 THIS SHEET �z USE MC-1 BOTH SIDES OF ALL OPENINGS UNLESS NOTED P s?Rucro9 MW—? = MASONRY WALL, SEE DETAIL 2 THIS SHEET MASONRY WALL PLAN 1. OTHERWISEF MC-2 8" x 16" (4) #5 #3 ®8" O.C. © MASONRY COLUMN NOTES: MC—? = MASONRY COLUMN, SEE DETAIL 3 THIS SHEET SCALE: 1/4" = 1'-0" 2. USE ML-1 AT ALL OPENINGS UNLESS NOTED OTHERWISE. LL: ".aaai a zzoa;Z 1. The centerline of vertical bars shall be located 2J" from the face 3. USE MW-1 AT ALL WALLS UNLESS OTHERWISE NOTED. d• / VERTICAL WALL REINFORCING of the masonry. Horizontal wall reinforcement shall be located to S•..,, ,..: the inside of vertical bars. 2. Unless noted otherwise, vertical reinforcing and ties shall extend to full wall height. MAR 26 2015 n".'4.. 3. Vertical masonry column reinforcing shall extend 24" min. into ' concrete wall or footing and terminate with a standard 90'hook. 4. In concrete foundation walls, vertical masonry column reinforcing shall be tied with #3 ties at the same spacing and configuration SHEET NUMBER: as masonry columns above. 4" 4" 5. See General Structural Notes for all other requirements. 6. Space ties ®24" o.c. from a point 2'-0" above openings to the 1 COLUMN CONFIGURATION top of the wall. W� ■ 7. Use MC-1 both sides of all openings unless noted otherwise. ( .5 1 MASONRY COLUMN SCHEDULE oN NER .scan ENGINEER: B.WALLACE Q1-1/z"=r-0' NB 150003 Plans must be on site for ALL inspections. 15-0181 CITY APPROVED PLANS ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 85 of 88 58'-8" a 10" 1'-10" 1'-10" 2'-0 2'-8" 30" RED-L TRUSSES 0 24" O.C. 14" RED-L TRUSSES 0 24" O.C. 11 30" RED-L 1'-6" o .O. WALL TRUSSES 3 tjT ELEV. 125'-4" 0 24" O.C. (, o 5. uJ C n _ N T.O. WALL A AA <Xx Z • 1. 2x4 WOOD FRAMING " OSB FLOOR T.O. WALL Z 0 N 0 16" O.C. TYP. SHEATHING W/8d NAILS ELEV. 128'-0" 0 6" O.C. AT EDGES ELEV. 128'-0" H LLJJ (2) 2x1O'$ Z Z ---- AND 12" O.C. IN FIELD. 5 f 1 0Z = / _ C � C U L E T.O. WALL t ELEV. 125'-4" I I 0 m FUTURE 16'-0" 0 DOME. CM • a I I (1200#MAX. WIEGHT) >00 116000 y # 5. (2) 1rx14" LVL'S 5• ) w � DENOTES SNOW DRIFT TMp- y ` 6 LOADING. SEE DETAIL —-'— I s. A THIS SHEET. TYP. 6000# I \\ z I \\ • _ ENTRY CANOPY. SEE I �� 1+N ENLARGED FRAMING > > 1 CO) PLANS THIS SHEET. I IIK I I� s Cr w Ifbo j IQ T.O. WALL LL w (if1'-0" 14" TJI 210'S 012" O.C. ELEV. 125'-4" Z_ O 6000# I �\ i A Z w • MEZZANINE FRAMING PLAN L — I _ _ _ _ ;'-'__ I g � o SCALE: 1/4" = 1'-0" T.O. WALL �(2) 1rx14" LVL'S I� 0W ELEV. 128'-0" 6000 J 3V T.O. WALL I V Cc ELEV. 125'-4" I I L Q owI I LL N Z s 2.o tz (2) 1rx9> LVL'S d ~ ' r o W � o Q G � " `ao T.O. WALL ti o o v ELEV. 128'-0" 2x1O'S 0 24" O.C. e O z x o OSB ROOF ® ¢ 3 a 13 T.O. WALL 3 T.O. WALL I T.O. WALL T.O. WALL SHEATHING W/8d NAILS _ W8x10** _ _ _ _ TVP. ELEV. 128'-0" 5• ELEV. 125'-4" — — — — — — ELEV. 128'-0" ELEV. 125'-4" 0 6" O.C. AT EDGES SC-1 (ABOVE ARCH) - FUTURE MINARET AND 12" O.C. IN FIELD. L ABOVE. SEE FRAMING ENTRY CANOPY. SEE C a w g PLAN THIS SHEET. ENLARGED FRAMING W ** VERIFY BEAM ELEVATION WITH PLANS THIS SHEET. 2x FASCIA FRAMING AS I— � o o REQUIRED. SEE ARCHITECTURAL. ARCH/OWNER PRIOR TO FABRICATION. 2 vi vi • z LOWER ENTRY FRAMING PLAN - ROOF FRAMING PLAN M N SCALE: 1/4" = 1'-0" o j M SCALE: 1/2" = 1'-0" s.o Q QQQQ M T.O. WALL a " ELOEVW125'-4" T.O. BEAM grRucr�q�( T.O. WALL 5.0 ELEV. 125'-4° ELEV. 128'-0" sIM• ELEV. 125'-4" TYP. :Fy 0.334176.2203••C • X LL:�: :Z s o w :m < IW10x22 10 d• 5. Typ STA TEOF UtP� 13 13 N t� IN 0+ \? MINARET FRAMING NOTES: IMAR 26 2015 Trn. SC-1 SC 1 I� 1x 1. FIELD LOCATE BEAMS TO MATCH MINARET ANCHOR A� LAYOUT AS PROVIDED BY MANUFACTURER. — — — — — — — — — — — — — , e s 2. MAXIMUM DEAD LOAD OF MINARET SHALL NOT W10x22 SHEET NUMBER: to e. EXCEED 1.8 KIPS. 30psf • o ci 3. MAXIMUM OVERTURNING MOMENT DUE TO WIND TM o p• SHALL NOT EXCEED 35.0 K-FT AT STRENGTH 2x FASCIA FRAMING AS — oo 3 N LEVEL WIND FORCES. REQUIRED. SEE ARCHITECTURAL. O ® 10'-0" MAX. 4. MAXIMUM LOAD ON ANY SINGLE W10X22 BEAM to ` `` SID N SHALL NOT EXCEED t8.0 KIPS. 7'_0" 5. MAXIMUM BEAM REACTION TO MASONRY WALL UPPER ENTRY FRAMING PLAN SHALL NOT EXCEED t8.0K. o"A"8r. L 0TT FUTURE MINARET FRAMING PLAN l A 1 DRIFT LOAD DIAGRAM ENO-1 P A-M SCALE: 1/2" = 1'-0" SCALE: 1/2" = 1'—O" "rs ,, 150003 r Plans must be on site for ALL inspections. 15-0181 CITY APPROVED PLANS ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 86 of 88 4s'-0" 1 4'-0" 11'-10` 14'-4" 11-10 4'-0" T.O ELEVWAL. 128'-0" o T.O. WALL ELEV. 128'_0" T OA Z o ELEV. 125'-4" FLOE WALL A 5 4" ROOF SHEATHING W (' TRUS� PER PLAN > Z ELEV. 122'-6" Z `o TRUSS BEARINGLij N 3'-4` T-4" 6'-4" T-4" 3'-4` 9'-2" ELE� LU Z Z 30" OPEN WEB TRUSS. — — — — - - - - — — — — — W o e C E CEILING n m UZI n Cr 2 W U • z 8" MASONRY WALL y B.O� JOIST PER PLAN. TYP. ELEV. 109'-0-0" a J M CJ o "I z 14" JOISTS PER PLAN /M 1 --LJC9 a _ CONCRETE SLAB PER PLAN J • J h T.O. SLAB Q ELEV kOO._SLAB� Z z E V. 100'_O- O C — — — — — — — — — — — — — — — — — — — — — — — — — — — — — w 0 CROSS SECTION w w 0 ad SCALE: 1/4" = 1'-0" Z = WEST ELEVATION 0 u e SCALE: 1/4" LU QJ J U) C 0 W_ Z r 58'-8" � V F- W 4- 0' 18'-2" 14'-4" z ? T.O. WALL o 0 0 ELEV V. 128'-0" En T.O. WALL M ELEV. 125'-4" • 8'-8" 3'-4" 4'-0" 3'-4" 1 1 6'-10" 1 1. 1 6'-4" 1 1 6'-10" 3'-4" 4'-0` 3'-4" W � � so o o La I I I I I2 ?: � N M i a CZ r SO us I Tn Q M N • � I I OD M I STRUCTU� I I LL; 0.334176 2203 6: y. TgTE of Uih I T.O. SLAB � !MAR 26 2015 ELEV. 100_0" E - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - SHEET NUMBER: SOUTH ELEVATION SIO SCALE: 1/4" = 1'-0" DRANK DN J.SCOTT EWNEER: &WALLACE UVE XB150003 • Plans must be on site for ALL inspections. 15-0181 CITY APPROVED PLANS ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 87 of 88 ** SEE DETAIL 7 BETWEEN JOISTS SOLID GROUT(2) rn RECOMMENDED CONTROL JOINT PLACEMENT: COURSES ABOVE 1. AT CHANGES IN WALL HEIGHT OR THICKNESS Y 1 ANCHOR. LAP LENGTH 2. SPACING NOT TO EXCEED 1 TIMES WALL HEIGHT NOR 25 FT. SOLID GROUT(2) 8d NAILS ®6" O.C. SINGLE VERTICAL BAR COURSES ABOVE t. SIMPSON PA28 AT SIMPSON PA28 AT `cm ®CORNER (TYP.) " OSB ROOF ANCHOR. y 4'-0" O.C. WITH " OSB ROOF 4'-0" O.C. WITH • SHEATHING " x 10dx1�" NAILS SHEATHING 10dx1�" NAILS MASONRY WALL, SEE � v_ a CAULK JOINT, TYP. CONTINUOUS � Z 8 PLAN AND SCHEDULE INTERRUPT HORIZONTAL — VERTICAL CONTROL JOINT REINFORCING AT CONTROL JOINT � W_ ,� C7 CORNER BARS 2x BLOCKING Z N c" 1 (2) #4 REBAR IN ®PA28 (2) 4 REBAR IN Z c0 a I MASONRY WALL, SEE __ _ • • SOLID GROUT BOND SOLID GROUT BOND W M SCHEDULE FOR SIZE — D WITH TOP TRUSS R PLAN BEAM, HOOK PA28 y BEAM, HOOK PA28 AND REINFORCING k AROUND REINFORCING AROUND REINFORCING Z z • BEARING U-CUP 4" (2) 0 ANCHORS TRUSS PER PLAN a?. .r.'. J < (2) VERTICAL BARS EACH SIDE OF JOINT \—DUR-O-WALL 4" (2) ANCHORS O Z (OR EQUAL) MIN. ®16" O.C. MIN. ®16" O.C. W c o TO MATCH VERTICAL WALL REINFORCING CONTROL JOINT 412 TREATED ZjkZ 202 TREATED L LEDGER LEDGER c m 1 QN.T.S. .Uj WOOD TRUSS TO MASONRY WALL WOOD TRUSS PARALLEL TOCONDMON AT HORIZONTAL BOND BEAMS N.T.S. MASONRY WALL �Y/ 2 MASONRY WALL, SEE as • SCHEDULE FOR SIZE AND REINFORCING 8d NAILS ®6" O.C. o MASONRY WALL, SEE CAULK JOINT, TYP. t�g PLAN AND SCHEDULE CONTINUOUS HORIZONTAL REINFORCING CONTINUOUS 8d NAILS®6" O.C. M VERTICAL CONTROL rTHROUGH CONTROL JOINT JOINT " OSB FLOOR " OSB FLOOR a — SHEATHING 3" SHEATHING 31" z.. MIN. .r MIN tA CORNER BAR Q J FLOOR JOIST MINI, e� Z (PER PLAN) (2) (J4 REBAR IN (2) #4 REBAR SINGLE VERTICAL BAR IN BOND BEAM ®INTERSECTION (TYP.) (2) VERTICAL BARS EACH SIDE OF JOINT \—DUR-O-WALL(OR EQUAL) SOLID GROUT u pI TO MATCH VERTICAL WALL REINFORCING CONTROL JOINT BOND BEAM Cn 0 1 ' = FLOOR JOIST SIMPSON IUS2.06/14 FACE (PER PLAN) (2) �O SIMPSON Q H O MOUNT JOIST HANGER (2) j"0 SIMPSON TITEN HD ANCHORS I Z = CONDITION AT FLOOR, ROOF. JOIST, AND DECK BEARING LOCATIONS TITEN HD ANCHORS 2x10 TREATED PLATE w Q • 1rx14" LVL PLATE 12" O.C. ®12" O.C. 0 V p U l I 1 TYP. MASONRY CORNER REINFORCING 2 CONTROL JOINT DETAIL 5 MEZZANINE JOISTS TO WALL Q JOISTS PARALLEL TO WALL Q N-.s .T.S. 0 v> w SOLID GROUT(2) Z 1 COURSES ABOVE ANCHOR. H N BEAM PER 8d NAILS ®6" O.C. "x8"x16" EMBED PLATE w PLAN MASONRY (2) 16d NAILS ®12" O.C. COPE BEAM AS (2) J"O A325 BOLTSOSB ROOF WALL PER WITH (4) "0x5" H.S.A. o Q SHEAR PLATE ONE PLAN AT 5"x10" GAGE +- z (2) 0 A325 BOLTS REQUIRED ' W SHEATHING SIDE, SEE DETAIL 13 \ ( ** = o 0 0 THIS SHEET � �" HOLES PER TABLE" x6"x6" PLATE TOP OF BEAM y TOP OF STEEL 3/16 ELEV. PER PLAN a n ELEV. PER PLAN z w 2x4 BETWEEN Inns/+a r WF BEAM 1 EACH TRUSS C3O PER PLAN (2) #4 REBAR IN I WF BEAM BOND BEAM O WF BE `e (2) 4 REBAR IN I O PER PLAN 2„ Y I O PER PLAN cl SOLID GROUT BOND v� BEAM WF BEAM SOLID GROUT PER PLAN SHEAR PLATE ONE SIDE, a w SEE DETAIL 13 THIS SHEET a w 0- SHEAR PLATE ONE W 1L o 4" (2) rO ANCHORS EXISTING 12%12"x� PLATE BOTH SIDES SIDE PER TABLE** w w w MASONRY WALL 12"x12"x" PLATE BOTH EXISTING I Q — MIN. 016" O.C. OF WALL WITH (6) J"O SIDES OF WALL WITH (6) MASONRY WALL 412 TREATED THROUGH BOLTS. I **SINGLE PLATE SHEAR LEDGER J"O THROUGH BOLTS. CONNECTION AS PER 'm 0 1 DETAIL 13 THIS SHEET. Ix l / ) DETAIL BETWEEN WOOD TRUSSES ( tS ) BEAM TO WALL CONNECTION TLN BEAM CONNECTION DETAIL ( I l)) BEAM TO BEAM CONNECTION n WF BEAM TO WALL CONNECTION ¢ M_ N N.T.S. .T.S • GIRDPE R TRUSS N TRUSS PER PLAN / a^a a a a S" STIFFENERS BOTH BEAM PER j EMBED PLATE FACE OF BEAM WEB OR WF BEAM SIDES OF BEAM, PLAN PER PLAN MATCH BEAM WIDTH ROOF SHEATHING sTaucr� PER PLAN 8d NAILS ®6" O.C. BOLTS IN STANDARD }" BOLTS IN STANDARD SINGLE-PLATE SHEAR CONNECTIONS F HOLES, SEE TABLE HOLES, SEE TABLE LL ".334176 2203;Z 1 JOIST PER PLAN FULL DEPTH BLOCKING. BEAM PLATE BOLTS WELD 'A' o a p w im W8 'x4"x5" (2) "0 A325 • i i Q I A. A• W10 1„x4%5j" (2) d"O A325 J" ST^reOFUSP� 10 Q Q W12 J%4%8� (3) �O A325 2" o I I� II STEEL BEAM, I STEEL BEAM, I Q SEE PLAN Q SEE PLAN W14 rx4"x11J" (4) "0 A325 r IMAR 26 2015 0 I I W16 �"x4"x111" (4) J"O A325 r I r CAP PLATE HEADER HANGER `_ a/+e (1) SIMPSON H3 TIE AT 2x CONTINUOUS WOOD W18 "x4"x14" (5) "0 A325 }" LENGTH = 1" EACH JOIST. FILL ALL SHEET NUMBER: 1 BY REDBUILT'"` �-_� � � WIDTH = b+1" NAILER, MATCH BEAM W21 rx4"x17j" (6) rO A325 J" HOLES W/BD NAILS. FLANGE WIDTH • 2" SHEAR PLATE ONE 2" SHEAR PLATE ONE W24 x4"x20" (7) "0 A325 HSS SQUARE (4) "0 A325 BOLTS "0 BOLTS 032" S& O SIDE, SEE TABLE SIDE, SEE TABLE " COLUMN PER PLAN b I O.C. STAGGERED 2x FRAMING WF STEEL BEAM —L,QN.T.S. COLUMN, SEE PLAN PER ARCH. PER PLAN BEAM TO TRUSS DETAIL l l 51 SINGLE-PLATE SHEAR CONNECTION DETAIL (14L COLUMN CAP DETAIL aMB w��CE JOIST CONNECTION DETAIL-t/z"=t'-o" _t/z"=t'-o' -t/z'=r-o° NZMa�: 150003 1 Plans must be on site for ALL inspections. 15-0181 CITY APPROVED PLANS ALL CONSTRUCTION SUBJECT TO FIELD INSPECTION 88 of 88 ROOF TOP HEATING 4 AIR CONDITIONING UNIT SCHEDULE PLAN NOTES: OUTSIDE AIR I BLOWER GA5 HEATING COOLING REMARKS O NEW 6A5 METER 8Y LOCAL 6A5 COMPANY SIZED SYM. GFM REQUIRED SP HP CHAR MGA (^!EIGHT GOPN BTU IN BTU OUi EAT LAT MBH EAT WB FOR 150p00 BTU AT 2 P51 DELIVERY PRESSURE. EQUIPMENT 6A5 PRESSURE 2RE TIo AT� is 2,4Q0 7Q0 0.1' 2O 200/60/3 41A 905N 3/4' 150,000 120,000 65'F I04'F 92A 8O'F 62' EGONOPIIZER WITH FACTORY ROOF CURB AND O2 R15E 3/4'(2 PSI)6A5 LINE UP IN INTERIOR 5TUD lE ALL ROOFTOP UNITS TO COPE WITH FACTORY INSTALLED 5TARTER/DISGONWGT AND CONVENIENCE OUTLET 5PAGE OF WALL TO ROOF AND R15E THRU ROOF TO _ GAPPED PRESSURE TEE SERVE ROOFTOP UNIT. O RUN A (2 P51) LINE ON ROOF TO PEW ROOFTOP EXHAUST FAN SCHEDULE AND I I I UNIT CONNECT. INSTALL PRESyIRE RE6IMTOR AS 5HOM ON DETAIL TH15 SHEET. - - SYM. TYPE CFM. S.P.E. WATTS CHAR. RPM. CONTROL REMARKS 4�IN5TALL UL LISTED SMOKE DETECTOR IN RETURN AIR J MANUAL MAIN OINT U = SHUT-0Off VALVE ® ® GROAN L05ONE SELECT MODEL LI00 NTH BAGKDRAFT OINT UNION I THPoI CEILING MOUNTED 100 .40 81 120/60/I 150 SEE ELECT. DAMPER. 6'0 EXHNIST DUCT TO FLAT ROOF GAP DUET AND CONFECT TO ROOFTOP UNIT FOR EMERGENCY FAN SHUT-DOWN. FLEXIBLE 6A5 OS TOR INSTALL PENT I'PRV STATION IN ACCORDANCE WITH Ib'MAX . - - - - CURRENT IDAHO STATE PLUMBING CODE AND CITY OF MAX. - - TWIN FALLS REQUIREMENTS. PLATE AROUND ARC GEONN - � �� - 1 O O TER,CONTRACTOR STE AND VENT PIP SYE DOMESTIC EMS FOR BUILDIN6 IN A CORDANGE WITH CURRENT IDAHO STATE PLUMBING CODE AND CITY OF TWIN FALLS O PILLOW'TYPE REQUIREMENT5. DRIP LEG SAFE - _ SUPPORTS CONTRACTOR SIZE A5 PIPE = O IN-LINE ACKFILON PREVENTOR ON EACH 1/2'GWLINEB5ERVINAND --------------------------------------------- SPRAYER LOCATED BEHIND EACH TOILET. ROOF ICI �---------------------------- ----- - � O ALL PLUMBING FIXTURE5 TO BE SELECTED BY CONTRACTOR AND APPROVED BY OHNER. INSTALLATION TO BE IN ACCORDANCE WITH STATE I AND LOCAL CODES. ROOF TOP GAS PRESSURE REGULATOR DETA 1_ O RUN DUCTWORK FEEOIN6 TOILET ROOMS A5 H16H AS NO SCALE P0551M TO ALLOW STORAGE ON PLATFORM ABOVE. O I 10 CONTRACTOR TO COORDINATE AND VERIFYFFF I AND_ � LOCA ION OF TH 210 RGD 210 RFD TAPS TPRIOR TO INSTALLIN6 ZANY PIPPIIN6 UNDER THE 12'0 RLD 12'0 RGD WATER PIPIN6 EGRET 270 GFM 210 CFM 270 Gf�1 270 GFM BUILDING. !� II IDE CONDENSATE OVERFLOW SWITGH ON `l INSULATION SAND 10"9 5A CONDENSATE DRAIN OF NEW ROOFTOP UNIT. A INTERLOCK NTH UNIT TO PROVIDE COMPLETE U I'MIN. < < SNIT-DONN OF UNIT IN CASE OF BLOCKAGE OF DRAIN o SYSTEM. / — 7. 4 = o o _ ��nqy tuns n FeS�ropr(�4 cif m U) c _°o o 16x145A 16x145A 1000 CFT 4" 20x20 RA6 "1 ca O,d-e 1 �a+E QrOSCwY�h�.-ampILa -�.•. .,•t II '- - _ �� I\\ r_ �\\\ 1000 GFM —III—II III—gyp—III— III—� [II III—III— I \ F It _m�t—T0m t mIII— _ — — mIII II \\1 a \ N E ii COMPACTED EARTH i I - \ - 2Ox20 RA6 / PRAYER ROOM \ t= 1000 GFM Q NOTES: / \ _ d 1-ALL WATER PIPING INSTALLED UNDERFLOOR SHALL BE TYPE"K"COPPER I FM 1� 4 I710 GFM N ` o A I ' MECHANICAL LEGEND ° co2-WATER PIPE INSULATION ON UNDERFLOOR PIPING SHALL BE ARMAFLEX 3/4,THICK RUBBER I co g 2"0 RCA PIPE INSULATION. TAPE INSULATION AT ALL SEAMS. I 1 O N N a 3-MINIMUM PIPE SIZE UNDERFLOOR SHALL BE 3/4" j VTSTIHA F 1270 GFM �\ _ _ __--� j 5YMBOL DE5GRIPTION _m 3 N N N 4-SAND FILL AROUND PIPING SHALL BE A MINIMUM OF 4'THICK. MATERIAL SHALL BE HAND QT ELECTRONIC THERMOSTAT U d TAMPED,RODDED OR LIGHTLY COMPACTED DURIN6 INSTALLATION. DARE 5HOULD BE \ / II 4RT 10'0 5A TAKEN NOT TO DEFORM OR OTHERWISE DAMAGE PIPING OR INSULATION. \\ �/ (�RAF) 3 2 ® EQUIPMENT SYMBOL a o c '� E ---,�- UNDER SLAB PIPE INSTALLATION DETAIL IO o o 9xq GD 5 /' - b 6 HAND DAMPER f \ NO 5GALE - -- L- 150 b ® - `3ON(2 OF `J ON ROOF 1 i � ROUND BRANCH DUCT WITH HAND DAMPER - bxb CD ' NEW I'GW I _-... 10 CFM a b itLIND82-14A } REGTAN6ULAR 51 PR Y AND q I ] RETURN AIR DUCT TAKE-OFF 1 IOXIO SA ID O IOx10 5A 16x14 5A 16x14 5A JJ J� 0 ( -- - 1 TURNING VANES ROOF CURB---- ROOFTOP UNIT �9 a 0 1� 8 6-d�J ili bx6 GD � DUCT TRAN51TION NAILING O \', In 10 GFM - STRIP I INSULATED FLEXIBLE DUCT I bx6 CD i� I ROOF DECK 10 CFM l i 12'0 RGD I �--�7� _ JOISTS O O Ili 210 GFM GLA%ROOM 1210 GFM AIR OR F--ILJ EXHAUST GRILLE FASTENER WITH 6 EF b iiibxb C R161D OPRENE WADS O O ili 10 GFM A CEILING DIFFUSER NSULATION COUNTER FLASHING O ii NEW 4'5EYER IN SLAW ROOF DECK �VERAL(TORGFED) 09 EEILIW,MOUNTED FAN JOISTS PREPARED SURFACE I 10 4' r/ T SINGLE -PLY ROOFING I SEE SITE PLAN_j I I I ORIGINAL DRAHIN6 516NED BY.RON D.RICE FOR LONT. 015 NOT:P051TION ROOF CURB CANT STRIP ------------------- ------r �_I L- kOJ DATE ORIGINAL 51 AT MARCH 21,SYSTEM ——————— ————————————————— A � ORIGINAL ON FILE AT ENGII✓aitED SYSSTEMS A950C IATES OVER ROOF JOISTS IN SUCH A SINGLE FLY I �� I I \\ I 1355 EAST MANNER AS TO SPREAD THE I I I \\ CENTER,POCATELLO,IDAHO 83201 ROOFING MATERIAL WEIGHT OF THE MECHANICAL ASPHALT _ Enginered MECHANICAL UNIT OVER A5 MANY TRU55E5 SEE SITE PLAN ystems FLOOR PLAN AS POSSIBLE B ARE LE55 FOR CONT. y��I NE�F`fP Associates OF HOW TRUSSES ARE RUNNING c��c" p � 1355 EAST CENTER TYPICAL ROOFTOP MOUNTING DETAIL FLOOR PLAN - MEGHAN GAL 6159 = r POCATELLO,IDAHO 83201 Date NO SCALE I`IORiN 9� OF Oe FAX: (208) (208)233-052 03 27/15 SCALE: I/4"=10" F \ (208)23ms.co ofegt N0.n/1 i D.R\0� EMAIL: esaOsngsystems.com i "/' ESA Job NUMBER: 1 5003 Plans must be on site for ALL inspections. 15-0181 CITY APPROVED PLANS