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Home My WebLink About17-0983 1925 Fillmore St Plans ip STRUCTURAL ENGINEERS STRUCTURAL CALCULATIONS CANYON PARK WEST - PAD 5 1860 Fillmore St. Twin Falls Idaho 83301 .._..__....... TONAL S .. F 0� �G E�NS4; N 03/21/2017 0 J T E OF yF p. p;G PREPARED FOR: Woodbury Corporation Luke Woodbury 2733 E Parleys Way, Suite 300 Salt Lake City, Utah March 16, 2017 MJSE 1 5673 S Redwood Rd.Salt Lake City, UT 84123 PH 801.326.8018 STRUCTURAL ENGINEERS CALCULATION INDEX CANYON PARK WEST - PAD 5 1860 Fillmore St. Twin Falls Idaho 83301 GENERAL DESIGN CRITERIA ..........................................1-3 FRAMING ANALYSIS......................................................4-19 CANOPY ANALYSIS............................................................. 20-22 COLUMN ANALYSIS.......................................................23-43 FOUNDATION ANALYSIS ...............................................44-54 LATERAL ANALYSIS........................................................55-67 MJSE 5673 S Redwood Road Salt Lake City Utah 84123 PH 801.326.8018 1 z =«= 4x ------- SHEET NUMBER: ^ls�ej JOB NUMBER: _1-10195 STRUCTURAL ENGINEERS DATE: ~17� a BY: TITLE: 12 , ..._.. t i i i^kl 1 , i i - ' ..__ r ....... . ............ e €o Fs i i _._... , �A M Piet t ......... _...,_ - ; _ _i . t i s i , 1 i , i : , i ( Sht Number: 5 2 Leeward and Windward Snow Drift -- .lob rvmee� -17Q0 Mx- _........____ 5 Based on ASCE 7-10 Date: 2/20/2017 _._._._ ................._...._ � ay: JB Project: Geronimo Pad 5 W.,d M# ---UpR rRoof y Description: Typical Snow Drift wwa.�� __ `"'S; `5 °°, °"' P GENERAL INPUT AND OUTPUT: Load Factors: 5-._._^°�{� Lower Roo/ County(State of Utah) DL SL Snow Load Density ry: 18.68 pcf Elevation at Site 3655 ft 1.00 1.00 hb(Snow Depth): 1.48 ft p.(SEAU Ground Snow Load) 36.0 psf 36 psf <---Manual Entry h.(Roof to Snow): 8.19 ft Ce(Exposure Factor): 1.0 Windward Leeward Controlling Ct(Thermal Factor): 1.1 hd(Potential Drift Height): 2.16 ft 0.00 ft 2.16 ft IS(Importance Factor): 1.0 Maximum Drift Height: 2.16 ft 0.00 ft 2.16 ft Drift Width: 8.65 ft 0.00 ft 8.65 ft Lower Roof Upper Roof Controlling Drift Windward L.(Length of Roof): 60.0 ft Elevation Difference: 9.67 ft Max Snow Load(Uniform and Drift-Service Level): 68.1 psf Manual Maximum Drift Weight(Service Level): 40.4 psf Pf(Roof Snow-Service Level): 27.7 psf -- Drift Width: 8.65 ft Drift Width co high co high co low Span ColowIr Span E 3 Diagram A Diagram B Description: Joist Perpendicular to Wall Equivalent Uniform Snow Load(Increased Per Load Factors Given Above) INPUT: Typ.Member Span= 30.0 ft Additional Max Drift= 40.4 psf Roof Uniform DL= 0.0 psf Roof Uniform Snow= 27.7 psf Drift Length= 8.7 ft DL Increased for LF= 0.0 psf OUTPUT: For Tyo. Uniform Roof5now+DL Load: Drift Length Moment= 3118.5 lb-ft 1.00 Ft Trib Max Shear React. = 415.8 Ibs For Add.Drift Loading. D-1 Add.Drift Max Add.Moment= 455.7 lb-ft Pf Typ Uniform Max Add.Shear React.= 158.0 Ibs Drift5ide 16.8 Ibs Other Side 0 Q Snow Max Loading for Typ Uniform+Add.Drift Equivalent Uniform Snow Load Max Total Moment= 3.4 k-ft For V= 38.3 plf Equiv. Max Shear Reaction= 0.6 kips Drift Side For M= 30.0 plf pfequiv. } Uniform Min Shear Reaction = 0.4 kips Other Side Snow Co High 68.13 psf W Low 27.72 psf Equivalent Uniform Snow Load For Design= 38.25 plf See Diagram A'Above Description: Joist Parallel to Wall Equivalent Uniform Snow Load(Increased Per Load Factors Given Above) INPUT: Typ. Member Span= 30.0 ft Additional Max Drift= 40.4 psf Roof Uniform DL= 0.0 psf Roof Uniform Snow= 27.7 psf Drift Length= 8.7 ft DL Increased for LF= 0.0 psf OUTPUT: For Typ. Uniform Roof5noW+DL Load.- Drift Length Moment= 3118.5 lb-ft 1.00 Ft Trib Max Shear React. = 415.8 Ibs Add.Drift ForAdd.Drift Loading:Max Add.Moment= 455.7 lb-ft Pf Typ Uniform Max Add.Shear React.= 158.0 Ibs DriltSide 16.8 Ibs Other Side 0 Q Snow Max Loading for Typ Uniform+Add.Drift Equivalent Uniform Snow Load Max Total Moment= 3.4 k-ft For V= 38.3 plf E uiv. Max Shear Reaction= 0.6 kips Drift Side For M = 30.0 plf pfequiv. q Uniform Min Shear Reaction= 0.4 kips Other Side Snow w High 68.13 psf W Low 27.72 psf Equivalent Uniform Snow Load For Design= 38.25 plf See Diagram A'Above D-1 Sht Number: 3 Leeward and Windward Snow Drift Job Number: 17005 � _ _ € Based on ASCE 7-10 Date: 2/20/2017I ( By. Ja Project: Geronimo Pad 5 wrd ,Upp Roof Description: Typical Snow Drift Sao, - ' vrnawaa -,I-L.- GENERAL P YP 5;pp 9tap s INPUT AND OUTPUT: Load Factors: s^°^ Lower Roof County(State of Utah) DL SL Snow Load Density y: 18.68 pcf Elevation at Site 3655 ft 1.00 1.00 ht,(Snow Depth): 1.48 ft p.(SEAL Ground Snow Load) 36.0 psf 36 psf <---Manual Entry he(Roof to Snow): 8.19 ft Ce(Exposure Factor): 1.0 Windward Leeward Controlling Ct(Thermal Factor): 1.1 hd(Potential Drift Height): 3.07 ft 0.00 ft 3.07 ft IS(Importance Factor): 1.0 Maximum Drift Height: 3.07 ft 0.00 ft 3.07 ft Drift Width: 12.30 ft 0.00 ft 12.30 ft Lower Roof Upper Roof Controlling Drift Windward L (Length of Roof): 125.0 ft Elevation Difference: 9.67 ft Max Snow Load(Uniform and Drift-Service Level): 85.2 psf Manua/ Maximum Drift Weight(Service Level): 57.4 psf Pf(Roof Snow-Service Level): 27.7 psf -- Drift Width: 12.30 ft Drift Width co high co high w low Span m low Span E 3 Diagram A Diagram B Description: Joist Perpendicular to Wall Equivalent Uniform Snow Load(Increased Per Load Factors Given Above) INPUT: Typ.Member Span= 30.0 ft Additional Max Drift= 57.4 psf Roof Uniform DL= 0.0 psf Roof Uniform Snow= 27.7 psf Drift Length= 12.3 ft DL Increased for LF= 0.0 psf OUTPUT: For Typ. Uniform Roof Snow+DL Load: Drift Length Moment= 3118.5 lb-ft 1.00 Ft Trib Max Shear React. = 415.8 Ibs Add.Drift For Add.Drift Loading. D-1 Max Add. Moment= 1249.8 lb-ft F pf Typ Uniform Max Add.Shear React.= 304.9 Ibs Drift Side 48.3 Ibs Other-Side 0 0 Snow Max Loading for Typ Uniform+Add.Drift Equivalent Uniform Snow Load Max Total Moment= 3.9 k-ft For V= 48.0 Of Equiv. Max Shear Reaction= 0.7 kips Drift Side For M= 34.5 plf pf equiv. Uniform Min Shear Reaction= 0.5 kips Other Side Snow W High 85.15 psf W Low 27.72 psf Equivalent Uniform Snow Load For Design= 48.05 plf See Diaoram A'Above Description:Joist Parallel to Wall Equivalent Uniform Snow Load(Increased Per Load Factors Given Above) INPUT: Typ.Member Span= 30.0 ft Additional Max Drift= 57.4 psf Roof Uniform DL= 0.0 psf Roof Uniform Snow= 27.7 psf Drift Length= 12.3 ft DL Increased for LF= 0.0 psf OUTPUT: For TM. Uniform Roof Snow+DL Load: Drift Length Moment= 3118.5 lb-ft 1.00 Ft Trib -�1 Max Shear React. = 415.8 Ibs Add.Drift D-1 ForAdd.Drift Loading: Max Add.Moment= 1249.8 lb-ft pf Typ Uniform Max Add.Shear React.= 304.9 Ibs Drift Side 48.3 Ibs Other Side 0 Q Snow Max Loading for Typ Uniform+Add.Drift Equivalent Uniform Snow Load Max Total Moment= 3.9 k-ft For V= 48.0 plf Equiv. Max Shear Reaction= 0.7 kips Drift Side For M= 34.5 plf prequiv. Uniform Min Shear Reaction= 0.5 kips Other Side Snow W High 85.15 psf co Low 27.72 psf Equivalent Uniform Snow Load For Design= 48.05 plf See Diagram A'Above D-1 (2) ._...................-....... ......_........__..__._.,..... � � `VJ...... ........................_,....,.......__._. ------ ....._ ` !! ......_.._............ _....... Z5 9' .—..... ........_ __.-.............. ..............rx . F , /" : t „ t 'l...�.� f.......... i i 1 , , rd r A9' 1 i ! ( ( ......... ......._.._.......... ...... .. : .._.... _.. i Ai... ............... ..................._ �. A .. I I/ i `tP / rlc (\ 1 wu, , i t ry. i I f I 14 rw yw i nsn, w7+,F7( h rrr \ wo '� .......... .... i/ � I E 1 I TV IT Qw Al vl i Alol ^RAl01 b _......... —........._.... � ...... _.......-_�M \ 1 .... — ......._...._......._._......... �a, ___._.............................................__.......�;d�. _.............. Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 1 a; 5673 S.Redwood Road#21-Drolect Descr: 5 STRUCTURAL ENGINEERS Taylorsville,Utah 84123 801-326-8018 rlrnter.'7 FE3207.1033Atrt Wood Beam File-K1NM17005T-11GER,ON- .EC6 -2016,Build:6.163.4 Ver:6.16.3.4 .. ENERCALC, N Description: Roof Beam 1 _ CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1,850.0psi Ebend-xx 1,800.Oksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D0.6 Lr0.6 S1.35 ♦ V s.7sx27 v Span=25.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, Lr=0.020, S=0.0450 ksf, Tributary Width=30.0 ft,(Roof Loading wiDrift Loading) DESIGN SUMMARY M • Maximum Bending Stress Ratio = 0.935 1 Maximum Shear Stress Ratio = 0.554 : 1 Section used for this span 6.75x27 Section used for this span 6.75x27 fb:Actual = 2,274.22 psi fv:Actual = 168.82 psi FB:Allowable = 2,433.09psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 12.500ft Location of maximum on span = 22.810 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.599 In Ratio= 500>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.284 in Ratio= 1057>=240. Max Upward Total Deflection 0.000 In Ratio= 0<240.0 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.384 0.228 0.90 0.882 1.00 1.00 1.00 1.00 1.00 49.96 731.01 1904.16 6.59 54.27 238.50 +D+L+H 0.882 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.346 0.205 1.00 0.882 1.00 1.00 1.00 1.00 1.00 49.96 731.01 2115.73 6.59 54.27 265.00 +D+Lr+H 0.882 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.536 0.318 1.25 0.882 1.00 1.00 1.00 1.00 1.00 96.83 1,416.88 2644.66 12.78 105.18 331.25 +D+S+H 0.882 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.935 0.554 1.15 0.882 1.00 1.00 1.00 1.00 1.00 155.43 2,274.22 2433.09 20.51 168.82 304.75 +D+0.750Lr+0.750L+H 0.882 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.471 0.279 1.25 0.882 1.00 1.00 1.00 1.00 1.00 85.12 1,245.41 2644.66 11.23 92.45 331.25 +D+0.750L+0.750S+H 0.882 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Geronimo Pad 5 ;I Engineer: Project ID: 17005 5673 S.Redwood Road#21drolect Descr: 6 Taylorsville,Utah 84123 STRUCTURAL ENGINEERS 801-326-8018 ?r-Nec:':7 FF9 2G17.103sAh1 File=K:12017117005T-11GER0NI-1.EC6 Wood Beam ENERCAI.C,INC.1983-2016,Build:6.16.3.4,Ver:6.15.3,4 R Description: Roof Beam 1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C, C t C L M fb Plo V fv F'v Length=25.0 ft 1 0.776 0.460 1.15 0.882 1.00 1.00 1.00 1.00 1.00 129.06 1,888.42 2433.09 17.03 140.18 304.75 +D+0.60W+H 0.882 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.216 0.128 1.60 0.882 1.00 1.00 1.00 1.00 1.00 49.96 731.01 3385.17 6.59 54.27 424.00 +1.030D+0.910E+H 0.882 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length=25.0 it 1 0.223 0.132 1.60 0.882 1.00 1.00 1.00 1.00 1.00 51.48 753.22 3385.17 6.79 65.91 424.00 +D+0.750Lr+0.750L+0.450W+H 0.882 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.368 0.218 1.60 0.882 1.00 1.00 1.00 1.00 1.00 85,12 1,245.41 3385.17 11.23 92.45 424.00 +D+0.750L+0.750S+0.450W+H 0.882 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.558 0.331 1.60 0.882 1.00 1.00 1.00 1.00 1.00 129.06 1,888.42 3385,17 17.03 140.18 424.00 +1.023D+0.750L+0.750S+0.6825E4 0.882 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.563 0.334 1.60 0.882 1.00 1.00 1.00 1.00 1.00 130.20 1,905.07 3385.17 17.18 141.42 424.00 +0.60D+0.60W+0.60H 0.882 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.130 0.077 1.60 0.882 1.00 1.00 1.00 1.00 1.00 29.98 438.61 3385.17 3.96 32.56 424.00 +0.5696D+0.910E+0.60H 0.882 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.123 0.073 1.60 0.882 1.00 1.00 1.00 1.00 1.00 28.46 416.40 3385.17 3.76 30.91 424.00 Overall Maximum Deflections Load Combination Span Max.'="Defl Location in Span Load Combination Max."+"Defl Location in Span S Only 1 0.5989 12.591 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 24.869 24.869 Overall MINimum 4.796 4.796 +D+H 7.994 7.994 +D+L+H 7.994 7.994 +D+Lr+H 15.494 15.494 +D+S+H 24.869 24.869 +D+0.750Lr+0.750L+H 13.619 13.619 +D+0.750L+0.750S+H 2O.650 20.650 +D+0.60W+H 7.994 7.994 +D+0.910E+H 7.994 7.994 +D+0.750Lr+0.750L+0.450W+H 13.619 13.619 +D+0.750L+0.750S+0.450W+H 2O.650 20.650 +D+0.750L+0.750S+0.6825E+H 2O.650 20.650 +0.60D+0.60W+0.60H 4.796 4.796 +0.60D+0.910E+0.60H 4.796 4.796 D Only 7.994 7.994 Lr Only 7.500 7.500 L Only S Only 16.875 16.875 W Only E Only*1.30 H Only +D+H 7.994 7.994 +D+L+H 7.994 7.994 +D+Lr+H 15.494 15.494 +D+S+H 24.869 24.869 +D+0.750Lr+0.750L+H 13.619 13.619 +D+0.750L+0.750S+H 2O.650 20.650 +D+0.60W+H 7.994 7.994 +D+0.910E+H 7.994 7.994 +D+0.75OLr+0.750L+0.450W+H 13.619 13.619 +D+0.750L+0.750S+0.450W+H 2O.650 20.650 Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 5673 S.Redwood Road#21-2�rolect Descr: 7 Taylorsville,Utah 84123 STRUCTURAL ENGINEERS 801-326-8018 -'r':nled:17 FE3 2017.10:46MA �WoOd Beam File KAA1i 117005T-11GERQNI-1.EC6 ENERCALC,INC.1983-2016,Build:6.16.3,4,Ver:6.16.3.4 Description: Header Beam 2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set :ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,600.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 2,600.0 psi Ebend-xx 1,900.0 ksi Fc-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species :Trus Joist Fc-Perp 750.0 psi Wood Grade :Microl-am LVL 1.9 E Fv 285.0 psi Ft 1,555.0psi Density 42.Opcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D 0.175 � 1 � D 0.3 Lr 0.3 S 0.675 !�1 3-1.7501.87 Span=13.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, Lr=0.020, S=0.0450 ksf, Tributary Width=15.0 ft,(Roof Loading) Uniform Load: D=0.1750, Tributary Width=1.0 ft,(Parapet) DESIGN SUMMARY • s Maximum Bending Stress Ratio = 0.866 1 Maximum Shear Stress Ratio = 0.494 : 1 Section used for this span 3-1.75x11.87 Section used for this span 3-1.75x11.87 fb:Actual = 2,588.18psi fv:Actual = 162.02 psi FB:Allowable = 2,990.00psi Fv:Allowable = 327.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6,750ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.365 in Ratio= 444>=360. Max Upward Transient Deflection 0.000 in Ratio= 0<360.0 Max Downward Total Deflection 0.266 In Ratio= 608>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces &Stresses for Load Combination_s Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M fb Fb V iv F'v +D+H 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.467 0.267 0.90 1.000 1.00 1.00 1.00 1.00 1.00 11.24 1,092.68 2340.00 2.84 68.40 256.50 Length=0.04927 ft 1 0.007 0.267 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.16 15.89 2340.00 2.84 68.40 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.420 0.240 1.00 1.000 1.00 1.00 1.00 1.00 1.00 11.24 1,092.68 2600.00 2.84 68.40 285.00 Length=0.04927 ft 1 0.006 0.240 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.16 15.89 2600.00 2.84 68.40 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.541 0.309 1.25 1.000 1.00 1.00 1.00 1.00 1.00 18.07 1,757.35 3250.00 4.57 110.01 356.25 Length=0.04927 ft 1 0.008 0.309 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.26 25.56 3250.00 4.57 110.01 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 5673 S.Redwood Road#21-242roject Descr: 8 5TtttlC�ltlRAL ENGINEERS Taylorville,Utah 84123 801-326-8018 - 'r=nted:'7 FES 2017.164,6AF,1 INOOC� Beam =K:12017117005T-11GERONIh � ENERCALC,INC.1983-2016,Build 6 16 3.4,Ver:6.16.3 4 [WWWWATITE Description: Header Beam 2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C It C L M fb F'b V iv F'v Length=13.451 ft 1 0.866 0.494 1.15 1.000 1.00 1.00 1.00 1.00 1.00 26.61 2,588.18 2990.00 6.73 162.02 327.75 Length=0.04927 ft 1 0.013 0.494 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.39 37.65 2990.00 6.73 162.02 327.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.490 0.280 1.25 1.000 1.00 1.00 1.00 1.00 1.00 16.36 1,591.18 3250.00 4.14 99.61 356.25 Length=0.04927 It 1 0.007 0.280 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.24 23.14 3250.00 4.14 99.61 356.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.741 0.423 1.15 1.000 1.00 1.00 1.00 1.00 1.00 22.77 2,214.31 2990.00 5.76 138.62 327.75 Length=0.04927 ft 1 0.011 0.423 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.33 32.21 2990.00 5.76 138.62 327.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.263 0.150 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.24 1,092.68 4160.00 2.84 68.40 456.00 Length=0.04927 It 1 0.004 0.150 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.16 15.89 4160.00 2.84 68.40 456.00 +1.030D+0.910E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.271 0.155 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.58 1,125.87 4160.00 2.93 70.48 456.00 Length=0.04927 ft 1 0.004 0.155 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.17 16.38 4160.00 2.93 70.48 456.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.382 0.218 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.36 1,591.18 4160.00 4.14 99.61 456.00 Length=0.04927 It 1 0.006 0.218 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.24 23.14 4160.00 4.14 99.61 456.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.532 0.304 1.60 1.000 1.00 1.00 1.00 1.00 1.00 22.77 2,214.31 4160.00 5.76 138.62 456.00 Length=0.04927 ft 1 0.008 0.304 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.33 32.21 4160.00 5.76 138.62 456.00 +1.023D+0.750L+0.750S+0.6825E+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.538 0.307 1.60 1.000 1.00 1.00 1.00 1.00 1.00 23.02 2,239.20 4160.00 5.83 140.18 456.00 Length=0.04927 ft 1 0.008 0.307 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.33 32.57 4160.00 5.83 140.18 456.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.158 0.090 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.74 655.61 4160.00 1.71 41.04 456.00 Length=0.04927 ft 1 0.002 0.090 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.10 9.54 4160.00 1.71 41.04 456.00 +0.5696D+0.910E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.150 0.085 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.40 622.41 4160.00 1.62 38.96 456.00 Length=0.04927 ft 1 0.002 0.085 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.09 9.05 4160.00 1.62 38.96 456.00 Overall Maximum Deflections Load Combination Span Max."'De8 Location in Span Load Combination Max."+"Detl Location in Span S Only 1 0.3645 6.799 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.885 7.885 Overall MINimum 1.997 1.997 +D+H 3.329 3.329 +D+L+H 3.329 3.329 +D+Lr+H 5.354 5.354 +D+S+H 7.885 7.885 +D+0.750Lr+0.750L+H 4.848 4.848 +D+0.750L+0.750S+H 6.746 6.746 +D+0.60W+H 3.329 3.329 +D+0.910E+H 3.329 3.329 +D+0.750Lr+0.750L+0.450W+H 4.848 4.848 +D+0.750L+0.750S+0.450W+H 6.746 6.746 +D+0.750L+0.750S+0.6825E+H 6.746 6.746 +0.60D+0.60W+0.60H 1.997 1.997 +0.60D+0.910E+0.60H 1.997 1.997 D Only 3.329 3.329 Lr Only 2.025 2.025 L Only S Only 4.556 4.556 W Only E Only*1.30 H Only +D+H 3.329 3.329 +D+L+H 3.329 3.329 Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 x 5673 S.Redwood Road#21-2Rrotect Descr: 9 Taylorville,Utah 84123 MUCTURAL ENGINEERS 801-326-8018 Printed 1 7FE82C, .04•:=.6d -- - -- File=K:12017117005T-11GERONl 1.EC6 WOOCI Be1C11 ENERCALC INC 1983-2016,Build:616.3.4,Ver:6.16.3.4 Description: Header Beam 2 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+Lr+H 5.354 5.354 +D+S+H 7.885 7,885 +D+0.750Lr+0.750L+H 4.848 4.848 +D+0.750L+0.750S+H 6.746 6.746 +D+0.60W+H 3.329 3.329 +D+0.910E+H 3.329 3.329 +D+0.750Lr+0.750L+0.450W+H 4.848 4.848 +D+0.750L+0.750S+0.450W+H 6.746 6.746 Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 5673 S.Redwood Road#21-0roiect Descr: 10 Taylorsville,Utah 84123 STRUCTURAL ENGINEERS 801-326-8018 .......... ....... ......... _ _ ?eNe^,.17 FES 201! 104!?A1 File=K:Q017117005T-11GER0NI-1.EC6 Wood Beam ENERCALC,INC 1983-2016,6uild:6.16.34,'Ver.6.16.3.4 JIM r.�(°:i> Description: Header Beam 3 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling 0(0.175) D10.3)Lr(0.3)S(0.66) r 5.125M Span=8.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, Lr=0.020, S=0.0440 ksf, Tributary Width=15.0 ft,(Roof Loading) Uniform Load: D=0.1750, Tributary Width=1.0 ft,(Parapet) DESIGN SUMMARY • + Maximum Bending Stress Ratio = 0.367: 1 Maximum Shear Stress Ratio = 0.299 : 1 Section used for this span 5.125x12 Section used for this span 5.125x12 fb:Actual = 1,011.79psi fv:Actual = 91.23 psi FB:Allowable = 2,760.00psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.059 in Ratio= 1737>=360. Max Upward Transient Deflection 0.000 in Ratio= 0<360.0 Max Downward Total Deflection 0.043 In Ratio= 2348>=240. Max Upward Total Deflection 0.000 In Ratio= 0<240.0 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.199 0.163 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.41 430.26 2160.00 1.59 38.80 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.179 0.146 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.41 430.26 2400.00 1.59 38.80 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.232 0.189 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.12 694.59 3000.00 2.57 62.63 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.367 0.299 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.37 1,011.79 2760.00 3.74 91.23 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.210 0.171 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.44 628.51 3000.00 2.32 56.67 331.25 Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 5673 S.Redwood Road#21-2�roject Descr: 11 Taylorville,Utah 84123 STRUCTURAL ENGINEERS 801-326-8018 File=K 12017117005T-11GER0NI-1.EC6 Wood Beam ENERCALC INC.1983-2016,Build 6.16..3,4,Ver.6.16.3.4 Description: Header Beam 3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C It C L M fb F'b V fv F'v +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.314 0.256 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.88 866.41 2760.00 3.20 78.12 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.112 0.091 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.41 430.26 3840.00 1.59 38.80 424.00 +1.030D+0.910E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.115 0.094 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.54 443.33 3840.00 1.64 39.97 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.164 0.134 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.44 628.51 3840.00 2.32 56.67 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.226 0.184 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.88 866.41 3840.00 3.20 78.12 424.00 +1.023D+0.750L+0.750S+0.6825Ei 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.228 0.186 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.98 876.21 3840.00 3.24 79.01 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 it 1 0.067 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.65 258.16 3840.00 0.95 23.28 424.00 +0.5696D+0.910E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.064 0,052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.51 245.09 3840.00 0.91 22.10 424.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span S Only 1 0.0587 4.281 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.880 4.880 Overall MINimum 1.245 1.245 +D+H 2.075 2.075 +D+L+H 2.075 2.075 +D+Lr+H 3.350 3.350 +D+S+H 4.880 4.880 +D+0.750Lr+0.750L+H 3.032 3.032 +D+0.750L+0.750S+H 4.179 4.179 +D+0.60W+H 2.075 2.075 +D+0.910E+H 2.075 2.075 +D+0.750Lr+0.750L+0.450W+H 3.032 3.032 +D+0.750L+0.750S+0.450W+H 4.179 4.179 +D+0.750L+0.750S+0.6825E+H 4.179 4.179 +0.60D+0.60W+0.60H 1.245 1.245 +0.60D+0.910E+0.60H 1.245 1.245 D Only 2.075 2.075 Lr Only 1.275 1.275 L Only S Only 2.805 2.805 W Only E Only'1.30 H Only +D+H 2.075 2.075 +D+L+H 2.075 2.075 +D+Lr+H 3.350 3.350 +D+S+H 4.880 4.880 +D+0.750Lr+0.750L+H 3.032 3.032 +D+0.750L+0.750S+H 4.179 4.179 +D+0.60W+H 2.075 2.075 +D+0.910E+H 2.075 2.075 +D+0.750Lr+0.750L+0.450W+H 3.032 3.032 +D+0.750L+0.750S+0.450W+H 4.179 4.179 Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 04 5673 S.Redwood Road#21-Oroiect Descr: "Fa ; 12 STRUCTURAL ENGINEERS Taylorsville,Utah 84123 801-326-8018 _._ _... Pdnlna,:!FF.8 2C11 10,0AN1 File=K:\2017\17005T-11GERONI-1.EC6 ' Wood BeamENERCALC,INC.19832016,Buildi6.163.4,Ver:6.163.4 L Description: Header Beam 3.1 Low CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,600.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Flo-Compr 2,600.0 psi Ebend-xx 1,900.0 ksi Fc-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling W 0.171 11.875 X 5.250 Span=13.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: W=0.1710, Tributary Width=1.0 ft,(Wind) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.135 1 Maximum Shear Stress Ratio = 0.039 : 1 Section used for this span 11.875 X 5.250 Section used for this span 11.875 X 5.250 fb:Actual = 561.29 psi fv:Actual = 17.65 psi FB:Allowable = 4,160.00psi Fv:Allowable = 456.00 psi Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span = 6.500ft Location of maximum on span = 12.573ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.406 In Ratio= 383>=180. Max Upward Transient Deflection 0.000 in Ratio= 0<180.0 Max Downward Total Deflection 0.043 in Ratio= 3611> 240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.036 0.010 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.38 84.50 2340.00 0.11 2.66 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.033 0.009 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.38 84.50 2600.00 0.11 2.66 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.026 0.007 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.38 84.50 3250.00 0.11 2.66 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.028 0.008 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.38 84,50 2990.00 0.11 2.66 327.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.026 0.007 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.38 84.50 3250.00 0.11 2.66 356.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 ji 5673 S.Redwood Road#21-Broject Descr: 13 w Taylorville,Utah 84123 STRUCTURAL ENGINEEiES 801-326-8018 Wood Beam File-K:1201A17005T--11GER0NI-1.EC6 ENERCALC,INC 1983-2016,Build:6.16.3.4,Ver:6.16.3.4 Description: Header Beam 3.1 Low Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t C L M fb Pb V fv F'v Length=13.0 ft 1 0.028 0.008 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0,38 84.50 2990.00 0.11 2.66 327.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.0 It 1 0.135 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.55 561.29 4160.00 0.73 17.65 456.00 +1.030D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.021 0.006 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.40 87.07 4160.00 0.11 2.74 456.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.106 0.030 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.01 442.09 4160.00 0.58 13.90 456.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.106 0.030 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.01 442.09 4160.00 0.58 13.90 456.00 +1.023D+0.750L+0.750S+0.5250E4 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.021 0.006 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.39 86.43 4160.00 0.11 2.72 456.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.127 0.036 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.40 527.49 4160.00 0.69 16.59 456.00 +0.5696D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.012 0.003 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.22 48.13 4160.00 0.06 1.51 456.00 Overall''Maximum Deflections Load Combination Span Max.="Defl Location in Span Load Combination Max."+"Defl Location in Span W Only 1 0.4063 6.547 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.112 1.112 Overall MINimum 0.071 0.071 +D+H 0,118 0.118 +D+L+H 0.118 0.118 +D+Lr+H 0.118 0.118 +D+S+H 0.118 0.118 +D+0.750Lr+0.750L+H 0.118 0.118 +D+0.750L+0.750S+H 0.118 0.118 +D+0.60W+H 0.785 0.785 +D+0.70E+H 0.118 0.118 +D+0.750Lr+0.750L+0.450W+H 0.618 0.618 +D+0.750L+0.750S+0.450W+H 0.618 0.618 +D+0.750L+0.750S+0.5250E+H 0.118 0.118 +0.60D+0.60W+0.60H 0.738 0.738 +0.60D+0.70E+0.60H 0.071 0.071 D Only 0.118 0.118 Lr Only L Only S Only W Only 1.112 1.112 E Only H Only +D+H 0.118 0.118 +D+L+H 0.118 0.118 +D+Lr+H 0.118 0.118 +D+S+H 0.118 0.118 +D+0.750Lr+0.750L+H 0.118 0.118 +D+0.750L+0.750S+H 0.118 0.118 +D+0.60W+H 0.785 0.785 +D+0.70E+H 0.118 0.118 +D+0.750Lr+0.750L+0.450W+H 0.618 0.618 +D+0.750L+0.750S+0.450W+H 0.618 0.618 Project Title: Geronimo Pad 5 A Engineer: Project ID: 17005 5673 S.Redwood Road#21-Droject Descr: 14 STRUCTURAL ENGINEERS Tay 801-326- 0 Utah 84123 326-8018 __. ..... _ __. Feinted:'7 FEB 2011,1054AL1 WOOd B@am File=K:\201A17005T-1*ERONI 1 EC6 ENERCALC,INC.1983-2016,Build:616.3.4,Ver.6.16.3.4 r,tt• i, Description: Header Beam 4 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0psi Density 31.20pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D o.ns D(0.3)lr(0.3)S(0.675) I 3-2x8 Span=5.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, Lr=0.020, S=0.0450 ksf, Tributary Width=15.0 ft,(Roof Loading) Uniform Load: D=0.1750, Tributary Width=1.0 ft,(Parapet) DESIGN SUMMARY'______ : • ' Maximum Bending Stress Ratio = 0.886. 1 Maximum Shear Stress Ratio = 0.488 : 1 Section used for this span 3-2x8 Section used for this span 3-2x8 fb:Actual = 1,100.66 psi fv:Actual = 100.96 psi ' FIB:Allowable = 1,242.00psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2.500ft 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 0.042 in Ratio= 1436> 480. Max Upward Transient Deflection 0.000 in Ratio= 0<480.0 Max Downward Total Deflection 0.030 in Ratio= 2011>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.472 0.260 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.51 458.57 972.00 0.91 42.06 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.425 0.234 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.51 458.57 1080.00 0.91 42.06 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.551 0.303 1.25 1.200 1.00 1.00 1.00 1.00 1.00 2.44 743.94 1350.00 1.48 68.24 225.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.886 0.488 1.15 1.200 1.00 1.00 1.00 1.00 1.00 3.62 1,100.66 1242.00 2.20 100.96 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.498 0.274 1.25 1.200 1.00 1.00 1.00 1.00 1.00 2.21 672.60 1350.00 1.34 61.70 225.00 Project Title: Geronimo Pad 5 �3' Engineer: Project ID: 17005 5673 S.Redwood Road#21-29roject Descr: 15 `;. Taylorsville,Utah 84123 STRUCTURAL ENGINEERS 801-326-8018 .... ... .. _ i'rn:ea.'!FEB 2C11 10.54ANd File=K:ub17kM6T--1\GER6NI-1.EC6 Wood Beam ENE RCALC,INC.1983-2016,Build:6.16.3.4,Ver.6.16.3.4 r.1t•:r Description: Header Beam 4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M fb F'b V fv F'v +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.757 0.417 1.15 1.200 1.00 1.00 1.00 1.00 1.00 3.09 940.14 1242.00 1.88 86.24 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.265 0.146 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.51 458.57 1728.00 0.91 42.06 288.00 +1.030D+0.910E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.273 0.150 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.55 472.50 1728.00 0.94 43.34 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.389 0.214 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.21 672.60 1728.00 1.34 61.70 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.544 0.299 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.09 940.14 1728.00 1.88 86.24 288.00 +1.023D+0.750L+0.750S+0.6825Ei 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.550 0.303 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.12 950.59 1728.00 1.90 87.19 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.159 0.088 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.90 275.14 1728.00 0.55 25.24 288.00 +0.5696D+0.910E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.151 0.083 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.86 261.21 1728.00 0.52 23.96 288.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span -- - -- S Only 1 0.0418 2.518 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.893 2.893 Overall MlNimum 0.723 0.723 +D+H 1.205 1.205 +D+L+H 1.205 1.205 +D+Lr+H 1.955 1.955 +D+S+H 2.893 2.893 +D+0.750Lr+0.750L+H 1.768 1.768 +D+0.750L+0.750S+H 2.471 2.471 +D+0.60W+H 1.205 1.205 +D+0.910 E+H 1.205 1.205 +D+0.750Lr+0.750L+0.450W+H 1.768 1.768 +D+0.750L+0.750S+0.450W+H 2.471 2.471 +D+0.750L+0.750S+0.6825E+H 2.471 2.471 +0.60D+0.60W+0.60H 0.723 0.723 +0.60D+0.910E+0.60H 0.723 0.723 D Only 1.205 1.205 Lr Only 0.750 0.750 L Only S Only 1.688 1.688 W Only E Only'1.30 H Only +D+H 1.205 1.205 +D+L+H 1.205 1.205 +D+Lr+H 1.955 1.955 +D+S+H 2.893 2.893 +D+0.750Lr+0.750L+H 1.768 1.768 +D+0.750L+0.750S+H 2.471 2.471 +D+0.60W+H 1.205 1.205 +D+0.910E+H 1.205 1.205 +D+0.750Lr+0.750L+0.450W+H 1.768 1.768 +D+0.750L+0.750S+0.450W+H 2.471 2.471 Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 5673 S.Redwood Road#21-21�ro)ect Descr: r .x 16 STRUCTURAL ENGINEERS Taylorville,Utah 84123 801-326-8018 Print^a to NAR 2017.2 3PM File=K:12 01 711 7 0 0 5f-11GER6NI-1.EC6 `- WOOCI Beam.. ENERCALC,INC.1983-2016,Build:6.16.3.4,Ver:6.16.3.4 F Description: Roof Beam 5 CODE REFERENCES _ Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(8)Lr(7.5)S(16.9) I 5.125x27 Span=9.250 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: D=8.0, Lr=7.50, S=16.90 k 6.0 ft,(Roof Loadinq) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.368: 1 Maximum Shear Stress Ratio = 0.577 : 1 Section used for this span 5.125x27 Section used for this span 5.125x27 fb:Actual = 1,014.37 psi fv:Actual = 175.86 psi FB :Allowable = 2,760.00 psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.009ft Location of maximum on span = 7.022 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.028 in Ratio= 3908>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.014 in Ratio= 8062>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 I Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=9.250 ft 1 0.153 0.239 0.90 1.000 1.00 1.00 1.00 1.00 1.00 17.11 329.72 2160.00 5.26 57.03 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.250 ft 1 0.137 0.215 1.00 1.000 1.00 1.00 1.00 1.00 1.00 17.11 329.72 2400.00 5.26 57.03 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.250 ft 1 0.211 0.331 1.25 1.000 1.00 1.00 1.00 1.00 1.00 32.88 633.56 3000.00 10.13 109.77 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.250 ft 1 0.368 0.577 1.15 1.000 1.00 1.00 1.00 1.00 1.00 52.64 1,014.37 2760.00 16.22 175.86 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.250 ft 1 0.186 0.292 1.25 1.000 1.00 1.00 1.00 1.00 1.00 28.93 557.60 3000.00 8.91 96.58 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 /%0160V4 5673 S.Redwood Road#21-21�roject Descr: 17 Taylorsville,Utah 84123 SRUCILCRAL EiVGtNE EFtS 801-326-8018 Pdnted:16 MAR ',;pV__ He-K i2017\17005T-1lGERONI 1.EC6 [Wood Beam ENERCALC,INC.1933-2016,Budd:6,16.3.4,Ver 6.16.3.4 1 Description: Roof Beam 5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M fb F'b V fV F'v Length=9.250 ft 1 0.306 0.480 1.15 1.000 1.00 1.00 1.00 1.00 1.00 43.75 843.21 2760.00 13.48 146.15 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.250 ft 1 0.086 0.135 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17.11 329.72 3840.00 5.26 57.03 424.00 +1.030D+0.910E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.250 ft 1 0.088 0.139 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17.63 339.74 3840.00 5.42 58.76 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9,250 ft 1 0.145 0.228 1.60 1.000 1.00 1.00 1.00 1.00 1.00 28.93 557.60 3840.00 8.91 96.58 424.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.250 It 1 0.220 0.345 1.60 1.000 1.00 1.00 1.00 1.00 1.00 43.75 843.21 3840.00 13.48 146.16 424.00 +1.023D+0.750L+0.750S+0.6825E+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.250 ft 1 0.222 0.348 1.60 1.000 1.00 1.00 1.00 1.00 1.00 44.14 850.72 3840.00 13.60 147.45 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.250 it 1 0.052 0.081 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.27 197.83 3840.00 3.16 34.22 424.00 +0.5696D+0.910E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.250 ft 1 0.049 0.077 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.75 187.82 3840.00 3.00 32.49 424.00 Overall Maximum Deflections Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Defl Location in Span S Only 1 0.0284 5,030 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.887 16.290 Overall MINimum 1.770 3.197 +D+H 2.949 5.328 +D+L+H 2.949 5.328 +D+Lr+H 5.585 10.193 +D+S+H 8.887 16.290 +D+0.750Lr+0.750L+H 4.926 8.977 +D+0.750L+0.750S+H 7.403 13.549 +D+0.60W+H 2.949 5.328 +D+0.910E+H 2.949 5.328 +D+0.750Lr+0.750L+0.450W+H 4.926 8.977 +D+0.750L+0.750S+0.450W+H 7.403 13.549 +D+0.750L+0.750S+0.6825E+H 7.403 13.549 +0.60D+0.60W+0.60H 1.770 3.197 +0.60D+0.910E+0.60H 1.770 3.197 D Only 2.949 5.328 Lr Only 2.635 4,865 L Only S Only 5.938 10.962 W Only E Only*1.30 H Only +D+H 2.949 5.328 +D+L+H 2.949 5.328 +D+Lr+H 5.585 10.193 +D+S+H 8.887 16.290 +D+0.750Lr+0.750L+H 4.926 8.977 +D+0.750L+0.750S+H 7.403 13.549 +D+0.60W+H 2.949 5.328 +D+0.910E+H 2.949 5.328 +D+0.750Lr+0.750L+0.450W+H 4.926 8.977 +0+0.750L+0.750S+0.450W+H 7.403 13.549 Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 i 5673 S.Redwood Road#21-2grolect Descr. 18 r Taylorsville,Utah 84123 STRUCTURAL ENGINEERS 801-326-8018 ?rimed:41 FEB 2017.1'ADAM File=K:12017\17005T-1\GERONI-1.EC6 Steel Beam ENERCALC,INC.1983-2016Build6.16.3,4,Ver:616.3.4 t.ttt;t Description: Canopy Beam CODE REFERENCES Calculations per AISC 360-10 IBC 2015,ASCE 7-10 Load Combination Set: ASCE 7-10 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 D(0.04)1-10.04)S(0.076) i Span=21.0ft - C9xl5 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.020, Lr=0.020, S=0.0380 ksf, Tributary Width=2.0 ft,(Canopy) DESIGN SUMMARY • • Maximum Bending Stress Ratio = 0.902: 1 Maximum Shear Stress Ratio= 0.030 : 1 Section used for this span C9x15 Section used for this span C9x15 Ma:Applied 7.221 k-ft Va:Applied 1.376 k Mn/Omega:Allowable 8.008 k-ft Vn/Omega:Allowable 46.078 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 10.500ft 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 0.226 in Ratio= 1115>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.163 in Ratio= 1542 >=180 Max Upward Total Deflection 0.000 In Ratio= 0<180 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/0mega Cb Rm Va Max Vnx Vnx/0mega +D+H Dsgn.L= 21.00 ft 1 0.379 0.013 3.03 3.03 13.37 8.01 1.14 1.00 0.58 76.95 46.08 +D+L+H Dsgn.L= 21.00 ft 1 0.379 0.013 3.03 3.03 13.37 8.01 1.14 1.00 0.58 76.95 46.08 +D+Lr+H Dsgn.L= 21.00 ft 1 0.654 0.022 5.24 5.24 13.37 8.01 1.14 1.00 1.00 76.95 46.08 +D+S+H Dsgn.L= 21.00 ft 1 0.902 0.030 7.22 7.22 13.37 8.01 1.14 1.00 1.38 76.95 46.08 +D+0.750Lr+0.750L+H Dsgn.L= 21.00 ft 1 0.585 0.019 4.69 4.69 13.37 8.01 1.14 1.00 0.89 76.95 46.08 +D+0.750L+0.750S+H Dsgn.L= 21.00 ft 1 0.771 0.026 6.17 6.17 13.37 8.01 1.14 1.00 1.18 76.95 46.08 +D+0.60W+H Dsgn.L= 21.00 ft 1 0.379 0.013 3.03 3.03 13.37 8.01 1.14 1.00 0.58 76.95 46.08 +D+0.70E+H Dsgn.L= 21.00 ft 1 0.379 0.013 3.03 3.03 13.37 8.01 1.14 1.00 0.58 76.95 46.08 +D+0.750Lr+0.750 L+0.450W+H Dsgn.L= 21.00 ft 1 0.585 0.019 4.69 4.69 13.37 8.01 1.14 1.00 0.89 76.95 46.08 +D+0.750L+0.750S+0.450W+H Dsgn.L= 21.00 ft 1 0.771 0.026 6.17 6.17 13.37 8.01 1.14 1.00 1.18 76.95 46.08 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 21.00 ft 1 0.771 0.026 6.17 6.17 13.37 8.01 1.14 1.00 1.18 76.95 46.08 +0.60D+0.60W+0.60H Dsgn.L= 21.00 ft 1 0.227 0.008 1.82 1.82 13.37 8.01 1.14 1.00 0.35 76.95 46.08 +0.60D+0.70E+0.60H Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 - ro ect Descr: � 5673 S.Redwood Road#21-2� 1 19 Taylorville,Utah 84123 STRUCTURAL ENGINEERS 801-326-8018 File-K:12017117005T-11GERONI-1 EC6 Steel Beam ENERCALC,INC.1983-2016 Build:6.16.34 Ver:6.16.3.4 Description: Canopy Beam Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 21.00 It 1 0.227 0.008 1.82 1.82 13.37 8.01 1.14 1.00 0.35 76.95 46.08 Overall Maximum Deflections Load Combination Span Max."-*Defl Location in Span Load Combination Max.Y'Deft Location in Span S Only 1 0.2259 10.560 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.376 1.376 Overall MINimum 0.347 0.347 +D+H 0.578 0.578 +D+L+H 0.578 0.578 +D+Lr+H 0.998 0.998 +D+S+H 1.376 1.376 +D+0.750Lr+0.750L+H 0.893 0.893 +D+0,750L+0.750S+H 1.176 1.176 +D+0.60W+H 0.578 0.578 +D+0.70E+H 0.578 0.578 +D+0.750Lr+0.750L+0.450W+H 0,893 0.893 +D+0.750L+0.750S+0.450W+H 1.176 1.176 +D+0.750L+0.750S+0.5250E+H 1.176 1.176 +0.60D+0.60W+0.60H 0.347 0.347 +0.60D+0.70E+0.60H 0.347 0.347 D Only 0.578 0.578 Lr Only 0.420 0.420 L Only S Only 0.798 0.798 W Only E Only H Only +D+H 0.578 0.578 +D+L+H 0.578 0.578 +D+Lr+H 0.998 0.998 +D+S+H 1.376 1.376 +D+0.750Lr+0.750L+H 0.893 0.893 +D+0.750L+0.750S+H 1.176 1.176 +D+0.60W+H 0.578 0.578 +D+0.70E+H 0.578 0.578 +D+0.750Lr+0.750L+0.450W+H 0.893 0.893 +D+0.750L+0.750S+0.450W+H 1.176 1.176 Sht Number: Design of Timber Connections Job Number: 17005 Based on the NDS Date: 2/20/2017 By: )B Job Description: Geronimo Pad 5 Connection Description: Canopy Connections Input Parameters: Connection Type ==> 5 STEEL SIDE PLATE SINGLE SHEAR CONNECTION Wood is Main Member - Steel is Side Member Bolt: Wood Main Member: N.A. D = 0.750" Gm = 0.49 Gs = Fyb = 45 ksi Fell = 5488 psi Fell _ Fel = 2504 psi Fel = Steel Side Member: Lm = 12.00" Ls = Fu_steel = 58 ksi 0m = 450 0s = tPLATE = 0.250" Fees = 3439 psi Feem = E = 29,000 ksi Em = 1,600 ksi Es = Fe = 87.00 ksi Connection Geometry: 0max = 450 Lm = 12.00" Ls = 0.25" n = 1 Fem = 3.44 ksi Fes = 87.00 ksi S = 6.00" Em = 1,600 ksi Es = 29,000 ksi Rows = 2 AM = 96.00 in2 As = 14.00 in2 Connection Adjustment Factors (NDS 10.3): Connection Adjustment Factors (NDS 10.3): CD = 1.00 CM = 1.00 Ct = 1.00 Co = 1.00 Group Action Factor (Cg) (NDS 10.3.6): Mo_M2n) 1+REA� - Cg n (1+REAmn)(1+m)-1+men l 1_m 7 = 175370 lb/in REA = 0.3783 sr 1 1 u = 1.00 u=1+r2 E +E A m = 0.91 s s Schematic Connection Tvae u z —1 C9 = 1.000 Connection Allowable Capacity: Z' = Z(CD)(CM)(Ct)(Co)(C9) __> Z' = 1193 lb/bolt Connection Capacity = Z'(N)(Rows) ==>I Connection Capacity = 2386 Ib Req'd Cap: 364 p/f Resultant Sp: 78.66" (364#11t-->78.66"max Spacing) 1:2 Failure Modes (NDS Table 11.3.1): 21 IM: Mode I - Main Member Capacity (Crushing in Main Member): Ke = 1.13 z = D� m F'ern KO = 0.00 Z = 6877 lb R d Rd = 4.5000 IS: Mode I - Side Member Capacity (Crushing in Side Member): Z _ 1VD,e -F Ke = 1.13 Kp = 0.00 Z = 3625 lb Rd Rd = 4.5000 N = 1 II: Mode II - Member Capacity (Rotation of Fastener): k D� F KO - 1.13 Z= 1 S es Kp = 0.00 Z = 3131lb Rd Rd = 4.0500 k _ Re+2R2(1+I +I�Z)+RZR3 Re = 0.040 Rt = 48.00 ki = 0.7773 IIIM: Mode III - Main Member Capacity (Plastic Hinge & Crushing in Main Member): Z= k2De mF KO = 1.13 Kp = 0.00 (1+2R)Rd Rd = 3.6000 Z = 3622 Ib 2F,(1+21�)& Re = 0.040 3F e2 kz = 0.45 IIIs: Mode III - Side Member Capacity (Plastic Hinge & Crushing in Side Member): NkKe = 1.13 Z= S'Fm Kp = 0.00 Z = 1193 lb (2+R)Rd Rd = 3.6000 N = 1 2(1+R)+2F6(2+Re)D2 Re = 0.040 R 3Fm22 k3 = 13.59 IV: Mode IV Connection Capacity (Two Plastic Hinges Per Shear Plane): Z= AD 21�'emF b Kp = 0.00 Rd 3(1+Re) Rd = 3.6000 Z = 1557 lb N = 1 Re = 0.040 Controlling Bolt Capacity: Z = 1193 lb/bolt Controlling Equation #: IIIS: 2:2 22 SHEET NUMBER! _...___........__.__ JOB NUMBER; I STRUCTURAL ENGINEERS GATE: BY: TITLE: € € + 3 : •�� '��rf"r�.I �z ��i5"` fae � '�.Y➢ .. ,vf .nnswz�el. '�� i 3 t ; s � l i }1 i 33 {I { jjyJ {33° St J3 t( ii {!i33s 3j F �! Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 5673 S.Redwood Road#21-0rotect Descr: 23 - IJ Taylorsville,Utah 84123 STRUCTURAL ENGINEERS 801-326-8018 rinled.?T FES 201; 1'..32AM File=K.12017117005T-14GERONI-1.6 1.Steed 'COS U 11111 ENERCALC,INC.1983-2016,Build.6.16.3.4,Ver:6.16.3.4 Description: Interior Columns Code References Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Steel Section Name: HSS6x6x1/4 Overall Column Height 18.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top &Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns Fy:Steel Yield 36.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=18.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=18.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:342.360 Ibs'Dead Load Factor AXIAL LOADS... Roof:Axial Load at 18.0 ft,D=16.0,LR=15.0,S=33.80 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6952 :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 50.142 k Bottom along Y-Y 0.0 k Pn I Omega:Allowable 72.128 k Ma-x:Applied 0.0 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 20.120 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 20.120 k-ft Along X-X 0.0 in at 0.0ft above base for load combination PASS Maximum Shear Stress Ratio= 0.0 :1 Load Combination Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.0 k Vn/Omega:Allowable 0.0 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.227 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.227 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.435 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.695 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.383 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+H 0.578 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.227 PASS 0.00 ft 0.000 PASS 0.00 ft +1.068D+2.10E+H 0.242 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.450W+H 0.383 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.450W+H 0.578 PASS 0.00 ft 0.000 PASS 0.00 ft +1.051 D+0.750L+0.750S+1.575E+H 0.590 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.60W+0.60H 0.136 PASS 0.00 ft 0.000 PASS 0.00 ft +0.5324D+2.10E+0.60H 0.121 PASS 0.00 ft 0.000 PASS 0.00 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 16.342 k Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 5673 S.Redwood Road#21-Droject Descr: 24 Taylorville,Utah 84123 STRUCTURAL ENGINEERS 801-326-8018 a FF82C1' 1+32Ar,,l File-K Q017117005f-11GERONI-1.EC6 [Steel Column ENERCALC,INC.1983-2016,BwId6.163,4,Ver:6.16.3.4 1.�t•:1 s -:,� Description: Interior Columns Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+L+H k k 16.342 k +D+Lr+H k k 31.342 k +D+S+H k k 50.142 k +D+0.750Lr+0.750L+H k k 27.592 k +D+0.750L+0.750S+H k k 41.692 k +D+0.60W+H k k 16.342 k +D+2.10E+H k k 16.342 k +D+0.750Lr+0.750L+0.450W+H k k 27.592 k +D+0.750L+0.750S+0.450W+H k k 41.692 k +D+0.750L+0.750S+1.575E+H k k 41.692 k +0.60D+0.60W+0.60H k k 9.805 k +0.60D+2.10E+0.60H k k 9.805 k D Only k k 16.342 k Lr Only k k 15.000 k L Only k k k S Only k k 33.800 k W Only k k k E Only'3.0 k k k H Only k k k +D+H k k 16.342 k +D+L+H k k 16.342 k +D+Lr+H k k 31.342 k +D+S+H k k 50.142 k +D+0.750Lr+0.750L+H k k 27.592 k +D+0.750L+0.750S+H k k 41.692 k +D+0.60W+H k k 16.342 k +D+2.10E+H k k 16.342 k +D+0.750Lr+0.750L+0.450W+H k k 27.592 k +D+0.750L+0.750S+0.450W+H k k 41.692 k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only.3.0 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSSWA/4 Depth = 6.000 in I xx = 28.60 in^4 1 = 45.600 in^4 S xx = 9.54 in^3 Width = 6.000 in R xx = 2.340 in Wall Thick = 0.250 in Zx = 11.200 in^3 Area = 5.240 in^2 I yy = 28.600 in"4 C = 15.400 in"3 Weight = 19.020 plf S yy = 9.540 in^3 Ryy = 2,340 in Ycg = 0.000 in Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 ro ect Descr: 5673 S.Redwood Road#21-2� 1 25 srttcruRAthlGli,EE125 Taylorville,Utah 84123 801-326-8018 _ __ ?r:Me�:17 FES 2017.11,32AN1 Steel Column File=K:12017117005T•-11GERONI•-1.EC6 ENERCALC,INC.1983-2016 Build:6.16.3:4,Ver:6.16:3.4 �r• s, I= n.riT- Description: Interior Columns ea sew I �..MM ..,...::..., S a.54 x; M.i Lsu i kd� C � �l Load 1 .....__ X Co' ml n i I q� 91� . ............ . Y .............................,. 6.ODin.._,_...,_,..._,_,_,_._......_.,..,..,.� Loads are total entered value.Arrows do not reflect absolute direction. .......................-._. ........._..._....--------- Sht Numb ASODeslyn" Design of Wood Columns Based on the NDS - ]abNumber:E 17005 2/20/2017 Design of Steel Columns Based on the AISC 360 Dater ; 26 M-1n I eu,.l,on mseiace:oe::0 By:I 28 ._...._....._...._...............L............._._......_......._._.--"""'---'-------- Blue Cells Must be Entered Manually WOOD WOOD wood WOOD I Wood j (1)6x8 (1)6x8 Species B Grade DTimbers sl DF Timbers#I Species&Glade Designation Column 1 Column 2 Column 3 Column 4 Column 5 Designation Description Roof Beam 1 Roof Beam 5 Description Lb„(ft) 14.5 14.5 Lb.(ft) L„y(tt) 2.0 2.0 L„y(ft) P or T DL I LL(kip) 8.00 16.90 7.38 15.38 P or T DL I LL(kip) P.or T.(kip) 24.90 22.76 P.or TB(kip) e.I ey e.I a. Column y(pco/SW(pl/) 34.0 9.7 34.0 9.7 Column y(pct)/SW(plfJ w.I wy(pif) W.I Wy(Plf) Wu.I wu_y(Plf) wu_.I Wu_y(Plf) Wp.rt.I Wa.n_y(Plf) ww•t_=I wp•rk,(Plf) Strt Dist From Bot Strt Dist From Bot End Dist From Bot End Dist From Sot Wwn.I W'.n_y(Plf) Ww.t.I WwK_y(Plf) PL1.I PL1_y(lbs) Pu_.I PLL_y(lbs) Location x-x I y-y(ft) Location x-x I y-y(ft) PLi.I Pu_y(Ibs) PLL_.I Pu_r(lbs) PLz_.I PL2_y(Ibs) PL2_.I PL2_y(lbs) Location x-x I y-y(ft) Location x-x I y-y(ft) PL2_.I PL2_y(Ibs) PL2_.I PL2_y(lbs) CD"mt I Co L,t 1.00 1.60 1.00 1.60 Cb I D.N.A. C,I Wet Use(Y/N) 1.00 1.00 1.00 1.00 U I Ay-AB(in2) Ct I CI 1.00 1.00 1.00 1.00 D.N.A. Cr I Cf. 1.00 1.00 1.00 1.00 K2 I D.N.A. K*.I K,y 1.00 1.00 1.00 1.00 K.I Ky %W.for e %W.for e b I d(in) 5.5 7.5 5.5 7.5 by 1 d(in) Ex I Ey(psi) 1,600,000.0 1,600,000.0 1,600,000.0 1,600,000.0 Ap I An(in) E'x I E'y(psi) 1,600,000 1,600,000 1,600,000 1,600,000 Ex I Ey(psi) E.,,.I E,ny,.y(psi) 580,000.0 580,000.0 580,000.0 580,000.0 r.I ry(in) E'p n..I E',n,r-y(psi) 580,000.0 580,000.0 580,000.0 580,000.0 T,I Tnr(kips) CM-E I CM•rc 1.00 1.00 1.00 1.00 Zpc FL I i4-R. CM-b I Cm+r,-P p 1.00 1.00 1.00 1.00 Xp.,WED I I4-cWEB CM-t I CF-, 1.00 1.00 1.00 1.00 bF/2tF or b/t 1 h/tyy or hlt Cy I CL 1.00 1.00 1.00 1.00 Q,.,I Q,-, Le,/d I Ley/b 23.2 4.4 23.2 4.4 Kl-jr.I KLy/ry Le/(d or b)Max I e 50 0.80 50 0.80 KL/r Max 14.71(E/Fy)" f,I ft(psi) 603.6 0.0 551.8 0.0 FQ I Fu.FrB(ksi) F,I FT(psi) 1000.00 625.00 1000.00 625.00 fITy I I1TR P I P,(psi) 648 625.00 648 625.00 P.(Kips)194 PTL-Au I TTL_.0(kip) P=26.72 T=25.78 P=26.72 T=25.78 Pn/f2 I T„/12(kip) Comp or Tension 93.20/a Stressed 85.2%Stressed Comp or Tension e.(in)I ey(In) 0.000 0.000 0.000 0.000 e,(in)I ey(in) CF.b I D.N.A. 1.00 1.00 Me,I M,(k*ft) Fb.I Fby(psi) 1200.00 1200.00 1200.00 1200.00 Mn LTB or WLB(k*ft) D.N.A.I D.N.A. MnFLB(k*ft) Ix 11,(in') 193.36 103.98 193.36 103.98 Ix I I (in') Lateral Rxn(lbs)x I y 0.0 0.0 0.0 0.0 Lateral Rxn(lbs)x I y Z-1-PLT I Cey/Cb,(lbs) 97.00 0.67 97.00 0.67 Xp-FL-B I A,FL-B Plate Nails/Mmbr 0.0 0.0 0.0 0.0 XP-MB.B I X,WEB-B A34 or A35 Req'd LP I L, (ft) F*bx I F'b. 1920.00 1916.65 1920.00 1916.65 Fy(ksl)I nb F*by I Pby 1920.D0 1920.00 1920.00 1916.65 Z.(in)14(in') fb.I fby(PSI) 0.00 0.00 0.00 0.00 fb.I fby(ksi) S.I Sy(in') 51.56 37.81 51.56 37.81 S.I Sy(in) MTL_m.(k-ft) 0.00 0.00 0.00 0.00 MTL M,.(k-ft) MTL-ALL(k-ft) 8.2 6.1 8.2 6.0 Mn/I2(k*ft) Bending 0.00% 0.00% Bendin Max TL A Ratio L/240 L/240 Max TL A Ratio Allowable TL A Allowable TL e A,,_MB.(in) 0.000 0.000 0.000 0.000 ATL_m x(in) ATL_&L(in) 0.73 0.73 0.73 0.73 ATL_ALL(in) Actual TL A L/Infini L/Infinity Actual TL A Plate Material DF#2 DF#2 D.N.A. Ftp«p I F'tp„p(Psi) 625.0 625.00 625.0 625.00 Fa(ksl)1 3gS.ho P.(kip)I f,perp(psi) P=25.78 603.64 P=25.78 551.83 D.N.A. Plate Bearing 96.580/0 88.29% D.N.A. Le B.dirg(ft) 4.12 26.68 4.12 26.68 L.BerdnB(ft) RB I D.N.A. 3.50 3.50 Max I(1-11-1a)or(Hl-lb) FM(Psi) 56779.9 56779.9 Tension or Compression CompoRTens&Bend 93.200% 85.20% CompoRTens&Bend Interaction Adequate Adequate_ Interaction Gaide Class TIMBERS T3MSERS Shape 20D6 NDS Wood Column Design Witt Bending and Ecc y 3.41 by B.Saxey I:l Column Design 1 27 Sht Number: Design of Wood Columns Job Number: 17005 Based on the NDS Date: 2/20/2017 By: 3B Project: Geronimo Pad 5 Description:Trimmer Studs Luy 2.00 ft CD we 1.60 %Max Stress l00% UPDATE SCHEDULE Allowable A Limit L/360 CD_vert 1.60 Increment 0.10 k Wind Pressure,wx 20.00 psf Cr -2.00 T or C Compression e, d/4 ey 0 NQt� %W«for A 70% Plate Material DF#2 Luy=-1:Set Luy Equal to Lux. Cr=-2.Use 18C'System Factor"Where Applicable or Default Cr Otherwise. Cr=-1:Use Default Cr(1.15 for Dlm Lumber,1.04 for SCL,1.0 for Built-up Members or Otherwise). Section Section Unbraced Length,Lux(Feet) Wind Sheet Number Name Species 8.00 ft 9.00 ft 10.00 ft 13.00 ft 14.50 ft Tributary For Reference Calculations (1)2x6 DF#2 4.60 k 3.90 k 3.20 k 1.80 k 1.30 k 1.33 ft <--See Sheet:Schedule 1 (2)2x6 DF#2 8.60 k 7.40 k 6.40 k 4.00 k 3.20 k 1.33 ft <--See Sheet:Schedule 2 (3)2x6 DF#2 13.30 k 11.60 k 10.10 k 6.70 k 5.50 k 1.33 ft <--See Sheet:Schedule 3 (4)2x6 DF 42 18.00 k 15.80 k 13.80 k 9.40 k 7.70 k 1.33 ft <--See Sheet:Schedule 4 (1)6x6 DF Timbers#1 16.10 k 14.30 k 12.60 k 8.60 k 7.10 k 1.33 ft <--See Sheet:Schedule 5 +Loads=Compression -Loads=Tension Maximum Stress Ratio 8.00 ft 9.00 ft 10.00 ft 13.00 ft 14.50 ft (1)2x6 98% 99% 97% 96% 96% (2)2x6 100% 99% 99% 97% 99% (3)2x6 100% 99% 99% 99% 100% (4)2x6 100% 100% 99% 100% 98% (1)6x6 99% 100% 100% 100% 100% Deflection Ratio 8.00 ft 9.00 ft 10.00 ft 13.00 ft 14.50 ft (1)2x6 L/1862 L/1307 L/953 L/434 L/313 (2)2x6 L/3723 L/2615 L/1906 L/868 L/625 (3)2x6 L/5585 L/3922 L/2859 L/1301 L/938 (4)2x6 L/7446 L/5230 L/3812 L/1735 L/1251 (1)6x6 L/6826 L/4794 L/3495 L/1591 L/1146 Adeausacy Check 8.00 ft 9.00 ft 10.00 ft 13.00 ft 14.50 ft (1)2x6 Adequate Adequate Adequate Adequate Inadequate (2)2x6 Adequate Adequate Adequate Adequate Adequate (3)2x6 Adequate Adequate Adequate Adequate Adequate (4)2x6 Adequate Adequate Adequate Adequate Adequate (1)6x6 Adequate Adequate Adequate Adequate Adequate 2006 NDS Wood Column Design with Bending and Ecc v 3.2 by B.Saxey 1:1 Column Schedule 28 Sheet Number: txr „R Job Number: 17005 Date: 2 20 2017 By: JDB Project : Geronimo Pad 5 Description: Typical Stud Design STUD CAPACITY Location = Typical Grade= DFLN STUD Dead Load = 475 plf Fb = 650 psi Snow Load = 570 plf Fc= 900 psi Live Load = 300 plf E = 1,400 ksi Wind Force= 20 psf Cd = 0.9 w/Dead Load Stud Size= 2x6 Cd = 1.15 w/Snow Spacing = 16 in Cd = 1.60 w/Wind Height= 16 ft Cf= 1.10 w/Compression Width = 5.50 in Cf= 1.35 w/Bending Thickness = 1.50 in Cc= 1.35 w/Bending Area = 8.25 in^2 Kce = 0.30 Section = 7.56 in^3 c=1 0.80 D I D+S I D+.75 L+S D+.75 W+L+S .6D+W OK OK OK OK OK Unity Check= 0.27 0.54 0.58 0.94 0.86 Axial = 703.70 1463.70 1573.70 1573.70 422.22 Moment= n/a n/a n/a 3840.00 10240.00 fc= 85.30 177.42 190.75 190.75 51.18 fb = n/a n/a n/a 507.77 1354.05 Fce = 344.65 344.65 344.65 344.65 344.65 F*c= 1138.50 1584.00 1584.00 1584.00 1584.00 Fce/F*c= 0.30 0.22 0.22 0.22 0.22 Cp = 0.28 0.21 0.21 0.21 0.21 F'c= 319.68 327.57 327.57 327.57 327.57 F'b= n/a n/a n/a 1895.40 1895.40 Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 5673 S.Redwood Road#21-0rolect Descr. 29 TayloSTRUCTURAL ENGINEERS 801-3 6-80,Utah 84123 801-326-8018 ......... ..... _._. _.. _ __ _ Printed 7 FEB 201 1 t 2ii'•.td Wood CO�Ullill File=,K.12017117005T--11GERONI-1.EC6. ENERCALC,INC.1983-2016,Build.6.16 3.4,Ver.6.16.3.41 Description: King Studs(End Zone) Code References - ._... . - - ----- ---. Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 4-2x6 End Fixities Top Fixed, Bottom Fixed Wood Grading/Manuf. Graded Lumber Overall Column Height 14.50 ft Wood Member Type Sawn Us ar frr;3<3r; r>ieru.,:a;Cal et,iar,'or,> Exact Width 6.0 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Fb-Tension 900.0 psi Fv 180.0 psi Area 33.0 in^2 Cf or Cv for Compression 1.10 Ix 83.188 in^4 Cf or Cv for Tension 1.30 Fb-Compr 900.0 psi Ft 575.0 psi ly 99.0 in"4 Cm:Wet Use Factor 1.0 Fc-Prll 1,350.0 psi Density 31.20 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1 0 i >,;.>z Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=14.50 ft,K=0.65 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included: 103.675 Ibs*Dead Load Factor BENDING LOADS. .. Wind: Lat.Uniform Load creating Mx-x,W=0.2280 k/ft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8149:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W+H Top along Y-Y 1.653 k Bottom along Y-Y 1.653 k Governing NDS Forumla Comp+ Mx(, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.3408 in at 7.299 ft above base Applied Axial 0.1037 k for load combination:W Only Applied Mx -2.397 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 It above base Fc:Allowable 875.72 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.1670 :1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 0.0 ft Applied Design Shear 45.082 psi Allowable Shear 180.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 1.000 0.590 0.003588 PASS 0.0 ft 0.0 PASS 14.50 ft +D+L+H 1.000 0.590 0.003588 PASS 0.0 ft 0.0 PASS 14.50 ft +D+Lr+H 1.000 0.590 0.003588 PASS 0.0 ft 0.0 PASS 14.50 ft +D+S+H 1.000 0.590 0.003588 PASS 0.0 ft 0.0 PASS 14.50 ft +D+0.750Lr+0.750L+H 1.000 0.590 0.003588 PASS 0.0 ft 0.0 PASS 14.50 ft +D+0.750L+0.750S+H 1.000 0.590 0.003588 PASS 0.0 ft 0.0 PASS 14.50 ft +D+0.60W+H 1.000 0.590 0.8149 PASS 0.0 ft 0.1670 PASS 0.0 ft +D-0.60W+H 1.000 0.590 0.8149 PASS 0.0 ft 0.1670 PASS 0.0 ft +1.030D+0.70E+H 1.000 0.590 D.003697 PASS 0.0 ft 0.0 PASS 14.50 ft +1.030D-0.70E+H 1.000 0.590 D.003697 PASS 0.0 ft 0.0 PASS 14.50 ft +D+0.750Lr+0,750L+0.450W+H 1.000 0.590 0.6112 PASS 0.0 ft 0.1252 PASS 1 0.0 ft +D+0.750Lr+0.750L-0.450W+H 1.000 0.590 0.6112 PASS 0.0 ft 0.1252 PASS 0.0 ft Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 5673 S.Redwood Road#21-0roiect Descr: 30 Taylorville,Utah 84123 STRUCTURAL ENGINEERS 801-326-8018 Printed:17 FEB 2017,1 i 25AM Wood Column File=K12017WO05T-11GERONH.EC6 ElINC,1983-2016 Build 6 16 3 4,Ver.6.16.3.4 Description: King Studs(End Zone) Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+0.750L+0.750S+0,450W+H 1.000 0.590 0.6112 PASS 0.0 ft 0.1252 PASS 0.0 ft +D+0.750L+0.750S-0.450W+H 1.000 0.590 0.6112 PASS 0.0 ft 0.1252 PASS 0.0 ft +1.023D+0.750L+0.750S+0.5250E+H 1.000 0.590 0.003669 PASS 0.0 ft 0.0 PASS 14.50 ft +1.023D+0.750L+0.750S-0.5250E+H 1.000 0.590 D.003669 PASS 0.0 ft 0.0 PASS 14.50 ft +0.60D+0.60W+0.60H 1.000 0.590 0.8140 PASS 0.0 ft 0.1670 PASS 0.0 ft +0.60D-0.60W+0.60H 1.000 0.590 0.8140 PASS 0.0 ft 0.1670 PASS 0.0 ft +0.5696D+0.70E+0.60H 1.000 0.590 0.002044 PASS 0.0 ft 0.0 PASS 14.50 ft +0.5696D-0.70E+0.60H 1.000 0.590 0.002044 PASS 0.0 ft 0.0 PASS 14.50 ft Maximum Reactions- Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 0.104 k +D+L+H k k 0.104 k +D+Lr+H k k 0.104 k +D+S+H k k 0.104 k +D+0.750Lr+0.750L+H k k 0.104 k +D+0.750L+0.750S+H k k 0.104 k +D+0.60W+H k 0.992 0.992 k 0.104 k +D-0.60W+H k -0.992 -0.992 k 0.104 k +D+0.70E+H k k 0.104 k +D-0.70E+H k k 0.104 k +D+0.750Lr+0.750L+0.450W+H k 0.744 0.744 k 0.104 k +D+0.750Lr+0.750L-0.450W+H k -0.744 -0.744 k 0.104 k +D+0.750L+0.750S+0.450W+H k 0.744 0.744 k 0.104 k +D+0.750L+0.750S-0.450W+H k -0.744 -0.744 k 0.104 k +D+0.750L+0.750S+0.5250E+H k k 0.104 k +D+0.750L+0.750S-0.5250E+H k k 0.104 k +0.60D+0.60W+0.60H k 0.992 0.992 k 0.062 k +0.60D-0.60W+0.60H k -0.992 -0.992 k 0.062 k +0.60D+0.70E+0.60H k k 0.062 k +0.60D-0.70E+0.60H k k 0.062 k D Only k k 0.104 k Lr Only k k k L Only k k k S Only k k k W Only k 1.653 1.653 k k -W k -1.653 -1.653 k k E Only k k k E Only'-1.0 k k k H Only k k k +D+H k k 0.104 k +D+L+H k k 0.104 k +D+Lr+H k k 0.104 k +D+S+H k k 0.104 k +D+0.750Lr+0.750L+H k k 0.104 k +D+0.750L+0.750S+H k k 0.104 k +D+O.60W+H k 0.992 0.992 k 0.104 k +D-0.60W+H k -0.992 -0.992 k 0.104 k +D+0.70E+H k k 0.104 k +D-0.70E+H k k 0A04 k +D+0.750Lr+0.750L+0.450W+H k 0.744 0.744 k 0A04 k +D+0.750Lr+0.750L-0.450W+H k -0.744 -0.744 k 0.104 k +D+0.750L+0.750S+0.450W+H k 0.744 0.744 k 0.104 k +D+0.750L+0.750S-0.450W+H k -0.744 -0.744 k 0.104 k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 5673 S.Redwood Road#21drolect Descr: „a 31 STRUCTURAL LIRIL ENGINEERS Taylorville,Utah 84123 801-326-8018 r:n ::17 FEB 2C1 .1.ai'•.t: Wood ColumnFile=K12017\17005T-11GERONI-t EC6 ENERCALC,INC.1983-2016,Build.6.16.3.4,Ver 6.16.3.4 L Description: King Studs(End Zone) Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance Lr Only 0.0000 in 0.000 It 0.000 in 0.000 It L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0,000 ft W Only 0.0000 in 0.000 ft 0.341 in 7.299 ft -W 0.0000 in 0.000 ft -0.341 in 7.299 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only'-1.0 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 It 0.000 in 0.000 ft Sketches Y M-x Loads w ' x o rr, L � a 4-2xb ti a&E 0.23W E'p, 6.0 in Loads are total entered value.Arrows do not reflect absolute direction. Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 5673 S.Redwood Road#21 Drotect Descr: 32 'J I I Taylorsville,Utah 84123 STRUCTURAL ENGINEERS 801-326-8018 P.rt d.:ri.;AN 20+7 12 35FI.t File=K:12017117005T-11DIN0XP-1.EC6 WOOd CO1.UClt11 ENERCALC,INC.1983-2016,Build:6.16.3,4,Ver.6.16.3.4 Description: King Studs typical 13'openings Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 3-2x6 End Fixities Top Fixed, Bottom Fixed Wood Grading/Manuf. Graded Lumber Overall Column Height 14.50 ft Wood Member Type Sawn (:1,e:9;;>r Exact width 4.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 24.750 in12 Cf or Cv for Compression 1.10 Fb-Tension 900.0 psi Fv 180.0 psi Ix 62.391 in14 Cf or Cv for Tension 1.30 Fb-Compr 900.0 psi Ft 575.0 psi Fc-Prll 1,350.0 psi Density 31.20 pcf ly 41.766 in^4 Cm:Wet Use Factor 1.0 Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi E:Modulus of Elasticityx-x Bending Bending Axial Cfu:Flat Use Factor 1.0 ••• g y-y g Kf:Built-up columns 1,0 ilDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No;non-gib orris) Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=14.50 ft,K=0.65 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:77.756 Ibs*Dead Load Factor BENDING LOADS. . . Wind: Lat.Uniform Load creating Mx-x,W=0.1760 klft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8388 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W+H Top along Y-Y 1.276 k Bottom along Y-Y 1.276 k Governing NDS Forumla Comp+ Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.3507 in at 7.299 ft above base Applied Axial 0.07776 k for load combination:W Only Applied Mx -1.850 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 875.72 psi for load combination:nla Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.1719 :1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 0.0 ft Applied Design Shear 46.40 psi Allowable Shear 180.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 1.000 0.590 D.003588 PASS 0.0 ft 0.0 PASS 14.50 ft +D+L+H 1.000 0.590 D.003588 PASS 0.0 ft 0.0 PASS 14.50 ft +D+Lr+H 1.000 0.590 0.003588 PASS 0.0 ft 0.0 PASS 14.50 ft +D+S+H 1.000 0.590 0.003588 PASS 0.0 ft 0.0 PASS 14.50 ft +D+0.750Lr+0.750L+H 1.000 0.590 0.003588 PASS 0.0 ft 0.0 PASS 14.50 ft +D+0.750L+0.750S+H 1.000 0.590 0.003588 PASS 0.0 ft 0.0 PASS 14.50 ft +D+0.60W+H 1.000 0.590 0.8388 PASS 0.0 ft 0.1719 PASS 0.0 ft +D-0.60W+H 1.000 0.590 0.8388 PASS 0.0 ft 0.1719 PASS 0.0 ft +1.030D+0.70E+H 1.000 0.590 0.003697 PASS 0.0 ft 0.0 PASS 14.50 ft +1.030D-0.70E+H 1.000 0.590 0.003697 PASS 0.0 ft 0.0 PASS 14.50 ft +D+0.750Lr+0.750L+0.450W+H 1.000 0.590 0.6291 PASS 0.0 ft 0.1289 PASS 0.0 ft +D+0.750Lr+0.75OL-0.450W+H 1.000 0.590 0.6291 PASS 0.0 ft 0.1289 PASS 0.0 ft Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 ' 5673 S.Redwood Road#21-Drolect Descr: 33 STRUCTURAL ENGINEERS Taylorville,Utah 84123 801-326-8018 File=K:12017117005T-10INOXIF-1.EC6 L Wood Column ENERCALC,INC.1983-2016 Build:616.3.4,Ver.6.16.3.4 Description: King Studs typical 13'openings Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+0.750L+0.750S+0.450W+H 1.000 0.590 0.6291 PASS 0.0 ft 0.1289 PASS 0.0 ft +D+0.750L+0.750S-0.450W+H 1.000 0.590 0.6291 PASS 0.0 ft 0.1289 PASS 0.0 ft +1.023D+0.750L+0.750S+0.5250E+H 1.000 0.590 0.003669 PASS 0.0 ft 0.0 PASS 14.50 ft +1.023D+0.750L+0.750S-0.5250E+H 1.000 0.590 0.003669 PASS 0.0 ft 0.0 PASS 14.50 ft +0.60D+0.60W+0.60H 1.000 0.590 0.8378 PASS 0.0 ft 0.1719 PASS 0.0 ft +0.60D-0.60W+0.60H 1.000 0.590 0.8378 PASS O.0 ft 0.1719 PASS 0.0 ft +0.5696D+0.70E+0.60H 1.000 0.590 D.002044 PASS 0.0 ft 0.0 PASS 14.50 ft +0.5696D-0.70E+0.60H 1.000 0.590 0.002044 PASS O.Oft 0.0 PASS 14.50 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 0.078 k +D+L+H k k 0.078 k +D+Lr+H k k 0.078 k +D+S+H k k 0.078 k +D+0.750Lr+0.750L+H k k 0.078 k +D+0.750L+0.750S+H k k 0.078 k +D+0.60W+H k 0.766 0.766 k 0.078 k +D-0.60W+H k -0.766 -0.766 k 0.078 k +D+0.70E+H k k 0.078 k +D-0.70E+H k k 0.078 k +D+0.750Lr+0.750L+0.450W+H k 0.574 0.574 k 0.078 k +D+0.750Lr+0.750L-0.450W+H k -0.574 -0.574 k 0.078 k +D+0.750L+0.750S+0.450W+H k 0.574 0.574 k 0.078 k +D+0.750L+0.750S-0.450W+H k -0.574 -0.574 k 0.078 k +D+0.750L+0.750S+0.5250E+H k k 0.078 k +D+0.750L+0.750S-0.5250E+H k k 0.078 k +0.60D+0.60W+0.60H k 0.766 0.766 k 0.047 k +0.60D-0.60W+0.60H k -0.766 -0.766 k 0.047 k +0.60D+0.70E+0.60H k k 0.047 k +0.60D-0.70E+0.60H k k 0.047 k D Only k k 0.078 k Lr Only k k k L Only k k k S Only k k k W Only k 1.276 1.276 k k -W k -1.276 -1.276 k k E Only k k k E Only*-1.0 k k k H Only k k k +D+H k k 0.078 k +D+L+H k k 0.078 k +D+Lr+H k k 0.078 k +D+S+H k k 0.078 k +D+0.750Lr+0.750L+H k k 0.078 k +D+0.750L+0.750S+H k k 0.078 k +D+0.60W+H k 0.766 0.766 k 0.078 k +D-0.60W+H k -0.766 -0.766 k 0.078 k +D+0.70E+H k k 0.078 k +D-0.70E+H k k 0.078 k +D+0.750Lr+0.750L+0.450W+H k 0.574 0.574 k 0.078 k +D+0.750Lr+0.750L-0.450W+H k -0.574 -0.574 k 0.078 k +D+0.750L+0.750S+0.450W+H k 0.574 0.574 k 0.078 k +D+0.750L+0.750S-0.450W+H k -0.574 -0.574 k 0.078 k Maximum Deflections for Load Combinations - - -.- Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft - - - Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 5673 S.Redwood Road#21-22rotect Descr: 34 STRUCTURAL ENGINEERS Taylorville,Utah 84123 801-326-8018 'P.irt d .a.;nN_o'. 1235PNI File=K:12017117005T-11DIN0XP--1.EC6 Wood Column ENERCALC,INC.1983-2016,Build 616:3.4,Ver:6,16.3.4' amt ,1 - Description: King Studs typical 13'openings Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 It S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.351 in 7.299 ft -W 0.0000 in 0.000 ft -0.351 in 7.299 It E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only -1.0 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches Y M-x Loads ms u� O vi a �s sez a a LO 9-2x6 s o.iaiar 4.50 in Loads are total entered value.Arrows do not reflect absolute direction. Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 5673 S.Redwood Road#21-22rolect Descr: 35 _J'_ Taylorsville,Utah 84123 STRUCTURAL ENGINEERS 801-326-8018 .... .... .__.. _ _.._ Prnlec.'7 PE82Q17,t'.ZTF Pd Wood Column File=-K:12017117005T-11GER0NI-1.EC6 ENERCALC,INC.19832016,Build:6.16.3.4,Ver:6.16.3.4 9,11•:1 Description: King Studs typical 10'openings Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2-2x6 End Fixities Top Fixed, Bottom Fixed Wood Grading/Manuf. Graded Lumber Overall Column Height 14.50 ft Wood Member Type Sawn i U"."e r;t)f ncr->!er<fer c'eicuia;;;xts Exact Width 3.0 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 16.50 in12 Cf or Cv for Compression 1.10 Fb-Tension 900.0 psi Fv 180.0 psi Ix 41.594 in^4 Cf or Cv for Tension 1.30 Fb-Compr 900.0 psi Ft 575.0 psi Fc-Prll 1,350.0 psi Density 31.20 pcf Iy 12.375 in^4 Cm:Wet Use Factor 1.0 Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 t!"'> Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=14.50 ft,K=0.65 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:51.838 Ibs*Dead Load Factor BENDING LOADS . . . Wind: Lat.Uniform Load creating Mx-x,W=0.1360 k/ft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9722:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W+H Top along Y-Y 0.9860 k Bottom along Y-Y 0.9860 k Governing NDS Forumla Comp+Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.4065 in at 7.299 ft above base Applied Axial 0.05184 k for load combination:W Only Applied Mx -1.430 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 875.72 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.1992 :1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 0.0 ft Applied Design Shear 53.782 psi Allowable Shear 180.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination _ C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 1.000 0.590 D.003588 PASS 0.0 ft 0.0 PASS 14.50 ft +D+L+H 1.000 0.590 D.003588 PASS 0.0 ft 0.0 PASS 14.50 ft +D+Lr+H 1.000 0.590 0.003588 PASS 0.0 ft 0.0 PASS 14.50 ft +D+S+H 1.000 0.590 D.003588 PASS 0.0 ft 0.0 PASS 14.50 ft +D+0.750Lr+0.750L+H 1.000 0.590 0.003588 PASS 0.0 ft 0.0 PASS 14.50 ft +D+0.750L+0.750S+H 1.000 0.590 0.003588 PASS 0.0 ft 0.0 PASS 14.50 ft +D+0.60W+H 1.000 0.590 0.9722 PASS 0.0 ft 0.1992 PASS 0.0 ft +D-0.60W+H 1.000 0.590 0.9722 PASS 0.0 It 0.1992 PASS 0.0 ft +1.030D+0.70E+H 1.000 0.590 0.003697 PASS 0.0 ft 0.0 PASS 14.50 ft +1.030D-0.70E+H 1.000 0.590 0.003697 PASS 0.0ft 0.0 PASS 14.50 ft +D+0.750Lr+0.750L+0.450W+H 1.000 0.590 0.7292 PASS 0.0 It 0.1494 PASS 0.0 ft +D+0.750Lr+0.75OL-0.450W+H 1.000 0.590 0.7292 PASS 0.0 ft 0.1494 PASS 0.0 ft Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 5673 S.Redwood Road#21-Droiect Descr: 36 ENGINEERS Taylorville,Utah 84123 STRLCTURAL 801-326-8018 Printed:11 FES 2017.11.27ANI File-K A2017\17005T-14GERONI-1.EC6 Wood Column ENERCALC,INC .19832016,Build:6163.4 Ver:6.16.3.4 etas^ t Description: King Studs typical 10'openings Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+0.750L+0.750S+0.450W+H 1.000 0.590 0.7292 PASS 0.0 ft 0.1494 PASS 0.0 ft +D+0.750L+0.750S-0.450W+H 1.000 0.590 0.7292 PASS 0.0 ft 0.1494 PASS 0.0 ft +1.023D+0.750L+0.750S+0.5250E+H 1.000 0.590 0.003669 PASS 0.0ft 0.0 PASS 14.50ft +1.023D+0.750L+0.750S-0.5250E+H 1.000 0.590 0.003669 PASS 0.0 ft 0.0 PASS 14.50 ft +0.60D+0.60W+0.60H 1.000 0.590 0.9711 PASS 0.0 ft 0.1992 PASS 0.0 ft +0.60D-0.60W+0.60H 1.000 0.590 0.9711 PASS 0.0 ft 0.1992 PASS 0.0 ft +0.5696D+0.70E+0.60H 1.000 0.590 0.002044 PASS O.Oft 0.0 PASS 14.50ft +0.5696D-0.70E+0.60H 1.000 0.590 0.002044 PASS O.Oft 0.0 PASS 14.50ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 0.052 k +D+L+H k k 0.052 k +D+Lr+H k k 0.052 k +D+S+H k k 0.052 k +D+0.750Lr+0.750L+H k k 0.052 k +D+0.750L+0.750S+H k k 0.052 k +D+0.60W+H k 0.592 0.592 k 0.052 k +D-0.60W+H k -0.592 -0.592 k 0.052 k +D+0.70E+H k k 0.052 k +D-0.70E+H k k 0.052 k +D+0.750Lr+0.750L+0.450W+H k 0.444 0.444 k 0.052 k +D+0.750Lr+0.750L-0.450W+H k -0.444 -0.444 k 0.052 k +D+0.750L+0.750S+0.450W+H k 0.444 0.444 k 0.052 k +D+0.750L+0.750S-0.450W+H k -0.444 -0.444 k 0.052 k +D+0.750L+0.750S+0.5250E+H k k 0.052 k +D+0.750L+0.750S-0.5250E+H k k 0.052 k +0.60D+0.60W+0.60H k 0.592 0.592 k 0.031 k +0.60D-0.60W+0.60H k -0.592 -0.592 k 0.031 k +0.60D+0.70E+0.60H k k 0.031 k +0.60D-0.70E+0.60H k k 0.031 k D Only k k 0.052 k Lr Only k k k L Only k k k S Only k k k W Only k 0.986 0.986 k k -W k -0.986 -0.986 k k E Only k k k E Only'-1.0 k k k H Only k k k +D+H k k 0.052 k +D+L+H k k 0.052 k +D+Lr+H k k 0.052 k +D+S+H k k 0.052 k +D+0.750Lr+0.750L+H k k 0.052 k +D+0.750L+0.750S+H k k 0.052 k +D+0.60W+H k 0.592 0.592 k 0.052 k +D-0.60W+H k -0.592 -0.592 k 0.052 k +D+0.70E+H k k 0.052 k +D-0.70E+H k k 0.052 k +D+0.750Lr+0.750L+0.450W+H k 0.444 0.444 k 0.052 k +D+0.750Lr+0.750L-0.450W+H k -0.444 -0.444 k 0.052 k +D+0.750L+0.750S+0.450W+H k 0.444 0.444 k 0.052 k +D+0.750L+0.750S-0.450W+H k -0.444 -0.444 k 0.052 k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 / ro ect Descr: "' 5673 S.Redwood Road t`R21-2� � 37 Taylorville,Utah 84123 STRUCTURAL ENGINEERS 801-326-8018 Nnled,7 FFa 2017.11:2iA4d Wood Column File=K:Q01A17005T-11GER0NI-1.EC6 ENERCALC,INC 1983-2016,Build:6.16.3,4,Ver.6.16.3.4 • 1.11 .1 Description: King Studs typical 10'openings _Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.407 in 7.299 ft -W 0.0000 in 0.000 ft -0.407 in 7.299 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only'-1.0 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches Y M-x Loads - c x Ij o � I#6 6 II � s, 2-2X6 I;i 9.0in Loads are total entered value.Arrows do not reflect absolute direction. Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 5673 S.Redwood Road#21-Drofect Descr: 38 Taylorsville,Utah 84123 STRUCTURAL ENGINEERS 801-326-8018 _ Prm,+ 9 J A N 20 t i PNI File=K 12017117005T 11DINOXP 1 IV!09dco _llil ENERCALQ INC.1983 2016,Build.6.16.3.4,Ver.6.1 Description: Ballon Framing at End Walls Typical Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 1.5x5.5 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Trus Joist Overall Column Height 22.670 ft Wood Member Type TimberStrand LSL ( Iss=r.;for=,tsr-S?e.ndLr Exact Width 1.50 in Allow Stress Modification Factors Wood Species Trus Joist Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade TimberStrand LSL 1.55E Area 8.250 in^2 Cf or Cv for Compression 1.0 Fb-Tension 2,325.0 psi Fv 310.0 psi Ix 20.797 inA4 Cf or Cv for Tension 1.0 Fib-Compr 2,325.0 psi Ft 1,070.0 psi ly 1.547 inA4 Cm:Wet Use Factor 1.0 Fc-Prll 2,170.0 psi Density 44.990 pcf Ct:Temperature Factor 1.0 Fc-Perp 900.0 psi E:Modulus of Elasticityx-x BendingBending Axial Cfu:Flat Use Factor 1.0 ''' y-y g Kf:Built-up columns 1.0 "fo'''S 11 Basic 1,550.0 1,550.0 1,550.0 ksi Use Cr:Repetitive? 1'r%"n•gf-% Minimum 787.82 787.82 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Lu for Y-Y Axis buckling:14.5 ft,16.5 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weiqht included :58.433 Ibs*Dead Load Factor AXIAL LOADS. . . Gravity:Axial Load at 22.670 ft, D=0.2130, Lr=0.0530,S=0.1020 k BENDING LOADS. .. Wind:Lat.Uniform Load creating Mx-x,W=0.0340 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9451 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W+H Top along Y-Y 0.3854 k Bottom along Y-Y 0.3854 k Governing NDS Forumla Comp+ Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 11.259 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 6.336 in at 11.411 ft above base Applied Axial 0.2714 k for load combination:W Only Applied Mx 1.310 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 622.04 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.09041 :1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 0.0 ft Applied Design Shear 42.043 psi Allowable Shear 310.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 1.000 0.287 0.05289 PASS 0.0 ft 0.0 PASS 22.670 ft +D+L+H 1.000 0.287 0.05289 PASS 0.0ft 0.0 PASS 22.670 ft +D+Lr+H 1.000 0.287 0.06322 PASS 0.0ft 0.0 PASS 22.670 ft +D+S+H 1.000 0.287 0.07277 PASS 0.0ft 0.0 PASS 22.670 ft +D+0.750Lr+0.750L+H 1.000 0.287 0.06064 PASS 0.0 ft 0.0 PASS 22.670 ft +D+0.750L+0.750S+H 1.000 0.287 0.06780 PASS 0.0 ft 0.0 PASS 22.670 ft +D+0.60W+H 1.000 0,287 0.9451 PASS 11.259ft 0.09041 PASS 0.0ft +D-0.60W+H 1.000 0.287 0.9451 PASS 11.259 ft 0.09041 PASS 0.0 ft +1.030D+0.70E+H 1.000 0.287 0.05450 PASS 0.0 ft 0.0 PASS 22.670 ft Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 5673 S.Redwood Road#21-&olect Descr: 39 Taylorville,Utah 84123 STRUCTURAL ENGINEERS 801-326-8018 Printed:1 B JAN'2017,1.ii=F9 File=K.12017117005T-10INOXP-1.EC6 Wood Column ENERCALC,INC.19832016,Build:6.16.3.4,Ver:6.16.3.4 Description: Ballon Framing at End Walls Typical Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +1.030D-0.70E+H 1.000 0.287 0.05450 PASS 0.0 ft 0.0 PASS 22.670 ft +D+0.750Lr+0.750L+0.450W+H 1.000 0.287 0.7160 PASS 11.259 ft 0.06781 PASS 0.0 ft +D+0.750Lr+0.750L-0.450W+H 1.000 0.287 0.7160 PASS 11.259 ft 0.06781 PASS 0.0 ft +D+0.750L+0.750S+0.450W+H 1.000 0.287 0.7221 PASS 11.259 ft 0.06781 PASS 0.0 ft +D+0.750L+0.750S-0.450W+H 1.000 0.287 0.7221 PASS 11.259 ft 0.06781 PASS 0.0 ft +1.023D+0.750L+0.750S+0.5250E+H 1.000 0.287 0.06901 PASS 0.0 ft 0.0 PASS 22.670 ft +1.023D+0.750L+0.750S-0.5250E+H 1.000 0.287 0.06901 PASS 0.0 ft 0.0 PASS 22.670 ft +0.60D+0.60W+0.60H 1.000 0.287 0.9235 PASS 11.259 ft 0.09041 PASS 0.0 ft +0.60D-0.60W+0.60H 1.000 0.287 0.9235 PASS 11.259 ft 0.09041 PASS 0.0 ft +0.5696D+0.70E+0.60H 1.000 0.287 0.03013 PASS 0.0 ft 0.0 PASS 22.670 ft +0.5696D-0.70E+0.60H 1.000 0.287 0.03013 PASS 0.0 ft 0.0 PASS 22.670 ft _Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 0.271 k +D+L+H k k 0.271 k +D+Lr+H k k 0.324 k +D+S+H k k 0.373 k +D+0.75OLr+0.750L+H k k 0.311 k +D+0.750L+0.750S+H k k 0.348 k +D+0,60W+H k 0.231 0.231 k 0.271 k +D+0.70E+H k k 0.271 k +D+0.750Lr+0.750L+0.450W+H k 0.173 0.173 k 0.311 k +D+0.750L+0.750S+0.450W+H k 0.173 0.173 k 0.348 k +D+0.750L+0.750S+0.5250E+H k k 0.348 k +0.60D+0.60W+0.60H k 0.231 0.231 k 0.163 k +0.60D+0.70E+0.60H k k 0.163 k D Only k k 0.271 k Lr Only k k 0.053 k L Only k k k S Only k k 0.102 k W Only k 0.385 0.385 k k E Only k k k H Only k k k +D+H k k 0.271 k +D+L+H k k 0.271 k +D+Lr+H k k 0.324 k +D+S+H k k 0.373 k +D+0.750Lr+0.750L+H k k 0.311 k +D+0.750L+0.750S+H k k 0.348 k +D+0.60W+H k 0.231 0231 k 0.271 k +D+0.70E+H k k 0.271 k +D+0.750Lr+0.750L+0.450W+H k 0.173 0.173 k 0.311 k +D+0.750L+0.750S+0.450W+H k 0.173 0.173 k 0.348 k Maximum.Ddections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 It 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 6.336 in 11A11 ft E Only 0.0000 in 0.000 It 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 5673 S.Redwood Road#21-22rotect Descr: 40 Taylorville,Utah 84123 STRUCTURAL ENGINEERS 801-326-8018 Wood ColumnFile=M2017117005T-11DINOXP-1.EC6- MAXIM a.it ENERCALC,INC.1983-2016,Build.6.16.3.4,'Ver.6.16.3.4 Description: Ballon Framing at End Walls Typical Sketches Y M-)sdwads i. i g N 1.5x5.5 t.5o in Loads are total entered value.k Arrows do not reflect absolute direction. Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 "'Mv< 5673 S.Redwood Road#21-Droject Descr: 41 51RCiL7t1RAL ENGitfEt kS Taylorsville,Utah 84123 801-326-8018 Wood Column K.12017117005T-11DINOXP-1.EC6i ENERCALC,INC.1983.2016,Build:6.16.3.4,Ver:6.16.3.4. . Description: Ballon Framing at End Walls High Parapet Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 16.0 ft Wood Member Type Sawn (;"'Pc':for non sjt,;rie!e�3;1-:;!,j:t;;�& Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth P 5.50 In Cf or Cv for Bending 1.30 Wood Grade No.2 Area 8.250 inA2 Cf or Cv for Compression 1.10 Fb-Tension 900.0 psi Fv 180.0 psi Ix 20.797 inA4 Cf or Cv for Tension 1.30 Fb-Compr 900.0 psi Ft 575.0 psi ly 1.547 inA4 Cm:Wet Use Factor 1.0 Fc-Prll 1,350.0 psi Density 31.20 pcf Ct:Temperature Factor 1.0 Fe-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 N0,315.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? (nor-gib oriy) Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Lu for Y-Y Axis buckling:3 ft,5.4 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :28.60 Ibs*Dead Load Factor AXIAL LOADS... Gravity:Axial Load at 16.0 ft, D=0.2130,Lr=0.0530,S=0.1020 k BENDING LOADS . . . Wind:Lat. Uniform Load creating Mx-x,W=0.0340 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9169:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W+H Top along Y-Y 0.2720 k Bottom along Y-Y 0.2720 k Governing NDS Forumla Comp+ MXx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 7.946 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 1.523 in at 8.054 ft above base Applied Axial 0.2416 k for load combination:W Only Applied Mx 0.6528 k-ft Along X-X 0,0 in at 0.0 ft above base Applied My 0.0 k-ft Fc:Allowable 742.72 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.1099 :1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 0.0 ft Applied Design Shear 29.673 psi Allowable Shear 180.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+L+H 1.000 0.500 0.03943 PASS 5.477 ft 0.0 PASS 16.0 ft +D+Lr+H 1.000 0.500 0.04808 PASS 5.477 ft 0.0 PASS 16.0 ft +D+S+H 1.000 0.500 0.05608 PASS 5.477 ft 0.0 PASS 16.0 ft +D+0.750Lr+0.750L+H 1.000 0.500 0.04592 PASS 5.477 ft 0.0 PASS 16.0 ft +D+0.750L+0.750S+H 1.000 0.500 0.05191 PASS 5.477 ft 0.0 PASS 16.0 ft +D+0.60W+H 1.000 0.500 0.9169 PASS 7.946 ft 0.1099 PASS 0.0 ft +D-0.60W+H 1.000 0.500 0.9169 PASS 7.946 ft 0.1099 PASS 0.0 ft +1.030D+0.70E+H 1.000 0.500 0.04063 PASS 5.477 ft 0.0 PASS 16.0 ft +1.030D-0.70E+H 1,000 0.500 0.04063 PASS 5.477 ft 0.0 PASS 16.0 ft Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 F 5673 S.Redwood Road#21-2�roiect Descr: 42 v Taylorville,Utah 84123 STktlMRAL ENGINEERS 801-326-8018 Prnted:18 JAN 20 t r, I(14P:14 File=K:12017117005T-10INOXP-1,EC6 Wood Column ENERCALC,INC.1983-2016,Build:6.16.3.4,Ver:6.16.3.4 Description: Ballon Framing at End Walls High Parapet Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+0.750Lr+0.750L+0.450W+H 1.000 0.500 0.6925 PASS 8.054 ft 0.08242 PASS 0.0 ft +D+0.750Lr+0.75OL-0.450W+H 1.000 0.500 0.6925 PASS 8.054 ft 0.08242 PASS 0.0 ft +D+0.750L+0.750S+0.450W+H 1.000 0.500 0.6967 PASS 8.054 ft 0.08242 PASS 0.0 ft +D+0.750L+0.750S-0.450W+H 1.000 0.500 0.6967 PASS 8.054 ft 0.08242 PASS 0.0 ft +1.023D+0.750L+0.750S+0.5250E+H 1.000 0.500 0.05281 PASS 5.477 ft 0.0 PASS 16.0 ft +1.023D+0.750L+0.750S-0.5250E+H 1.000 0.500 0.05281 PASS 5.477 ft 0.0 PASS 16.0 ft +0.60D+0.60W+0.60H 1.000 0.500 0.9037 PASS 7.946 ft 0.1099 PASS 0.0 ft +0.60D-0.60W+0.60H 1.000 0.500 0.9037 PASS 7.946 ft 0.1099 PASS 0.0 ft +0.5696D+0.70E+0.60H 1.000 0.500 0.02246 PASS 5.477 ft 0.0 PASS 16.0 ft +0.5696D-0.70E+0.60H 1.000 0.500 0.02246 PASS 5.477 ft 0.0 PASS 16.0 ft --- Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 0.242 k +D+L+H k k 0.242 k +D+Lr+H k k 0.295 k +D+S+H k k 0.344 k +D+0.750Lr+0.750L+H k k 0.281 k +D+0.750L+0.750S+H k k 0.318 k +D+0.60W+H k 0.163 0.163 k 0.242 k +D+0.70E+H k k 0.242 k +D+0.750Lr+0.750L+0.450W+H k 0.122 0.122 k 0.281 k +D+0.750L+0.750S+0.450W+H k 0.122 0.122 k 0.318 k +D+0.750L+0.750S+0.5250E+H k k 0.318 k +0.60D+0.60W+0.60H k 0.163 0.163 k 0.145 k +0.60D+0.70E+0.60H k k 0.145 k D Only k k 0.242 k Lr Only k k 0.053 k L Only k k k S Only k k 0.102 k W Only k 0.272 0.272 k k E Only k k k H Only k k k +D+H k k 0.242 k +D+L+H k k 0.242 k +D+Lr+H k k 0.295 k +D+S+H k k 0.344 k +D+0.750Lr+0.750L+H k k 0.281 k +D+0.750L+0.750S+H k k 0.318 k +D+0.60W+H k 0.163 0.163 k 0.242 k +D+0.70E+H k k 0.242 k +D+0.750Lr+0.750L+0.450W+H k 0.122 0.122 k 0.281 k +D+0.750L+0.750S+0.450W+H k 0.122 0.122 k 0.318 k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 It S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 1.523 in 8.054 It E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Project Title: Geronimo Pad 5 '4 Engineer: Project ID: 17005 So 5673 S.Redwood Road#21-2�roect Descr:1 43 Taylorville,Utah 84123 STRUCTURAL ENGINEERS 801-326-8018 Wood ColumnFile='KA2017\17005T-1\DINOXP-1.EC6 L ENERCALC INC.1983-2016,Build:616.3.4 Ver:6.16.3.4 rrly:e• __ y Description: Ballon Framing at End Walls High Parapet Sketches " Y M9*.Loads K L22d IX NCD dry. Su. 2x6 U a037 1.6oIn Loads are total entered value.Arrows do not reflect absolute direction. 44 SHEET NUMBER: I�. JOB NUMBER: J' (jfl,5' STRUCTURAL ENGINEERS DATE: ` BY: s TITLE: i r- i r i .__........... . I _. ..... I E # 10, ; t 3 # { .. i ; , rrv � n tt 1 ..__.,1.... __ .._......._._,.w..._.._ ... _ a ._..._...._..._..._._.__n_:.___..._...._...__.._..J._..._._._._._. .e....w,........_.i E . 777 r 4 t e � r • i Project Title: Geronimo Pad 5 Engineer: Project ID. 17005 5673 S.Redwood Road#21- roiect Descr:2� {Ia 45 SiuCt�lltl ENGINEERSTaylorsville,Utah 84123 801-326-8018 General FOOtltl File=K12017117005T 11GER0NI-1.EC6 g ENERCALC,INC.1983-2016,Build:6.16.3.4,Ver.6,16.3.4 Description: Spot Footing at Grid B Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings - Footing base depth below soil surface = 0.6670 ft Min Steel /o Bending Reinf. - Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes when max.length or width is greater than ksf Add Pedestal Wt for Soil Pressure No = ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 5.0 ft Length parallel to Z-Z Axis = 5.0 ft Footing Thickness = 14.0 in - - _. -- i Pedestal dimensions... ..-...-- .'__----__ ;__. X px:parallel to X-X Axis = n pz:parallel to Z-Z Axis = in Height - in Rebar Centerline to Edge of Concrete... LO at Bottom of footing = 3.0 in --- -I- o II Reinforcing . - 5'A. W Bars parallel to X-X Axis Number of Bars = 5.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 5.0 Reinforcing Bar Size = # 5 5..58,. - �.. SR Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 16.0 15.0 33.80 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 5673 S.Redwood Road#21-&olect Descr: 46 TayloSTRUCTURAL ENGINEERS 801-3 6-80,Utah 84123 801-326-8018 ?rWed:`t FEB 20? 1'.::4AFd General Footin File K:V01-A170o5T-nGERONI-1.Ec6 g ENERCALC,INC.1983-2016,Build:6.16.3.4,Ver.6.16.3.4 Description: Spot Footing at Grid B DESIGN SUMMARY Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.7020 Soil Bearing 2.106 ksf 3.0 ksf +D+S+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS 14.722 Uplift -1.374 k 20.229 k +D+H PASS 0.6139 Z Flexure(+X) 9.160 k-ft 14.921 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.6139 Z Flexure(-X) 9.160 k-ft 14.921 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.6139 X Flexure(+Z) 9.160 k-ft 14.921 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.6139 X Flexure(-Z) 9.160 k-ft 14.921 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.4279 1-way Shear(+X) 35.160 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.4279 1-way Shear(-X) 35.160 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.4279 1-way Shear(+Z) 35.160 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.4279 1-way Shear(-Z) 35.160 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.8846 2-way Punching 145.349 psi 164.317 psi +1.20D+0.50L+1.60S+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.7542 0.7542 n/a n/a 0.251 X-X,+D+L+H 3.0 n/a 0.0 0.7542 0.7542 n/a n/a 0.251 X-X,+D+Lr+H 3.0 n/a 0.0 1.354 1.354 nla n/a 0.451 X-X,+D+S+H 3.0 n/a 0.0 2.106 2.106 n/a n/a 0.702 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 1.204 1.204 n/a n/a 0.401 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1,768 1.768 n/a n/a 0.589 X-X,+D+0.60W+H 3.0 n/a 0.0 0.7542 0.7542 n/a n/a 0.251 X-X,+D+0.910E+H 3.0 n/a 0.0 0.7542 0.7542 n/a n/a 0,251 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 1.204 1.204 n/a n/a 0.401 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 1.768 1.768 n/a n/a 0.589 X-X,+D+0.750L+0.750S+0.6825E+H 3.0 n/a 0.0 1.768 1.768 n/a n/a 0.589 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.4525 0.4525 n/a n/a 0.151 X-X,+0.60D+0.910E+0.60H 3.0 n/a 0.0 0.4525 0.4525 n/a n/a 0.151 Z-Z,+D+H 3.0 0.0 n/a n/a n/a 0.7542 0.7542 0.251 Z-Z,+D+L+H 3.0 0.0 n/a n/a n/a 0.7542 0.7542 0,251 Z-Z,+D+Lr+H 3.0 0.0 n/a nla n/a 1.354 1.354 0.451 Z-Z,+D+S+H 3.0 0.0 n/a n/a n/a 2.106 2.106 0.702 Z-Z,+D+0.750Lr+0.750L+H 3.0 0.0 n/a n/a n/a 1.204 1.204 0.401 Z-Z,+D+0.750L+0.750S+H 3.0 0.0 n/a n/a n/a 1.768 1.768 0,589 Z-Z,+D+0.60W+H 3.0 0.0 n/a n/a n/a 0.7542 0.7542 0.251 Z-Z,+D+0.910E+H 3.0 0.0 n/a n/a n/a 0.7542 0.7542 0.251 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 0.0 n/a n/a n/a 1.204 1.204 0.401 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 0.0 n/a n/a n/a 1.768 1.768 0.589 Z-Z,+D+0.750L+0.750S+0.6825E+H 3.0 0.0 n/a n/a n/a 1.768 1.768 0.589 Z-Z,+0.60D+0.60W+0.60H 3.0 0.0 n/a n/a n/a 0.4525 0.4525 0.151 Z-Z,+0.60D+0.910E+0.60H 3.0 0.0 n/a n/a n/a 0.4525 0.4525 0.151 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 _, t �n& '� 5673 S.Redwood Road#21drolect Descr: 47 STRUCTURAL EN.GTNJ, Taylorville,Utah 84123 801-326-8018 ?rn led:?7 FEB:C1 C7@Clel'a� FOOtlil File=K1201A17005T-11GERONI-1 EC6 g ENERCALC,INC.1983-2016,Build:616.3.4,Ver.6.16.3.4 � ��•:� ., ,- , m . .- Description: Spot Footing at Grid B Footing Flexure Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Flexure Axis&Load Combination k-ft Side? Bot or Top? in^2 inA2 inA2 k-ft Status X-X,+1.40D+1.60H 2.80 +Z Bottom 0.3024 Min Temp% 0.310 14.921 OK Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 5673 S.Redwood Road#21droe ct Descr: 48 Taylorville,Utah 84123 STRUCTURAL ENGINEERS 801-326-8018 ?rnted:17 FEB 2017.1 1 31-F.1 General FOOtltl File=_K:12017N7005T-11GERONI-1 EC6 g ENERCALC,INC.1983-2016,Build 6.16 3.4,Ver;6.16.3:4 Description: Spot Footing at Grid B Footing Flexure Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Flexure Axis 8 Load Combination k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft Status X-X,+1.40D+1.60H 2.80 -Z Bottom 0.3024 Min Temp% 0.310 14.921 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 3.338 +Z Bottom 0.3024 Min Temp% 0.310 14.921 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 3.338 -Z Bottom 0.3024 Min Temp% 0.310 14.921 OK X-X,+1.20D+1.60L+0.50S+1.60H 4.513 +Z Bottom 0.3024 Min Temp% 0.310 14.921 OK X-X,+1.20D+1.60L+0.50S+1.60H 4.513 -Z Bottom 0.3024 Min Temp% 0.310 14.921 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 5.40 +Z Bottom 0.3024 Min Temp% 0.310 14.921 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 5.40 -Z Bottom 0.3024 Min Temp% 0.310 14.921 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 5.40 +Z Bottom 0.3024 Min Temp% 0.310 14.921 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 5.40 -Z Bottom 0.3024 Min Temp% 0.310 14.921 OK X-X,+1.20D+0.50L+1.60S+1.60H 9.160 +Z Bottom 0.3024 Min Temp% 0.310 14.921 OK X-X,+1.20D+0.50L+1.60S+1.60H 9.160 -Z Bottom 0.3024 Min Temp% 0,310 14.921 OK X-X,+1.20D+1.60S+0.50W+1.60H 9.160 +Z Bottom 0.3024 Min Temp% 0,310 14.921 OK X-X,+1.20D+1.60S+0.50W+1.60H 9.160 -Z Bottom 0.3024 Min Temp% 0.310 14.921 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 3.338 +Z Bottom 0.3024 Min Temp% 0.310 14.921 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 3.338 -Z Bottom 0.3024 Min Temp% 0.310 14.921 OK X-X,+1.20D+0.50L+0,50S+W+1.60H 4.513 +Z Bottom 0.3024 Min Temp% 0.310 14.921 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 4.513 -Z Bottom 0.3024 Min Temp% 0.310 14.921 OK X-X,+1.243D+0.50L+0.20S+1.30E+1.6 3.332 +Z Bottom 0.3024 Min Temp% 0.310 14.921 OK X-X,+1.243D+0.50L+0.20S+1.30E+1.6 3.332 -Z Bottom 0.3024 Min Temp% 0.310 14.921 OK X-X,+0.90D+W+0.90H 1.80 +Z Bottom 0.3024 Min Temp% 0.310 14.921 OK X-X,+0.90D+W+0.90H 1.80 -Z Bottom 0.3024 Min Temp% 0.310 14.921 OK X-X,+0.8566D+1.30E+0.90H 1.713 +Z Bottom 0.3024 Min Temp% 0.310 14.921 OK X-X,+0.8566D+1.30E+0.90H 1.713 -Z Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+1.40D+1.60H 2.80 -X Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+1.40D+1.60H 2.80 +X Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 3.338 -X Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 3.338 +X Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 4.513 -X Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 4.513 +X Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+1.20D+1.60Lr+0.50L+1,60H 5.40 -X Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+1.20D+1.60Lr+0.50L+1,60H 5.40 +X Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+1.20D+1.60Lr+0.50W+1,60H 5.40 -X Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 5.40 +X Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 9.160 -X Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 9.160 +X Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 9.160 -X Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 9.160 +X Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 3.338 -X Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 3.338 +X Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 4.513 -X Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 4.513 +X Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+1.243D+0.50L+0.20S+1.30E+1.6 3.332 -X Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+1.243D+0.50L+0.20S+1.30E+1.6 3.332 +X Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+0.90D+W+0.90H 1.80 -X Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+0.90D+W+0.90H 1.80 +X Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+0.8566D+1.30E+0.90H 1.713 -X Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+0.8566D+1.30E+0.90H 1.713 +X Bottom 0.3024 Min Temp% 0.310 14.921 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vii Phi Vn Vu 1 Phii Status +1,40D+1.60H 10.747 psi 10.747 psi 10.747 psi 10.747 psi 10.747 psi 82.158 psi 0.1308 OK +1.20D+0.50Lr+1.60L+1.60H 12.811 psi 12.811 psi 12.811 psi 12.811 psi 12.811 psi 82.158 psi 0.1559 OK +1.20D+1.60L+0.50S+1.60H 17.321 psi 17.321 psi 17.321 psi 17.321 psi 17.321 psi 82.158 psi 0.2108 OK +1.20D+1.60Lr+0.50L+1.60H 2O.727 psi 20.727 psi 20.727 psi 20.727 psi 20.727 psi 82.158 psi 0.2523 OK +1.20D+1.60Lr+0.50W+1.60H 2O.727 psi 20.727 psi 20.727 psi 20.727 psi 20.727 psi 82.158 psi 0.2523 OK +1.20D+0.50L+1.60S+1.60H 35.16 psi 35.16 psi 35.16 psi 35.16 psi 35.16 psi 82.158 psi 0.4279 OK +1.20D+1.60S+0.50W+1.60H 35.16 psi 35.16 psi 35.16 psi 35.16 psi 35.16 psi 82.158 psi 0.4279 OK +1,20D+0.50Lr+0.50L+W+1.60H 12.811 psi 12.811 psi 12.811 psi 12.811 psi 12.811 psi 82.158 psi 0.1559 OK +1.20D+0.50L+0.50S+W+1.60H 17.321 psi 17.321 psi 17.321 psi 17.321 psi 17.321 psi 82.158 psi 0.2108 OK +1.243D+0.50L+0.20S+1.30E+1.60H 12.789 psi 12.789 psi 12.789 psi 12.789 psi 12.789 psi 82.158 psi 0.1557 OK +0.90D+W+0.90H 6.909 psi 6.909 psi 6.909 psi 6.909 psi 6.909 psi 82.158 psi 0.0841 OK +0.8566D+1.30E+0.90H 6.576 psi 6.576 1 6.576 psi 6.576 psi 6.576 psi 82.158 psi 0.08004 OK Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 5673 S.Redwood Road#21.Droject Descr: 49 Taylorville,Utah 84123 STRUCTURAL ENASINEERS 801-326-8018 ?cn e.::17 FEB 2017 1134ANI C7@t1@C8� FOOtltl File=K:120171170057-11GERONI-1.EG6, g ENERCALC,INC 1983-2016,Build:6.16.3.4,Ver 6.16.3.4 wma"Tal-ui :iL, Description: Spot Footing at Grid B Punching Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 44.43 psi 164.317osi 0.2704 OK +1.20D+0.50Lr+1.60L+1.60H 52.959 psi 164.317osi 0.3223 OK +1.20D+1.60L+0.50S+1.60H 71.603 psi 164.317osi 0.4358 OK +1.20D+1.60Lr+0.50L+1.60H 85.686 psi 164.317psi 0.5215 OK +1.20D+1.60Lr+0.50W+1.60H 85.686 psi 164.317psi 0.5215 OK +1.20D+0.50L+1.60S+1.60H 145.349 psi 164.317psi 0.8846 OK +1.20D+1.60S+0.50W+1.60H 145.349 psi 164.317psi 0.8846 OK +1.20D+0,50Lr+0.50L+W+1.60H 52.959 psi 164.317psi 0.3223 OK +1.20D+0.50L+0.50S+W+1.60H 71.603 psi 164.317psi 0.4358 OK +1.243D+0.50L+0.20S+1.30E+1.60H 52.868 psi 164.317psi 0.3217 OK +0.90D+W+0.90H 28.562 psi 164.317osi 0.1738 OK +0.8566D+1.30E+0.90H 27.185 psi 164.317psi 0.1654 OK Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 1611 N"'� 5673 S.Redwood Road#21-Drolect Descr: 50 STRUCrUI L ENGINEERS 801-3 6-80,Utah 84123 801-326-8018 ... _... ;Tinted:17 FES 2e1? 1-_i V.,M File-K;12017117005T-11GERONI--1.EC6 General Footing ENERCALC,INC.1983-2016.BwId8.16.3.4,Ver:6.16.3.4 Description: Spot Footing at Grid B-1&6 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 0.6670 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than = ft Use Pedestal wt for stability,mom&shear No -Dimensions Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 3.0 ft Z Footing Thickness = 12.0 in Pedestal dimensions... ___.____ ,. - _._ X px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height - in i Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in fo Reinforcing 3' ............................ , Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 - -- - Reinforcing Bar Size = # 5 ,xs „. Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads _. ..................._.................................. .-.__._. ........._........................_..................._.........._......._...._._._._._._._._...._._._._._.._._......._...._._._._._._...._.._..........................._........_......... D Lr L S W E H P:Column Load = 8.0 7.50 16.90 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 `f 5673 S.Redwood Road#21-2�rolect Descr: 51 '. Taylorsville,Utah 84123 STRUCTURAL ENGINEERS 801-326-8018 r'rrte,::7 FES 20117.1':34Att General FootingFile=K�2017117005T-11GER0NI-1.EC6 ENERCALC,INC.1983-2016,Buildi6.16,3.4,Vec6.16.3.4 �,4� :�• EL Description: Spot Footing at Grid B-1&6 DESIGN SUMMARY - + • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9583 Soil Bearing 2.875 ksf 3.0 ksf +D+S+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overtuming PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS 28.225 Uplift -0.3297 k 9.305 k +D+H PASS 0.3775 Z Flexure(+X) 4.580 k-ft 12.131 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.3775 Z Flexure(-X) 4.580 k-ft 12.131 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.3775 X Flexure(+Z) 4.580 k-ft 12.131 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.3775 X Flexure(-Z) 4.580 k-ft 12.131 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.3441 1-way Shear(+X) 28.272 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3441 1-way Shear(-X) 28.272 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3441 1-way Shear(+Z) 28.272 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3441 1-way Shear(-Z) 28.272 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.6508 2-way Punching 106.929 psi 164.317 psi +1.20D+0.50L+1.60S+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual 1 Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.9973 0.9973 n/a n/a 0.332 X-X,+D+L+H 3.0 n/a 0.0 0.9973 0.9973 n/a n/a 0.332 X-X,+D+Lr+H 3.0 n/a 0.0 1.831 1.831 n/a n/a 0.610 X-X,+D+S+H 3.0 n/a 0.0 2.875 2.875 n/a n/a 0.958 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 1.622 1.622 n/a n/a 0,541 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 2.406 2.406 n/a n/a 0.802 X-X,+D+0.60W+H 3.0 n/a 0.0 0.9973 0.9973 n/a n/a 0.332 X-X,+D+0.910E+H 3.0 n/a 0.0 0.9973 0.9973 n/a n/a 0.332 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 1.622 1.622 n/a n/a 0,541 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 2.406 2.406 n/a n/a 0.802 X-X,+D+0.750L+0.750S+0.6825E+H 3.0 n/a 0.0 2.406 2.406 n/a n/a 0.802 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.5984 0.5984 n/a n/a 0.200 X-X,+0.60D+0.910E+0.60H 3.0 n/a 0.0 0.5984 0.5984 n/a n/a 0.200 Z-Z,+D+H 3.0 0.0 n/a n/a nla 0.9973 0.9973 0.332 Z-Z,+D+L+H 3.0 0.0 n/a n/a n/a 0.9973 0.9973 0,332 Z-Z,+D+Lr+H 3.0 0.0 n/a nla n/a 1.831 1.831 0.610 Z-Z,+D+S+H 3.0 0.0 n/a n/a n/a 2.875 2.875 0.958 Z-Z,+D+0.750Lr+0.750L+H 3.0 0.0 n/a n/a n/a 1.622 1.622 0.541 Z-Z,+D+0.750L+0.750S+H 3.0 0.0 n/a nla n/a 2.406 2.406 0.802 Z-Z,+D+0.60W+H 3.0 0.0 n/a n/a n/a 0.9973 0.9973 0.332 Z-Z,+D+0.910E+H 3.0 0.0 n/a n/a n/a 0.9973 0.9973 0.332 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 0.0 n/a nla n/a 1.622 1.622 0,541 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 0.0 n/a nla n/a 2.406 2.406 0,802 Z-Z,+D+0.750L+0.750S+0.6825E+H 3.0 0.0 n/a n1a n/a 2.406 2.406 0.802 Z-Z,+0.60D+0.60W+0.60H 3.0 0.0 n/a n/a n/a 0.5984 0.5984 0.200 Z-Z,+0.60D+0.910E+0.60H 3.0 0.0 nla n/a n/a 0.5984 0.5984 0.200 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 5673 S.Redwood Road#21-Droject Descr: ._.. . 52 STRUCTURAL ENGINEERS Taylorville,Utah 84123 801-326-8018 �'rinted:47 FES 2017.1;34ANI General FootingFile=K:12017117005T�-11GERONI-1.EC6 ENERCALC,INC.1983-2016,Build:6,16.3,4,Ver.6.16.3.4 Description: Spot Foot'ng at Grid B-1 H Footing Flexure Mu Which Tension @ As Req'd Gvm.As Actual As Phi*Mn Flexure Axis&Load Combination k-ft Side? Bot or Top? in^2 in^2 in^2 k-ft Status X-X,+1.40D+1.60H 1.40 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 J, 5673 S.Redwood Road 421-0rolect Descr: 53 STRUCTURAL ENGINEERS Taylorville,Utah 84123 .. ..... .................... 801-326-8018 -._ --- _ =Ynted.17 FEB 207.1 ai41-'Al General Footing file=K:12017117005T-11GER0NI= EC6 ENERCALC,INC.1983-2016,Build;6,16.3,4,Ver:6.16.3.4 Description: Spot Footing at Grid B-1&6 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in 2 in 2 1n^2 k-ft X-X,+1.40D+1.60H 1.40 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 1.669 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0,50Lr+1.60L+1.60H 1.669 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+1.60L+0.50S+1.60H 2.256 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+1.60L+0.50S+1.60H 2.256 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 2.70 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 2.70 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 2.70 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 2.70 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.50L+1.60S+1.60H 4.580 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.50L+1.60S+1.60H 4.580 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+1.60S+0.50W+1.60H 4.580 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+1.60S+0.50W+1,60H 4.580 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.669 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.669 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1,20D+0.50L+0.50S+W+1.60H 2.256 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1,20D+0.50L+0.50S+W+1.60H 2.256 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.243D+0.50L+0.20S+1,30E+1.6 1.666 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.243D+0.50L+0.20S+1.30E+1.6 1.666 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+0.90D+W+0.90H 0.90 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+0.90D+W+0.90H 0.90 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+0.8566D+1.30E+0.90H 0.8566 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+0,8566D+1.30E+0.90H 0.8566 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.40D+1.60H 1.40 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.40D+1.60H 1.40 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.669 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.669 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 2.256 -X Bottom 0.2592 Min Temp% 0.310 12,131 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 2.256 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+1,60Lr+0.50L+1.60H 2.70 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 2.70 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 2.70 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 2.70 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 4.580 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 4.580 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 4.580 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+1,60S+0.50W+1.60H 4.580 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.50Lr+0,50L+W+1.60H 1.669 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.669 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.50L+0,50S+W+1.60H 2.256 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 2.256 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.243D+0.50L+0.20S+1.30E+1.6 1.666 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.243D+0.50L+0.20S+1.30E+1.6 1.666 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+0.90D+W+0.90H 0.90 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+0.90D+W+0.90H 0.90 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+0.8566D+1.30E+0.90H 0.8566 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+0.8566D+1.30E+0.90H 0.8566 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu f Phi*Vn Status +1.40D+1.60H 8.642 psi 8.642 psi 8.642 psi 8.642 psi 8.642 psi 82.158 psi 0.1052 OK +1.20D+0.50Lr+1.60L+1.60H 10.301 psi 10.301 psi 10.301 psi 10.301 psi 10.301 psi 82.158 psi 0.1254 OK +1.20D+1.60L+0.50S+1.60H 13.927 psi 13.927 psi 13.927 psi 13.927 psi 13.927 psi 82.158 psi 0.1695 OK +1.20D+1.60Lr+0.50L+1.60H 16.667 psi 16.667 psi 16.667 psi 16.667 psi 16.667 psi 82.158 psi 0.2029 OK +1.20D+1.60Lr+0.50W+1.60H 16.667 psi 16.667 psi 16.667 psi 16.667 psi 16.667 psi 82.158 psi 0.2029 OK +1.20D+0.50L+1.60S+1.60H 28.272 psi 28.272 psi 28.272 psi 28.272 psi 28.272 psi 82.158 psi 0.3441 OK +1.20D+1.60S+0.50W+1.60H 28.272 psi 28.272 psi 28.272 psi 28.272 psi 28.272 psi 82.158 psi 0.3441 OK +1.20D+0.50Lr+0.50L+W+1.60H 10.301 psi 10.301 psi 10.301 psi 10.301 psi 10.301 psi 82.158 psi 0.1254 OK +1.20D+0.50L+0.50S+W+1.60H 13.927 psi 13.927 psi 13.927 psi 13.927 psi 13.927 psi 82.158 psi 0.1695 OK +1.243D+0.50L+0,20S+1.30E+1.60H 10.283 psi 10.283 psi 10.283 psi 10.283 psi 10.283 psi 82.158 psi 0.1252 OK +0.90D+W+0.90H 5.556 psi 5.556 psi 5.556 psi 5.556 psi 5.556 psi 82.158 psi 0.06762 OK +0.8566D+1.30E+0.90H 5.288 psi 5.288 psi 5.288 psi 5.288 psi 5.288 psi 82.158 psi 0.06436 OK Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 5673 S.Redwood Road#21-Orolect Descr: ,: • ,: 54 STRUCTURAL ENGINEERS Taylorville,Utah 84123 801-326-8018 _.. _.. _._. 'N.nted:"7 FEB 2C17.1?34AM General FootingFile=KA2017A17005T-11GERONl-1.EC6 L ENERCALC,INC.1983 2016,Build 6.16.3.4,Ver.6.16.3.4 Description: Spot Footing at Grid B-1&6 Punching Shear All units k Shear Load Combination... Vu Phl*Vn Vu!Phi*Vn Status +1.40D+1.60H 32.686 psi 164.317psi 0.1989 OK +1.20D+0.50Lr+1.60L+1.60H 38.96 psi 164.317psi 0.2371 OK +1.20D+1.60L+0.50S+1.60H 52.677 psi 164.317psi 0.3206 OK +1.20D+1.60Lr+0.50L+1.60H 63.037 psi 164.317psi 0.3836 OK +1.20D+1.60Lr+0.50W+1.60H 63.037 psi 164.317psi 0.3836 OK +1.20D+0.50L+1.60S+1.60H 106.929 psi 164.317osi 0.6508 OK +1.20D+1.60S+0.50W+1.60H 106.929 psi 164.317psi 0.6508 OK +1.20D+0.50Lr+0.50L+W+1.60H 38.96 psi 164.317osi 0.2371 OK +1.20D+0.50L+0.50S+W+1.60H 52.677 psi 164.317psi 0.3206 OK +1,243D+0.50L+0.20S+1.30E+1.60H 38.894 psi 164.317psi 0.2367 OK +0.90D+W+0.90H 21.012 psi 164.317psi 0.1279 OK +0.8566D+1.30E+0.90H 19.999 psi 164.317psi 0.1217 OK Project Title: Geronirno Pad 5 Engineer: Project ID: 17005 5673 S.Redwood Road#21-2grolect Descr: 55 STRUCTURAL ENGINEERS Taylorsville,Utah 84123 801-326-8018 >>rr ,rrt�i ' + File=K:12017117005T-11DIN0XP-1 EC6 ASCE 7-10 Wind Forces Chpt 28,_Pt2 & Chpt 30, Pt2 ENE RCALC,INC.19832016,Build:6.16.3.4,Ver.6.15.3.4 '.,d ;,• s Description: Geronimo Pad 5 Analytical Values Calculations per ASCE 7-10 V:Basic Wind Speed per Sect 26.5-1 A,B or C 115.0 mph Roof Slope Angle 0 to 5 degrees Occupancy per Table 1.5-1 II All Buildings and other structures except those listed as Category I,III,and IV Exposure Category per 26.7 Exposure C MRH:Mean Roof Height 18.0 ft "Lambda"is interpolated between height tablular values. Lambda:per Figure 28.6-1,Page 305 1.26 Effective Wind Area of Component&Cladding 10.0 ft^2 Roof pitch for cladding pressure 0 to 7 degrees User specified minimum design pressure 10.0 psf Topographic Factor Kzt per 26.8 1.44 LHD:Least Horizontal Dimension 60.0 ft a=max(0.04*LHD,3,min(0.10*LHD,0.4*MRH)) 6.00 ft max(0.04*LHD,3,min(0.10*LHD,0.4*MRH)) Design Wind Pressures Minimum Additional Load Case per 28.4.4=16 PSF on entire vertical plane Horizontal Pressures... Zone: A = 38.04 psf Zone: C = 25.18 psf Zone: B = -19.74 psf Zane: D = -11.77 psf Vertical Pressures... Zone: E = 45.65 psf Zone: G = -31.70 psf Zone: F = -25.90 psf Zone: H = -20.11 psf Overhangs... Zone: Eoh = -63.94 psf Zone: Goh = 49.99 psf Component&Cladding Design Wind Pressures Design Wind Pressure=Lambda*Kzt*Ps30 per Eq 30.5-1 Roof Zone 1: Positive: 17.570 psf Minimum Additional Load Case per 28.4.4=16 PSF Negative: 43.110 psf on entire vertical plane Roof Zone 2: Positive: 17.570 psf Negative: -72.273 psf Roof Zone 3: Positive: 17.570 psf Negative 108.863 psf Wall Zone 4: Positive: 43.110 psf Negative: -46.733 psf Wall Zone 5: Positive: 43.110 psf Negative: -57.782 psf Roof Overhang Zone 2: -55.100 psf Roof Overhang Zone 3: -90.702 psf 56 SHEET NUMBER: JOB NUMBER: fi-. S- STRUCTURAL ENGINEERS DATE: tia. P# . TITLE: I _ a - .. _._... J . 3 _..._n ( _... Y_...�. __ .. ........... _ gqq t.. e _ 1, i : _ .......... ...._ A . - "z I . - tmMsa' _..._ �._ ,..... ___,......3 i _.._ ."I _,._.. I . ° .. , , {ti 1., _� i 57 s ry SHEET NUMBER: JOB NUMBER: -- t STRUCTURAL ENGINEERS DA T E: _a a TITLE: it 41. i� t :i it s � ; i t is � 3 y � a„�� j SY j'°.w j{i{ I�S v i e ST 4.` �3e i tNwewaw�:uw'.- eya:wroa'xmrtwixpsavma akaraxM� ( �� 5��.. if 4 Ep 58 Q ,., S Design Maps Summary Report User-Specified Input Report Title Geronimo Pad 5 Mon January 16, 201.7 22;30:14 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 42.591640N, 114.465030W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 3 C 3 F 3 ^�v _ yyidgs �'• � J r ,R ids+i h alls M Ktrtitserl} r k USGS-Provided Output Ss = 0.204g S,r,s = 0.326g S., = 0.217g Sl = 0.080g S", = 0.191g Spl = 0.127g 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 NENRP" building code reference document. MCER Response Spectrum Design Response Spectrum 1126 0.24 0.12 0.21 0.29- 0.15 n.20 0.12 OA G 0.12 0.04 *.01 r�.ra,e, 0.00 0.20 0.40 O.GO 0.90 1.00 1.20 1.40 1.GO 1.20 2.00 0.00 0.20 0.4O O.€0 0.20 1.00 1.20 1.40 I..0 1-90 2.O0 Period, T(sec) Period, T(sec) Project Title: Gerorl Pad 5 Engineer: Project ID: 17005 §' 5673 S.Redwood Road#21-22roiect Descr: 59 Taylorsville,Utah 84123 STRUCTURAL ENGINEERS 801-326-8018 .... _ 'rnle� 17 FES 2017 11.4iSt? -- — -- File=K 12017117005T-11GER0N1-1.EC6 ASCE Seismic Base Shear ENERCALC,INC.1983-2016,Build:6:16.3,4,Ver.6.16.3.4 Pad 5 Wood Design Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: "II":All Buildings and other structures except those listed as Category I,III,and IV ASCE 7-10,Page 2,Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-10,Page 5, Table 1.5-2 USER DEFINED Ground Motion ASCE 7-10 11.4.1 Max.Ground Motions,5%Damping: SS = 0.2040 g,0.2 sec response S 1 - 0.080 g,1.0 sec response Site Class,Site Coeff.and Design Category Site Classification "D":Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.60 ASCE 7-10 Table 11.4-1&11.4-2 (using straight-line interpolation from table values) Fv = 2.40 Maximum Considered Earthquake Acceleration S MS=Fa*Ss = 0.326 ASCE 7-10 Eq.11.4-1 S M1=Fv*S1 = 0.192 ASCE 7-10 Eq.11.4-2 Design Spectral Acceleration S DS S MS213 = 0.218 ASCE 7-10 Eq.11*3 S Df S Mi 2/3 = 0.128 ASCE 7-10 Eq.11.4-4 Seismic Design Category = B ASCE 7-10 Table 11.6-1&-2 Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System... Bearing Wall Systems Light-framed walls sheathed wfwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient "R" = 6.50 Building height Limits: System Overstrength Factor "Wo" = 2.50 Category"A&B"Limit: No Limit Deflection Amplification Factor "Cd" = 4.00 Category"C"Limit: No LimitCategory"D"Limit: Limit=65 NOTE!See ASCE 7-10 for all applicable footnotes. Category"E"Limit: Limit=65 Category"F"Limit: Limit=65 Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The"Equivalent Lateral Force Procedure"is being used according to the provisions of ASCE 7-1012.8 Determine Building Period use ASCE 12.8-7 Structure Type for Building Period Calculation: All Other Structural Systems "Ct"value = 0.020 "hn":Height from base to highest level = 27.670 ft "x"value = 0.75 "Ta"Approximate fundemental period using Eq.12.8-7 : Ta=Ct*(hn"x) = 0.241 sec "TL":Long-period transition period per ASCE 7-10 Maps 22-12->22-16 8.000 sec Building Period"Ta"Calculated from Approximate Method selected = 0.241 sec "Cs"Response Coefficient ASCE 7-10 Section 12.8.1.1 S DS:Short Period Design Spectral Response = 0.218 From Eq.12.8-2, Preliminary Cs — 0.033 "R":Response Modification Factor = 6.50 From Eq.12.8-3&12.84,Cs need not exceed = 0.082 "I":Seismic Importance Factor = 1 From Eq.12.8-5&12.8-6, Cs not be less than = 0.010 Cs:Seismic Response Coefficient = = 0.0335 Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs = 0.0335 from 12.8.1.1 W(see Sum Wi below) = 321.60 k Seismic Base Shear V= Cs*W = 10.77 k Project Title: Geronimo Pad 5 Engineer: Project ID: 17005 . e 5673 S.Redwood Road#21 Drolect Descr: so Taylorsville,Utah 84123 STRUCTURAL ENGINEERS 801-326-8018 File=K:12017117005T-11GERONI-1 EC6 �1.SCrE Seismic Base ShearENERCALC INC.19n2016,BuIId:6.16.34,Ver6.16.34 Vertical Distribution of Seismic Force_s ASCE7-10 Section 12.8.3 "k":hx exponent based on Ta Table of building Weights by Floor Level... Level# Wi:Weight Hi:Height (Wi*Hi)A Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment 1 321.60 18.00 5,788.80 1.0000 10.77 10.77 0.00 Sum Wi= 321.60 k Sum Wi*Hi = 5,788.80 k-ft Total Base Shear= 10.77 k Base Moment= 193.8 k-ft Diaphragm Forces : Seismic Design Category"B"to"F" ASCE 7-10 12.10.1.1 Level# Wi Fi Sum Fi Sum Wi Fpx:Calcd Fpx:Min Fpx:Max Fpx Dsgn.Force 1 321.60 10.77 10.77 321.60 10.77 14.00 27.99 14.00 14.00 Wpx.......................... Weight at level of diaphragm and other structure elements attached to it. Fi............................ Design Lateral Force applied at the level. Sum Fi....................... Sum of"Lat.Force"of current level plus all levels above MIN Req'd Force @ Level......... 0.20*S DSl*Wpx MAX Req'd Force @ Level........ 0.40*S Ds*Wpx Fpx:Design Force @ Level....... Wpx*SUM(x->n)Fi / SUM(x->n)wi, x=Current level,n=Top Level ;�;x. ",' ' ''• SHEET NUMBER: 61 JOB NUMBER: t STRUCTURAL ENGINEERS DATE: TITLE: LL : , _ �: { t v q : i 7 N } , __._ _ _ . i . p' r ; ............ I i } ki✓ _.. i f , I y , I i ...._ w._... _�_.. w L ! i i 1 / S`T r .............._._.........._............................__.. _.... Y �!' VS:C , V.105. \ r r ... . ._./EE ivy....._.__.......i..........,___, .......... „�.:" Y ' _ `y $3 I. ::_-, a, 1 1 P}PFT Of#nTGfH MMMW i i � �j�WINWW"' - 1 I fa TYP i neu: I i yy I i Al / \ w : . ! _ ...... _ E..._ I n1aAGMi _TIP ; ! _ t 4 0 } : ti` .K7tTYP rvvTm F FI([kU9/ f AM A t E .. ._ ..) ;r. .... _ .. ._ _.... ... _ _.._...... ._... s • �................._,.M.. .. Al Ai t 1 Al Al 4G7(rr2l F Vl.l, {/t /�2 1 `Adil� `y V ,� ,�• �,_?' N MJ STRUCTURAL ENGINEERS Unit Shear Capacity 63 (Based on NDS SDPWS 2008) Sheet Number Job Number 17005 Project: Geronimo Pad 5 Date 3/16/2017 Description: Shear Wall Design BY )B L(ft) H(ft) V(plf)W(pif) AR Sheathing and Fastner Blocking VA(plf) WA(plf) SW-1 20.5 ' 14.5 92 249 0.7 0K 7116 Sheathing 1 a,h 8d @ b ❑Double Sided 240.0 335.0 OK; SW-2 ?6.25 1.4,5 106 555 0.6 0K 7,16 S1 reat Ling,7ith 8d 0),T3 ❑ Double Sided 450.0 630.0 OK SW-3 9.67 14.5 106 55S 1.5 OK 7/16 Shea Nng bYith 8d(qq 3' ❑ Double Sided 450.0 630.0 OK SW-4 23.5 14.5 115 588 0.6 OK 7/16 Sheathing With 8d(cp 3" ❑ Double Sided 450.0 630.0 OK SW-5 9 14.5< _15 ',588 1.6 OK 7/16 Sheathing Wiitfi 8ci it 3" ❑ Double Sided 450.0, 630.0 OK SW-6 8,5 I S 84 22F.S 1.7 Clot 7/16 Sheathing With 8d n;6" ❑ Double Sided 240.0 335.0 OK SW-7 5.5 1+5 84 223 2.6 OK 7/16 Sheathing With 8d @ 6' ❑ Double Sided ' 182.1 254.1 OK SW-8 ❑ Double Sided SW-9 ❑ Double Sided` SW-10 _ ❑ Double Sided SWdl ❑ Double Sided SW-12 ❑ Double Sided SW-13 ❑ Double Sided SW-14 ❑ Double Sided SW 15 [ I Double Sided SW-16 ❑ Double Sided SW-17 ❑ Double Sided SW-18 ❑ Double Sided SW-19 ❑ Double Sided SW-20 ❑ Double Sided SW-21 ❑ Double Sided SW-22 ❑ Double Sided SW-23 ❑ Double Sided SW-24 ❑ Double Sided SW-25 ❑ Double Sided' SW-26 ❑ Double Sided SW-27 ❑<Double Sided SW-28 ❑ Double Sided SW-29 AN, €i`' ❑ Double Sided SW-30 ❑ Double Sided SW-31 ❑ Double Sided SW-32 ❑ Double Sided SW-33 ❑ Double Sided SW-34 ❑ Double Sided SW-35 ❑ Double Sided' SW-36 ❑ Double Sided SW-37 ❑ Double Sided SW-38 ❑ Double Sided SW-39 ❑ Double Sided Note:NG indicates shear walls to be designed for force transfer. BY:MESSER MI STRUCTURAL ENGINEERS Overturning/Hold-down 64 Sheet Number ]ob Number 17005 Project Geronin.o pad 5 Date 3/16/2017 Description Overtuminy elodxvn BY i0 SW-X L.w(ft) Trib(ft)hw(ft) DL(psf) DL.(psf) V(kip) W(kip) D M�(kip-ft) Hw(kip-ft) fontroling Ro(kip) Ra(kip) R,(kip) HD Type T,(Ib) REQ. SW-1 20.11 t> lei _- S, 1.89 5.10 1, 30.2 81.7 Wind 4.0 4.8 -0.8 iic!d d SW-2 2i.2i 2 �. 2.78 14.57 44.5 2311 Wind 8.9 4.1 4.8 Huldd .::)�'� ;::ii :;ti 3Member SW-3 'E6tl% 1, 1.03 5.37 !.? 16.4 85.9 Wind 8.9 15 7.4 ii"Id dd ,;4, rra:.1 , ;;F 5'.1/2 Member' SW 4 .,,., 2.70 13.82 43.2 221.1 Wind 9.4 3.7 5.7 Hold 1. ,rf:. `-0U3 :1 3 Member SW-S2 1i 20 :i 104 5.29 1.': 16.6 547 Wind 9.4 1.4 6.0 HMd,.orv.r IIDU11 55� 1`1 51/2 Member SW-6 19 16 14 30 0.71 1.'J4 . 11.4 31.0 Wind 3.6 2.0 1.7 Hnld d0 q _UO2 - FK 3 Member SW-7 5.5 i (E 2h1 30 0.46 1.25 1.'J 7.4 20.1 wine 3.6 1.3 1.; HnIJ.i w.• a. .;K 3Membef `, SW-8 SW-10 SW-11 1- M E N PARK,s SW-12 SW-13 ' > �a 1.:. .'° .a �.. E k' ^�IsrV „y�, r^ z... . : » af,:....,E,a',k.`�.:.§�.tt &>�; SW-14 ....,... ... - ,.. .> .a g�s SW IS ?° mI..r....:: H.ri ':t ,,.. , 1. SW-16 °� SW-17 SW-18 SW-20 }_ y SW-21 fa." dIp u � •. Y§;_ «..�� ,'>,. .. _.. � .:S`a.`a ` i' n SW-22 ,g SW-23 7-0140 R , .. OIa�'�'i.S$a=�`..3r. '..:. �; ..... ._. _ ._...... .1 3� -" ,>•......., ru w� ,;iN r969Px11 SW-24 3yj rBw".' >� .... ,•- §�'?;'t�°j4 NV" An W, -_e vP; z a, , , Em �3 ! SW-26 SW-27 SW-28 SW 29)°1�'s�.�"^�.36+11d1.f�s M.�uel N s q ..e....r.r 'W �€s�:s4')` SW-30 SW-32 SW-33 SW 39 :sW-35". SW-36 - .,.. a... SW-38 BY:BBESSER 65 SHEET NUMBER: JOB NUMBER: STRUCTURAL ENGINEERS DATE: "" as 'c- f- ue5s'WA BY: � TITLE. _... ..... _ ,..y... ..,,,,.a....�,._ ,. ..._..... ...,.__.. .. .. .__._...._ ......._...__.� i .. 1 1 1 r .. a....... 1 ........... .. w^w�..mmw �o. �—.,-•.i_.:. *.;. 1 ..... ....., ._.,.. : { ; 1 e i _..._._ ._.._ _. _ ._. ._ : . 1.f ._.__. _ i I q f , 1 { { 7.j J .........-.._. .. . ., NAi 1 r..: ._. .._ ff .. 6` # #�i : t ..... d ! , N 1 .. : 66 �- -..... SHEET NUMBER: 2i J013 NUMBER: Z7 .1 STRUCTURAL ENGINEERS DATE: "`` -1 1 E: ,°• F t ! t Provide (2) Simpson CMST lZ Straps. ' h x ` l , ...._ _._._ co_ .. , , S : t. 3 x a 2 ' 1 y ! y 5. 2 ! w e e { , ! { i ; x i COMcheck Software Version 4.0.5.4 Envelope Compliance Certificate Project Information Energy Code: 2015 IECC Project Title: Canyon Park West- Pad 5 Location: Twin Falls, Idaho Climate Zone: 5b Project Type: New Construction Vertical Glazing/Wall Area: 20% Construction Site: Owner/Agent: Designer/Contractor: 1860 Fillmore ST. UT Jeff Brown, P.E. Twin Falls, ID 83301 JTB HVAC& Plumbing Engineering, Inc. 10459 S 1300 W, Suite 203 South Jordan, UT 84095 8018498590 jeff.brown@jtbengineering.net Building Area Floor Area 1-Retail : Nonresidential 7640 Additional Efficiency Package Enhanced Interior Lighting Controls Envelope Assemblies Assembly Gross Area Cavity Cont. Proposed Budget U- or R-Value R-Value U-Factor Factor(.) Perimeter Roof:Insulation Entirely Above Deck,[Bldg. Use 1 -Retail] 7640 --- 30.0 0.032 0.032 2x4 Wood Framed R19 w Eifs:Wood-Framed, 16"o.c.,[Bldg. Use 1 - 6920 19.0 10.0 0.038 0.064 Retail] Wigppl w 1:Vinyl/Fiberglass Frame:Fixed,Perf.Specs.:Product ID?, 1410 --- --- 0.370 0.380 SHP�C 0.40,[Bldg.Use 1 -Retail](b) Door 1:Insulated Metal,Swinging,[Bldg. Use 1 -Retail] 30 --- --- 0.500 0.370 Slab on Grade:Slab-On-Grade:Unheated,Horizontal with vertical 2 ft., 380 --- 10.0 0.700 0.540 [Bldg.Use 1 -Retail](c) (a) Budget U-factors are used for software baseline calculations ONLY,and are not code requirements. (b) Fenestration product performance must be certified in accordance with NFRC and requires supporting documentation. (c) Slab-On-Grade proposed and budget U-factors shown in table are F-factors. Project Title: Canyon Park West- Pad 5 Report date: 03/29/17 Data filename: X:\!!-JTB\!!!-2017 Projects\17.012 -Twin Falls Pad -Wood bu ry\Loa ds\Ca nyo n Park West Pad 5 Page 1 of 15 Mech COMcheck.cck ♦ ! d • 4 i 8 ON Envelope 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 systems have been designed to meet the 2015 IECC requirements in COMcheck Version 4.0.5.4 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. Jeff Brown,P.E. March 29,2017 Name-Title Signature - Date j Project Title: Canyon Park West- Pad 5 Report date: 03/29/17 Data filename: X:\!!-JTB\!!!-2017 Projects\17.012 -Twin Falls Pad -Woodbury\Loads\Canyon Park West Pad 5 Page 2 of 15 Mech COMcheck.cck COMcheck Software Version 4.0.5.4 Mechanical Compliance Certificate Project Information Energy Code: 2015 IECC Project Title: Canyon Park West- Pad 5 Location: Twin Falls, Idaho Climate Zone: 5b Project Type: New Construction Construction Site: Owner/Agent: Designer/Contractor: 1860 Fillmore ST. UT Jeff Brown, P.E. Twin Falls, ID 83301 JTB HVAC& Plumbing Engineering, Inc. Additional Efficiency Package 10459 S 1300 W, Suite 203 South Jordan, UT 84095 8018498590 jeff.brown@jtbengineering.net Enhanced Interior Lighting Controls Mechanical Systems List Quantity System Type&Description 5 6 Ton(Single Zone): Heating:1 each-Central Furnace,Gas,Capacity=80 kBtu/h Proposed Efficiency=80.00%Et, Required Efficiency=80.00%Et Cooling: 1 each-Single Package DX Unit, Capacity=72 kBtu/h,Air-Cooled Condenser,Air Economizer Proposed Efficiency=11.20 EER, Required Efficiency: 11.00 EER(12.6 IEER) Fan System: 6 Ton--Compliance(Motor nameplate HP method) :Passes Fans: 6 ton Supply,Constant Volume,2400 CFM,2.0 motor nameplate hp,70.0 fan efficiency 2 4 Ton(Single Zone): Heating:1 each-Central Furnace,Gas,Capacity=60 kBtu/h Proposed Efficiency=80.00%Et, Required Efficiency=80,00%Et Cooling:1 each-Single Package DX Unit, Capacity=48 kBtu/h,Air-Cooled Condenser,Air Economi2 Proposed Efficiency=14.00 SEER, Required Efficiency: 14.00 SEER Fan System: 4 Ton--Compliance(Motor nameplate HP method) :Passes Fans: 10 4 ton Supply,Constant Volume, 1600 CFM,0.8 motor nameplate hp,70.0 fan efficiency or Mechanical 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 2015 IECC requirements in COMcheck Version 4.0.5.4 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. Jeff Brown,P.E. i March 29,2017 Name-Title Signatur Date Project Title: Canyon Park West-Pad 5 Report date: 03/29/17 Data filename: X:\!!-JTB\!!!-2017 Projects\17.012 -Twin Falls Pad -Wood bu ry\Loa ds\Ca nyo n Park West Pad 5 Page 3 of 15 Mech COMcheck.cck COMcheck Software Version 4.0.5.4 Inspection Checklist Energy Code: 2015 IECC Requirements: 63.0% 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. Plan Review Complies? —� Comments/Assumptions C103.2 Plans and/or specifications provide all :❑Complies v [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. C103.2 i Plans, specifications, and/or ❑Complies Requirement will be met. [PR2]1 `calculations provide all information ❑Does Not with which compliance can be determined for the mechanical ❑Not Observable'. ?systems and equipment and ❑Not Applicable document where exceptions to the ,standard are claimed. Load calculations per acceptable 'engineering standards and handbooks. C402.4.1 The vertical fenestration area <= 30 ❑Complies [PR10]1 percent of the gross above-grade wall ❑Does Not area. ❑Not Observable ❑Not Applicable C402.4.1The skylight area <= 3 percent of the ❑Complies [PR1111 ;gross roof area. ;❑Does Not I ❑Not Observable ❑Not Applicable C402.4.2 :In enclosed spaces > 2,500 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. _.........._...._._.............................................................................__........................................._._...-....;..........._........._.....___-._...._._._.____;._._._._._._.____................._._................__._._..........__.................................__-.-...._..._._..._._.___......._._._..._.._.........._....... 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 Additional Comments/Assumptions: 1 High Impact(Tier 1) Z Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Canyon Park West- Pad 5 Report date: 03/29/17 Data filename: X:\!!-JTB\!!!-2017 Projects\17.012 -Twin Falls Pad-Woodbury\Loads\Canyon Park West Pad 5 Page 4 of 15 Mech COMcheck.cck _l...i_H�_9h.._Impact...(Tier._1.�.................i:..2.:.:_1_Medium...Impact...(Tier._z.�....................:..:_3..._�Low...Impact_(Tie.r._3�....................� Project Title: Canyon Park West- Pad 5 Report date: 03/29/17 Data filename: X:\!!-JTB\!!!-2017 Projects\17.012 -Twin Falls Pad-Wood bury\Loads\Canyon Park West Pad 5 Page 5 of 15 Mech COMcheck.cck Section # I Footing'/ Foundation Inspection Complies? Comments/Assumptions & Req.113 ............ .............. ..........- C303.2 Slab edge insulation installed per :E]Complies [F04]2 manufacturer's instructions. PDoes Not :E]Not Observable E]Not Applicable .................................................................................................. ................................... ..................................................... ------------------------....... C303.2.1 Exterior insulation protected against E]Complies [F06]1 ;damage, sunlight, moisture, wind, *E]Does Not landscaping and equipment !maintenance activities. E]Not Observable Applicable ...................... ................................................ ........................................................................ .................................................................. ........................................................ C402.2.5 Slab edge insulation R-value. ,See the Envelope Assemblies table for values. [F03]2 'E]Does Not EINot Observable: E]Not Applicable .. ....................... ............................. ...................................... .....................----------------------------------------------------------------------------- ----------------- ------------------------- ------------------........................... C402.2.6 Radiant heating systems panels E]Complies See the Envelope Assemblies table for values. [FO12]3 insulated to >=R-3.5 on face opposite ElDoes Not :space being heated. :[:]Not Observable Applicable .............. ......................... --------------------................................................. _...._._........ ._._._._.......... .......—--—---------------- ..............❑........ ....................... ..................... C403.2.4. Snow/ice melting system sensors for :E]Complies Requirement does not apply. 5, future connection to controls. Freeze :E]Does Not C403.2.4. protection systems have automatic 6 controls installed. E]Not Observable: [FOg]3 'E]Not Applicable Additional Comments/Assumptions: 1 'T ................................. .................. .............................. .................i. -------------------------------------- .1 1 High Impact(Tier 1) e iurn Impact(Tier 2 Low Impact(Tier 3 ................... .................................. ....................... Project Title: Canyon Park West- Pad 5 Report date: 03/29/17 Data filename: X:\!!-JTB\!!!-2017 Projects\17.012 -Twin Falls Pad -Wood bu ry\Loads\Ca nyon Park West Pad 5 Page 6 of 15 Mech COMcheck.cck �ec i # Framing / Rough-In Inspec#ron Complies? .......Comments/Assumptions & Req ID. . __..::... ..... ... .............. . .................. ....: ........... 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 certified as '❑Complies [FR13]1 !to performance labels or certificates ❑Does Not provided. ❑Not Observable: ❑Not Applicable ........................____.._...__...._...._._._...........____.....__._._.._.........,._........_._._....................._...._ _ ........_............_..........................._..__............_....----......_..._.. ......................................................-------. __... - ....__. C402.43 Vertical fenestration SHGC value. ❑Complies See the Envelope Assemblies table for values. [FR10]1 ❑Does Not ❑Not Observable ❑Not Applicable ...................................................................._._.........._....._......................................................... .............. .._.-..._.:...........-..... ._..... C402.4.3, ;Vertical fenestration U Factor. ❑Complies See the Envelope Assemblies table for values. C402.4.3. t E❑Does Not 4 [FR8]1 ❑Not Observable ❑Not Applicable C4.02 4 4 :,U-factor of opaque doors associated ❑Complies See the Envelope Assemblies table for values. [FR1°4]3 :with the building thermal envelope i❑Does Not meets requirements. ❑Not Observable' ;❑Not Applicable C402.5.1. ;The building envelope contains a ❑Complies 2.2 :continuous air barrier that is sealed in ❑Does Not [FR20]1 an approved manner and average assembly air leakage <= 0.04 cfm/ft2. ❑Not Observable 'Air barrier penetrations are sealed in ❑Not Applicable an approved manner. C402 5'.2, Factory-built fenestration and doors ❑Complies C402.5.4 !are labeled as meeting air leakage '❑Does Not [FR18]3 3requirements. ❑Not Observable _ ❑Not Applicable C402.5.7 'Vestibules are installed on all building ;❑Complies [FR17]3 =entrances. Doors have self-closing ❑Does Not devices. :❑Not Observable': ❑Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) ! 2,_� Medium Impact(Tier 2) ! 3 i Low Impact(Tier 3) Project Title: Canyon Park West-Pad 5 Report date: 03/29/17 Data filename: X:\!!-JTB\!!!-2017 Projects\17.012 -Twin Falls Pad-Wood bu ry\Loads\Ca nyon Park West Pad 5 Page 7 of 15 Mech COMcheck.cck Section # Plumbing Rough-In Inspection Complies? Comments/Assumptions & Rer ID.. ..::. .............?..! C404.5, Heated water supply piping conforms ❑Complies Exception: Requirement does not apply. C404.5.1, -to pipe length and volume ❑Does Not C404.5.2 requirements. Refer to section details. [PL6]3 ❑Not Observable ❑Not Applicable - C404.5, Heated water supply piping conforms '❑Complies ;Exception: Requirement does not apply. C404.5.1, to pipe length and volume ❑Does Not C404.5.2 requirements. Refer to section details. [PL6]3 ;❑Not Observable ❑Not Applicable C404.6.3 ?Pumps that circulate water between a 'ElComplies Exception: Requirement does not apply. [PL7]3 heater and storage tank have controls ❑Does Not that limit operation from startup to <_ 5 minutes after end of heating ❑Not Observable cycle. ❑Not Applicable C404.6.3 Pumps that circulate water between a :❑Complies Exception: Requirement does not apply. [PL7]3 heater and storage tank have controls ❑Does Not that limit operation from startup to <= 5 minutes after end of heating ❑Not Observable cycle. ❑Not Applicable C404.7 :Water distribution system that pumps ❑Complies Exception: Requirement does not apply. [PL8]3 water from a heated-water supply ;❑Does Not pipe back to the heated-water source through a cold-water supply pipe is a ❑Not Observable demand recirculation water system. ❑Not Applicable Pumps within this system have ;controls that start the pump upon receiving a signal from the action of a user of a fixture or appliance and "limits the temperature of the water entering the cold-water piping to 104°F. ......_._._._._.........._......._........................_..._._....__....._...._.__.__._.._._._-__._._._._...------------.............._._._._.__.__._......................................--.............................._._.__.__---._._..._._...-._._._.-.._._._._.--...._-__._...... C404.7 Water distribution system that pumps ❑Complies Exception: Requirement does not apply. [PL813 water from a heated-water supply ❑Does Not 3 pipe back to the heated-water source ;through a cold-water supply pipe is a ❑Not Observable: demand recirculation water system. ❑Not Applicable Pumps within this system have controls that start the pump upon receiving a signal from the action of a user of a fixture or appliance and limits the temperature of the water entering the cold-water piping to 1047. Additional Comments/Assumptions: .........._._.. ... 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) E 3 Low Impact(Ti 3) . ................_ ... 1.................................. _..� Project Title: Canyon Park West- Pad 5 Report date: 03/29/17 Data filename: X:\!!-]TB\!!!-2017 Projects\17.012 -Twin Falls Pad -Wood bury\Loads\Canyon Park West Pad 5 Page 8 of 15 Mech COMcheck.cck Section # Mechanical Rough-in Inspection Complies? Comments/Assumptions & Req.ID .. ..... .... _ C402.2.6 Thermally ineffective panel surfaces of❑Complies Requirement will be met. [ME41]3 sensible heating panels have ❑Does Not insulation >= R-3.5. ❑Not Observable ❑Not Applicable .........................._._._.__._._._._._........_._._..._._._._....................................................__...........................;._._....................................._._._......... _.............._.--------------------_...... ----._._..._..._........-..__-----_._..............................---------.---------_.._._..-._...........- C402.5.5, Stair and elevator shaft vents have ;❑Complies C403.2.4. motorized dampers that automatically ❑Does Not !3 close. [ME3]3 ❑Not Observable; ❑Not Applicable C402.5.5, Outdoor air and exhaust systems have ❑Complies C403.2.4. motorized dampers that automatically '❑Does Not 3 shut when not in use and meet [ME58]3 maximum leakage rates. Check ❑Not Observable gravity dampers where allowed. ❑Not Applicable ------ ___---- -- -- - C403.2.13 Unenclosed spaces that are heated ❑Complies Requirement will be met. [ME71]2 use only radiant heat. ❑Does Not ❑Not Observable' ❑Not Applicable C403:2 3 HVAC equipment efficiency verified. i❑Complies See the Mechanical Systems list for values. [ME55]2 Ss' :❑Does Not ❑Not Observable ❑Not Applicable C403.2.4. `'Fault detection and diagnostics ❑Complies ;Requirement will be met. 7 installed with air-cooled unitary DX ❑Does Not [ME113]2 units having economizers. ❑Not Observable':. _ ❑Not Applicable C403.2.6. I Demand control ventilation provided ❑Complies i Exception: Requirement does not apply. 1 ffor spaces>500 ft2 and >25 ❑Does Not [ME59]1 ;people/1000 ft2 occupant density and ;served by systems with air side ❑Not Observable; economizer, auto modulating outside ❑Not Applicable air damper control, or design airflow >3,000 cfm. .............._.........................._....._................__-___.______...._------- - ---._. _.__......._____ . _...._..----•-...-........................................................_...._...._........................_....._ -•- ............. ._.....--- C403.2.6. Enclosed parking garage ventilation ❑Complies Exception: Requirement does not apply. 2 has automatic contaminant detection ❑Does Not [ME115]3 and capacity to stage or modulate ❑Not Observable fans to 50%or less of design capacity. .............. _ ..... ..... ............................................ ❑Not Applicable C403.2.7 Exhaust air energy recovery on :❑Complies Exception: Requirement does not apply. [ME57]1 systems meeting Table C403.2.7(1) ❑Does Not and C403.2.7(2). ❑Not Observable' ❑Not Applicable .................................._s.............._....._..._... _..._.__._............._...._......._._...._._...._._.___-..........................._._.._. --._._._._._._._..............._..._..._...;......_.................._............ ._....._...._._......._................._....._...................................._.........._._............-.__......_......................-----_...._.............._ C403.2.8 Kitchen exhaust systems comply with ❑Complies Exception: Requirement does not apply. [ME116]3 replacement air and conditioned ❑Does Not supply air limitations, and satisfy hood rating requirements and maximum ❑Not Observable exhaust rate criteria. ❑Not Applicable C403:2 9 HVAC ducts and plenums insulated. ❑Complies Exception: Requirement does not apply. [ME60]2'`'"'Where ducts or plenums are installed ❑Does Not in or under a slab,verification may need to occur during Foundation ❑Not Observable Inspection. ❑Not Applicable C403.2 9 Ducts and plenums sealed based on ':❑Complies ,Requirement will be met. [ME10]2 static pressure and location. ❑Does Not ❑Not Observable' ❑Not Applicable 1 High Impact(Tier 1) .„�^S Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Canyon Park West-Pad 5 Report date: 03/29/17 Data filename: X:\!!-JTB\!!!-2017 Projects\17.012-Twin Falls Pad-Woodbury\Loads\Canyon Park West Pad 5 Page 9 of 15 Mech COMcheck.cck Sec ion �# Mechanical Rough-In Inspection Complies? Comments/Assumptions & RegID ........ ... .. ... . . .:.:.. .......... ..... _... .. C403.2.9. Ductwork operating >3 in. water ❑Complies Exception: Requirement does not apply. 1.3 >column requires air leakage testing. ❑Does Not [ME11]3 ❑Not Observable ❑Not Applicable ........................................................ ............................................_..............................................................................................._:.._._.............................._._._.._......_._...._._._._._._....................... ........................._..... .....__....__..-_.—�-- -- C403.2.9. Ductwork operating >3 in, water ❑Complies Exception: Requirement does not apply. 1.3 column requires air leakage testing. ❑Does Not [ME11]3 .7Not Observable ❑Not Applicable .......................................................................................................................................................................................................... ..........................__-_...........------.............................._.....................................-- C403.3 ;Air economizers provided where ❑Complies Requirement will be met. [ME62]1 i required, meet the requirements for ❑Does Not !design capacity, control signal, ventilation controls, high-limit shut-off, ❑Not Observable' iintegrated economizer control, and ❑Not Applicable ;provide a means to relieve excess ;outside air during operation. __._.-. ___ _ _ ....... —_--- C403.4.4. i Multiple zone VAV systems with DDC ❑Complies Exception: Requirement does not apply. 6 of individual zone boxes have static ❑Does Not [ME110]3 `pressure setpoint reset controls. See the Mechanical Systems list for values. ❑Not Observable ❑Not Applicable C403.4.4 Multiple zone VAV systems with DDC ❑Complies Exception: Requirement does not apply. 6 of individual zone boxes have static ❑Does Not [ME110]3 pressure setpoint reset controls. -]Not Observable See the Mechanical Systems List for values. ❑Not Applicable C408.2,2 ::Air outlets and zone terminal devices ❑Complies Exception: Requirement does not apply. 1 have means for air balancing. ❑Does Not [ME53]3 -]Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) .................. ..........................................................................................:.:::;:;:..................................................._......._................................................................................................_.................................................................._....... Project Title: Canyon Park West- Pad 5 Report date: 03/29/17 Data filename: X:\!!-1TB\!!!-2017 Projects\17.012 -Twin Falls Pad -Wood bury\Loads\Canyon Park West Pad 5 Page 10 of 15 Mech COMcheck.cck Section # Insulation Inspection Complies? Comments/Assumptions & Req...ID! -- ...... ...................... ......... ........: C303.1 :Roof insulation installed per ❑Complies (IN311 manufacturer's instructions. Blown or ;❑Does Not ;poured loose-fill insulation is installed ;only where the roof slope is <=3 in ❑Not Observable 12. ❑Not Applicable C303.1; Building envelope insulation is labeled ❑Complies [IN10]2, with R-value or insulation certificate ❑Does Not providing R-value and other relevant data. ;❑Not Observable ❑Not Applicable C303.2 ;Above-grade wall insulation installed ❑Complies [IN711 'per manufacturer's instructions. ❑Does Not ❑Not Observable _ ❑Not Applicable C303.2.1 Exterior insulation is protected from ❑Complies [IN14]2 damage with a protective material. ❑Does Not Verification for exposed foundation insulation may need to occur during ❑Not Observable _ Foundation Inspection. ❑Not Applicable C402.2.1 Insulation intended to meet the roof ❑Complies [IN17]3 insulation requirements cannot be ❑Does Not installed on top of a suspended ceiling. Mark this requirement ❑Not Observable compliant if insulation is installed ❑Not Applicable accordingly. C402.2.3 ;Above-grade wall insulation R-value. ❑Complies See the Envelope Assemblies table for values. [IN6]1 ❑Does Not ❑Not Observable ❑Not Applicable C402,2.5 'Floor insulation R-value. ❑Complies See the Envelope Assemblies table for values. [IN812 ❑Does Not ❑Not Observable ❑Not Applicable C402.2.6 Radiant panels and associated ❑Complies [IN18]3 :components,designed for heat ❑Does Not transfer from the panel surfaces to the: occupants or indoor space are -]Not Observable insulated with a minimum of R-3.5. ❑Not Applicable C402.4.2. %Roof R-value. For some ceiling ❑Complies ;See the Envelope Assemblies table for values, 2 systems,verification may need to ❑Does Not [IN211 ;occur during Framing Inspection. ❑Not Observable ❑Not Applicable C402.5.1. ;All sources of air leakage in the ❑Complies 1 building thermal envelope are sealed, ❑Does Not [IN1]1 ``caulked, gasketed, weather stripped ❑Not Observable or wrapped with moisture vapor- permeable wrapping material to ❑Not Applicable minimize air leakage. Additional Comments/Assumptions: 1 High Impact(Tier 1) j;; Medium Impact(Tier 2) 3 Low Impact(Tier 3j _�_ Project Title: Canyon Park West- Pad 5 Report date: 03/29/17 Data filename: X:\!!-JTB\!!!-2017 Projects\17.012 -Twin Falls Pad-Wood bu ry\Loads\Canyon Park West Pad 5 Page 11 of 15 Mech COMcheck.cck Section # Final Inspection Complies? 1 Comments/Assumptions C303.3, .Furnished O&M manuals for HVAC ElComplies Requirement will be met. C408.2.5. "systems within 90 days of system E]Does Not 3 acceptance. le C402.5.3 Where open combustion air ducts ElComplies [F15113 provide combustion air to open L]Does Not combustion fuel burning appliances :the appliances and combustion air ![]Not Applicable opening are located outside the building thermal envelope or enclosed in a room, isolated from inside the thermal envelope. Such rooms are isealed and insulated. C402.5.6 Veatherseals installed on all loading :ElComplies [F137]1 dock cargo doors. E]Does Not :E]Not Observable: :[:]Not Applicable TIComplies C402.5.8 Recessed luminaires in thermal [F126]3 envelope to limit infiltration and be IC :E]Does Not ,rated and labeled. Seal between ;interior finish and luminaire housing. 'E]Not Observable! EINot Applicable C403.2.2 'HVAC systems and equipment ;E]Complies !Requirement will be met. [F12713 capacity does not exceed calculated UDoes Not E]Not Observable': UNot Applicable C403.2.4. Heating and cooling to each zone is TIComplies Requirement will be met. 1 controlled by a thermostat control. '!E]Does Not [F14713 Minimum one humidity control device ENot Observable: per installed humidification/dehumidification LINot Applicable C403.2.4. Heating and cooling to each zone is TIComplies wRequirement will be met. 1 controlled by a thermostat control. T]Dcies Not (F147]3 Minimum one humidity control device :[]Not Observable; per installed 'humidification/dehumidification �;01\lot Applicable C403.2.4. Thermostatic controls have a 5 OF TIComplies Requirement will be met. 'ONot Observable Applicable Requirement will be met. 1.3 overlap restrictions. ElDoes Not :E]Not Applicable DComplies C403.2.4. Each zone equipped with setback Exception: Zones operated continuously. 2 controls using automatic time clock or ElDoes Not [F13913 programmable control system. :L]Not Observable: �L]Not Applicable E]Complies 'Requirement will be met. C403.2.4. Automatic Controls: Setback to 55*F C403.2.4, hour occupant override, 10-hour 2.2 backup :[:]Not Observable Project Title: Canyon Park West'Pad 5 Report date: 03/ 9/I7 Data filename: XAl| |-2017 7.OlZ-Twin Falls Pad'Wood bury\Loads\Canyon Park West Pad Page 12of 15 MechCOMcheck.cck Section # Final Inspection Complies? Comments/Assumptions & Req.113. ........ ..: C403.2.4. :Systems include optimum start ❑Complies Requirement will be met. 2.3 controls. ❑Does Not [F141]3 ❑Not Observable ❑Not Applicable .._...._...._._....,'....................._.....__.__...._..__....._................................_.__._._.__.._._._._._._.__........-._._._..._._._...._....._.._........_.__._._._._._-.-__...........................___.-.-.--.-.-.---.-.-.-.--.____._.__._----__-.__._._.___.__._.----—.__.__..__.._.._..__._....__.-.._...__._........ C403.2.4., Systems include optimum start ❑Complies Requirement will be met. 2.3 controls. ❑Does Not [F141]3 ❑Not Observable ❑Not Applicable i ...................._._.....:.................._.----------........—------------------.........................................:............................................... .__._......................-...----- .........---...--................................._-------- ---....__._..__._........._... _... C406.4 Enhanced digital lighting controls ❑Complies [F154]1 >!efficiency package: Interior lighting ❑Does Not has following enhanced lighting controls in accordance with Section ❑Not Observable C405.2.2: Luminaires capable of ❑Not Applicable -continuous dimming and being addressed individually, <= 8 luminaires controlled in combination in a daylight zone,digital control ;system for fixtures, "Sequence of Operations" documentation, and _ ;functional testing per Section C408. C408.2.1 ;Commissioning plan developed by ❑Complies Requirement will be met. [F128]1 registered design professional or ;❑Does Not :approved agency. ❑Not Observable. ❑Not Applicable C408.2.3. 'HVAC equipment has been tested to ❑Complies Requirement will be met. 1 ensure proper operation. ❑Does Not [FI31]1 ,❑Not Observable ❑Not Applicable C408.2.3. !HVAC control systems have been ❑Complies Requirement will be met. 2 tested to ensure proper operation, '❑Does Not [FI10]1 ;calibration and adjustment of controls. ❑Not Observable! ❑Not Applicable C408.2.3. Economizers have been tested to ❑Complies Requirement will be met. 3 ensure proper operation. 1EIDoes Not [FI32]1 ❑Not Observable ❑Not Applicable C408.2.4 Preliminary commissioning report ;❑Complies !Requirement will be met. (FI29]1 ,'completed and certified by registered ❑Does Not ;design professional or approved ;agency. ;❑Not Observable ❑Not Applicable C408.2.5. 'Furnished HVAC as-built drawings ❑Complies '•.Requirement will be met. 1 :submitted within 90 days of system ❑Does Not [F[7]3 ;acceptance. ❑Not Observable:; '❑Not Applicable C408.2.5. ;An air and/or hydronic system ❑Complies Requirement will be met. 3 ;balancing report is provided for HVAC ❑Does Not [FI43]1 :systems. ❑Not Observable ❑Not Applicable C408.2.5. ;Final commissioning report due to ❑Complies "Requirement will be met. 4 building owner within 90 days of ❑Does Not [F130]1 receipt of certificate of occupancy. ❑Not Observable' ❑Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) ( 2 ' Medium Impact(Tier 2) 3 I' Low Impact(Tier 3) Project Title: Canyon Park West- Pad 5 Report date: 03/29/17 Data filename: X:\!!-JTB\!!!-2017 Projects\17.012 -Twin Falls Pad -Wood bury\Loads\Canyon Park West Pad 5 Page 13 of 15 Mech COMcheck.cck 1 ,High Impact(Tier 1) 2` Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Canyon Park West-Pad 5 Report date: 03/29/17 Data filename: X:\!!-JTB\!!!-2017 Projects\17.012 -Twin Falls Pad -Woodbury\Loads\Canyon Park West Pad 5 Page 14 of 15 Mech COMcheck.cck Project Title: Canyon Park West- Pad 5 Report date: 03/29/17 Data filename: X:\!!-JTB\!!!-2017 Projects\17.012 -Twin Falls Pad -Woodbury\Loads\Canyon Park West Pad 5 Page 15 of 15 Mech COMcheck.cck Co check Software Version 4.0.5.5 Exterior Lighting Compliance Certificate Project Information Energy Code: 2015 IECC Project Title: GERONIMO-PAD 5 Project Type: New Construction Exterior Lighting Zone 2 (Neighborhood business district) Construction Site: Owner/Agent: Designer/Contractor: ABOUT 1860 FILLMORE ST JOSEPH HANCOCK TWIN FALLS, ID 83301 EDG joehancock@edg-engineering,com Allowed Exterior Lighting Power A B C D E Area/Surface Category Quantity Allowed Tradable Allowed Watts Watts/Unit Wattage (B X C) FRONT(Main entry) 126 ft of 20 Yes 2520 BACK SIDES(Illuminated area of facade wall or surface) 245 ft2 0.1 No 24 PATIO(Outdoor sales area/lot) 1500 ft2 0.25 Yes 375 Total Tradable Watts(a)= 2895 Total Allowed Watts= 2920 Total Allowed Supplemental Watts(b)= 600 (a)Wattage tradeoffs are only allowed between tradable areas/surfaces. (b)A supplemental allowance equal to 600 watts may be applied toward compliance of both non-tradable and tradable areas/surfaces. Proposed Exterior Lighting Power A B C D E Fixture ID : Description/Lamp/Wattage Per Lamp/Ballast Lamps/ #of Fixture (C X D) Fixture Fixtures Watt. FRONT(Main entry 126 ft of door width):Tradable Wattage LED 1:SF:LED DOWNLIGHT:LED Panel 55W: 1 6 56 336 LED 2:WS:WALL SCONCE:LED PAR 18W: 1 10 19 190 BACK SIDES ( Illuminated area of facade wall or surface 245 ft2): Non-tradable Wattage LED 3:WPEM:WALL:LED Roadway-Parking Unit 110W: 1 5 100 500 LED 4:SF:LED DOWNLIGHT:LED Panel 55W: 1 2 56 112 PATIO(Outdoor sales area/lot 1500 ft2):Tradable Wattage LED 5:P2:POST:LED Panel 54W: 2 2 102 204 Total Tradable Proposed Watts= 730 Exterior Lighting Compliance Statement Compliance Statement: The proposed exterior lighting design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application.The proposed exterior lighting systems have been designed to meet the 2015 IECC requirements in COMcheck Version 4.0.5.5 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. Project Title: GERONIMO-PAD 5 Report date: 03/24/17 Data filename: D:\Dropbox\DwgEDG\Woodbury\Idaho Pad 5\PAD 5 COMCHECK.cck Page 1 of 6 JOSEPH HANCOCK P .E . ,nor MAR 24 , 2017 L Name-Title Signature Date Project Title: GERONIMO-PAD 5 Report date: 03/24/17 Data filename: D:\Dropbox\DwgEDG\Woodbury\Idaho Pad 5\PAD 5 COMCHECK.cck Page 2 of 6 COMcheck Software Version 4.0.5.5 Inspection Checklist Energy Code: 2015 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. Section Plan Review Complies. Comments/Assumptions & Req.ID C103.2 Plans,specifications, and/or ❑Complies [PR8]1 calculations provide all information i❑Does Not with which compliance can be ❑Not Observable determined for the exterior lighting and electrical systems and equipment Not Applicable and document where exceptions to the standard are claimed. Information provided should include exterior lighting power calculations, wattage of bulbs and ballasts, transformers and control devices. Additional Comments/Assumptions: .......................... 1 ;High Impact(Tier 1) 2 iMedium Impact(Tier 2) 3 '1 Low Impact(Tier 3) ......_..:....__.........._._......................_......._.........._....._.._.._......._.__.._._.......:a_._....................................__..........._.._._._... .._..... _........_. . Project Title: GERONIMO-PAD 5 Report date: 03/24/17 Data filename: D:\Dropbox\DwgEDG\Woodbury\Idaho Pad 5\PAD 5 COMCHECK.cck Page 3 of 6 # Rough-In Electrical Inspection Complies? Comments/Assumptions & Req iD ......::..... ..... ._. s ......... ....: C405.2.5 Automatic lighting controls for exterior ❑Complies (EL25pu° ;lighting installed. Controls will be ❑Does Not ;daylight controlled,set based on business operation time-of-day,or ❑Not Observable reduce connected lighting > 30%. ❑Not Applicable Additional Comments/Assumptions: . 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low impact(Tier 3) __........................._.__._.ct-- ._........_._._._-...,.........._.._._ _...._. __._.___.......___._......................_............................... Project Title: GERONIMO-PAD 5 Report date: 03/24/17 Data filename: D:\Dropbox\DwgEDG\Woodbury\Idaho Pad 5\PAD 5 COMCHECK.cck Page 4 of 6 C405.5.1 Exterior lighting power is consistent ElComplies See the Exterior Lighting fixture schedule for values, [FI1911 :with what is shown on the approved []Does Not lighting plans, demonstrating :E]Not Observable proposed watts are less than or equal 'EINot Applicable Ao allowed watts. A66Udmmal Comments/Assumptions: Project Title: GER0N|MO~PAD5 Report date: O3/24/l7 Data filename: D:\Dmpbox\DwgEDG\WoodburyVdahoPad5\PAD5COMCHECKzck Page 5of 6 Project Title: GERONIMO-PAD 5 Report date: 03/24/17 Data filename: D:\Dropbox\DwgEDG\Woodbury\Idaho Pad 5\PAD 5 COMCHECK.cck Page 6 of 6 d 1 2 3 4 5 6 7 8 9 10 11 LICENSED ARCHITECT RECEIVED �^AB15n APR 14 2017 "�"'� N CANYON PARK WEST - PAD 5 �ODINGIDEP7 3 N�5 WWWD1.7 R n rn M = sTnrE OFlonro APPROXIMATELY 7,600 SID FT OF A MULTI TENANT CORE&SHELL PAD BUILDING 1. SHEET INDEX U s�Is # NAME REV. O i a • APPLICABLE CODES 1-GENERAL �o e U sea m - Year Year G000 COVER SHEET G001 NOTES,ABBREVIATIONS,&SPECIFICATIONS C International Building Code a2c9/ National Electrical Code 2014 - �Q G002 ASSEMBLY LEGEND&UL LISTINGS Intem i nal Mechanical Code?P1 0015 - Building Codeons ry G100 ARCHITECTURAL SITE PLN p y I Plumbing Code pggg Building Conservation NIA International Fire Code Za/z ADA Accessibility 2009 ICC International Energy Guidelines _�- G1o1 slTi=_bETAILs a At17.1-2009 -- - 3 � Conservation Code G1oz SITE DETAILS OCLM 2009 ADA/ABA _ - 2-CIVIL _- — --- J C100 SITE PLAN I� / 11 _ _- C200 ,UTILITY PLAN O Il 3 r W A. Occupancy and Group: A T66 L OL —-- "��'--�' C300 GRADING PLAN B y • - C400 EROSION CONTROL PLAN B O Change in Use:Yes No X Mixed Occupancy:Yes No X z = c401 EROSION DET1ALs B J r A `l t __ Special Use and Occupancy(e.g.High Rise,Covered Mall): NONE csoo DETAILS B — ? - C501 DETAILS B " 9 Category: n g p p 3LAN�G OUN COVERTP P. —1 DULES_—__—_--__-- CE Y- H�A 'll B. Seismic Design Cate o SEE STRUCT Design Wind Speed: SEE STRUCT mph X 'FOR REFERENCE C. Type of Construction (circle o e) Ir I I II 11 III III 8 y y �- L701 PLANTING PLAN / L501 LANDSCAPE DETAILS A B A B A B HT A B LI-001 IRRIGATION NOTES&SCHEDULE r LI-100 IRRIGATION PLAN to D. Fire Resistance Rating Requirements for the Exterior Walls based on the fire - --_ • 9 q r '� ,,. LI501 IRRIGATION DETAILS 'I separation distance(in hours): -1- ---------------------- --- North: 0 South: 0 East: 0 West: 0 - _�'"r 4-ARCHITECTURAL - A100 CONTROL PLAN E. Mixed Occupancies: NO Nonseparated Uses: M A101 MAIN FLOOR PLAN A120 ROOF PLAN F: Sprinklers: A200 BUILDING ELEVATIONS _ Q A201 BUILDING ELEVATIONS rr Required: NO Provided: YES Type of Sprinkler System: NFPA 13 A210 STOREFRONT ELEVATIONS&DOOR SCHEDULE A300 BUILDING SECTIONS G: Number of Stories: 1 Building Height: 27'-8" A310 WALL SECTIONS A500 DETAILS _ A501 DETAILS • H: Actual Area per Floor(square feet): A502 DETAILS _ Z 7,610 S ft -...,. F A503 DETAILS Main floor: q ,: ,, .� ,...... .. ..:..:.... ...... .. -.,,,, ,. �. .. ,,,,... .,,... _ W Total sq ft: 7,610 sq ft A504DETAILS sSTRUCTURAL D: U K. Fire Resistance Rating Requirements for Building Elements(hours). -^w-r^^,-T I -- 7-,gr,,, ---..- S1c1 .GENERAL STRUCTURAL NOTES W - - 5102 GENERAL STRUCTURAL NOTES G Element Hours Assembly Element Hours Assembly W01 FOOTING AND FOUNDATION PLAN z r Listing Listing S202 ROOF FRAMING PLAN O i; Exterior Bearing Walls 0 N/A Floors-Ceiling Floors 0 N/A S301 SCHEDULES fA Inte'Or Bearing Walls 0 N/A Roofs-Ceiling Roofs. 0 N/A S302 SCHEDULES `gy Exterior Non-Bearing Walls 0 N A Exterior Doors and Windows A -.. _ —_ _ - S501 FOOTING&FOUNDATION DETAILS Structural Frame 0 N A Shaft Enclosures 0 N/A W02 FOOTING&FOUNDATION DETAILS • O Partitions-Permanent 0 N/A Fire Walls 0 A Fire Barriers Fire Partitions D N A S702 ROOF FRAMING DETAILS Smoke Partitions S702 ROOF FRAMING DETAILS D NIA LU 6-MECHANICAL 0 z L. Design Occupant Load: - M001JECHANICAL E SHEET X p Main floor-Area: 7,610 sq ft/15=507 occupants M201HANICAL PLAN W "`._ ;,' i l `�. .-_. ".. ,:. h 01 DETAILS&SCHEDULES r rp' M. Minimum Number of Required Plumbing Facilities: N/A-GRAY SHELL ONLY a- a) Water Closets-Required(m) N/A (f) N/A Provided(m) 0 (f) 0 7 PLUMBING !✓r ' r"� r� P201 PLUMBING--PLAN b) Lavatories - Required(m) N/A (f) N/A Provided(m) 0 (f) 0 P20z ROOF PLUMBING PLAN LO • c) Bath Tubs or Showers: N/A ; ; ; ,/ r,✓i a K P701 I PLUMBING DETAILS&SCHEDULES to _ d) Drinking Fountains: N/A Service Sinks: 0 r ✓ ✓ r .' &-ELECTRICAL d rr rr 6r r%l a� .� E001 NOTES,SYMBOLS&SCHEDULE E002 SITE DETAILS p E003 ELECTRICAL SPECIFICATIONS - 1 O CLOCATION all be the responsibility of the general contractor to insure that all deferred submittals required by the fire E101 SITE ELECTRICAL 9 rtment have been approved by the state prior to the imolladon 1'a fire alarm and/or fire sprinkler system.It E201 SHELL ELECTRICAL F also be the responsibility of the general contrastortoverifythatallappropriatetestingand/orinspecions DEFERRED SUBMITTALS ALTERNATES E202 SHELL ELECTRICAL - -- --- - W Z been performed before covering or wiling for a final Inspection. - - F O Q E500 SINGLE LINE GROUNDING W N M 2 V 1. PREFABRICATED ROOF TRUSSES(BY ROOF TRUSS MANUFACTURER) 1. 3 RTU-S(SEE ROOF PLAN/MECHANICAL FOR LOCATIONS OF RTU-S) E501 PNEL SCHEDULES = W eD - 2. FIRE SPRINKLER SYSTEM �. 3. FIRE SUPPRESSION SYSTEM N 0 'NOTE:COVIDE A KNOXBOX; 4. FIRE ALARM SYSTEMCOORDINATE W/LOCAL FIRE DEPARTMENT 5. CONCRETE MIX DESIGNS �Q UJ LL lL to O to a ARCHITECT CIVIL ENGINEER MECHANICAL ENGINEER 91 M to FIRE EXTINGUISHERS WOODBURY CORPORATION WOODBURY CORPORATION JTB HVAC&PLUMBING ENG, INC 0 N 2733 E PARLEYS WAY, SUITE 300 2733 E PARLEYS WAY, SUITE 300 1234 S JORDAN PKWY Z SALT LAKE CITY, UT 84109 SALT LAKE CITY, UT 84109 SOUTH JORDAN, UT 84095 PROJECT LOCATION I (801)485-7770 (801)485-7770 (801)707-5011 c� 5o CONTACT: KEVIN GARCIA CONTACT: KEN ENGSTROM CONTACT: JEFF BROWN 3 �OS�P O/SrANCF c rr �PA91LANDSCAPE ARCHITECT STRUCTURAL ENGINEER ELECTRICAL ENGINEER WOODBURY CORPORATION MJ STRUCTURAL ENGINEERS EDG ENGINEERING 2733 E PARLEYS WAY, SUITE 300 5673 S REDWOOD RD 3580 6000 W • 5 SALT LAKE CITY, UT 84109 TAYLORSVILLE, UT 84123 WEST VALLEY, UT 84128 j (801)485-7770 (801)905-1097 (801)397-3535 beenBuildin ed sane have approved � o COVER EET LIFE SAFETY PLAN CONTACT: TANNER SNOW CONTACT: MATT JACKSON CONTACT: JOE HANCOCK PROJECT*4116.400 1/16"=1'-0" DATE: E All Construction Subject To Field Inspection DRAW 40 Page IL OtI POLE LINE RD. SCALE: S Indicated BI ERMIT Date, 11 SITE VICINI mows • 3 1 2 3 4 �i 5 6 7 8 9 10 11 GUUO a 1 1 2 3 4 5 6 7 8 9 10 11 l U CHCENseocr a. lARl1E AR ABBREVIATIONS: GENERAL NOTES: SPECIFICATIONS: -1 532 ui 1. ALL WORK SHALL BE DONE IN ACCORDANCE WI ALL CODE 20. ALL HARDSCAPE SHALL BE INSPECTED DURING FINAL 16. DO NOT CUT&PATCH STRUCTURAL WORK IN A MANNER THAT WOULD n ABV ABOVE FOC FACE OF CONCRETE REQUIREMENTS,&THE LOCAL JURISDICTION DESIGN& INSPECTION.CRACKING,SHIFTING OR DAMAGED CONCRETE SHALL BE RESULT IN A REDUCTION OF LOAD-CARRYING CAPACITY OR OF LOAD/DEFLECTION DIV.1-GENERAL REQUIREMENTS:GENERAL CONTRACTOR SHALL: AFF ABOVE FINISHED FLOOR FTG FOOTING CONSTRUCTION STANDARDS.FOR AREAS NOT COVERED BY REPLACED AT CONTRACTORS EXPENSE PRIOR TO ACCEPTANCE OF RATIO.OBTAIN ARCHITECTS APPROVAL PRIOR TO PROCEEDING W/CUTTING& • N ANOD ANODIZED GND GROUND 1. PROTECT ALL EXISTING LANDSCAPING&OTHER SITE 4. PROVIDE A TPO ROOF MEMBRANE WHERE SHOWN IN PUBLISHED PROJECT SPECIFICATIONS OR THE LOCAL JURISDICTION WORK. PATCHING OF STRUCTURAL SUPPORTS, p� ASPH ASPHALT GYP GYPSUM BOARD RTS,BEAMS&JOISTS.PROVIDE TEMPORARY IMPROVEMENTS THAT ARE TO REMAIN. CONSTRUCTION DOCUMENTS.FOLLOW ALL RECOMMENDATIONS,& LttN 3.Ntl00BR1' STANDARDS&SPECIFICATIONS DRAWING.THE WORK SHALL ALSO SUPPORT OF WORK TO BE CUT WHERE NECESSARY. N BDY BOUNDARY HDR HEADER REQUIREMENTS OF MEMBRANE MANUFACTURER.PROVIDE ANY s?ehaDvq �,.� = COMPLY W/THE PROJECT PLANS,PROJECT SPECIFICATIONS,8 21. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO BEL BELOW HM HOLLOW METAL 2. INCLUDE ALL NECESSARY BUILDING PERMITS,INSPECTION NECESSARY ACCESSORIES&MATERIALS NEEDED TO ACHIEVE THE PROJECT GEOTECHNICAL ENGINEERING REPORT,WHICHEVER IS THE DETERMINE THE QUANTITIES 8 MATERIALS REQUIRED TO COMPLETE 17. USE MATERIALS FOR CUTTING 8 PATCHING THAT ARE IDENTICAL TO - - BLDG BUILDING HOR HORIZONTAL FEES,&OTHER CUSTOMARY MUNICIPAL CHARGES IN BID. WARRANTY BELOW.CONTRACTOR SHALL NOT PERFORM ANY WORK MOST STRINGENT.CONTRACTOR SHALL REQUEST ADDITIONAL THE WORK IN ACCORDANCE W/THE PLANS. EXISTING MATERIALS.IF NOT AVAILABLE,MATCH EXISTING ADJACENT SURFACES BLKG BLOCKING HEIGHT THAT WILL VOID THE WARRANTY IN CLARIFICATION INFORMATION FROM ARCHITECT. TO THE FULLEST EXTENT POSSIBLE W/REGARD TO VISUAL EFFECT WHILE � BM BEAM INSUL INSULATION 3. PERFORM ALL WORK REQUIRED TO CAUSE THE ENTIRE A.CONTRACTOR TO PROVIDE A 15 YEAR ROOF WARRANTY. c� 22. CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING MAINTAINING EQUAL ORBETTER PERFORMANCE CHARACTERISTICS.REMOVE& w BOT BOTTOM JST JOIST PREMISES(BUILDING&SITE)TO COMPLY W/LAWS PERTAINING TO F c 2. ALL MATERIALS&WORKMANSHIP SHALL BE SUBJECT TO GRADES AS ESTABLISHED BY THE PROJECT ENGINEER.RUNOFF& REPLACE AT NO EXTRA COST WORK JUDGED BY THE ARCHITECT TO BE VISUALLY, CB CATCH BASIN MEMB MEMBRANE ACCESSIBILITY BY DISABLED PERSONS&OBTAIN A CERTIFICATE OF 5. PROVIDE FLASHING AS SHOWN IN CONSTRUCTION DOCUMENTS. s CI CONTINUOUS INSULATION MTL METAL INSPECTION BY THE OWNER&THE LOCAL AUTHORITY HAVING DRAINAGE FLOWS SHALL NOT BE ALTERED OR IMPEDED. STRUCTURALLY,OR PERFORMS UNSATISFACTORILY. O OCCUPANCY PRIOR TO DELIVERING THE PREMISES. FLASHING TYPES TO BE SELECTED FOR SPECIFIC PURPOSES&TO BE cc � JURISDICTION.THE OWNER&THE LOCAL AUTHORITY HAVING � CJ CONTROL JOINT MFGR MANUFACTURER JURISDICTION RESERVE THE RIGHT TO ACCEPT OR REJECT ANY 23. THE CONTRACTOR SHALL FURNISH ALL LABOR,TOOLS, 18. PROTECT OTHER WORK DURING CUTTING&PATCHING TO PREVENT ADJACENT MATERIALS. ¢ CL CENTER LINE MTL METAL SUCH MATERIALS&WORKMANSHIP THAT DOES NOT CONFORM TO ITS EQUIPMENT,MATERIALS,EMPLOYEE&SUBCONTRACTOR DAMAGE.PROVIDE TEMPORARY PROTECTION FROM WEATHER IN EXPOSED 4. PROVIDE THE FOLLOWING WARRANTIES SHALL BE GIVEN: ui CUR CLEAR NTS NOT TO SCALE A.ALL MANUFACTURER'S WARRANTIES FOR NEW EQUIPMENT 6. CAULK GAPS/OPENINGS BETWEEN DISSIMILAR MATERIALS - STANDARDS&SPECIFICATIONS. SUPERVISION FOR ITS PORTION OF THE PROJECT TO IMPLEMENT AREAS DURING CUTTING&PATCHING OPERATIONS. o= COL COLUMN OC ON CENTER OR MATERIAL INSTALLED IN THIS PROJECT SHALL BE PROVIDED TO PLANS&SPECIFICATIONS. O OPPOSITE cJ CONC CONCRETE PP E LANDLORD O F 7. PROVIDE FIRE RATED PENETRATION THROUGH HALL FIRE-RATED• THE N L RD IN FULL FORCE,BEGINNING AT THE DATE OF F R RAT S H UG w 3. THE CONTRACTOR SHALL NOTIFY THE LOCAL AUTHORITY 19. ANY DISCREPANCIES,ERRORS OR OMISSIONS DISCOVERED IN THE O DE COLD WATER OSB ORIENTED-STRAND BOARD CERTIFICATE OF OCCUPANCY. ASSEMBLIES.FIRE STOPPING MATERIALS INSTALLS ARE REQUIRED TO HAVING JURISDICTION(INSPECTION SECTION),A MINIMUM OF 48 24. THE CONTRACTOR ASSUMES ALL RISKS IN THE PERFORMANCE CONTRACT DOCUMENTS BY THE CONTRACTOR SHALL BE BROUGHT TO THE Q N�o ` DEPT DEPARTMENT PERP PERPENDICULAR B.ALL HVAC EQUIPMENT TO BE WARRANTED FOR NOT LESS HAVE LABELS ON BOTH SIDES OF THE PROTECTED PENETRATION. HOURS&CMAXIMUM OF 98 HOURS PRIOR TO STARTING OF THE WORK 8 RESPONSIBILITY FOR LOSS 8 EXPENSE RESULTING ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING F CONSTRUCTION, ¢ •- DET DETAIL PLWD PLYWOOD THAN ONE YEAR&HAVE A FIVE-YEAR COMPRESSOR WARRANTY.TEST CONSTRUCTION. FROM ON-SITE INJURY. OTHERWISE THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CORRECTION p>m DIA DIAMETER QTY QUANTITY ALL HVAC UNITS FOR A/C&HEAT PRIOR TO POSSESSION OF SPACE 8. PROVIDE A ROOF HATCH AS SHOWN IN THE CONSTRUCTION z¢ OF SUCH ITEMS. ON DOWN RD ROOF DRAIN C.ALL MATERIALS,EQUIPMENT,&INSTALLATIONS SHALL BE DOCUMENTS.HATCH SHALL BE HEAVY DUTY,COMMERCIAL GRADE.BASIS ¢�+ 4. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE SA THE CONTRACTOR IS RESPONSIBLE FOR SUPERVISION, > DS DOWNSPOUT REO REQUIRED LOCATION 8/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON SAFETY,ADMINISTRATION,SCHEDULING,COORDINATION& WARRANTED FORA PERIOD OF ONE YEAR FROM DATE TENANT OF DESIGN:BILCO TYPE 5-20 EA EACH RM ROOM aTHESE PLANS IS BASED ON THE RECORDS OF THE VARIOUS UTILITY MANAGEMENT OF SUBCONTRACTORS. 20. CONTRACTOR SHALL FIELD VERIFY ACTUAL DIMENSIONS&LOCATE NEW RECEIVES CERTIFICATE OF OCCUPANCY 0 ff11 m J . . ly p COMPANIES&WHERE POSSIBLE,MEASUREMENTS TAKEN IN THE CONSTRUCTION AS REQUIRED TO FIT EXISTING CONDITIONS.CONTRACTOR SHALL EJ EXPANSION JOINT STL STEEL INCLUDE ADHESIVE,EXPANDED POLYSTYRENE INSULATION BOARD,BASE EIFS EXT FINISH INSUL SYSTEM SF SQUARE FEET D.PROVIDE OTHER WARRANTIES AS INDICATED BELOW 9. PROVIDE EIFS WHERE INDICATED ON PLANS.SYSTEM SHALL �/O¢7, EOS EDGE OF SLAB YOC TOP OF CONCRETE FIELD.THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT 26. THE CONTRACTOR SHALL PROTECT ALL PERSONS NEAR OR NOTIFY ARCHITECT IF ACTUAL FIELD CONDITKNS VARY SIGNIFICANTLY FROM 5. PROVIDE A COMPREHENSIVE CLEANING OR SITE&BUILDING AT COAT,REINFORCING MESH&FINISH.FOLLOW ALL MANUFACTURERS w 3 F w OR COMPLETE.THE CONTRACTOR IS RESPONSIBLE FOR LOCATING& ON THE PREMISES FROM UNREASONABLE RISK OF INJURY.PROVIDE THOSE SHOWN ON PLANS. EQ EQUAL TOE TOP OF FOOTING COMPLETION OF WORK REMOVE ALL STICKERS/DECALS THAT ARE RECOMMENDATIONS FOR STORAGE,INSTALLATION&TESTING,ETC. N y 0 y¢ EX EXISTING TOFDN TOP OF FOUNDATION PROTECTING ALL UTILITIES.CONTRACTOR SHALL ASSUME WARNING SIGNS,LIGHTS,BARRICADES,RAILINGS,FLAG MEN OR RESPONSIBILITY FOR REPAIR&EXPENSES INCURRED TO UTILITIES OTHER NECESSARY SAFEGUARD. 21. COMPLIANCE W/FEDERAL,STATE,COUNTY,CITY OR LOCAL CODES,& NOT REQUIRED TO REMAIN BY CODE.CLEAN AREAS AROUND SITE AS A.BASIS OF DESIGN:AGGRE-FLEX EIFS O z w J EXT EXTERIOR TOP TOP OF PARAPET NECESSARY TO BRING AREA BACK TO ORIGINAL STATE. OR STOTHERM ESSENCE THAT BECOME DAMAGED AS A RESULT OF HIS WORK. GOVERNING REGULATIONS AS APPLICABLE TO THE WORK THAT IS EITHER FD FLOOR DRAIN TOW TOP OF STRUCTURE 27. WHERE TWO OR MORE REQUIREMENTS CREATE REQUIRED BY LAW OR IMPOSED HEREBY. B.INSTALL HEAVY DUTY MESH AT ALL EIFS LOCATIONS BELOW 4'& • FDC FIRE DEPARTMENT CONNECTION TOW TOP OF WALL 5. CONTRACTOR SHALL BE RESPONSIBLE FOR: OVERLAPPING CONDITIONS,CONFLICTING MINIMUMS OR LEVELS OF 6. COMPLY W/MANUFACTURER'S INSTRUCTIONS 8 IN OTHER LOCATIONS RECOMMENDED BY THE MANUFACTURER. V FEN FOUNDATION TYP TYPICAL A)OBTAINING ALL PERMITS&LICENSES. QUALITY,ALL OR THE MORE STRINGENT REQUIREMENTS OR THE 22. THE GENERAL CONTRACTOR SHALL PROVIDE&MAINTAIN FIRE RECOMMENDATIONS FOR ALL INSTALLATIONS.INSTALL WORK TRUE TO C.USE EPS SHAPES AS NEEDED TO PERFORM THE WORK SHOWN FE FIRE EXTINGUISHER LINO UNLESS NOTED OTHERWISE B)PREPARING A TRAFFIC CONTROL PLAN,PROVIDING ALL TRAFFIC HIGHER QUALITY LEVEL IS INTENDED,&SHALL BE ENFORCED. EXTINGUISHERS&OTHER EQUIPMENT AS NECESSARY FOR PROPER FIRE LINE,LEVEL,&PLUMB. IN THE CONSTRUCTION DOCUMENTS. FF&E FIXTURES,FURNISHINGS&EQUIP DEVICES AS MAY BE REQUIRED BY THE WORK. CONFLICTING REQUIREMENTS SHALL BE REFERRED TO THE PROTECTION DURING THE CONSTRUCTION PHASE. FO FINISHED OPENING C)COORDINATING WITH ALL UTILITY COMPANIES INVOLVED WITH ARCHITECT OR OWNER'S REPRESENTATIVE WHOSE INTERPRETATION 7. PROVIDE TEMPORARY UTILITIES TO THE PROJECT AREA. 10. PROVIDE A WEATHER BARRIER AS INDICATED IN CONSTRUCTION aQ REGARD TO LOCATION,RELOCATION'S OR ADJUSTMENTS OF WILL BE FINAL. 23. COMPLY WI ALL APPLICABLE PROVISIONS OF MANUAL OF ACCIDENT PROVIDE PERMANENT POWER FOR TRANSFER AT COMPLETION OF DOCUMENTS.FOLLOW ALL MANUFACTURERS RECOMMENDATIONS FOR Q EXISTING UTILITIES DURING CONSTRUCTION TO ASSURE THAT THE PREVENTION IN CONSTRUCTION,ISSUED BY THE ASSOCIATION OF GENERAL CONSTRUCTION&POSSESSION OF PROJECT.GENERAL CONTRACTOR STORAGE,INSTALLATION&TESTING,ETC. - WORK IS ACCOMPLISHED IN ATIMELY FASHION 8 W//NO DISRUPTION 28. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ENSURE CONTRACTORS OF AMERICA,INC. SHALL ARRANGE FOR A TRAILER(OR OTHER TEMPORARY FACILITY)W/ A.BASIS OF DESIGN:ROLLER8HIELD LAB OF SERVICE. THAT THE MOST CURRENT PLANS&SPECIFICATIONS ARE USED& GENERAL SERVICES(TELEPHONE,INTERNET,POWER,ETC.)AT THE OR STO GOLD COAT -, D)ALL PROJECT SAFETY INCLUDING BUT NOT LIMITED TO,TRENCH CONVEYED TO ALL SUB-CONTRACTORS AS APPLICABLE. 24. CONTRACTOR SHALL PROVIDE WRITTEN EVIDENCE OF PUBLIC LIABILITY, SITE DURING CONSTRUCTION. 1 EXCAVATION&SHORING,TRAFFIC CONTROL,&SECURITY. PROPERTY DAMAGE,&OTHER INSURANCE COVERAGE PRIOR TO DIV.8-DOORS&WINDOWS a E)OBTAINING TEMPORARY POWER&WATER TO THE SITE. 29. FIRE DEPARTMENT ACCESS ROAD&FIRE HYDRANTS SHALL BE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES.NOTWITHSTANDING, 8- THERE SHALL BE NO CHANGES TO OR DEVIATIONS FROM THE Q LL F)PAYING ALL FEES EXCLUDING CONNECTION FEES&CITY INSTALLED&OPERATIONAL BEFORE ANY COMBUSTIBLE MATERIAL OWNER'S CONSTRUCTION PERIOD BUILDER'S RIWK INSURANCE,CONTRACTOR REQUIREMENTS OF THESE DRAWINGS UNLESS SUCH CHANGES OR i. PROVIDE HOLLOW METAL DOORS&FRAMES AS SHOWN IN DEVELOPMENT FEES. ARRIVES ON THE SITE(IFC 1411).THIS SHALL INCLUDE(BUT NOT SHALL BE RESPONSIBLE FOR THE PAYMENT OF ANY LOSSES RESULTING FROM DEVIATIONS ARE APPROVED IN WRITING BY OWNER PRIOR TO THE CONSTRUCTION DOCUMENTS. ��iii G)OBTAINING NECESSARY PERMISSION FROM THE LOCAL AUTHORITY LIMITED TO)WOOD FORMS FOR CONCRETE CONSTRUCTION. THEFT OF MATERIALS OR VANDALISM TO CONSTRUCTION OR EQUIPMENT UNTIL WORK BEING DONE. • HAVING JURISDICTION DEPARTMENT OF TRANSPORTATION FOR ALL CERTIFICATE OF SUBSTANTIAL COMPLETION IS ISSUED. 2. MACHINE DOORS FOR HARDWARE.SEAL CUT SURFACES AFTER SYMBOLS: WORK IN AND ADJACENT TO THE PUBLIC RIGHT OF WAY. 9. ALL WORK TO BE PERFORMED BY COMPETENT& FITTING. H)SETTING ALL MANHOLE COVERS,INLET GRATES,WATER VALVES, 25. R.CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY POWER,TELEPHONE, EXPERIENCED WORKMEN&EXECUTED IN A NEAT&WORKMANLIKE CLEAN OUTS,FIRE HYDRANTS&OTHER ACCESS COVERS TO FINISHED GENERAL CONSTRUCTION NOTES: 'WATER HEAT, SANITARY FACILITIES.CONTRACTOR SHALL SUPPLY GROUNDED MANNER. - 3. PROVIDE ALUMINUM STOREFRONT WHERE INDICATED IN THE PAVEMENT SURFACE OR FINISHED GRADE. EXTENSION CORDS,OTHER CONNECTION DEVICES,&SHALL PROTECT CORDS& CONSTRUCTION DOCUMENTS.STOREFRONT SYSTEM SHALL BE HEAVY 0J 1 1)RECORDING AS-BUILT INFORMATION ON A SET OF RECORD 1. THE OWNER RESERVES THE RIGHT TO ESTABLISH EQUIPMENT FROM THE PUBLIC. 10. ALL FIRE-RATED ASSEMBLIES SHALL BE TESTED IN DUTY COMMERCIAL GRADE.FOLLOW ALL MANUFACTURERS Q CALLOUT HEAD DRAWINGS KEPT ON THE CONSTRUCTION SITE&SUBMITTED TO REASONABLE RULES&REGULATIONS PERTAINING TO THE USE OF THE ACCORDANCE WITH ASTM E 119. INSTRUCTIONS&RECOMMENDATIONS.STOREFRONTS TO BE A101 ARCHITECT FOLLOWING CONSTRUCTION. SITE DURING THE PROJECT CONSTRUCTION. 26. CONTRACTOR SHALL PROVIDE SEPARATE DUMPSTER&SHALL BE ENGINEERED BY CONTRACTOR OR MANUFACTURER FOR THE SIZE& J)REFERRING TO&MEET THE REQUIREMENTS OF THE RESPONSIBLE FOR THE REMOVAL FROM THE PREMISES&DISPOSAL OF ALL DIV.2-DEMOLITION CONFIGURATION SHOWN IN DOCUMENTS.PROVIDE MANUFACTURERS ( GEOTECHNICAL REPORT 2. DO NOT UNREASONABLY ENCUMBER THE SITE WITH CONSTRUCTION DEBRIS&DEMOLISHED MATERIALS. STANDARD WARRANTY K)KEEPING ADJACENT STREETS FREE&CLEAN OF ALL DEBRIS&DIRT MATERIALS OR EQUIPMENT.STOCKPILE ALL MATERIALS WITHIN THE 1. REMOVE ALL EXISTING IMPROVEMENTS NECESSARY TO CARRY 197 FROM THE JOB SITE.CONTRACTOR MUST SWEEP STREETS AS TENANTS SPACE. 27. ALL SUBMITTALS REQUIRED HEREIN SHALL BE SENT TO THE ARCHITECT OUT WORK.SAVE,PROTECT,8/OR REUSE ANY IMPROVEMENTS OR 4. INSTALL FRAMES PLUMB&LEVEL.ALIGN&FIT DOORS IN FRAMES CASEWORK TAG NEEDED&UPON OWNERA.00AL AUTHORITY HAVING JURISDICTION VIA EMAIL:WOODBURY CORPORATION:KEVIN GARCIA-, MATERIALS THAT CAN BE REASONABLY SALVAGED.SAW CUT W/UNIFORM 1/8"CLEARANCES&1/8"IN 2"BEVELS,EXCEPT COMPLY W/ 30 36 72 REQUEST. 3. CONTRACTOR SHALL KEEP THE CONSTRUCTION SITE CLEAN, K_GARCU�WOODBURYCORP.COM.ALL SAMPLES&DRAW DOWNS SHALL BE SIDEWALK WOR CURB AS NECESSARY TO PERFORM WORK. NFPA 80 FOR CLEARANCES&BEVELS ON FIRE-RATED ASSEMBLIES. Z L)REFER TO ARCHITECTURAL PLANS FOR THE EXACT LOCATION,& PROVIDE FACILITIES FOR THE DISPOSAL OF WASTE MATERIALS, SENT WITH A TRANSMITTAL LETTER TO WOODBURY CORPORATION,2733E CUSTOM - REGULAR CLEANUP OF THE CONSTRUCTION SITE,&IMPLEMENT 2. LEGALLY DISPOSE OF ALL WASTE 5. PROVIDE HARDWARE MANUFACTURED TO CONFORM TO �• DIMENSIONS OF BUILDING EXITS,RAMPS,TRUCK DOORS,8 UTILITIES PARLEYS WAY SUITE 300,SALT LAKE CITY,UT 84109;ATTENTION:KEVIN GARCIA w ENTRANCE LOCATIONS. PRECAUTIONS&PROCEDURES AS TO MINIMIZE NOISE,DUST OR PUBLISHED TEMPLATES GENERALLY PREPARED FOR MACHINE-SCREW a-a, 11 DOOR TYPE TAG M)VERIFYING ELEVATION&HORIZONTAL LOCATION OF ALL UTILITY OTHER HARMFUL OR UNDESIRABLE AFFECTS ON ADJOINING TENANT 28_ THE CONTRACTOR&APPROPRIATE SUBCONTRACTORS SHALL BE DIV.3-CONCRETE INSTALLATION.DO NOT PROVIDE HARDWARE WHICH HAS BEEN U POINTS OF CONNECTION PRIOR TO ANY UTILITY INSTALLATION. SPACES, RESPONSIBLE FOR REVIEW OF SHOP DRAWINGS,PRODUCT DATA&SAMPLES PREPARED FOR SELF-TAPPING SHEET METAL SCREWS.FURNISH PHILLIPS In 1 N)ENSURING THAT ALL SITE CONCRETE&ASPHALT SECTIONS SHALL PRIOR TO SUBMISSION.THE CONTRACTOR SHALL FIELD VERIFY DIMENSIONS, 1. PROVIDE CONCRETE FOOTINGS,FOUNDATIONS,&SLABS AS FLAT HEAD SCREWS,MATCHING ADJOINING FINISH,FOR INSTALLATION W/ LU BE IN ACCORDANCE WITH THE GEOTECHNICAL REPORT.HEAVY DUTY 4. WHERE ALLOWANCES ARE CALLED FOR,CONTRACTOR SHALL FIELD CONSTRUCTION CRITERIA,CATALOG NUMBER,CONFORMANCE WITH SHOWN IN THE DRAWINGS.REFER TO STRUCTURAL EACH HARDWARE ITEM. 0 CONCRETE SHALL BE PLACED WHERE SHOWN ON PLANS. OBTAIN&SUBMIT PROPOSALS FOR THE WORK OF EACH ALLOWANCE. SPECIFICATIONS&DRAWINGS,&ALL OTHER APPLICABLE DATA. DRAWINGS/SPECIFICATIONS FOR STRENGTH OF CONCRETE&SIZE& Z 1 A101 1 BUILDING ELEVATION TAG CONTRACTOR'S COST FOR UNLOADING,HANDLING,LABOR, SPACING OF REBAR. 6. MOUNT HARDWARE UNITS AT HEIGHTS INDICATED IN O 6. IF,DURING THE CONSTRUCTION PROCESS,CONDITIONS ARE INSTALLATION,OVERHEAD&PROFIT,&ANY OTHER EXPENSES 29. SHOP DRAWINGS&PRODUCT DATA SHALL BE PRESENTED IN A CLEAR& "RECOMMENDED LOCATION FOR BUILDERS HARDWARE FOR STANDARD O ENCOUNTERED WHICH INDICATE AN UNIDENTIFIED SITUATION IS CONTEMPLATED FOR THE ORIGINAL ALLOWANCE SHALL BE INCLUDED THROUGH MANNER.INCORPORATED MATERIALS SHALL BE CLEARLY MARKED TO 2. PROVIDE PRECAST CONCRETE TRENCHES WHERE SHOWN IN STEEL DOORS&FRAMES."INSTALL IN ACCORDANCE W/MANUFACTURER'S 1 1 PRESENT,THE CONTRACTOR SHALL CONTACT THE ARCHITECT IN THE CONTRACT SUM&NOT IN THE ALLOWANCE. IDENTIFY THE APPLICABLE PRODUCTS OR MODELS WI DIMENSIONS&DIAGRAMS PLANS.TRENCHES SHALL BE SPECIFICALLY ENGINEERED FOR TRUCK INSTRUCTIONS&RECOMMENDATIONS,LEVEL,PLUMB,&TRUE TO LINE& � N 1 IMMEDIATELY. INDICATED. TRAFFIC. LOCATION.ADJUST&CHECK OPERATION AS NECESSARY. 8 5. CHANGE ORDERS FOR UNIT-COST TYPE ALLOWANCES SHALL BE BASED SOLELY ON THE DIFFERENCE BETWEEN THE ACTUAL UNIT 3. PROVIDE A FLAT SMOOTH SURFACE ON 7. DIMENSIONS FOR LAYOUT&CONSTRUCTION ARE NOT TO BE 30. SHOP DRAWINGS,PRODUCT DATA,SAMPLES 8 OTHER ILLUSTRATIVE SU CONCRETE SLAB 7. PROVIDE GLAZING IN STOREFRONT FRAMES&WHERE SHOWN ON lk 1 A101 1 STOREFRONT ELEVATION TAG SCALED FROM ANY DRAWING.IF PERTINENT DIMENSIONS ARE NOT PURCHASE AMOUNT&THE UNIT ALLOWANCE MULTIPLIED BY THE MATERIAL AS MAY BE CONSIDERED NECESSARY BY THE ARCHITECT WILL BE WITHIN BUILDING. PLANS. • 0 SHOWN,CONTACT THE ARCHITECT FOR CLARIFICATION. FINAL MEASURE OR COUNT OF WORK-IN-PLACE W/REASONABLE SUBMITTED BY THE CONTRACTOR TO THE ARCHITECT IN ADEQUATE TIME TO A.BASIS OF DESIGN:VIRACON 1"VEl-2M INSULATING HS/HS W ADJUSTMENT WHERE APPLICABLE FOR CUTTING LOSSES, PREVENT DELAYS&CHANGES DURING THE CONSTRUCTION. 4. PROVIDE A BROOM FINISH SURFACE ON EXTERIOR CONCRETE B.PERFORMANCE DATA: O 1 8. IN GENERAL,THE LIMITS OF CONSTRUCTION INCLUDE ALL TOLERANCES,MIXING WASTES,&SIMILAR MARGINS. VLT:70% ROUT:11% QFACILITIES SHOWN AS PROPOSED ON THE BUILDING&SITE PLANS.IN 31. ARCHITECT WILL STAMP EACH SUBMITTAL INDICATING WHETHER DIV.4-MASONRY: WINTER U:.29 SUMMER U:.26 a 6E ADDITION,ALL ADJACENT PUBLIC IMPROVEMENTS&PRIVATE 6. AN ALTERNATE IS AN AMOUNT PROPOSED BY THE SUBMITTAL IS RETURNED'APPROVED','APPROVED AS CORRECTED','NOT SC:." SHGC:.25 L p 6 6 6E A101 INTERIOR ELEVATION TAG A FINAL MPR0 EMENTS MUST BE REPAIRED,RESTORED,OR COMPLETED TO CONTRACTOR&STATED ON THE BID FORM THAT WILL BE ADDED OR APPROVED',OR'REVISE&RESUBMIT. 1. PROVIDE A BRICK VENEER SYSTEM.BRICK TO COMPLY W/ LSG:1.84 O CONDITION.THE CONTRACTOR IS RESPONSIBLE FOR DEDUCTED FROM THE BASE BID AMOUNT IF OWNER DECIDES TO ASTM C 652. 8. PROVIDE ACCESS PANELS ON PARAPET WALLS IN LOCATIONS IDENTIFYING PRIOR TO BID ANY ITEMS ON THE SITE,&CONNECTING ACCEPT OR DELETE THE ALTERNATE WORK ITEM.COORDINATE 32. ARCHITECTS APPROVAL OF SHOP DRAWINGS SHALL NOT CONSTITUTE AN A.PROVIDE GALVANIZED STEEL TIES&ANCHORS AS SPECIFIED NOTED ON THE PLANS p PARCELS,THAT WILL REQUIRE REPAIR,REMOVAL,RESTORATION,OR RELATED WORK&MODIFY OR ADJUST ADJACENT WORK AS REQUIRED APPROVAL OF A SUBSTITUTE PRODUCT OR INSTALLATION UNLESS CONTRACTOR BY BRICK MFG&/OR STRUCTURAL ENGINEER. A.BASIS OF DESIGN:NYSTROM NSERIES ACCESS DOOR NT Q WORK OF ANY KIND TO COMPLETE THE PROPOSED CONSTRUCTION. SO THAT ALTERNATE IS COMPLETE&FULLY INTEGRATED.ALL HAS SPECIFICALLY REQUESTED IN WRITING&RECEIVED IN WRITING FROM THE B.AT ALL BASES,LEDGERS&LINTELS,ETC.PROVIDE B.DOOR SIZE:24"X24" GRID THESE ITEMS SHALL BE INCLUDED IN THE CONTRACTOR'S BASIC BID. ADDITIONAL COST OR SAVINGS ASSOCIATED W/ADJUSTMENTS OR TO ARCHITECT A LETTER WHICH SPECIFICALLY STATES THAT THE ITEM BEING -CAVITY DRAINAGE MESH C.FINISH:GRAY BAKED POWDER COAT FINISH MODIFICATIONS IN ADJOINING WORK MUST BE INCLUDED IN THE PRICE REQUESTED AS A SUBSTITUTE IS APPROVED&ACCEPTED BY THE ARCHITECT. -FLASHING D.DOOR:FABRICATE FROM 14-GAUGE COLD ROLLED L 9. ALL AREAS NOT DEVOTED TO BUILDING AREAS,FUTURE OF EACH ALTERNATE. CONTRACTOR SHALL NOT PROCEED W/THE INSTALLATION OF ANY PRODUCT, -CELLULAR PLASTIC WEEP VENTS SHEET STEEL N TEMPERED GLAZING BUILDING AREA,PARKING,ACCESS DRIVES,WALKS,STORAGE OR MATERIAL,OR FABRICATION THAT DOES NOT MEET THE PROJECT SPECIFICATIONS •OTHER MFGR RECOMMENDED ACCESSORIES E.FRAME:FABRICATE FROM 16-GAUGE COLD ROLLED ACCESSORY USES SHALL BE LANDSCAPED.CONSULT OWNERS 7. COORDINATION MEETINGS MAY BE REQUESTED AT ANY TIME WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT.CONTRACTOR WILL BE C.CLEAN ALL BRICK FROM MORTAR&ADHESIVE ETC SHEET STEEL.PROVIDE 114"MOUNTING HOLES&EASY • m REPRESENTATIVE OR LANDSCAPE DESIGNER FOR ANY LANDSCAPE BY THE OWNER OR ARCHITECT.REGULAR WEEKLY COORDINATION RESPONSIBLE FOR THE COST OF REMOVAL&REPLACEMENT OF ANY MATERIAL D.CONTRACTOR TO PROVIDE A 3k3'MIN SAMPLE/MOCK-UP INSTALL TABS U D. ____ _ N8TT18 LEVEL CALLOUT AREAS NOT PROPERLY REPRESENTED IN THE CONSTRUCTION MEETINGS SHALL BE HELD WHICH SHALL INCLUDE THE ARCHITECT, NOT MEETING THE PROJECT SPECIFICATION,INCLUDING THE COST OF COMPLETE W/MORTAR TO THE ARCHITECT FOR REVIEW. F.HINGE:CONCEALED PIN TYPE,SPRING LOADED TO EIBVa110f1 y�. DOCUMENTS. OWNER'S REPRESENTATIVE,CONTRACTOR'S FIELD SUPERINTENDENT, REPLACEMENT&REPAIR OF ADJOINING SUBSTRATES&MATERIALS. ALLOW FOR DOOR REMOVAL W^ O CONTRACTOR'S PROJECT MANAGER,&TENANTS REPRESENTATIVE. DIV.5-MISC.METALS: G.HARDWARE:KEY OPERATED CYLINDER CAM LOCK W/2 KEYS ggg 10. CONTRACTOR SHALL REPAIR,ADJUST,REMOVE OR RELOCATE 33. ALL MANUFACTURED ARTICLES,MATERIALS,&EQUIPMENT SHALL BE PER LOCK,KEYED ALIKE&WEATHER GASKETING fn EIF$01 MATERIAL TAG ALL EXISTING SIGNS,STRUCTURES,UTILITIES&LANDSCAPE AS 8. WHEN LAYING OUT WORK,CONTRACTOR IS TO BE SUPPLIED AS RECOMMENDED BY THE MANUFACTURER&SHALL BE NEW&FREE 1. PROVIDE STRUCTURAL STEEL AS SHOWN IN THE f- NECESSARY TO COMPLETE PROJECT.COORDINATE W/OWNERS RESPONSIBLE FOR ALL LINES,ELEVATIONS,MEASUREMENTS OF THE FROM ANY DEFECTS. CONSTRUCTION DOCUMENTS.COMPLY W/STANDARDS, DIV.B•FINISHES •'A^ Z REPRESENTATIVE,APPLICABLE AGENCIES,UTILITIES AS NECESSARY BUILDING,UTILITIES,&OTHER WORK EXECUTED UNDER THE PROCEDURES,PRACTICES,&RECOMMENDATIONS OF THE AMERICAN v/ 06 F:o a PRIOR TO ANY DEMOLITION.PROVIDE SLEEVING FOR ALL EXISTING CONTRACT. 34. ALL MATERIALS&EQUIPMENT SHALL BE WARRANTED FOR A MINIMUM OF INSTITUTE OF STEEL CONSTRUCTION.PROVIDE SHOP DRAWINGS FOR 1, GYPSUM WALLBOARD-PROVIDE AS SHOWN ON PLANS. W _ c I W C3 O NORTH ARROW UTILITIES AS REQUIRED BELOW ALL PROPOSED ENTRANCES&WALKS ONE(1)YEAR AFTER THE DATE OF ACCEPTANCE. ALL COLUMNS,BEAMS,JOISTS,DECK,SUPPORTS,ETC.FOR APPROVAL A. UNITED STATES GYPSUM"SHEETROCK"IS STANDARD OF //� w 9. CONTRACTOR SHALL MAINTAIN WRITTEN RECORDS AT THE BY ARCHITECT PRIOR TO STEEL FABRICATION. - QUALITY.COMPLY W/ASTM C 36 FOR EXPOSED GYPSUM BOARD,518" V/ w 11. SUBMIT TEST REPORTS OR CERTIFICATES TO OWNER ON ALL PROJECT SITE.THESE RECORDS INCLUDE COPIES OF ALL INSPECTION 35. PRIOR TO SUBMITTING THEIR BID,THE CONTRACTOR IS TO VISIT THE THICK,TYPE"X'FIRE CODE W/TAPERED EDGE.USE AT ALL EXTERIOR J O 3 ROOM NAME MATERIALS TESTING&COMPACTION SPECIFICATIONS REPORTS,TEST RESULTS,APPROVED SHOP DRAWINGS,SUBMITTALS PROJECT SITE TO VERIFY ALL THE EXISTING CONDITIONS.IF CONFLICTS OCCUR IN 2 PROVIDE A STEEL ROOF LADDER. LOCATIONS,EXTERIOR GRADE OR WATER RESISTANT TYPES IN WET Y ` 2 J REQUIREMENTS. &OTHER CERTIFICATES DEMONSTRATING CONTRACTOR'S THESE DRAWINGS THE CONTRACTOR IS TO CONTACT THE ARCHITECT FOR AREAS. n/ O �Q 01 ROOM TAG PERFORMANCE OF INSPECTIONS&COMPLIANCE WITH MUNICIPAL CLARIFICATION PRIOR TO SUBMITTING THEIR BID.CONTRACTOR IS RESPONSIBLE DIV.6-WOOD&PLASTICS LL• Y B. PROVIDE METAL CORNER BEADS,METAL TRIM,PERFORATED w LL 150 SF 12. MATERIALS&INSTALLED WORK SHALL REQUIRE TESTING. REQUIREMENTS. FOR MAKING SURE THAT ALL THEIR BIDDING SUBCONTRACTORS VISIT THE SITE& TAPE,&DWA-14 ADHESIVES&OTHER MISCELLANEOUS MATERIALS � � �Z a PROJECT MANAGER SHALL INSTRUCT CONTRACTOR W/RESPECT TO KNOW THE EXISTING CONDITIONS OF THE PROJECT PRIOR TO THEM SUBMITTING 1. PROVIDE WOOD STUD FRAMING WHERE SHOWN IN REQUIRED.FASTEN W/GYPSUM BOARD SCREWS COMPLYING WI ASTM C ^ co- C THE QUANTITY 646 AND C 1002 TYPE&FREQUENCY OF TESTS TO BE MADE ON 10. CONTRACTOR SHALL MAINTAIN A SET OF DRAWINGS WHICH THEIR BID TO THE CONTRACTOR. CONSTRUCTION DOCUMENTS.MEET ALL REQUIREMENTS INDICATED li 4Q c 1 SIM BUILDING SECTION PRODUCTS PRIOR TO PLACEMENT.OWNER SHALL PAY THE COST OF SHALL BE MARKED ON A CONTINUING BASIS SHOWING ANY DEVIATION . BY THE STRUCTURAL ENGINEER. C. USE PLAIN OR PERFORATED JOINT TAPE COMPLYING WI ASTM cq INITIAL INSPECTIONS,NORMAL CYLINDER TESTS,ETC.IF ANY TEST OR CHANGES TO THE WORK.AS-BUILT DRAWINGS SHALL 36. CONTRACTOR IS TO SUBMIT FIRE SPRINKLER 8 ALARM PLAN TO THE FIRE G 475,8 JOINT COMPOUND ADHESIVES W/OR WITHOUT FILLERS Z > U 101 RESULT FAILS TO MEET SPECIFICATIONS,RE-TESTING OR SPECIFICALLY LOCATE THE DEPTH&POSITION OF ALL UNDERGROUND MARSHALL FOR REVIEW PRIOR TO BEGINNING WORK ON THE FIRE SPRINKLER& 2. PROVIDE BLOCKING,NAILERS,&SIMILAR SUPPORT FOR ALL COMPLYING W/ASTM 0475.PROVIDE PRE-MIXED,TWO-COMPOUND O W SUPPLEMENTAL TESTS WILL BE REQUIRED.SUCH TESTS,INCLUDING UTILITY&SERVICE LINES,CONDUITS,RACEWAYS,ETC. ALARM SYSTEM. WALL ATTACHED ITEMS(INCLUDING CABINETS,SHELVES,WALLS TREATMENT;ONE FOR BEDDING&ANOTHER FOR JOINT FINISH TOPPING. w RE-TESTING OF REJECTED MATERIALS FOR INSTALLED WORK SHALL STOPS,ETC.) D. INSTALL&FINISH GYPSUM BOARD TO COMPLY W/ASTM C 840. 1 SIM WALL SECTION BE DONE AT CONTRACTORS EXPENSE. 11. THE INSTALLER OF EACH MAJOR UNIT WORK SHALL INSPECT 37. CONTRACTOR TO FIELD MEASURE ALL AREAS THAT ARE TO RAVE INSTALL BOARDS ACROSS FRAMING IN A MANNER WHICH MINIMIZES OR >_ MM u1 - THE SUBSTRATE TO RECEIVE THE WORK&CONDITIONS UNDER WHICH MILLWORK&PROVIDE SHOP DRAWINGS TO ARCHITECT FOR APPROVAL PRIOR TO 3. SET WORK TO REQUIRED LEVELS&LINES W/MEMBERS PLUMB AVOIDS COMPLETELY THE NUMBER OF END-BUTT JOINTS.STAGGER "z W p �ul 13' LOCATE&INSTALL CONSTRUCTION JOINTS AS INDICATED OR THE WORK IS TO BE PERFORMED.DO NOT PROCEED UNTIL BEGINNING ANY MILLWORK CONSTRUCTION. &TRUE TO LINE&CUT&FITTED.SCRIBE&COPE,AS REQUIRED,TO ALL VERTICAL JOINTS OVER DIFFERENT STUDS ON OPPOSITE SIDES OF M E IF NOT INDICATED,LOCATE SO AS NOT TO IMPAIR STRENGTH& UNSATISFACTORY CONDITIONS HAVE BEEN CORRECTED. WALLS OR ADJACENT EQUIPMENT/FINISHES. PARTITIONS.INSTALL TRIM&FINISH AS REQUIRED. co c APPEARANCE OF THE STRUCTURE,AS ACCEPTABLE TO LANDSCAPE 36. ALL WORK UNDER THIS CONTRACT SHALL BE PERFORMED BY COMPETENT 0 100'-0" SPOT ELEVATION TAG ARCHITECT. 12. WHERE INSTALLATIONS INCLUDE MANUFACTURED PRODUCTS, WORKMEN,&EXECUTED IN A NEAT&WORKMANLIKE MANNER. 4. COMPLY W/STANDARDS,PROCEDURES,PRACTICES,& 2. LIGHT GAUGE METAL FRAMING-PROVIDE AS SHOWN ON PLANS. • COMPLY W/THE MANUFACTURER'S APPLICABLE INSTRUCTIONS& REQUIREMENTS OF THE APA-THE ENGINEERED WOOD ASSOCIATION. A. PROVIDE WALL FRAMING OF THE TYPE SHOWN ON PLANS.USE 14. APPLY NON-SLIP BROOM FINISH TO EXTERIOR CONCRETE RECOMMENDATIONS FOR INSTALLATION TO THE EXTENT THESE 39. PRIOR TO FINAL PAYMENT,CONTRACTOR SHALL PROVIDE TO OWNER ALL 3-5/8'STUDS @ 16"O.C.(U.N.O.)&RUNNERS COMPLYING W/ASTM C 6.46, cc PLATFORMS,STEPS,RAMPS,CURBING,&ELSEWHERE AS INDICATED. INSTRUCTIONS&RECOMMENDATIONS ARE MORE EXPLICIT OR MORE MAINTENANCE&OPERATION MANUALS,EQUIPMENT WARRANTIES, DIV.7-THERMAL PROTECTION W/FLANGE EDGES OF STUDS BENT BACK 90 DEGREES&DOUBLED OVER U 1 View NanTe STRINGENT THAN THE REQUIREMENTS INDICATED IN THE CONTRACT CONTRACTOR'S WARRANTIES,MANUFACTURER'S WARRANTIES,OCCUPANCY TO FORM 3/16"MINIMUM W/;0.0179"MINIMUM THICKNESS OF BASS METAL. Lu .2VIEW TITLE-REFERENCED 15. CONTRACTOR SHALL PROVIDE ALL GUARANTEES IN WRITING DOCUMENTS. PERMITS,&OTHER REGULATORY-APPROVAL CERTIFICATIONS,LIEN WAIVERS 1. PROVIDE FIBERGLASS BLANKETBATT INSULATION IN B. COMPLY W/ASTM C 754 INSTALLATION STANDARD.INSTALL A600 1I8"_ -0" &WORDED AS APPROVED BY OWNERS REPRESENTATIVE& FROM ALL SUBCONTRACTORS,ALL CHANGE ORDERS&STATEMENT OF COST, LOCATIONS&WITH R-VALUES AS SHOWN IN CONSTRUCTION WALL PARTITION SUPPORTS SYSTEM IN ACCORDANCE W/APPLICABLE O LANDSCAPE ARCHITECT PRIOR TO COMMENCING WORK. 13. PROVIDE ATTACHMENT,CONNECTION DEVICES,BLOCKING, SPARE PARTS,KEYS,RECORD/AS-BUILT DRAWINGS,&OTHER INFORMATION DOCUMENTS.MATERIAL TO COMPLY W/ASTM C665-06.MUST HAVE A PUBLISHED RECOMMENDATIONS OF GYPSUM BOARD MANUFACTURER 8 SLEEVING,&METHODS FOR SECURING WORK.SECURE WORK TRUE REQUESTED BY OWNER. MAX FLAME SPREAD OF 25,&SMOKE-DEVELOPED VALUE OF 50.ALL OF"GYPSUM CONSTRUCTION HANDBOOK"PUBLISHED BY UNITED STATES 0 - 16. DUST,MUD&EROSION SHALL BE CONTROLLED BY WHATEVER TO LINE,LEVEL,&PLUMB WITHIN RECOGNIZED INDUSTRY EXPOSED BATT INSULATION TO BE COVERED WITH A FSK PAPER GYPSUM CO. Z = 8"METAL WALL WALL LEGEND-WALL CALLOUT MEANS NECESSARY&THE ROADWAY SHALL BE KEPT FREE OF MUD& TOLERANCES.ALLOW FOR EXPANSION&BUILDING MOVEMENT. 40. CONTRACTOR TO PROVIDE A FINAL CLEANING OF ALL WORK AT SECURELY FASTENED TO THE STRUCTURE OF THE BUILDING. E. ISOLATE STUD SYSTEM FROM TRANSFER OF STRUCTURAL 90 DEBRIS,AT ALL TIMES. PROVIDE UNIFORM JOINT WIDTH IN EXPOSED WORK.ARRANGE JOINTS COMPLETION.COMPLY WITH THE MANUFACTURER'S INSTRUCTIONS FOR LOADING BOTH HORIZONTALLY&VERTICALLY.PROVIDING SLIP OR R-VALUE(C.I. UL LISTING IN EXPOSED WORK TO OBTAIN THE BEST VISUAL EFFECT. CLEANING OPERATIONS.REMOVE LABELS WHICH ARE NOT REQUIRED AS 2. PROVIDE SOUND ATTENUATION INSULATION IN ALL DEMISING CUSHIONED TYPE JOINTS TO OBTAIN LATERAL SUPPORT&AVOID AXIAL 17. CONTRACTOR SHALL REPLACE ANY EXISTING SIDEWALK OR PERMANENT LABELS. WALLS.MATERIAL TO COMPLY W/FS HH-I-521,TYPE 1-SEMI-RIGID, LOADING. NOTES, c±1 CURB&GUTTER ALONG THE FRONTAGE OF THIS PROJECT THAT IS 14. WHERE MOUNTING HEIGHTS ARE NOT INDICATED,MOUNT CLASS 25 FLAME SPREAD,MINERAL FIBER BLANKET W/OUT F. ALL WALLS ARE TO RUN TO DECK ABOVE U.N.O. > WALL TYPE TAG DAMAGED BY CONTRACTOR,AS DIRECTED BY THE ARCHITECT& INDIVIDUAL UNITS OF WORK AT INDUSTRY RECOGNIZED STANDARD 41. CONTRACTOR IS TO PROVIDE CONTINUOUS METAL SHEETS IN ALL METAL MEMBRANE. ABBREVIATIONS, • N SD/ LOCAL AUTHORITY HAVING JURISDICTION. MOUNTING HEIGHTS OR AS PER LATEST ADOPTED CODE OR LOCAL STUD WALLS WHERE MILLWORK CABINETRY&WALL-MOUNTED DOOR STOPS& DIV.10-SPECIALTIES: &SPECIFICATIONS „ LD JURISDICTION REQUIREMENTS FOR THE PARTICULAR APPLICATION EQUIPMENT/SPECIALTIES,ETC.,ARE LOCATED. 3. PROVIDE RIGID INSULATION WHERE SHOWN IN CONSTRUCTION --- ----- 18. ALL PUBLIC IMPROVEMENTS WITHIN THE LOCAL AUTHORITY INDICATED.REFER QUESTIONABLE MOUNTING-HEIGHT CHOICES TO DOCUMENTS. L < 1.PROVIDE WALL-MOUNTED,CLASS A,FIRE EXTINGUISHERS WHERE PROJECT 5116.4400 HAVING JURISDICTION SHALL BE CONSTRUCTED ACCORDING TO THE ARCHITECT FOR FINAL DECISION. 42. ALL MECHANICAL EQUIPMENT,DUCTWORK,PIPING AND CONDUITS ARE TO -ROOF INSULATION:POLYISOCYANURATE SHOWN IN CONSTRUCTION DOCUMENTS. DATE: 7 - RF1 ROOF TYPE TAG THEIR STANDARD SPECIFICATIONS&DETAILS FOR MUNICIPAL BE INSTALLED ACCORDING TO IMB AND IPC REQUIREMENTS. -UNDER SLABIFOUNDATION:EXPANDED POLYSTYRENE B DRAWN BY::LBW O CONSTRUCTION(LATEST EDITION). 15. CLEAN&PROTECT WORK-IN-PROGRESS.APPLY PROTECTIVE -WALLS:EXPANDED POLYSTYRENE, LBW O COVERING ON INSTALLED WORK AS NECESSARY TO PREVENT 43. ALL PREP WORK FOR ALL CONDITIONS/EQUIPMENT/FINISHES COMPLETE HVAC&PLUMBING:REFER TO MECHANICAL/PLUMBING SCALE: 12"=T-0" IS TO BE INCLUDED IN THE CONTRACTOR'S BID PRICE.NO EXCLUSIONS. 4. ON ROOF,PROVIDE ISO BOARD WITH A TOTAL R-VALUE OF NOT EL 19. THE CONTRACTOR SHALL EXAMINE THE SITE&FULLY DAMAGE.ON COMPLETION,ALL WORK SHALL BE FREE OF DEFECTS, DRAWINGS/SPECIFICATIONS 0REVISION TAG DETERMINE THE CONDITIONS UNDER THIS CONTRACT.NO DAMAGE OR SOILING. LESS THAN THAT SHOWN IN THE CONSTRUCTION DOCUMENTS.USE ELECTRICAL:REFER TO ELECTRICAL DRAWINGSISPECIFICATIONS BIDIPERMIT 2 ALLOWANCE WILL BE MADE FOR FAILURE OF BIDDERS TO ASCERTAIN 44. ALL DIMENSIONS ARE FROM CENTER OF WALL TO CENTER OF WALL OR PROTECTION BOARDS AS RECOMMENDED BY ROOF MANUFACTURER& ALL ASPECTS OF THE PROJECT. GRID LINE,UNLESS OTHERWISE NOTED ON THE PLANS. WHERE REQUIRED FOR ROOF WARRANTY. SET ' 0 3 1 2 3 4 5 6 7 8 9 10 11 G001 a 1 2 3 4 I 5 6 7 8 I 9 10 I 11 LICENSED ARCHITECT AR153P to r 0 02/26/17 rn lrax s.wI»osuar • N m x U CC o _ =—hem co<f/8y ce N Qyr' • Q L L�Q 3== o N F ^ 7 V. ALL GYP SHALL BE TAPED& PREPPED(LEVEL 4 FINISH-MIN) O U TO RECEIVE TENANT PAINT O N 3p a W ' FINISH-U.N.O. LL �y y ` (SEE ELEVATIONS/SECTIONS WALL TO UNDERSIDE (SEE ELEVATIONS/SECTIONS fo r H FOR WALL HEIGHT) OF ROOF DECK FOR WALL HEIGHT) V SINGLE PLY ROOF - _ MEMBRANE(SEE SPECS) �.. 6"NON-STRUCTURAL METAL 2X6 WOOD STUD STUD FRAMING @ 16"O.C. • RIGID INSULATION op I FRAMING @ 16"O.C. CAST-IN-PLACE CONCRETE - '"' 518'TYPE'X'GYP ,. SHEATHING(SEE STRUCT) -- (SEE STRUCT) ., " BOARD-FULL HEIGHT PRE-FABRICATED ROOF - BATT INSULATION- -' TRUSS(SEE STRUCT) n FULLTHICKNESS LL aQ4 p SOUND BATT INSULATION-FULL CAST-IN-PLACE CONCRETE- THICKNESS • ARCHITECTURAL CONCRETE `sp WHERE EXPOSED TO VIEW- I 5/8"TYPE'X'GYP BOARD SHEATHING(SEE STRUCT) ` U.N.O(SEE STRUCT) 6-- -FULL HEIGHT F_ CAULK ALL PENETRATIONS PER UL &SECTION 714 OF THE 2012 IBC TYPE 5A-WOOD TRUSS ROOF SYSTEM CONCRETE WALL(#=CONCRETE THICKNESS) GYP-6"METAL STUD-GYP"1 HOUR RATED 66 2X6 WOOD STUD-SHEATHING zz --------------- RF1 R-30 C.I.(MIN) UL N/A (SEE DETAILS FOR C.I.) UL NIA R-19(MIN) GA-WP 1072 R-19(MIN) UL N/A LU IL • ALL GYP SHALL BE TAPED& ALL GYP SHALL BE TAPED& tU PREPPED(LEVEL 4 FINISH-MIN) PREPPED(LEVEL 4 FINISH-MIN) W TO RECEIVE TENANT PAINT TO RECEIVE TENANT PAINT p - FINISH-U.N.O. FINISH-U.N.O. Z - _ .. .. z (SEE ELEVATIONS/SECTIONS (SEE ELEVATIONSISECTIONS (SEE ELEVATIONS/SECTIONS (SEE ELEVATIONS/SECTIONS to W FOR WALL HEIGHT) FOR WALL HEIGHT) FOR WALL HEIGHT) FOR WALL HEIGHT) 2X6 WOOD STUDI 1- _2X6 WOOD STUD _ 2X6 WOOD STUD 2X6 WOOD STUD _ FRAMING @ 16"O.C. f - FRAMING(�16'O.G. FRAMING @ 16"O.C. 4b m FRAMING @ 16"O.C. ±JABATT INSULATION- BATT INSULATION- - BATT INSULATION- 0INSULATION _ FULL THICKNESS _ FULL THICKNESS FULL THICKNESS BATT INSULATION- W SHEATHING(SEE STRUCT) - SHEATHING(SEE STRUCT) SHEATHING(SEE STRUCT) FULL THICKNESS -' • Z - L 518"TYPE'X GYP Qa a BOARD-FULL HEIGHT — -- , X Cn Ili FLUID APPLIED WEATHER- FLUID APPLIED WEATHER- FLUID APPLIED WEATHER- O< - RESISTANT BARRIER _ RESISTANT BARRIER ----RESISTANT BARRIER V 51W TYPE W GYP (SEE SPECS) - (SEE SPECS) (SEE SPECS) L0 z BOARD-FULL HEIGHT Q L 2"EIFS(SEE FINISH 2"EIFS(SEE FINISH _ 4"EIFS(SEE FINISH r 9X SCHEDULEICOMCHECK) SCHEDULEICOMCHECK) SCHEDULE/COMCHECK) ''/^� d SHEATHING(SEE STRUCT) - Q =/ - 2X6PRESSURE-TREATED 2X6 PRESSURE-TREATED 2X6 PRESSURE-TREATED 'J WOOD STUD FRAMING --- WOOD STUD FRAMING WOOD STUD FRAMING LL1En J , F r GYP-2X6 WOOD STUD-SHEATHING 2X6 WOOD STUD-SHEATHING-2"EIFS <II,C� GYP-2X6 WOOD STUD-SHEATHING-2"EIFS 2X6 WOOD STUD-SHEATHING-4"EIFS �jJ 06 t' R-19(MIN) UL N/A R-19+3.8 C.I.(MIN) UL N/A R-19+3.8 C.I.(MIN) UL N/A R-21+3.8 C.I.(MIN) UL N/A Q o O N ALL GYP SHALL BE TAPED& ALL GYP SHALL BE TAPED& N _J_J PREPPED(LEVEL4 FINISH-MIN) PREPPED(LEVEL 4 FINISH-MIN) I.L. W LL TO RECEIVE TENANT PAINT TO RECEIVE TENANT PAINT li FINISH-U.N.O. _ _ _ FINISH-U.N.O. LU p LL C J U _ - (SEE ELEVATIONSISECTIONS (SEE ELEVATIONS/SECTIONS (SEE ELEVATIONSISECTIONS (SEE ELEVATIONS/SECTIONS Z - FOR WALL HEIGHT) FOR WALL HEIGHT) FOR WALL HEIGHT) FOR WALL HEIGHT) O J O 'i_. _,, 2X6 WOOD STUD - 2X6 WOOD STUD -'` 2X6 WOOD STUD _2X6 WOOD STUD r FRAMING @ 16"O.C. - FRAMING @ 16"O.C. FRAMING @ 16"O.C. ---- FRAMING @ 16"O.C. Z m p BATT INSULATION- - BATT INSULATION- BATT INSULATION- BATT INSULATION - FULLTHICKNESS FULL THICKNESS FULL THICKNESS FULL THICKNESS W c - SHEATHING(SEE STRUCT) - 2X4 WOOD STUD 2X4 WOOD STUD SHEATHING(SEE STRUCT) R m 5/8"TYPE'X'GYP FRAMING @ 16"O.C. FRAMING @ 16"O.C. GA FILE NO.VIP 1072 GENERIC 1 HOUR 45 to 49 STC U (n BOARD-FULL HEIGHT - SHEATHING(SEE STRUCT) I GYPSUM WALLBOARD,STEEL STUDS 03 layer$1."type X gypsum wallboard or gypsum venver base applied parallel or at • o L FLUID APPLIED WEATHER- O vngles to each side to nts and 12f 30/4 steelfloo studsce Ing runth anype Sdrywatlesccrew S 6'o.o atFIRE SOUNDs. __ Joints staggered 24"on each side and on opposite sides.Sound tested with 31/a"glass fiberFLUID APPLIED WEATHER• SHEATHING(SEE STRUCT) FLUID APPLIED WEATHER- (SEI SPECS/DETAILS RESISTANT BARRIERRESISTANT BARRIER0 (SEE SPECS) FLUID APPLIED WEATHER- (SEE SPECS/DETAILS) ) friction 9l in stud space.(NLB) 2"RIGID INSULATION RESISTANT BARRIER= 4"EIFS(SEE FINISH (SEE SPECSIDETAILS) 2EIFS(SEE FINISH - 1"AIR GAP/MORTAR NET Thickness• 41/"" SCHEDULE)- SCHEDULEICOMCHECK) 2"EIFS(SEE FINISH BRICKMASONRYVENEER Approx.Weight 6 psf SCHEDULE) 5I8"TYPE'X'GYP BOARD-FULL HEIGHT (SEE FINISH SCHEDULE) Fire Test: See WP 1350 (SEE STRUCT FOR BRICK TIES) (FM WP-45,6.19.56; ASSEMBLY 2X6 PRESSURE-TREATED 2X PRESSURE-TREATED 2X PRESSURE-TREATED _2XPRESSORE-TREATED asu T•mo,6.61; LEGEND 8 UL ULC 79T484,79T600,79T497, WOOD STUD FRAMING — WOOD STUD FRAMING r WOOD STUD FRAMING _- WOOD STUD FRAMING 6.12 81 LISTINGS (a ULC Design W415) PROJECT#:5116.4400 • Q Sound Test: NRCC 816-NV,2-3-81 DATE: 3/17/2017 6 GYP-2X6 WOOD STUD-SHEATHING-4"EIFS 2X6-SHEATH-2X4-SHEATH-2"EIFS ��GYP-2X6-SHEATH-2X4-SHEATH-2"EIFS 6 J 2X6-SHEATHING-R.I.-AIR GAP-BRICK DRAWN BY:KNG o. R-21+3.8 C.1.(MIN) UL NIA R-21+3.8 C.I.(MIN) UL WA R-21+3.8 C.I.(MIN) UL N/A R-21+3.8 C.I.(MIN) UL N/A SCALE: 1"=1'-0" BID/PERMIT 2 Al ASSEMBLY LEGEND SET 1 3 1 2 3 I 4 5 6 7 I 8 9 10 11 0002 a J 1 2 3 4 I' 5 6 7 I 8 I 9 10 11 UCENSEO W ARCHITECT \ \ AR-1532 N t � CD /. ♦ - 03/15/17 N N \ STATE OF IOPNO , 1, / ♦♦ >z2 4 / ` C2QN�o • O j W O �oo!p r / p o ♦ / ao� -• O �♦ Qtiswollb LL ♦ Fti r U / �M��V � ` 0 El p ` G101 Z ♦ O 1 m \ o y�1y�h 1SA , tr tp • ✓ /J D c D o Sip o osBGO&QaMi / LLI o V N O AFHhNr?F Fs �i�,��c2,�/ Ln Lu 00 1 Q \\ Al Z G102 X - W u'r / a a Lu LLJ Lu 6 LL . OTyp F. o Z r AS \ Z 2 ' A9 TYP - U G102 co 0 w / ARCHITECTURAL SITE PLAN 42 co PROJECT M 5116.4400 a \ DATE: 3/17/2017 • \ DRAWN BY:KNG 0 SCALE: E 1"=10'-0" BIDIPERMIT Al ARCHITECTURAL SITE PLAN SET oA2oo 1„-10'-0-- 1 2 3 4 5 I 6 I 7 I 8 I 9 I 10 11 G 100 I • a J 1 2 3 4 5 I 6 I 7 8 9 10 I 11 LICENSED EL ARCHITECT rn AR-,s�2 I. W O D D o 3/7/1p17 W Lm S.W000BIIRY N 2'-0" 26'-7' S7 ATE OFQW ` M = MIN / / EQEQ - 811. U t2 Y >zH c n •, �\ DUMPSTER ENCLOSURE CC O CMU WALL wr srucco \ '-o. H10 PRECAST CAP ON EXTERIOR& `.\., Gt01 3"=V-0" PAINTED INTERIOR r / Q� da08ju a N� 8"x12"CONCRETE BUMPER S E ZEDBE 2x4x1l4 TS FRAME Q m RAW SAND- CMU(SEE ELEVATION) Q 7d 3 sd BLASTED STEEL PAINT ON INTERIOR OF O rn 2'PARKING STRIPE(SEE CIVIL) (TYP) so ENCLOSURE O • V. \ - STUCCO FINISH ON G J 5 HANDLE STEEL IN WI EXTERIOR OF ENCLOSURE n/ �WC WELD TABS TO O 0 h W J FRAME CONCRETE FILLED__ _ 6"CONCRETE W/ �\ 6.6 TUBE STEEL O J N zc WELDED W E - ' 6x6 CONCRETE FILLED TUBE STEEL Z ' MTL DECK-CONTINUOUS WELD\ i � AROUND EDGE Ll ■� 0 • \\ 6'-11" 8'-11' ," B'-8" WELD STEEL ANGLE TO TUBE STEEL 2x4x.25 TUBE STEEL I CONCRETE FILLED FRAME;MITER&WELD LL w \ \ I I 11 w TUBE STEEL W/CAP CORNERS CONCRETE `�\ \\ / 1 I 1 I HEADY DUN GATE HINGE-- BOLLARD � h \ I V I Z \ \ \\ I 4 DUMPSTER GATE BOTTOM DUMPSTER GATE HINGE SIDE Q w. 6 \ I \\ I FSECTION F w 3"=1'1 3"=1,_0„ a CONTINOUOS WELD • I. / \ \ 1 MTL DECKING TO 4- 1,GAP 4" TUBE STEEL FRAME ZO CONTINUOUS WELD MTL "- a DECKING TO TUBE IX I \ I STEEL FRAME 0 \ ——______- PAINT ALL EXPOSED STEEL LU L--- -- Z DUMPSTER GATE CENTER g E1 DUMPSTER ENCLOSURE PLAN E7 DUMPSTER GATE TOP SECTION E10 SECTIONTn Gioo 1/2"=1'-0" c1m 3•=1--0• Gtm 3„=1,_0„ ILL m d TYP O H10 W ' G101 Z SEE PLAN P n. PRECAST a PRECAST H10 CONCRETE CAP LLLLxll CONCRETE CAP TYP TYP TYP G701 ON CMU WALL E7 E7 E7 ,o 1"GAP 1"GAP • p G101 G101 - Gt01 PLATE CAP a L I Q CMU W/STUCCO I cc FINISH BEYOND I STUCCO FINISH ON Q 0- (TYP)-TO MATCH I CMU WALL 1 o BUILDING EXTERIOR I a. . ff CONCRETE FILLED I PAINT INTERIOR SIDE ^ J F- 6x6 TUBE STEEL E I v' 0 Z v I LOCKABLE LATCH W F~n LU I o:— N TS FRAME-TO BE _ ALL EXPOSED STEEL SHALL m W J PAINTED(TYP) F BE RAW SANDBLASTED � LL STEEL(TYP) ILL. L F TYP Q W _ E,D a U TYP V/ F10 F,0 O • G101 1 G101 SEALANT Z O HEAVY DUTY GREASED BROOM FINISH HINGES(TYP) ON CURB&PAD O GI 3/4"CHAMFER V . N rill 0 I ILINE III . c> IF, ---- � iROUND in • ii —+ -- — r +-- --------------------------+— I +i-- —� ------------------------i— ii ii —o.11ll IIIII IIIII=11 x I I ------ I I I I III = I-III= p — I n I I I � +I JI I - I�L--Ih—--yTn — -- -------- ------------ +I —+—I R ---------� ————- -—————————————+ 6"CONCRETE SLAB LATCH FIT INTO HOLES IN NCRETE SLAB INTERIOR CONCRETE LATCH FIT INTO HOLES IN W/WELDED WE MESH STEEL 11 ANGLE I I W/WELDED WIRE MESH O I 4CUR BNOT SHOWN STEEL ANGLE ,2 OF UNTREATED CONCRETE FILLED 12"OF UNTREATED BASE FORCLARTY L—J 614TUBE STEEL CONTINUOUS CONCRETE FILLED BASE COURSE OVER COURSE OVER NATIVE SOILS I I = _ = = SITE DETAILS CONCRETE FOOTING I I 6x6xl/4 TUBE STEEL NATIVE SOILS SET POST INTO CONCRETE; O I 32 DEEP MIN L—J L—J L_ I I -- - -2'-o" "-'III III= PROJECT#:5116.4400 J—+ SET POST INTO CONCRETE; L I I —C f— - — 1 CONCRETE I ———_——- L— ——a -11 1=1 Ti DATE: 3117/2017 UBW— 32"DEEP MIN —__---_— — SET POST INTO L_ J L_— -- L�—III.L��—�� ,,�L� �� DRAWN BY:LBW 8 1'6" SCALE:As indicated DUMPSTER ENCLOSER WALL • c° BIDIPERMIT Z Al DUMPSTER GATE ELEVATIONI A10 SECTION a 3/4„=1'-01. D 3/4"=1'1 SET a 3 1 2 3 4 5 6 I 7 8 I 9 10 11 G101 2 3 4 5 6 7 I 8 I 9 I 10 11 LICENSED O ARCHITECT INAR-1532 t4�6 17/17s.xeooSURrE01. M 2 I 1 U W � F ego N F C W Q n U QOH U ®a In m J /�OU • OW O>z �tt� LL aaa W a z 0 w a a U to W Z O w 8it m O w 0 z ( X � w u� O • o_ Ln Q o a a 0 o L I U) z V+ o ¢ W Q �,M 2 ` OD • LU U / r W❑ i a) W _I YHOOP BOLLARD SECTION HOOP BOLLARD PROFILE LL¢ a AW 20 w c DOMED LV O _ -- / CONCRETE-CAP ,A 1:12 MAX -TILE-CAST-IN _ ! TO BE PAINTED V+ U RUNNING SLOPE ACTILE TILE O AL YELLOW) 6"0 U.N.O.PAINTED Ip STEEL PIPE FILLED a /ALK LKSOLID W/CONCRETE !.-WIDTH AS NECEBARRY SIDEWo 0 0 o q o 0 0 0 [j(pF,-EDCECONTINUOUS 6"STEEL PIPE Ko000 SLOPE TOP E TO PROTECT METERS RAILING-PAINTED(TYP) a 2 '-' SINGLE PIECE,NO JOINS.N SLOPE TOP PAV NG OR GRADE PAVING OR GRADE4"GRAVEL Nmk :r L) o _ _ CURB OF RAMP FLARES TO _ - — - E PAINTED IF ADJACENT = a III— N III III III III III III III—III— III CURB IS PAINTED g III=.: III- III III .III h,T I I-I I I I ITS hI - — ADJOINING SURFACE • j 1 I I I I III 11 III 1 1=1 I— 20 MAX SLOPE 12 CURB RAMP RUN MAX SLOPE � 1 �. _ III- �h III III III III: �+ i o L. =1 I_I I II III III-III-1TI_ITI III III-III - I. I1- III=1II=1I1=1I1=III=1I1-1I II :II SITE DETAILS —I In III— — =11 I-1 I I-I 11—I 11-1 I 1-1 1111 111 111 1111- L a = 11 1 11 = 1 III III III III — 1 l PROJECT#:5116.4400 - DATE: 3/17/2017 N TI—III III III III 1-1 �, 1 III 1° 1.� DRAWN BY:KNG — — SCALE:As indicated 2- 2 Al HOOP BOLLARD A5 ADA RAMP&CURB A9 BOLLARD DETAIL • c1oD 3/4"=1'-0„ c1w 1/2"=1'-0" G100 3/4"=T-0" 1 2 3 4 5 6 7 8 9 10 11 G102 1 I Z I 3 I 4 I S I 6 I 7 I 6 9 10 03/29/201 - 16587 OFEN(151� 4 1. Ifs��s_, � �11 >=Z `�\\ 11/111 IIIIII ^ry y \\\\✓y ' r` :r SA., i ir r r r r::? i i i i i i i'ifr r r r:;:rr;rl IIII �o g r �'o�o\, — °k1.'fr:is:�fj.:.�1.r�i;.;::1'::j✓aidYE:k:RE000AIE�:.:;�.`�� I N III I I ExLsnNG uoNT) aikB tr GULTPR — I ^T` .1 14 pl i t� Ixl ' a>SS o�S N IIIIII II�I`II — I Ir RCUEARIEOT Y aE EGXULSTTBENC �`-. �OBE.REMyo��Wi� RErroY'EEN:IaSRRN/oG dLKcYAi>ir=j: ::�'::1('.::: 41I� I -IIII 20 0 20 40 O >Q ry I i a ASPHALT. fLSCALE N FEET —— — — — SCALE: 1°=20' (24"x36" ONLY) ~— I i I III III �1. .1 I ��o II 00 � E III 1 \ ' i I �k '4N l 2r iII h N1 m: W � 4f \� Ss III I I I 1'.'. zk` �. •, LEGEND \ti \I1 II f;. u1 — I III 21' ( I 1!��u u LIMITS OF DEMOLITION aoO EXIST. EDGE OF OIL x x EXIST. FENCE LINE - - EXIST. CURB&GUTTER PROP. CURB&GUTTER III I II ILA-_ p I 1 _j _ PROP. SAWCUT LINE .:'.' I {�1 PADS I � /�'=_� r.- � W 1 11 wattxr'wE1EaaisEkt : I : �� - L'_._�..'�::J DEMOLITION AREA aQo —111 I U io REMAIi W PLACE I I I 1 I p fV EX.SSW TO REMAIN Ex EWAIK Q SOCUT DNS sExt:R LATERM. 1 BE R OYED IECT O toT+EMAnr m PEA I Ex.C RB:74 a W FM DEMOLITION PLAN NOTES: In i 1. CONTRACTOR SHALL INSTALL A CONSTRUCTION BARRIER AROUND Cil ail &ALONG ENTIRE CONSTRUCTION LIMIT LINE&SHALL DESIGNATE ONE I -I CONSTRUCTION ENTRANCE. PROVIDE ADDITIONAL BARRIERS&CONES Z �I it I ,C11Rq Vpl' Yp REMn' — - 1 i TO ENSURE SAFETY NEAR&AROUND ALL CUTS, TRENCHES,HOLES& 0 III I t-•- �� ._" ..-;..WTI ; PITS. 5 ��rAr� �� '.r'T 1\�\\ 2. ENSURE PROPER SIGNS INFORM VEHICULAR&PEDESTRIAN U I - '�'-FO— F� �' �tT F0�` TRAFFIC OF DETOURS&HAZARDS. G FO—�` I, -_— I IL-—FO FO _—_..._..N _FO_ , ri r COMMUNICA71ON LINE TO REMAIN IN PLACE 0 NH i s E70STING ST,LIGHTS TO REMAIN __ J. EXISTING STRUCTURES AND DEBRIS WITHIN CONSTRUCTION LIMITS z ARE TO BE ABANDONED, REMOVED OR RELOCATED AS NECESSARY. O -- ALL COST SHALL BE INCLUDED IN BASE BID. S ----� TTT T� 1" T__ TT____T_ TTTT ' W — - - - z �---J------- ----- -'-'---'-------- ---'----- --- - -- ------------------ f 4. THE SITE WORK FOR THIS PROJECT SHALL MEET OR EXCEED ANY AND ECT EX.ON DSCAPINc FILLMORE STREET STANDARD THAT ARE PROVIDED OR REFERENCED IN BID DOCUMENTS. IRRI _ I 5. ROADS AND PARKING LOTS MUST BE SWEPT AND CLEANED AS ' NEEDED. —_— — — — — — — — — — — — — — — — — — — — — — — _ _ — — — _ _ _ _ _ _ — — — — _ 6. ALL EXISTING LANDSCAPE&IRRIGATION COMPONENTS DAMAGED DURING DEMOLITION SHALL BE PROMPTLY REPAIRED OR REPLACED. CONTRACTOR SHALL MANUALLY WATER ALL AREAS WHERE EXISTING - --------- ------------- IRRIGATION IS NOT FUNCTIONAL. u� l �� --- -- - -------r/j \ , 7. CONTRACTOR SHALL FULLY GUARANTEE ALL DISTURBED, a 0 \I 'A \ I I I I I O\ RELOCATED OR REPLACED LANDSCAPE PLANTS&IRRIGATION COMPONENTS FOR A PERIOD OF ONE YEAR AFTER SUBSTAN71AL IIIII I�III COMPLETION OF PROJECT. l`�/1 I F- t- L \ III I IN 8. SEE CONSTRUCTION DOCUMENTS&CONSULT DESIGN ENGINEERLn �\ II FOR THE EXACT LOCATIONS OF ALL PROPOSED SAW CUTS REQ'D. z SOME FIELD ADJUSTMENTS MAY BE REQUIRED TO ENSURE PROPER Q Q I DRAINAGE AT ASPHALT JUNCTIONS. Q J Di 9. PROTECT ALL IMPROVEMENTS NOT INDICATED TO BE REMOVED OR d 11 ABANDONED. 1 z -0 oa 10. REM OOVE ALL ROAD BASE UNDER PAVEMENTS AND CONCRETE O J THAT IS BEING REMOVED. 0 11. SAW CUT ALL LIMITS OF PAVEMENT AND CONCRETE REMOVAL. ~ z z O s 0 s U L U LJJ O y N 6 y/ 3 K Q Q O N2Q rV WOODBURY CORP. DEMO PLAN c�l N PROJECT* 5116-4000 n o DATE: 02/22/2017 - i DRAWN BY: J.W. c SCALE:: i 1"-20' as T 1 I 2 I 3 I 4 I 5 I 6 I 7 I 8 I 9 I 10 C101 i J 1 I 2 I 3 I 4 5 6 7 8 9 10 - r20, 0/ - \ 16587 11 fry__ / I I p HII s�EOF\oae° ------- ---------------- ----stneuTtmE-------- ----1 IIIII o III III / r;N j m I� z • i I / I �iu ll mc Q o Ipll l RELOCATED LIGHT RELOCATED LIGHT y2j4s s 7D,s s mv IIII I e IIIItI l LINE CA C AS PLACATE FlXNRE II ' IIE �I I 20 0 20 40 FlXCARE 'ry INSTALL CAR SEE ARCHITECTURAL PLANS FOR oco AND ROUTING -L In wz 0SCALE IN FEET o- III -kIIIl r Q -- - --- - - -- - ----- - SCALE. 1-=20' 24"x36- ONLY) a = i. III III,, i I o Q w IIII---II Y III INV IN(N)-3615.42 I 3 `W 10 I� LEGEND OCL CL wv WIT(g1=361s35 z II 11I W • 1ry �/ \\\ SS III III I INSTALL FIRE J W �N i� - -� EXIST. PARCEL LINES O�' a Y EXIST. EDGE OF OIL g oEPr.corlNEcnoN E II� III -x x- EXIST. FENCE LINE Q m J �I11 I I x -IIII 'I III --"---c- EXIST. GAS LINE n Q i '� II III I z I m Ilr III EXIST. ELEC. LINE 3 w N Ill I Ip III INSTALL W LLB THROU R J EXTEND 2"WATER ;` EX.37 2'WA m___-m- EXIST. STORM DRAIN I�I I EXIST. CURB&GUTTER SERVICE INTO BUILDING I LINE W/'METERN x IILI III -wTR- EXIST. WATER LINE EXIST. TEL. LINE II el PAD 5 N /�__ _ =i--T - EXIST. SEWER LINE _aQo \ _-_ __ I _ -I Yl� -E-E- PROP.ELECTRICAL LINE ..11I�,III +sF I 7 627 s I6LF4 SS LINE e7 I CT TO C 6 \\ _GA=1== _cr= PROP. TELECOMMUNICATION LINE I.�,II I Ex SSMH I$4: GREASE TRAP f e12or SLOPE 1 _-- -- c PROP. GAS LINE - I--I 2 `NF INIV 36�6.19 l�GAL FF=3626.20 ® I -m" PROP. COMM. CONDUIT o III I W (PROTECT IIN PUCE RiAf-3625.12± IN 3619.05 " EX INV3619.7J INSTALL ELEC. I PROP. CURB&GUTTER aQ �II v� RAWcuT LINE_____ ------ INV OUT-3618.85 PANEL I Ex 6, azou - - - - - PROP. SEWER LINE r 60 LF 4"' LINE - PROPOSED WATER LINE I I I ss ss o LF 4'SS LINE swPuacI�H aE FIRE PROPOSED STORM DRAIN O 2.OT SLOPE O 1.OX SLOPE ( ODD) HIII EX.INV3616.09t VERIFY HYORANi INV J620.06 O BLDG. INV=3St. I RIM=3625.�TT -� oSSCO PROPOSED SANITARY SEWER CLEANOUT Hill I // NEW INV J618 34t, NV IN�3620.61 /�� W p o I / I MATCH Ex PIP CROMfI I INV OUT=3�20.81 1/ I_ �71Ntfti '�("c l� �•u ..CI�D II�;'I;I I _\I Q i �II I II EJ? SH CL INSTALL 2"VENT P I I (TEASE I I III nlToucH BLDG.WALLss 1000 GAL. • THROUGH ROOF SSCO INV IN-362}03 I LL FO FD FO FO F IN OUT=J 0.83 \ Z 11 R MPJ625.20 (REOb) Gc INSTALL 4'ELEC. TF �.\\ I - N • '/ \\ 13 O 2.Ox SLOPE NW a c c -_J Z Z a O INV IN=361680 \� F I o I �\ c INV OUT=3618.6Spa 0 NS7A CAR UNi UTILITY SERVICE NOTES a v a - --1---- T __ I ----- �o �o �_-_- ,--- --,�- _ T _T_ _ __ _ _ TT,. T T Ex TRANFORMER 1. ALL WATER AND P.I. SERVICE LOCATIONS TO BE INSTALLED WITH A BURY DEPTH OF 42 �z T T � INCHES FROM FINISH GRADE TO STATIONS, OFFSETS, AND ELEVATIONS SHOWN. WHERE J W OFFSETS ARE NOT GIVEN THE CONTRACTOR SHALL INSTALL THE WATER OR P.I. SERVICE o CONNECTUB BOX SO THAT THE FACE OF THE RISER IS LOCATED 12" TO 18" FROM BACK OF z FILLMORE STREET Ex snaGslue I SIDEWALK. ALL SEWER SERVICES TO BE INSTALLED TO STATIONS AND OFFSETS SHOWN. O _ i I z inwo O - - - - - - - - -- I 2. ALL SEWER SERVICE STUBS SHALL BE LOCATED WITH A 'T FENCE POST, PAINTED Lu s `�o Lu . - - - - - GREEN. SERVICE STAMPS ON CURB SHALL BE IN ACCORDANCE WITH CITY OF TWIN _ I FALLS STANDARDS. I •' _II-�_ -------------------�I -i®------------------------- -_ -_---\\_r------------ -----------fi- r-/i-1I WATER NOTES ALL CONSTRUCT ON AND MATERIALS SHALL BE IN ACCORDANCE WITH TEN STATES --_-_- % /� /y/ \ STD'S. THE IDAHO STANDARDS FOR PUBUC WORKS CONSTRUCTION WITH REVISIONS AS ADOPTED BY THE CITY OF TWIN FALLS, THE UNIFORM PLUMBING CODE, THE CITY OF fII �1��/ II` r f-' L �\ III I ILI I w 1 TWIN FALLS AND ALL OTHER APPLICABLE AGENCIES UNLESS OTHERWISE SHOWN. IT w __ SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO BE AWARE OF THE CONTENTS � OF THESE STANDARDS. 2. NO OTHER UTILITY UNES MAY BE PLACED IN THE SAME TRENCH WITH WATER LINES. • o I I rr--- Ill Ip 3. ANY CONFUCT WITH EXISTING UTILITIES SHALL BE IMMEDIATELY CALLED TO THE - ATTENTION OF THE ENGINEER. Ln 4. ALL WATER MAIN SHALL BE AWWA C900, CLASS 150 PIPE AND DISINFECTED PER NEWWATER MAIN Q •. 5. COMPONENTS,CLEANING MATERIALS AND DISINFECTION CHEMICALS INCORPORATED INTO POTABLE Q z WATER SYSTEM INSTALLATIONS, INCLUDING SERVICE UNES, MUST BE COMPLIANT WITH d. Q N - SANITARY SEWER NOTES ANSI/NSF STANDARD 60/61. J o a ® 6. MAINTAIN 36" OF FINISHED COVER OVER ALL WATER MAINS WHERE POSSIBLE. IN NO l o a 1. ALL CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE CASE SHALL ANY WATER MAIN BE PLACED WITH LESS THAN 30" IF COVER BELOW Q WITH TEN STATES FINISHED GRADE. J i = STD'S, THE IDAHO STANDARDS FOR PUBLIC WORKS CONSTRUCTION WITH REVISIONS AS 7• ALL WATER AND NON-POTABLE MAINS SHALL HAVE A MIN. OF 10' HORIZONTAL ADOPTED BY THE CITY OF TWIN FALLS, THE CITY OF TWIN FALLS AND ALL OTHER APPLICABLE AGENCIES UNLESS OTHERWISE SHOWN. IT SHALL BE THE RESPONSIBILITY SEPARATION. ALL WATER AND NON-POTABLE MAIN CROSSINGS SHALL MAINTAIN 18" b m MIN. VEST. SEPARATION OR NON-POTABLE MAINS SHALL IN INSTALLED PER MAINLINE -�OF THE CON AC OR 0 B AWARE THE CO TEN OF TH E S S. SEPARATION DETAIL. INSTALLATION ORDER SHALL COMPLY WITH NOTE NO. 7 FOR z m s _ SANITARY SEWER NOTES. Q a • L I 8. ALL GATE VALVES SHALL BE RESILIENT WEDGE - AWWA APPROVED. 3. ALL LATERALS TO BE LAID AT NOT LESS THAN THE MINIMUM SLOPES AS SHOWN IN u THE AFOREMENTIONED STANDARDS. 9. GATE VALVES ADJACENT TO TEES AND CROSSES SHALL BE FLANGE X MJ FITTINGS W UNLESS OTHERWISE SHOWN. ALL TEES AND CROSSES SHALL HAVE FLANGED FITTINGS 4. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PERFORM CONSTRUCTION AS PER WHERE GATE VALVES ATTACH UNLESS OTHERWISE SHOWN & MJ FITTINGS FOR PIPE LIJ THESE PLANS. ANY ADDITIONS, DELETIONS OR CHANGES SHALL FIRST MEET WITH THE ATTACHMENTS. - WRITTEN APPROVAL OF THE CONTROLLING AGENCIES. 10. ALL FITTINGS. SERVICE LINES. VALVE ROXFS AND LIDS. SHALL RE OF MATERIALS AND 0 5. ALL TESTING AND INSPECTION SHALL BE IN ACCORDANCE WITH STANDARDS. CONSTRUCTION APPROVED BY THE CITY OF TWIN FALLS. FLOW-MEASURING DEVICES 6. ALL SEWER MAINS AND FITTINGS TO BE CONSTRUCTED OUT OF ASTM 3034-89. SDR 35 INTENDED FOR POTABLE USE SHALL BE NSF CERTIFIED PRIOR TO INSTALLATION. i PVC PIPE. 11. CONTRACTOR SHALL PROVIDE APPURTENANCES TO PERFORM PRESSURE TEST AND 7. A MINIMUM OF 5 FEET OF HORIZONTAL SEPARATION IS REQUIRED FOR SEWER MAINS DISINFECTION AS REQUIRED BY STANDARDS. LOCATED ABOVE PRESSURE IRRIGATION MAINS AND FOR INSTALLATIONS WHERE AN 18 12. CONSTRUCTION SHALL NOT INTERRUPT SERVICE, WITHOUT PRIOR APPROVALS AND INCH VERTICAL SEPARATION IS AVAILABLE A 3 FOOT HORIZONTAL SEPARATION IS PROPER NOTIFICATION. CIRCUMSTANCES MAY REQUIRE TEMPORARY SERVICE FEEDS BE a a ALLOWED IF THE SEWER MAIN IS INSTALLED BELOW THE PRESSURE IRRIGATION MAIN. AT INSTALLED WITHOUT AGENCY REIMBURSEMENT. ANY TEMPORARY SERVICE FEED MUST • o CROSSINGS THE ORDER OF MAINS FROM LOWEST TO HIGHEST ELEVATION SHOULD BE AS HAVE PRIOR AGENCY APPROVAL. ` z a - FOLLOWS: SANITARY SEWER MAIN, PRESSURE IRRIGATION MAIN, AND THEN POTABLE 13. WATER MAINS SHALL BE TESTED FOR PRESENCE OF COUFORM BACTERIA PRIOR TO WATER MAIN. A MINIMUM OF 18 INCHES VERTICAL SEPARATION BETWEEN EACH OF THESE UTILITIES SHALL BE PROVIDED (OUTSIDE PIPE TO OUTSIDE PIPE). IF 18" VERT. 1 THRUST BLOCK BEARING AREAS SHALL CONFORM TO THE LATEST ISPWC STANDARDS WOODBURY CORP. - o� SEPARATION IS NOT POSSIBLE, SUPPORT TO PREVENT SETTLING AND INSTALL PER ® AND SPECIFICATIONS WITH REVISIONS AS ADOPTED BY THE CITY OF TWIN FALLS. (RE: UTILITY PLAN WATER SEPARATION NOTES. ISPWC STD. DWG. SD-4 3). AVE AND APPROVED BACKFLOW PREVENTION DEVICE DATE: 021640 17 ' g PROJECT#: 5116-4000 ao D 0 i' DRAWN BY: J.W. a a 1 SCALE: 1"=20' 2 I 3 I 4 I 5 I I I Fire Sprinkler Underground piping w O • 6 7 Theundergmund fire sprinkler line must meet NFPA 24 standards.The inspection (V'ion and testing of the fire sprinkler line shall Cc I overseen by the Twin Falls Fire Marshall. 1 T ' 1 I 2 I 3 I. 4 I 5 I 6 7 I 8 9 I 10 SS\oNAL fyG/ 05/3 01- QEF�\,\GENSFp NF� LEGEND 16587 \ /t luau PROPOSED 24"CURB&GUTTER SrJfoT\oP mmwmv � PROPOSED SPILL CURB �FN ENGST ✓/// N^^^/h_fE -=�) TBC-3624.66 -� - EXISTING CURB&GUTTER TBC=3624.84 -T 3624.20 TBC=3624.72 TA=3624.19 TA=3623.93 =-m-�� --- " % (MATCH EX.) TBC=3624.7 (NAl'dTLXJ------ (MATCI4 E%.L 111 IH /r tTBo-362a.o2 Tec=3624.80^ (MATCH EX.) PROPOSED EDGE OF ASPHALT 11I \\\ // - _ / TBC=3624.44 SAWCUT LINE - o III \✓/ PROPOSED CONTOUR - lll III TA-362}0/ :;::'::: III l �----- EXISTING CONTOUR z EX.) N:.. ::�:.:.'.I;yf; ' -�I/ 3160 111 III �6ryry, TBC=3624.82 PROPOSED STORM DRAIN Q o III ;:;._ --5O---SD- EXISTING STORM DRAIN Iri ... ... TBC-3624.67 _ IH , ® 1.:... =3624,51 '0.84% 0.50% .'1BG3624.73 OSOS 084%:. BUILDING PAD LIMITS, BY SITE w O IU III zan':.:: � . \ / �.' f - III o< TBC 3624 73 / TBC=3624.T8.; TBC=3624.81 /' :�W CONTRACTOR - G IU III m:. t ?BC 362486,'. , J I FC FINISH GRADE ELEVATION U)0 N♦♦F____"11{'' .w.:.:.'::':.....^/..ri \... ...://TBC 3625.29 TBC=362529 FLC FLOWLINE OF CURB ELEVATION Q > 'TBC=}625 19. rnr xa25 29' .YA+16 .70 7B(Y3625:32� TBC-3625 33 .. U ¢ TBC-382496 '' :! .. .TBC=362522 �. y�3II Tec TOP BACK OF CURB ELEVATION 3 a III TBC=3624.98:. =3625.19, .: Q IL N ...: 1 II TA TOP OF ASPHALT ELEVATION ® y III III �::: "TBCr3625.26: _ . (�. �. ..TBC-3625J7 W I% •.'' :�•::: TC TOP OF CONCRETE ELEVATION I :7BC-3625.15 F- .;;.. ;:`� :�:::;: I cR CATCH.BASIN GRATE ELEVATION ^^ ¢- III q:TC=3625.44 TBC 36251 TBC•3625.54 .« •TBC=3625,06 }}111' ®LL VVV I� 1' I TA-3624.99 FL FLOWLINE OF PIPE ELEVATION a W LL % : 'a o ( ) II C.B. PROPOSED CATCH BASIN u¢ B Ip 3625.37; -! � (ME) MATCH EXISTING ELEVATION w J III °'�Tec 362538 •-! -•• (MATTBC-CH EX.) ,II- GB GRADE BREAK r O ¢ III T�3625.64 TBC-3625.54, •T (MATCH EX.) �L N - //� 7C=3625.45 `�6 I U II (I TBC=3625.54 TBC=3825.54 IM I( Wilif TBC-3625.18 2S I� PROPOSED CONCRETE PAVEMENT _u '362�' II II 7C:: :r::r:::e -- - - - II 0 Q ~�' "� / </ SPEED LTaLLE CONCRETE J PARKING ASPHALT PAVEMENT IM ILA---�� - --_ -- - � \ IBC=}625.65 _J TBC-3625.70 2.02% • �� ' PAD 11 O =L_Is i ---- �::::: ::::::: �I TBC-3625.31 HP i � III TA=3624.23 � FF=3625.70 © INV J6 7 �- e �II (MATfk-EX.)- -" TA=3624.74 i' TBC=3625.59 TBC=3625.13 aQo TBCr3624.85(EX.) (MATCH EX) r: ko 18 F 6" TBC-3625.53 w III N '':: O 1. SLOPE •;, SAWCUT LINE 7BG=3625.59 TBC=3625.06 - �II TBC-3624.33(EX.) IN 3620.40 TBC-3625.48 II TJG-3625.24.' T6f�3624.98 . TBC=3625..2 TBC=3625.62 TBC=3625.62 TBC=3625.62 TBC=3625.E � �: ..;of - ,��'_ = NOTES: w o N II / 78C=3fi25.40.' �'::: I . CB.(REO'D) 1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH 774E CITY OF TWIN ❑^ N I 111 {py/ o GR=3624.34 LP II FALLS DESIGN AND CONSTRUCTION STANDARDS. l7BC=3625.05 TBC 362565 : gk ��. ?� INV IN-3620.94 0 0 .g. INV OUT=3620.94 I III-- III(MATCH EX) �'R N© _R \' 2.IT IS THE CONTRACTORS RESPONSIBILITY TO CONTACT BLUE STAKES f m _ CURB RAMPS 3626 it TBC=3624.84 LP 1 ALL EXISTING UTILITIES SHOWN ON THE o a c PRIOR TO STARTING ANY ACTIVITIES. ----- 1tz�-I2'ss-a9ss-seoPE - -- - ----- osox^ t62 tF 72 s %54GPE o soR-. _ \\ PLANS ARE APPROXIMATIONS ONLY. ¢a TBC-3624.89 '... ... ... 3626. \\ w Tec-3szs.36 - ------ .8 l J. THE CONTRACTOR SHALL POTHOLE AND FIELD VERIFY PERTINENT o o C .(REQb) -365k __ - TBC-3626.04 EX. \\\ Q 0 I I CONNECT TO EX.12"SD, -----___ GR-3624.39 LP TBC-36T5.00 2> - ( ) LOCATIONS AND ELEVATION SPECIFICALLY AT CONNECTION POINTS, AND F .� I I INV IN 3619.57 --3626-- INV IN-362013___ TBC=3825.27 HP TBc-36za.94 - AT POTENTIAL POINTS OF CONFLICT PRIOR TO CONSTRUCTION. a I O I Q �3625- -- INV OUT=3820.13 -m ___T_C_=_36_25.04 �/ ¢A o _________ L-_-___-N.) o rec=362a.9} / 36 4. IF DURING THE CONSTRUCTION PROCESS, CONDITIONS ARE ENCOUNTERED U'n Z x --- - T L1 T L1 T n T T T L 11 T=_--TccT-5.5 T T T T T,T T T T_L 1 T T T T T= �'✓ 2> WHICH INDICATE AN UNIDENTIFIED SITUATION IS PRESENT, THE CONTRACTOR wo o W j ----- -- ------ SHALL CONTACT THE OWNER AND ENGINEER IMMEDIATELY. Q a z TBC-3624.65(EX.) / ' FILLMORE STREET TBC-3626.67�(EX.) 5. DIMENSIONS FOR LAYOUT AND CONSTRUCTION ARE NOT TO BE SCALED O o¢>¢w �3g25' ,•56� ,'S62 FROM ANY DRAWING. IF PERTINENT DIMENSIONS ARE NOT SHOWN CONTACT j S a i THE ENGINEER FOR CLARIFICATION. w w - - w�atlnavY 6. ALL UTILITY SERVICE ENTRY POINTS SHOWN ARE APPROXIMATE LOCATIONS ONLY. SEE ARCHITECT PLANS FOR EXACT LOCATIONS AT BUILDING. , -------------T---- ----------- - -_ - - - -- 7. PROVIDE REDLINED DIMENSIONED AS-BUILT DRAWINGS SHOWING ---- -- ----- - \, ---- r �, , r o� LOCATIONS OF CONSTRUCTED STORM DRAINS. � I �j�\ /q 8. FIELD SURVEY EXISTING ELEVATIONS OF TOP OF CURBS AND EDGE OF II I I I' PAVEMENT PRIOR TO STARTING CONSTRUCTION. ADJUST PROPOSED ___-__' --' I I/(-� ELEVATIONS AS NEEDED TO PROVIDE DRAINAGE AND SLOPES THAT COMPLY IIII II' Iyy _ r L - I WITH ADA AND CODE REQUIREMENTS. CONSULT WITH PROJECT ENGINEER AS NEEDED. z - r / III _ _I I I IIII pI 9. MEASURE SLOPES OF COMPACTED ROADBASE AND CONCRETE FORMS TO J ENSURE THAT NO PAVEMENT LOW SPOTS ARE CREATED AND THAT ADA SLOPES ARE NOT EXCEEDED. MAKE ADJUSTMENTS AS NEEDED. L1�RDINATE SITE !!wff--11 ROOF DRAIN INVERTS WITH 10. PROVIDE WYE OR TEE ABUILDING PLUMBING PR OF ROOF IOR TOBUILDING OR SITE 0 - CONSTRUCTION. Q 11. OMIT CURBS AT ALL RAMP CURB CUTS. USE INDICATED TBC ELEVADON Z o TO DETERMINE RAMP ELEVATION. Q 0 o 12. SEE SITE PLAN SHEET C101 FOR DRIVE ISLE WIDTHS. LL s 13. CONSTRUCT BUILDING PAD COMPLETE,READY FOR FOOTING EXCAVATION, _ W z •_ m FLAT AND TO PAD SUB-GRADE ELEVATION. SEE ARCHITECTURAL PLANS FOR Z „x o .5 SLAB SECTION THICKNESS. PROVIDE PAD CERTIFICATION BY PROFESSIONAL W ENGINEER FOR COMPACTION GRADE&EXTENT. BUILDING PADS MAY BE IIIII, a AUTHORIZED SEPARATELY FROM OTHER SITE WORK WITH SEPARATE FUNDING u u SOURCE. LJ..I Z - 14. ALL STORM DRAIN AND ROOF DRAIN PIPE SHALL BE HDPE, SMOOTH Q9 Q WALL INTERI R UNLESS NOTED OTHERWISE NTH PLAN Q 2 0 20 40 ® 15. STORM WATER SYSTEM NARRATIVE: STORM DRAINAGE FOR THE SITE IS o PROVIDED BY A COMBINATION OF SURFACE SHEET FLOW AND A NEW STORM DRAIN PIPE W17H CATCH BASINS. THE SURFACE SHEET FLOWS TO THE C� SCALE IN FEET NORTH ACROSS THE EXISTING PAVEMENT TO EXISTING CATCH BASINS. THE NEW STORM DRAIN PIPE AND INLETS ARE ON THE SOUTH SIDE OF THE " SCALE 1"=20' (24"X36" ONLY) BUILDING AND SERVE TO DRAIN 774E DRIVE THROUGH LANE THEY CONNECT a TO THE EXISTING ONSITE 12'STORM DRAIN AND DRAIN TO THE ONSI7E - GRAVEL ORYWELL. THE ONSITE RAVEL ORYWELL WAS DESIGNED TO , u�o ACCOMMODATE THE STORM RUNOFF FROM THE PAD 5 BUILDING. �Q ¢ <� ALL STORM RUNOFF FOR THIS SITE WAS ACCOUNTED FOR WITH THE WOODBURY CORP. CANYON PARK AMENDED SUBDIVISION. GRADING PLAN PROJECT#: 5116-4000 of v�o ` DATE: 02/2Z2017 a o DRAWN BY: J.W. SCALE: '+n/�1"=20' as 1 I 2 I 3 I 4 I 5 I 6 I 7 8 9 10 I C401 I , I 2 I , I', 4 I S I 8 I , I 8 19 10 J yS\a+Ai 0� VCEN a 05/30/201t\ - r IL_ 16587 kgTE^OF ^b� "_ 20 0 20 40 — N o \ I A c - t Ij SCALE IN FEET Q a /a� \ 'I, , '3621_---=-- SCALE: 1"=20' (24"x36" ONLY) p- J ---- - I' n U r q/ -------- ----- :' I\ LEGEND : a w LL 1' ----- �I ~ 623'. III ------- SEDIMENTATION POND Z. r '� ,m� � III OVERALL BOUNDARY LINE0 O ^Q O ® PROPOSED CURB g GUTTERU N U) /��- PROPOSED SPILL CURB&GUTTER EXISTING CURB&GUTTER - �d/y PROPOSED STORM DRAIN Q ' EXISTING STORM DRAIN aQ ---4630--- EXISTING CONTOUR INSTALL I I 4630— PROPOSED MAJOR CONTOUR / L PRO I —4630— PROPOSED MINOR CONTOUR -- i' — — — PROPOSED SILT FENCE _ __ v w IILAI!I!!I h/�/ IIIIIIII�IIIII •''v \\\ \% +'�/'/ II ---- ------- ^---/------------ 3624---_- IIIIII� ® PROPOSED CATCH H BASIN PRO T ECTION4 : , (SEE DETAIL-x,SHEET CXXX) --- ----------------( ————————— PROPOSED VEHICLE TRACKING j6.24" CONTROL(SEE DETAIL-X,SHEET CXXX) a LLI EROSION CONTROL NOTES ILA j622.��--N If \\ / \\ // I I PREVEN77ON1. THIS LSYSTEMS.IT IS THAN HAS BEEN EE CONTRACTORSPARED AS A IRESPONSIBILITYDE FOR THE STOLENSUR COMPLA77ON OF LIANCE WIMP LLLUBON W III-- / NECESSARY TO MEET SITE SURFACE WATER \ / \ / I j �1, PERMIT REQUIREMENTS AND TO ADJUST PUN AS IJL I % —v— I U I �I� PR07EC77ON OB,ECVVES AND CONSTRUCTION ACTIVITIES. U7 ---�-- l -- - - -- 'o z� o I I III I _I : 2. CONTRACTOR SHALL PREPARE A STORM WATER POLLUTION PREVENTION PLAN(SWPPP),FILL OUT AND 0 p 2 w III I mg, p I N I I�'- SUBMIT THE NOTICE OF INTENT(N01),PAY ALL FEES AND OBTAIN ALL PERMITS REQUIRED. a U Q Q 10 III I I '3624 I I � J. TYPICAL FUGITIVE DUST SHALL BE CONTROLLED BY WATERING AND/OR CHEMICAL STABILIZATION, U U -' I� I PROVIDING VEGETATIVE OR SYNTHE77C COVER AND WIND BREAKS ARE CONSISTENT WITH THE UTAH STATE p �II III- DIVISION OF AIR QUALITY STANDARDS.APPLY,PAY FOR AND OBTAIN FUGITIVE DUST PERMIT. W L ` 4. CONTRACTOR TO PROTECT ALL EXISTING AND NEW SUMPS AND CURB INLETS FROM SEDIMENT DURING Z TE W a 8 I CONSTRUCTION BY USING WATTLES,SILT SACK,OR ANY OTHER APPROVED EROSION CONTROL DEVICES. O aIII I ' I 62S 5. CONTRACTOR SHALL INSTALL A CONSTRUCTION BARRIER AROUND&ALONG ENTIRE CONSIRUCTON U7 Q ti ry U II rn mall p \ I LIMIT LINE&SHALL DESIGNATE ONE CONSTRUCTON ENTRANCE.PROVIDE ADDITIONAL BARRIERS&CONES >LU TO ENSURE SAFETY NEAR&AROUND ALL CUTS,TRENCHES,HOLES&PITS Of 2 2 Y 6. AT ALL TIMES DURING CONSTRUCTION,THE CONTRACTOR SHALL BE RESPONSIBLE FOR PREVENTING r — — / It AND CONTROLLING ONSRE EROSION DUE TO WIND AND RUNOFF.THE CONTRACTOR SHALL ALSO BE ' I J RESPONSIBLE FOR MAINTAINING EROSION CONTROL FACILITIES SHOWN. �Q 7. CONTRACTOR SHALL BE RESPONSIBLE FOR CLEANING DRAINAGE /// AND EROSION CONTROL FACILITIES AS �II ( III b \ •�) I I PAD \C`\ REWIRED.STREETS SHALL BE KEPT CLEAN OF DEBRIS FROM SITE TRAFFIC.IN ADDITION TO REGULAR � ___ / I I \ \Z=G JE CONTRACTOR INSPECTIONS.STREETS SHALL BE SWEPT UPON CITY AND OWNER REQUEST. FF=3625.70 8. EROSION CONTROL STRUCTURES BELOW SODDED AREAS MAY BE REMOVED ONCE SOD AND FINAL !II I 2C7750"STABILIZATION I I LANDSCAPING IS IN PUCE.EROSION CONTROL STRUCTURES BELOW SEEDED AREAS MUST REMAIN IN PLACE �II - ROADWAY ENTRANCE I I ^ -- UNTIL THE ENTIRE AREA HAS ESTABLISHED A MATURE COVERING OF HEALTHY VEGETATION.EROSION - III I N I I }625 J..: CONTROL STRUCTURES IN PAVED AREAS SHALL REMAIN IN PLACE UNTIL PAVING IS COMPLETE,& LANDSCAPE DRAINING ON TO PAVEMENT IS COMPLETE, J- +06�'6, I T -- 9. ADDITIONAL EROSION CONTROL MEASURES MAY BE REWIRED DUE TO UNFORESEEN PROBLEMS OR IF ___ THE PUN DOES NOT FUNCTION AS INTENDED,A REPRESENTATIVE OF THE CITY OR COUNTY PUBLIC WORKS ��- DEPARTMENT MAY REQUIRE ADDITIONAL CONTROL DEVICES UPON WSPECTON OF PROPOSED FACILITIES. - I�-IIII II / / / II /// = 10. CONTRACTOR SHALL USE VEHICLE TRACKING CON7ROL AT ALL LOCATIONS WHERE VEHICLES WILL ENTER OR EXIT THE SITE.CONTROL FACILITIES WALL BE MAINTAINED WHILE CONSIRUC77ON IS IN PROGRESS, Ln II i 3624-- p o •v - II MOVED WHEN NECESSARY,AND REMOVED WHEN THE SITE IS PAVED. Q / 11. C A BE RESPONSIBLE FOR REMOVAL OF ALL SWPPP SYSTEMS AT RMES DESIGNATED III --_----- 3626---'----_ \ ASOVE.00111'AINSPECTORL MUST APPROVE THE REMOVAL OF ALL SWPPP DEVICES Q O ��! - _ ( CRE7E WASHOUT,TRASH,ETC.) TO BE CONTAINED ON SITE AND HAULED I�'lul I `_____ ___�________________ OFF BY CONTRACTOR J \� III 11 i '�626., \\. I r x WSTALL OB. \�`_ o -- 3627--- W3TALL.C,B._- 64. i �' 12. ALL SOLID WASTE CON TC. IS o I --3626--- _ e80>EcnaN ------ "_ --------- -'----- PROTECTION _ -- TT _T___T__TT _T_ TT FILLMORE STREET y 21= f O ~ Cy, O s i W U-) I LJ __ --- _ -=_ l x III I II OII I b' / a= ��1 — I r WOODBU RP. EROSION CONT\ o Q CONTROL PROJECT#: 5116.4000 - n I DATE: 02/22/2017 ao DRAWN BY: J.W. a o SCALE, 1"=20' ai 1 I 2 I 3 I 4 I 5 I 6 I 7 I 8 I 9 10 I C50 1 • a I 2 3 1 4 I 5 6 I 7 8 I 9 I 10 12 03/29/20' \ 16587 JI I � �OFT 0 � ENGS T;Pe F. i„ El` a y�' NAPINTYE, iHlS PUN NAY BE VSm FOR TEE CONSTR.1CT.W M A STd1M WATER BEm MWADI——CE(YIP). +JArrOBK' R IS No,IIwLUSIYE OF Olt PPACnCEs AVAILABLE M@ le ONLY SPEGRG RI THE"Iryf3FrTRUo ose OF 19 $fR fence TIPS. MANTEMNOE OF THIS TYPE OF INSTAr1ATON 15 IMPORTANT AN0.SHWID ME EdNTINUoUSLY tO mli PLASTIC LINING Z • M—RED Fn TIE CoNFRAmOR"D ENGINEEE OETMLS SHOWN HERE HIGHLIGHT A PORTAm PARTS OF s _ L DESCRIPTION:A temporary sediment barderconsisting of a filtarfaWic mre:ched CONE-LOTON.AND alouLo BE MODIFIED As NEEOEC. ---- INSERT I'REa^R - - across and attached to su ri 't y_ ape ng posts and entrenched 3 990 o 00 FOR W REMOVAL .-. 2. APPLCATION:To intercept.sediment.from disturbed areas of tented extent _ on— FROM '"LET - - __>!___�.,- ` d+Paw+vm noel usEra' — _ FOR!, I EMIX - "- A. Pedmeler Controh Place bamle at dawn padiem Gn¢s of disdrbaltce. �-----eERM F FOR BAG RLh10'f.+L B. 6RAeclio BRnier".Plea to raw at toe of sops greet stwkphe ' j rn FOAM I)f LtF G. Pwteronti Existing Wa[erwaya:Place barrier ett�ot stream bank S N o I xaaq unT Inns Ylnc"y ^�"� p. In of Protection. LATH INI AND ON Hp7 f0 SGWE FLAIMf —CURB01•EF'UN4 I INSTALLATIONiAPPLICATION CRITERIA;Asset to to APWA Section 0157 W.. 'T SIDES 1 3� •... A. Synthetic hyl fluor fabric Ina![he il pervious shale[of contain lion III on or 30' WN5NN1-- Q LJ� > � - polyethylene yam.SyatneaC tiler faM shah Cgntairl uflravlolelray Inhrbl ors and } OPrIONi,L OVERTLOIv—_ .n sllsofirse s tc P[avtdR a m)rdm(mn of D Ai of ORPOClad usabe constmflkn life �� - O w at temperature range of 0 deg.F.to 120dog,F. sccus"E � vole eolNrs ( Q Q O • ® __— - B. Burlap shalt be 10 ounces par square Terrier fabric, nc A.m two seas� (NOTE aq L ' Q— l LL SILS'ACK—- �rrlor e, osurLnw C. Posts for sill lances shall to What 2'x 4'dkarnetsr vRaod,or 133 pounds per .� e a- 0- U Linear fogs steel with a minimum langth of f foot.Steel posts shall have �y H w 1 6 _ L GUf?B DEFLECTOR _ ( O pmjscdons for Iastening woo to Thera. Q Dune Coo°S /' SIL1514CK— t7 ul N PE nor PXYl#m] / . a 6 i D. The fabric is cuton cute to dashed s oc ci 1,The f and is secu wen ills bErrlh — (� O Ir� I The Islas apt too is securdd with racks m rids The fabrb is secured to the mash with l J ,�` O M DDM1AP -'+Ty' Mena Maples Iwo devices. ,M� D1Eswe Nun suewmE) / - 7 E. When attaching post all feneae teas,Ro pbco the osts post last 1 second loins `RA U N y •' inelda the end post of me he lance.set wit both port"at leant[d0 both posts on a .m acMRrw=% mM / h A' a v fir ` olockwiso d action o osaw a tight cad will the lilfo tabu lc Odvo both�sls Into 1,a v nual"�"+I�'+�" 2. "°s yARi);$ .0 ' l- `�'` ♦' the ground and bury the flap. uM w RIR RWI wrwa ` �• 4_"v ��'. .R •... •�� F. When used to control sedrnalito from a atop slop.,silt eircot Should 4R placed QQ •.. away from the too of the stop#forincreased holdngaapacny. a - - _ o II, �. '. !•_ '- a•�' -.'+- 4. MAINTENANCE: a e a , * - .••4. ' A. Impacted immediately after each rentalaid at lose daily dlrhg pro"od FABRIC IV GAGE _ Iranian a'a,ra uEsx -• a:a B. Should the fabric on a alit fence ar filter bade,deuronpo m s.or becae matf.ctfve �il 1 _,l-. '• ' r before the end of;He eRpeotad usable life and the barrier still bs rt$d#eaPty,the D O a fabrk shah be replaced promp sC Otly. eAallo- F IRR C. Seckmenl deposits should be removed after oach star»seems.They mod be - Y" removed when depress reads approximately onehaf the rergit of the barrier. $etl O. Re-anchor fence as rwceasary to prevent shodcuttlnl. e„ I mil PLASTIC LININD NOr TO'SCALE LW ARM E. Inspect for runoff bypassing ends of harries or undercutting brmers. TYPE'BELOW GRADE' w e. Q NOTES, TOE t] TOE DETAIL 1. ACTUAL LAYOUT DETERMINED a1 THE FIELD. 2, THE CONCRETE WASHOUT SIGN(SEE PAGE 6)SHALL Be INSTALLED AlEn", 3W ?-mr-row RAFT CONCRETE wAslr. CATCH BASIN 5 PROTECTION DETAIL o NOT TO SCALE CONCRETE WASHOUT SILT FENCE DETAIL DETAIL NOT TO SCALE a APWA PLAN 122 NOT TO SCALE Of LIJ U 0 Z O w w A,,.,.N•. ��vm ucvlsicyor.11Pr rc¢si,ve_OF are,sP Flo To THE lees). Equi,Tment and vehicle wash down area ''TrPc MUNrFNu:E OF THn—or ms1—Tarr a BRACERIAErr Aro BHgaD BE CdereugUSLY vonlI—C eY TR DON—.AND E`KwlrR. WA LS a .HEP.[NOBA GHT IUP#Rewa Pima OF I. DESCRIPTION:A temporary,(EuSha d pad of gravat for general washing of CosolN FI.,ANa sNauly BE voorND As NEEMED6_ equipment and wisirwion vehicles. 2. APPLICATION:At any site where regular washing of vehicles and equipment wit HARMM: THIS PINY MAY BE UaEe M THE OWISTRUCEON of A STOR.WATER aESE MANAsormT PRXTME occur.May also be used as a filling point for water trucks Limiting eosion Caused by Stabilized roadway entrance a:M:x's it IS HOT iMELUESIVE o:Ale. m�PE E AAN Tu A Los IS dr`f SPECIFIC s:aa.�CONTTW°CTNM gwedlOW Or spiilega Of Watef, CO NUOU$LY ANDWORm BY THE cormACDOR AND ENGINEER VIDAIIS SHORAN HERE HICwrGm 1. DESCRIPTION:A tompmsey stabilized pad di gravel for Consulting ec snia ant and IMPDRAM PARTS OF OONGTRUMON,Rue SHOULD BE MOIDEE6 M NEEDED. Ln a 3. INSTkLLATIONrAPPLRGATION CRITERIA:Refer to APWA Section 01 57 00. SNAaes,°�OR oonsdudti Nwide aacraw to are she. J A. Clear and grub...surd grade to provide mExfmurs slop"of 1 aencant away from Aga OR Hoe,was. paved readers/. wide 2. APPLICATION;At any she where v"hiclaa and equipment antarlhe publk righ-el o B. Compact subgrade. z' nirnR',sr;rLlu.N o1°R way, Q C. Place fiber IaGk under wash down area ff dashed(rxasmended forwaahar6a L n that remains more than 3 mcsrlhs). 3. INSTALLATION/APPLICATtONCRITERtA, Reforto APWASVFvuDn O15700, LLJ N D. Install sill IWCD down gmdem(see Plan No.122) A. Clear and grub area and gradeto provide maximum slope o'I percont away from Q Q _ SIT PENCE =�•- paved roadway 4. MAINTENANCE: 0. Compost sungrad.. Q InAN No.Ixs) �— A. Requires padcdk top dressing w/th additional atones. '� G. Place lilts,fabric undo,alone If doolred(reconemerrdod for entrance area that J .. I B. Safety used tocontrol sadhnenf In wash water.Cannot be utilized for washing �` .,rE,• remains more than 3 months). 1211- O Equipment at vehkios that may cause xrllarimation of,enroll(such as ferlf izer equipment or Concrete egLlpmen0, RRD.• a aA: 4 MAINTENANCE o m o C. The wash area shall be maintained in a condition that will prevent tracking or flow _ y A, Requi so periodic lop dressing sti aidiflonsl stands. /�-1 O F3_ of mud onto public rights of-way, S. Prevent mircling orflow of mud into the phbRo rlghl•of•way LL a caAESE u;usL:Arr o D. Perkdre top dressmg wall 2 inch stone may he required,as corMilione demand, z•Tn.'azr s •^"'� .- 0. F9doAlo-top dressing with 2 Incites stone may too rogabed,Be conditions demand, Z LL rcand repair any SITucalres Lsed to trap sediments. ��.v. and ropier any stluctsems used to crag sediments. _ O E- Irrpecl dairy for loss of grovel orsodrrent buildup. D. inspect daily for lose Orval o Sediment widup. WIP / :� 7 2z N so F. Inspect adlacI area for saamant deposit and install additional conhols as E. Inspect adjacent areas Orval deposit end Install additional oaitrols as ail s L U m F- necessary. �,, rHY."Mary. / ..� O a G- Expand stabilized area as required to accommodate activities. �� F. Expand stabilized aria as required th accommodate aetividsa, - / -~ z s H. Maintair ail fence as outlined in Plan No.122. 4� \. LU O I rid'1R'1\ 9•NIH. (D�•I b f, n ;,✓,•vw. x•Tor Bias � N CaARSE AIwRECRTE /\ O Q yl sEDINENE FABRIC aNOER fAAVF1J 1 .a% WASH DOWN AREA INOTE del L U N EQUIPMENT AND VEHICLE WASH DOWN AREA DETAIL STABILIZED ROADWAY ENTRANCE ABC NOT TO SCALE APWA PLAN 125 DETAIL EROSION CONTROL NOT TO SCALE DETAILS APWA PLAN 126 PROJECTM 5116-2011 o DATE: 02/22/2017 R - DRAWN BY: KAE : SCALE: ^G NONE a 1 I 2 I 3 4 5 6 I 7 8 I 9 10 C502 1 i J 1 I 2 3 I 4 5 I 6 I 7 8 9 10 LEGEND LEGEND 03/2s/2 1D CUT BACK, 12" MINIMUM t3 ) -_- I 16587 1 MATCH EXISTING BASE THICKNESS BUT NOT (} - I_31 ('�j� 1 - _ 1 0 2 J O2 SURFACE REPAIR WIDTH, 6' MINIMUM LESS THAN 8" OF 3/4" MINUS CRUSHED E'} OFENGSI 10P t AGGREGATE BASE MIN. UNLESS A GREATER f I4 L o FINISH GRADE Tyr O3 EXISTING SURFACE DEPTH IS OTHERWISE SPECIFIED. ) d,3,�f-.y IPER�UE... sa0 1.. /_C6) I� `--1iAni..--- ® EXISTING BASE 2O PAVEMENT DEPTH TO BE 2" MORE THAN v �I /� ADJACENT EXISTING PAVEMENT, BUT IT ,,� �' �� n 1T lJ cco TRENCH BACK SLOPE PER O.S.H.A. OR SUITABLE SHORING NEED NOT EXCEED 6" UNLESS A GREATER Z A P i 1) I _ (� c o3 • PIS, o < o o O 6 TRENCH BACKFILL PER SECTION-306 / ( ) ( "" -' `-"s"�""' j� DEPT IS OTHERWISE SPECIFIED. USE NO o / _ O O RESIDENTIAL STREETS ANID' MAM NO) MAT �_- EA SUBCR ADE OR O 'ISpNG"^'� G 1 Oo' NATURAL GROUND J�'p 1 Q7 VERTICAL TRENCH WALLS SHORING PER O.S.H.A. / ASPHALT Exlsnr,c- `� 1U a� Q" J� 5 ON COLLECTORS. �,"'"",. +., � f'A.Ve:MfCNY cRAve.. 1 VERTICAL WALLS 1 O ALLONED 4MTH a ® PIPE BEDDING PER SECTION-305 (SEE SD-302) O3 PORTLAND CEMENT CONCRETE SHALL BE lCNSCRNTE -{ Q PROPER SHORING �'CII9CRETE 6 0 , )O CLASS 400 PSI EARLY STRENGTH, AND pA,JERENI' f q OR LESS THAN 6' o O9 FOUNDATION STABILIZATION MAY VARY PER SOIL TYPE AND COMPLY WITH SECTION-706. _ o a p STABILITY(PER SECTION-304) ,w a I1 TYPE x+�". TYPE�"C" Q O } I O �o 6 ® KEEP TRAFFIC OFF ROADWAY UNTIL IT ACHIEVES 0 0` Lu �2. 0 10 UNDISTURBED SOIL (TYP.) SPECIFIED STRENGTH, UNLESS OTHERWISE (X)HORETE ASPHALT GRAVEL � APPROVED BY THE ENGINEER. a. Oat O° 11 NEW PAVEMENT AND BASE -� - --- - O EL U • LL Qo - 2 UPPER COMPACTION ZONE 0 MINIMUM DISTANCES, 4" OVERLAP WHERE I ( r '._;,r "_/^�: VAIBES 12 1f {J W FABRIC IS BETWEEN ASPHALT LAYERS. I � "_�_./ "�V��_ Y a3 1 v O OVERLAY � � � � OO�g w • 0 ,0 13 LOWER COMPACTION ZONE © CUT ASPHALT IN NEAT STRAIGHT LINE. / W o { 7 OCQ'. �Yi27J:b¢taZ/JL61¢LZlJ'a¢"AMa.'LIfiLZ D6;t:L/i. � N fa/J s o0 0 Ooo 14 SAWCUT TO BE AS FAR AS POSSIBLE FROM VEHICULAR WHEEL O7 3/4" MINUS AGGREGATE SURFACE COURSE (8") EXISTING PA,VFTAEhIF IFASFdC U .0 O u " O PATH. CRACK SEAL SAWCUT(S). (SEE CITY OF TWIN FALLS OR THICKNESS OR EXISTING GRAVEL, WHICHEVER [60 NG•T pfJdAGE) 14" REVISIONS SECTION 307) S GREATER. I lJ n in •••• 6"MW. EXISTING p155 H 15 MARKING TAPE TO BE 12" ABOVE TOP OF PIPE O8 THICKNESS EQUALS EXISTING PAVEMENT DEPTH I P.44FlAEN7 WA 1 Ep 6. PLUS 2 OF CONCRETE PAVEMENT. - aa BIOS O I 16 PLACE OR ATTACH FINDER WIRE AT CROWN OF PIPE FOR WATER AND PRESSURIZED IRRIGATION PIPES O9 CUT BACK, 12" MINIMUM. NOT LESS THAN 1' TO EDGE OF • NOTE B CONCRETE PANEL. TYPE"Pl. Q _ e Q ROCK SAW WIDTH MAY BE NARROWER WITH WRITTEN NOTES: ASPHALT W/PAVEMED)T FABRIC a O PERMISSION OF CITY ENGINEER 10 COMPACTED TRENCH BACKFILL AS PER TFSD-301 AND SECTION-306 OF THESE SPECIFICATIONS. 1. REFER TO SECTION-307 FOR MATERIALS AND WORKMANSHIP REQUIREMENTS. 10 OUTSIDE DIA.OF NOTES: 1, ASPHALT TO EXISTING SHELF (MIN. 2" THICK). 2. ALL STREET CUTS WILL REQUIRE RESURFACING BY A PAVING MACHINE OR SPREADER BOX. PATCH w PIPE PLUS 2'-0" 1. TRENCH EXCAVATION PER SECTION-301 WIDTHS ARE NEVER TO LESS THAN 4" WIDTH. LOCATE THE MATCH OF THE NEW TO EXISTING LU 1© 12 PLACE NEW PAVEMENT FABRIC FULL WIDTH OF ASPHALT PAVEMENT OUT OF THE VEHICLE WHEEL PATH OF THE STREET. 2. PIPE BEDDING PER SECTION-305 PATCH. 3. WHERE THE STREET SURFACE INCLUDES AND OVERLAY WITH FABRIC, TAKE THE FOLLOWING 3. BACKFILL AND COMPACTION PER SECTION-306 13 6' MINIMUM WIDTH FOR SURFACE RESTORATION. FULL PANEL ADDITIONAL STEPS: TO BE REPLACED WHEN IN CONCRETE SECTION. A. OVERLAY ABOVE FABRIC AN ADDITIONAL 4" ON EACH SIDE TO EXPOSE EXISTING FABRIC. 4. SURFACE REPAIR AND BASE PER SECTION-307 (SEE TFSD-303 B. INSTALL NEW ASPHALT TO GRADE FABRIC. TYPICAL TRENCH DETAIL STREET CUTS&SURFACE REPAIR DETAILS DC.. INSTAL YNEW FABRIC FULL WIDTH TOFF UT, INIGRADE OF ACCORDANCE E NTH MANUFACTURE'S INSTRUCTIONS. (TWIN FALLS STANDARD DRAWING TFSD-301.) 5. MINIMUM 30" COVER ON TOP OF WATER, IRRIGATION, STORM AND O SEWER PIPES. (TWIN FALLS STANDARD DRAWING TFSD-303.) d 4. TACK ALL COLD JOINT SURFACES WITH EMULSION WHICH HAS BEEN "BROKEN" PRIOR TO PATCHING. Of U rn NOTES: LU LEGEND 1. ALL PRODUCTS AS LISTED OR APPROVED EQUALS. -12^-t8'TO BACK OF SWEWALK z """""""_ 2. D YU mcw OF OEWALK 2 > FINISH GRADE. 2. NO GALVANIZED PIPE OR YELLOW BRASS FITTINGS TO BE USED. w O2 SURFACE REPAIRS PER SECTION-307 AND TFSD-303. 3. SERVICE PIPE: POLYETHYLENE PRESSURE PIPE, SDR 9. 200 PSI, CENFLO HOPE, ASTM D2737 �• • CTS. 7T7 Q3 12" MINIMUM INSIDE VEHICLE TRAVEL AREAS. D+3" OUTSIDE VEHICLE TRAVEL AREAS. 4. SADDLE COUPLINGS: USED FOR CONNECTION OF ALL SERVICE LINES TO PVC MAIN. SERVICE -' SADDLES: PAINTED SADDLE WITH STAINLESS STEEL DOUBLE BAND, ROMAC, STYLE 202S. ® TYPE I OR TYPE II BEDDING FOR AREAS INSIDE THE VEHICLE TRAVEL AREA. TYPE I OR TYPE III BEDDING, OR 5. NO SERVICE CONNECTIONS WITHIN ONE FOOT OF THE PIPE ENDS. STAFFER MULTIPLE NATIVE NON-ORGANIC MATERIAL WITH MAXIMUM CONNECTIONS MADE ON THE SAME JOINT OF PIPE ALONG THE CIRCUMFERENCE AND SEPARATED ] PARTICLE SIZE OF 3/4' OUTSIDE VEHICLE TRAVEL AREA. BY A MINIMUM OF ONE FOOT. 11 4• PIPE OR CONDUIT. 6. METER BOXES: METER BOXES SHALL BE LOCATED 12"=18" FROM BACK OF SIDEWALK. METER \\\ Q5 ,• a: BOXES SHALL BE INSTALLED OUTSIDE OF THE DRIVEWAY. METER BOX SHALL BE RAVEN © 48" MA. UNLESS OTHERWISE SPECIFIED RMB-17-30-18 (QUANTITY 2). BOTTOM OF PLANT.MIX PAVEN€NT 30" MIN. OR BELOW THE BALLAST, WHICHEVER IS ,12' _ 5 GREATER INSIDE VEHICLE TRAVEL AREAS. a' 7. ELEVATION OF METER LID PER CITY OF TWIN FALLS REQUIREMENTS. --� -- - Ln 24" MIN. OR BELOW THE BALLAST, WHICHEVER IS '-�.__"r- ' & 4 GREATER. OUTSIDE VEHICLE TRAVEL AREAS. 8. STAINLESS STEEL INSERTS SHALL BE USED, 50 SERIES FOR POLYETHYLENE TUBING, INSERT-55. Q 3 o 9. INSTALL LOCATE TAPE 12" ABOVE ENTIRE LENGTH OF SERVICE LINE. 4 �'B Q (n p4 MARKING TAPE TO BE 12" ABOVE TOP OF PIPE. ,.,,•.---��.. 3",y '' Ta J B ® CL LOCATE WIRE IN OR ON PIPE IF REQUIRED BY OWNER. LEGEND Rv5 4 1O GRIP JOINT CORPORATION STOP, 2" FB1001-7-IDR7-NL. BALLCORP STYLE \ fix_ 0 UTILITY WORK MUST MAINTAIN A 6" MIN. VERTICL AND A FOR CTS PER PIPE, OR APPROVED EQUAL. ✓ = . - _ O W u 4 . EXISTING CITY UALITY 36" MIN. HORIZONTAL SEPARATION FROM EXISTING CITY e. C LJ UTILITIES, UNLESS OTHERWISE APPROVED BY THE CITY 2O ig RAVEN METER BOX LID, RML 17X30-POLY LID, OR APPROVED EQUAL. CO S� G_ LL 1/ ENGINEER. 7` � _„ � rao ,ExreNB ie^rrraa L1J 5 m o at NO. 12 COPPER LOCATE WIRE, PROVIDED A MIN. OF 24" COILED LOCATE \ .!�\,_ METER fIOX ANp PROVE z � m + NOTES: WIRE IN BOX. TF:RRpiARr THREAOEp cAv. O N ¢ 1. USE THIS TRENCH TO PLACE CABLE, CONDUIT, OR PIPE ® RAVEN PRODUCTS WATER METER BOX, RMB-17-30-18. OR APPROVED �T UNLESS nnaERUSE �� P1 LESS THAN 6" IN DIAMETER. EQUAL. p1REC1To pa 1HE LJJ sN012mr+ 11 PLACE METER BOX ON FIRE, UNDISTURBED, LEVEL EARTH. VI 2. COMPACT BACKFILL PER SECTION-306. Q ROMAC PAINTED SADDLE WITH STAINLESS STEEL DBL BAND, ROMAC 1© FLANGE METER i ELL, LF31-77-NL, OR APPROVED EQUAL.--7) 202S, OR APPROVED EQUAL. ,. 3. CUT ALL ASPHALT IN A STRAIGHT LINE. a �__-_ WATER MAIN. 0 2" CAST BRONZE THREADED 90' ELL 4. FOR ANY TRENCH WIDTH < 24" IN TRAFFIC AREAS, USE O 2" SERVICE LINE, NOT SPLICING ALLOWED. 14 2" GRIP JOINT COUPLING A.Y. McDONALD 74753G 2", 2" PACK JOINT LOW STRENGTH FLOWABLE OR COMPACTABLE FILL PER COUPLING A.Y. McDONALD 74753-22 2", OR APPROVED EQUAL. Ex1S11NG GiYY UYIUTY SECTION-703. ® ANGLE BALL FLANGE METER VALVE, BFA13-777W, OR APPROVED EQUAL. a 15 2" SCHEDULE 80 PVC PIPE NIPPLE, 18" IN LENGTH. UTILITY POTHOLES 1 SQUARE FOOT OR LESS MAY BE REPAIRED USING GROUT. IF POTHOLES ARE GREATER THAN Og PROVIDE TEMPORARY THREADED CAP. } 16 2" SCHEDULE 80 PVC PIPE NIPPLE, 24" IN LENGTH. UTILITY TRENCH DETAIL 1 SQUARE FOOT USE COMPACTED PEA GRAVEL BELOW A PLANT MIX CAP. 10 CITY APPROVED METER TO BE PAID FOR BY OTHERS AND FURNISHED & (TWIN FALLS STANDARD DRAWING TFSD-301.) INSTALLED BY CITY OF TWIN FALLS. 1© CONNECT WATER SERVICE LOCATE WIRE WITH WATER MAIN LOCATE S WATER SERVICE CONNECTION (2") OITE DETAILS WIRE WITH WATERPROOF SPICE CONNECTOR. 1 PROJECTM 5116-2011 o (TWIN FALLS STANDARD DRAWING TFSD-402A.) DATE: 02t2412017 DRAWN BY: J.W. o SCALE: NONE a 1 I 2 I 3 4 I 5 6 I 7 8 I 9 I 10 I C601 1 a J 1 2 I 3 4 I 5 6 I 7 8 9 I 10 LEGEND 4 FT. OR GREATER DEPTH, 03/29/201 • tO CONCRETE COLLAR IN PAVED STREET SECTIONS PER TFSD-508. 7 PIPE DMA. 24" ()H' LES 16587 ACH AT 90 DEGREES) P o O2 GRADE RINGS NOT TO EXCEED 12" FROM FINISHED SURFACE TO TOP OF CONE. r„ innni,,`\..+ �1O_,aT. !' Jannaaaaarn, \. ENGS�"" MINIMUM LETTERING �,nOaat7aaoaaV.r[Is1. 3O PRECAST MONOLITHIC CONCENTRIC CONE SECTION. (REBAR NOT SHOWN). 1�+ HEIdgT OF 1',MOlnIIil /�0aa0D00aaaaaaaa a� INTO TOP OF'COVER- llaaaaaaaaaaia❑sa slpaa y V 7 a aaoaaaa❑aLint a o ® RAMNEK OR APPROVED GASKETS ALL JOINTS. % % /I/�'"+'-�1 1 �C��t?�I,annnnnrann�inr��rn� r` OCal9❑.n�0.7a11�a.a=anj]A.L17d113 O 011 CI r' O5 PROPERLY ALIGN ALL INTERIOR JOINTS. ��LLL ua 1 I -�•- /J 1�❑o❑D , a asrI a -. 1❑a❑a SANITAF,Y aat1ElI Igo 0� © PRECAST CONCRETE MANHOLE-BARREL SECTION (REBAR NOT SHOWN). t f lnaaa aaacrr _ to P a moan SEWER aonrl wo R 1'Mry aa0D 1[r rl]tTvacr nnsla[aa F - Q7 PRECAST GASKETED HUB RING OR RUBBER GASKETED COLLAR-FLEXIBLE AND WATER TIGHT. \�� ti ,3�' a a❑❑n a o❑a 0 a a a Ia 41 N a a a ca cl �I- 5 a, 7nC {{l a❑❑a as a 0a a❑�TT��-`�I�]far (pp \, ,•jF" '4+#'---j'�1�/ at� Li 1I1.LLaAL1aJ.7.I].d.0 Imp ® REPLACEMENT SURFACING TO MATCH FLUSH WITH EXISTING SURFACING. (AC SHOWN). < U� � 'I� nvril-Zr 7FT11NPxL)nc"a'/' O9 FRAME TO GRADE RINGS. ij- )10 FRAME AND COVER PER TFSD-507. I 6 EACH:0 60 DEGREES O } _ 1 11 IF THE CROWN OF THE LATERAL IS MORE THAN 12" HIGHER THAN THE CROWN OF THE O OL 1 U LL TRUNK, NOTIFY THE CITY ENGINEER FOR APPROVAL. ,• ' 10 9 Q PLAN ,.,�„_� :_'�-- � Q W O 12 CAST IN PLACE MANHOLE BASE. SEE TFSD-501A FOR PREFABRICATED BASE. m I ul MANUFACTURER 00 J • 24•DIA. (, N ai NOTES: zJ t(b O MANUFACTURER Q 1. OPTIONAL PREFABRICATED MANHOLE BASE WITH APPROVED PIPE CONNECTIONS MAY BE USED WITH ENGINEER'S APPROVAL. SEE TFSD-501A. _ _ _ MODEL QQ _. I ��? 2 .. NUMBER- A-4065 a 2. FOR DIAMETER, D, GREATER THAN 24", SEE TFSD-502. .r 7/8- 3 PLATEN BOTTOM 3. MANHOLE FRAME AND COVER: N { COVER COVER O R16�kA' C) A. REFER TO DRAWING NO. TFSD-5078. 4•(MIN.) N.TtS, QO B. FRAME AND COVER SHALL BE FLUSH WITH SLOPE OF PAVEMENT. _ S O O Q 4. WHERE PVC PIPE IS UTILIZED, INSTALL A RUBBER RING OR GASKET COLLAR WHERE THE PIPE IS IN B @ 25 t/2• CONTACT WITH MANHOLE BASE AND/OR MANHOLE CHANNEL, IN ORDER TO INSURE A WATER TIGHT SEAL.EXTEND PIPE SUFFICIENTLY INSIDE MANHOLE TO ALLOW FOR GROUT SEAL OF PIPES ENTERING THE qg,f 24• t' BARREL. SEE 502.3.3E. SHELF SLOPE COVER H I"PER FOOT N.7.5. 5. EITHER BASE ON TFSD-501 OR TFSD-501A MAY BE USED WITH ANY MANHOLE DESIGN. n p�3' 6. PROVIDE FRAMES, COVERS, AND MANHOLE CONCRETE REINFORCING TO ACCOMODATE H-20 TRAFFIC 6 (MIN)-� �1'. NOTES: LOADINGS UNLESS OTHERWISE SPECIFIED. I 1. MANHOLE FRAMES AND COVERS TO HAVE A TOLERANCE OF 1/4" OR LESS. 7. THE MINIMUM INVERT FOR STUB-OUTS AND LATERAL CONNECTIONS SHALL BE AT THE CENTERLINE 22 1/2' 2. COVERS NOT TO BE WARPED, REPLACE ALL THAT RATTLE OR VIBRATE WHEN TRAVELED UPON. Z ELEVATION OF THE MAINLINE PIPE OR AT THE ELEVATION WHICH MATCHES THE TOP OF THE LATERAL b..: i; 3p• MACHINE ALL MATCHING SURFACES. 0 WITH THE TOP OF THE MAINLINE PIPE, WHICHEVER IS HIGHER. -- 12 H 3. MINIMUM WEIGHT OF FRAME AND COVER 275 LBS. 8. UNLESS OTHERWISE SHOWN, MANHOLES SHALL HAVE 0.1 FT FALL FROM UPSTREAM TRUNK INVERT TO FRAME. U DOWNSTREAM TRUNK INVERT. 9' (MIN.) _ wQ STANDARD MANHOLE TYPE A 4 PE,� STANDARD MANHOLE COVER AND FRAME o (TWIN FALLS STANDARD DRAWING TFSD-501) BEDDING (TWIN FALLS STANDARD DRAWING TFSD-507) N w LEGEND i =�*) FAWsSiiIRlI -,:! t3i; O 2 STEEL "T" POST FENCE MARKERS PER TFSD-512. 6� 12. w¢h d 1 2 0 WATER-TIGHT PLUG OR CAP. 0�G%4k4f�`�S'dd4i t 1 DEbELOPER PROPERTY- s S -•.�o _....._..... C) iE�.ltWILAfN1ONFL CAnOR d+ I. "PRON.TFILE• , z r<,, yY4, Attu Aatk`A .. A'F -4" THICK CONCRETE. MATERIAL qAS PER SECTION-600.5E LJl d"STANDARD CURB AND CUTTER _ y NOTES: J F 1. LOCATION, GRADE, AND WIDTH TO BE ESTABLISHED OR APPROVED BY THE OWNER. I Q Z ,i� I.. 2. BASE TO BE COMPACTED TO EXCEED 95% OF STANDARD DENSITY. Q Lu -J J I ( 3. SLOPE SIDEWALK TOWARD THE STREET NO LESS THAN 0.50% AND NOT TO EXCEED 2.00%. a w 4. SCORE AT INTERVALS TO MATCH WIDTH OF WALK NOT TO EXCEED 5 FEET SPACING. z W o 5. 1/2" TRANSVERSE PREFORMED BITUMINOUS JOINTS AT THE TERMINUS POINTS FOR CURVE AND WHERE SIDEWALK IS PLACED BETWEEN TWO PERMANENT 0 FOUNDATIONS, PLACE 1/2" EXPANSION JOINTS MATERIAL ALONG THE BACK OF THE WALK THE FULL LENGTH. (TRANSVERSE EXPANSION JOINTS SHALL BE N _ EEEI PLACED AT NO MORE THAN 20'). W U ? 200%AC4E 2.00%SLOPE !r1 1.00%MIN. 1.00%IR1.o vJ I 6. DRIVEWAY APPROACH ACROSS PLANTER STRIP TO BE 5" MINIMUM CONCRETE OVER 4" OF 3/4" MINUS CRUSHED BASE. _ 7. SIDEWALK WIDTH TO BE 5' MINIMUM UNLESS APPROVED BY THE CITY ENGINEER. i I 8. ON SIDEWALKS IN COMMERCIAL AREAS WHERE THE WALK EXTENDS FROM THE BUILDING TO THE CURBING, OR EXCEEDS THE STANDARD FIVE (5) FEET WIDTH, iyn� ( rcty.ELEV.As sNornll THE WALK SHALL BE LAID OUT IN BLOCKS NOT TO EXCEED TEN (10) FEET BY TEN (10) FEET SQUARES. 3 { ON THE PLANS rc 3 I 9. WHEN TRANSITIONING NEW SIDEWALK TO EXISTING SIDEWALK A T FOOT TRANSITION PANEL MAY BE CONSTRUCTED AND SHALL BE SEPARATED AND ISOLATED a 11la WITH EXPANSION MATERIAL. CONCRETE SIDEWALK (TWIN FALLS STANDARD DRAWING TFSD-709) SITE DETAILS - LZ STANDARD SEWER SERVICE CONNECTION FOR NEW PROJECTS PROJECT* 5116-2011 (TWIN FALLS STANDARD DRAWING TFSD-502) DATE: BY. 0212/2017 DRAWN o SCALE: NONE rc ^c a% 1 I 2 3 I 4 1 5 6 1 7 1 8 9 10 C602 a 1 2 I 3 4 I 5 6 I 7 I 8 9 I 10 �auL \CEN 1 07Xi"=67X,080"ALUM.HANDICAP r/ 03/29/201 N PARKING SIGN.SIGN TO READ'RESERVED 16 87 n ® PARKING"W/IDEN7IPICA710N SYMBOL. CLEANOUT PLUG WITH 16' d FW,i&%6 I'e,4 w Tov F" Fir has aodr t 6' 1,-0` BOLT TO STEEP TUBE W/3/8"CADMIUM COUNTERSUNK SQUARE \ OF YpP- 0 or Pnb In au town rvoaa __ r -'�` -•-j of sorb M mr r R _ PLATED BOLTS NUTS AND WASHERS I+EAD 'ENO 0 . a t9 -TT L. I n o `G 1� lut- O •VAN ACCESSIBLE'SIGN AS REWIRED _: - a Ove CI 18'DIA. x 6"CONCRETE - _ — — 7 _ r H ` r rI� 2 X2 X 188 STEET TUBE EXTEND INTO - W1J L ___ ..•.. .« t 13 s. L______,__ ' y, b CONCRETE FILLED PIPE 2"-0� 6"REDOING MIN — ice Y P t E ''"; ,:. Y PLACED AROUND PIPE O r> C III >�F=fl '- �m 7_,-TIE-.ItL� • I. .h' rn DRAIN SIZE VARIES r E{I �F- d I- T-T °.� - •• CONCRETE PIPE BASE-SLOPE FOR Q } r Composted 5/4 or 1 1If1'Gravel(1 1/2'Wn.), DRAINAGE ¢ Boat to Bottom o1 Porkng Sociiov r C'ompucted 3/4"a 11 "r ro r! 2 1? ',1 onH RawYo 8nttom a Ir S.ctc f•,� O W Use 1hLs Voted Iw Inters Paku j Areas and Areas Ottlor Than a Use This Oetad 1a hiLer'r Pa'k 4I re cno re s l Ih 7 an. Pr;vale R< w Areu"a T k d wh¢re'DrMna !s Directed Toward -- ¢- LL ofNp'te-RbodWrry Areas�fypionYJ w7 I! Mal a, Is 110.,il wpy g''m/ (YP�� ge 0 Fmn CI d.,Urren NN7ed iltheiw:x and Nun f4 GUr6 Face Un.m NoLaJ�OUrornise 6"DIA.STEEL PIPE FILLED W/GONG O d V M -6 DETAIL-D OD g DETAIL-A DETAIL-B CLEAN-OUT DETAIL INTERIOR RELEASE CURB DETAIL INTERIOR CATCH CURB DETAIL DETAIL-C 30 N (N.T.s.) a (N.T.S.) (N.T.S.) ACCESSIBLE PARKING SIGN (N.T.S.) QQ 0 NOTES: 1. THE CONCRETE FOR THRUST BLOCKS SHALL BE ;, su SEE PLAN A FIVE (5) BAG MIX NTH 2500 PSI OR GREATER DOMED CONC. CAP STRENGTH. a 6" RADIUS 6"0 STEEL PIPE 2. OFLAPPROXIMATELY ONE-THIRD CUBIC rnYARDS ""j tee."� F 6"0 STEEL PIPE FILLED SOLID W/CONC. (1/3 C.Y.) OF CONCRETE NOT LESS THAN SIX ¢ FILLED SOLID W CONC. PAINTED YELLOW) S"a Nm"IT..a / § INCHES (6"") THICK. .f 4 PAINTED YELLOW) SLOPE TOP 3. ALL WATER LINES SHALL HAVE A MINIMUM SLOPE TOP ��--PAVING/CONC. OR GRADE COVER OF THIRTY INCHES (30"). PAVING/CONC. OR GRADE 4. ALL WATER LINES SHALL BE DUCTILE IRON 75 ` CLASS 51 OR GREATER.5. NO TRENCH BACKFILL SHALL BE PLACED UNTIL THE PIPE AND FITTING ARE INSPECTED BY THE Z ENGINEER. _____ O 'f�,• �� GONG' FOOTING � , a1MFN.lON FOP'IHf<VSI Ol11GNiNC a 6. THE PRESSURE AND LEAKAGE TESTS SHALL BE CONC. FOOTING a COMPLETED IN ACCORDANCE WITH SECTION ' J v ,1y1• [i rlN�n ,eae x pwa, ev a"�:ea ub riana. aaa"cars a tY -a,=&->r=?�3=yr w WI 7. ALL WORK SHALL CONFORM TH THE CITY OF z a L p.y� s L,-sG. p TWIN FALLS STANDARD SPECIFICATIONS SECTIONS :F "' L2 Z 409TRENCHING & BACKFILL AND 410-PIPE L _-, iN -I ?__a s; - _ _; " 0 24 INSTALLATION, — mla mpm s baaaa"n,bo Ps,,:ao p,a n nna D 2U:1U SF x.1 be g pvegs .Wrae oll cPlltings w':tn 8. THRUST BLOCKS MAY BE FORMED WITH PLYWOOD p"I,e�wa DETAIL-E DETAIL-F TO PREVENT CONCRETE FROM COVERING FLANGE HOOP BOLLARD FIXED BOLLARD BOLTS OR DRAIN HOLES (TYP.). NTS DETAIL-G a TYPICAL TRUST BLOCK DETAIL (N.T.S.) C1 3'PLANTMIX PAVEMENT PROVIDE CONSTRUCTION AND 2'-3/4'AGGREGATE COMP. O.C.MAX PR WIN PROVIDE SHOP DRAG 6.007RAC7ION JOINTS AT 10' ' 10.00' 6.00' o TO 95%MAX.DENSITY OF JOINT LOCATIONS FOR OWNER J APPROVAL PRIOR TO CONST, 9'-1 1/2'AGGREGATE COMP. f1 ' fts TO 95%MAX.DENSITY 7'CONCRETE PAVEMENT }4 REBAR®18'O.GEW. PROVIDE CONSTRUCTION ANDtw--- .- -=r -- . - ®CENTER OF SLABTOP OF CURB TOP OF TABLE MATCHES TOP OF CURB ROVAL O W>`: .,.,.. 6'ROAD BASE, -------------- ------------------------ _ --------------------- - --------- CONTRACTION JOINTS AT f0'O.C.MA PROVIDE SHOP DRAWING OF JOINT SUBBASE COMPACTED 12"MIN. LOCATIONS FOR OWNER APP _ - 96%COMPACTION % Biz PRIOR TO CONS UCRON Q LL TO 95%MAX.DENSITY 61.. d. 4. TOP OF SPEED — o - lll LLL J.L-lll - _�-, ..i, - E 11N6 SUBGRADE FL OF CURB--- 3_ --------TABLEFLOWL M TC CURB Z W a- 1 ----------- 4 ' _ III 111-L1-lll-1L-I I_lll-Ill III- ill- -L-I I = - -1 _ 1-III-III- TO 96% _ 0 ~ 1r-��ff _ - - ," , 9I I II I�I II II I I�TCI II II II II I� _ _ TT�I I-I I I I I I I—I I I I I I I 7"CONCRETE PAVEMENT LLJ CONCRETE PAVEMENTI�II�I I IIrI- _I III III IIIT� " INTERIOR HEAVY DUTY PAVING SECTION IIkll�I „I ITII III IT=I1 III1=11 6'ROAD BASE,96%COMPAC7ION III=III III I E I1- COMPACT TOP 8"EXISTING SUBGRADE N`- NOTE: SUB-BASE MATERIAL TO BE APPROVED BY THE ENGINEER PRIOR TO f^ TO 96% AGGREGATE AND ASPHALT PAVEMENT. m PAVEMENT SECTION IS BASED ON THE GEOTECHNICAL REPORT PREPARED BY EHM ENGINEERS, JOB NO. 369-11 DATED 12/23/2011. DETAIL-I a CONCRETE SPEED TABLE SECTION a < DETAIL-H (N.T.S.) PAVEMENT SECTIONS SITE DETAILS (NTS) PROJECT#: 5116-2011 a DATE: 02/24/2017 DRAWN BY: J.W. o SCALE: NONE 1 I 2 I 3 4 5 I 6 I 7 I 8 I 9 10 C603 a J 1 I 2 I 3 4 I 5 8 I 7 I 8 I 9 I 10 \ON N Ery� 0 03/29/201 M 16587 OF - r-c o ( ml I MET eox M a am ENG5�� . a G1 I - . . cl —._ MH /!� ? - A 'aea°s :z Is >y _.=.�C� 6� PRE 4PPoN� r .• � �Q pp� Q O w m T 00-a PLAN VIEW ~w PPE 9JPPp1!FOR O� (n Y gNCIIEI[PPE Q J SECTION Il CRM PPS 9 O J C caruEcna U N U) P��fiLASIC�E �Q LU *;j f w I _ a P1 OME RPE CgNECP9N SECTION A DETAIL-J CATCH BASIN DETAIL o (N.T.S.) H .. IL L) U LU LU I Z O w I Lr) o Q J a 0 o oG LU LL z H oZ O _ � N s LU U j Q a z 0 z Q a U SITE DETAILS PROJECT#: 5116-2011 o DATE: 02/24/2017 DRAWN BY: J.W. 0 SCALE: NONE a ( C604 2 3 4 I S 8 8 9 10 1 GENERAL NOTES: GENERAL CONSTRUCTION NOTES: 1. CONTRACTOR IS RESPONSIBLE TO VERIFY ALL PLANT & MATERIAL QUANTITIES. THE SCHEDULE IS INTENDED AS A REFERENCE ONLY. SEE ENLARGED PLANTING PLANS FOR SHRUB AND PLANT 1. CONTRACTOR SHALL SECURE ALL NECESSARY PERMITS BEFORE CONSTRUCTION. LOCATIONS. QUANTITIES IN SCHEDULE ARE ESTIMATES ONLY, PLANT SCHEDULE PAD 5 2. CONTRACTOR SHALL ADHERE TO ALL LOCAL, STATE, AND/OR FEDERAL LAWS PERTAINING TO 2. OWNER AND/OR LANDSCAPE ARCHITECT IS TO APPROVE ALL LANDSCAPE MATERIALS PRIOR TO THE PROJECT'S WORK. TREES BOTANICAL NAME/COMMON NAME CONT CAL SIZE QTY INSTALLATION WITH PRIOR NOTICE OF 48 HOURS. OWNER AND OR LANDSCAPE ARCHITECT RESERVES ACER GINNALA,PLAMF/FLAME AMUR MAPLE B&B 2^CAL 6-8FT 1 THE RIGHT TO REJECT LANDSCAPE MATERIALS INCLUDING PLANTS THROUGHOUT THE CONSTRUCTION 3. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE ALL CONSTRUCTION • PERIOD. ELEMENTS WITH OTHER TRADES PRIOR TO INSTALLATION AND BECOME FAMILIAR WITH THE 3. PROVIDE MATCHING SIZES AND FORMS OF LIKE SHRUB SPECIES AS SHOWN ON DRAWINGS. LOCATION OF UNDERGROUND SERVICES AND IMPROVEMENTS. - 0 ' 4. THE CONTRACTOR SHALL EXAMINE THE SITE AND FULLY DETERMINE THE CONDITIONS O EXISTING DECIDUOUS TREE/EXISTING TREE TO REMAIN EX 6 4. APPLY TOPSOIL IN ALL PLANTING AREAS. A SOIL TEST SHALL BE DONE TO VERIFY QUALITY. UNDER THIS CONTRACT. NO ALLOWANCE WILL BE MADE FOR FAILURE OF BIDDERS TO SPADE AND DIG EXISTING TREE AND TRANSPLANT TO NEW LOCATION. CONTRACTOR TO AMEND TOP SOIL AS NECESSARY FROM SOIL REPORT TO COMPLY WITH ACCEPTABLE ASCERTAIN ALL ASPECTS OF THE PROJECT. CONTRACTOR TO WARRANTY WORK. SOIL STANDARDS AND SPECIFICATIONS. SEE SPECIFICATIONS FOR DEPTH OF TOP SOIL. 5. PRIOR TO DIGGING, EXCAVATION, OR UNDERGROUND WORK, CONTRACTOR SHALL LOCATE SHRUBS BOTANICAL NAME/COMMON NAME CONT QTY 5. THE LANDSCAPE & IRRIGATION CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT THEY OBTAIN.ANY AND PROTECT EXISTING UTILITIES AND SUBSURFACE SYSTEMS. CONTRACTOR SHALL - CARYOPTERIS X CLANDONENSIS'BLUE MIST'/BLUE MIST SHRUB 5GAL 15 1 & ALL DRAWINGS, SPECIFICATIONS, CHANGE ORDERS & AS-BUILDS APPLICABLE TO CONTRACTORS ASSUME RESPONSIBILITY FOR REPAIR AND EXPENSES INCURRED TO UTILITIES THAT SCOPE OF WORK PRIOR TO & DURING CONSTRUCTION ON SITE. CONFLICTING OR VAGUE BECOME DAMAGED AS A RESULT OF HIS WORK. INFORMATION SHALL BE NOTED AND SUBMITTED TO OWNER AND LANDSCAPE ARCHITECT FOR IUNIPERUS HORIZONTALIS'BAR HARBOR'/BAR HARBOR CREEPING JUNIPER SGAL 4 CLARIFICATION. 6. CONTRACTOR SHALL INSPECT WITH OWNER'S REPRESENTATIVE ALL PAVEMENT, SIDEWALK _cp AND CURB DEFECTS PRIOR TO BEGINNING WORK. ALL HARDSCAPE SHALL BE • 6. CONTRACTOR IS RESPONSIBLE TO REPLACE ALL DAMAGED NEW & EXISTING LANDSCAPE, INCLUDING RE-INSPECTED DURING FINAL INSPECTION. ANY DAMAGED AREAS SHALL BE REPAIRED AT HINIPERUS SABINA'MOOR-DENSE' -DENSE JUNIPER 5GAL 4 ` BUT NOT LIMITED TO ALL PLANTS, TOPSOIL, WEED BARRIER, CURBING, WALKS, ETC. CONTRACTOR'S EXPENSE. m p - 7. CONTRACTOR SHALL TIE ALL PROPOSED LANDSCAPE MATERIALS WITH EXISTING INCLUDING BUT NOT 7. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE QUANTITIES AND LIMITED TO ALL PLANTS, TOPSOIL, WEED BARRIER, CURBING, WALKS, ETC. MATERIALS REQUIRED TO COMPLETE THE WORK IN ACCORDANCE WITH THE PLANS. PEROVSKIA ATRIPLICIFOLIA-LITTLESPDW TM/LITTLE SPIRE RUSSIAN SAGE 5GAL 12 8. ALL LANDSCAPE BERMS ARE SUBJECT TO LANDSCAPE ARCHITECTS APPROVAL. ALL BERMS SHALL CONTRACTOR SHALL PROVIDE OWNER/LANDSCAPE ARCHITECT ACTUAL AMOUNTS REQUIREDO PERMIT PROPER DRAINAGE OF ALL WALKS AND BUILDINGS. FOR FINISHED INSTALLATION. PANS SYLVESIRIS'HIZ SIDE CREEPER/HILLSIDE CREEPER SCOTCH PINE 5GAL 9 1 8. CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING GRADES AS ESTABLISHED BY THE 9. CONTRACTOR SHALL CAREFULLY STUDY AND INSPECT CIVIL AND ARCHITECTURAL PLANS AS-GUILTS PROJECT ENGINEER. RUNOFF AND DRAINAGE FLOWS SHALL NOT BE ALTERED OR DRAWING AND VISUALLY INSPECT. MAKE ON-SITE ADJUSTMENTS TO LANDSCAPE BASED OF FINAL IMPEDED. POTENTILLA FRUTICOSA-MCKAY-S WHITE'/MCKAY-S WHITE BUSH CINQUEFOIL 5GAL 10 ° DIMENSIONS AND LAYOUTS OF SITE AND BUILDINGS. PROVIDE A UNIT PRICE CREDIT FOR ANY PLANTS, O AREA, OR PORTIONS OF THE LANDSCAPE OMITTED. 9. THE CONTRACTOR SHALL FURNISH ALL LABOR, TOOLS, EQUIPMENT, MATERIALS, EMPLOYEE AND SUBCONTRACTOR SUPERVISION FOR IT'S PORTION OF THE PROJECT TO IMPLEMENT ® RHAMNUS FRANGULA'FINE LINE 1 FINE LINE BUCHTHORN 5GAL 6 10. ANY PORTIONS OF THE LANDSCAPE NOT SHOWN OR CLEARLY IDENTIFIED BY THE LANDSCAPE PLANS AND SPECIFICATIONS. o CONSTRUCTION DOCUMENTS SHALL BE IDENTIFIED, AND A REQUEST FOR INFORMATION AND OR z ' CHANGE ORDER SHALL BE SUBMITTED TO OWNERS REPRESENTATIVE TO ADDRESS. 10. THE CONTRACTOR ASSUMES ALL RISKS IN THE PERFORMANCE OF THE WORK AND IRESPONSIBILITY FOR LOSS AND EXPENSE RESULTING FROM ON-SITE INJURY. ® RIBES ALPANM GREEN MOUND'/GREEN MOUND ALPINE CURRANT SOAL 56 �O o c 11. THE CONTRACTOR IS RESPONSIBLE FOR SUPERVISION, SAFETY, ADMINISTRATION, SCHEDULING, COORDINATION AND MANAGEMENT OF SUBCONTRACTORS. O SPIRAEA X BUMALDA-ANTHONYWATERER'/ANTHONY WATERER SPItAEA 5GAL 10 �m m t 12.THE CONTRACTOR SHALL PROTECT ALL PERSONS NEAR OR ON THE PREMISES FROM UNREASONABLE RISK OF INJURY. PROVIDE WARNING SIGNS, LIGHTS, BARRICADES, ANNUALS/PERENNIALS BOTANICAL NAME/COMMON NAME CONT QTY .m RAILINGS, FLAGMEN OR OTHER NECESSARY SAFEGUARD. GAURA LNDHEIMERI'WNIRLING BUTTBRFLIES'/WHIRLING BUTTERFLIES GAURA IGAL 26 Q 3 13. OWNER / LANDSCAPE ARCHITECT INSPECTIONS SHALL NOT BE DEEMED SUPERVISION OF O `" • CONTROL OF CONSTRUCTION BY CONTRACTOR OR SUBCONTRACTORS. - GRASSES BOTANICAL NAME/COMMON NAME CONT QTY 14. ALL CONTRACTS SHALL BE WRITTEN DIRECTLY BETWEEN CONTRACTOR AND OWNER. CALAMAGROSTLS X ACUTIFLORA-KARL FOERSTEW FEATHER REED GRASS 2GAL 8 0 a u SPECIFIC TERMS OF WORK SHALL BE NEGOTIATED DIRECTLY BETWEEN PARTIES. O Y a 15. OWNER / LANDSCAPE ARCHITECT SHALL REVIEW SHOP DRAWINGS, PRODUCT DATA AND FESTUCA GLAUCA'ELUAH BLUE/BLUE FESCUE IGAL 10 O M J SAMPLES SUBMITTED BY THE CONTRACTOR FOR THE SOLE PURPOSE OF COMPLIANCE WITH - co THE DESIGN CONCEPT AND WITH INFORMATION GIVEN IN THE CONTRACT DOCUMENTS. I IU ti ti i OWNER AND LANDSCAPE ARCHITECT ASSUMES NO LIABILITY FOR CHANGES THAT HAVE NOT ® PANICUM VItGATUM-SHENENDOAH'/BURGUNDY SWITCH GRASS 2GAL 36 BEEN REVIEWED AND AUTHORIZED IN WRITING. I 16. WHERE TWO OR MORE REQUIREMENTS CREATE OVERLAPPING CONDITIONS, CONFLICTING 'I MINIMUMS OR LEVELS OF QUALITY, ALL OR THE MORE STRINGENT REQUIREMENTS OR THE • HIGHER QUALITY LEVEL IS INTENDED, AND SHALL BE ENFORCED. CONFLICTING REFERENCE NOTES SCHEDULE PAD 5 REQUIREMENTS SHALL BE REFERRED TO THE LANDSCAPE ARCHITECT OR OWNER'S REPRESENTATIVE WHOSE INTERPRETATION WILL BE FINAL. CURB - 17. WALKS AND PLANTERS SHOWN ON LANDSCAPE PLANS ARE FOR LAYOUT REFERENCE ONLY. CODE I DESCRIPTION QTY 'II REFER TO CIVIL PLANS FOR HORIZONTAL AND VERTICAL CONTROL C-101 4"X6"EXTRUDED MOW CURBING 160 LP 18. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ENSURE THAT THE MOST CURRENT PLANS & SPECIFICATIONS ARE USED & CONVEYED TO ALL SUB- CONTRACTORS AS ROCK a APPLICABLE. SYMBOL DESCRIPTIONQTY E NATIVE ANGULAR BOULDERS 2-5'DIAMETER;1/3 @ 4'-5' 7 DIAMETER,1/3 @ Y DIAMETER AND 1/3 @ Z'DIAMETER. ui • 2 LANDSCAPE ARCHITECT TO MEET WITH CONTRACTOR AT J ~ PLAN SET NOTES: QUARRY TO SELECT BOULDERS' 1. SHEET L001 PLANT SCHEDULE, LEGEND GENERAL AND SITE NOTES. ALL PLANS IN THIS 02EYISTINGCONDMONSLu N SET SHALL REFER TO THIS SHEET FOR SUCH INFORMATION. SYMBOL DESCRIPTION QTY EXISTING LANDSCAPE TO REMAIN AND BE PROTECTED. 7,342 SF U 0 2. SHEET L100 GROUNDCOVER PLAN BLEND BOUNDARY BETWEEN EXISTING AND PROPOSED N LANDSCAPE. 3. SHEET L101 PLANTING PLAN v 4. SHEET L501 LANDSCAPE DETAILS \\\ 31 EARTHWORK a N 5. SHEET LI-001 IRRIGATION NOTES AND SCHEDULE SYMBOL DESCRIPTION QTY Q w o 3"-6"ROCK MULCH WITH WEED FABRIC 543 SP m - 6. SHEET LI-100 IRRIGATION PLAN DEVELOPMENT LANDSCAPE ARCHITECT TO APPROVE ALL (n J LANDSCAPE MULCHES,SIZES&COLOR Lu . 7. SHEET LI-501 IRRIGATION DETAILS V-2"ROCK MULCH WITH WEED FABRIC 2,051SF F-- o z '-° DEVELOPMENT LANDSCAPE ARCHITECT TO APPROVE ALL 8. SEE CIVIL PLAN SET AND CONSTRUCTION DOCUMENTS FOR FURTHER SITE DESIGN, LAYOUT, LANDSCAPE MULCHES,SIZES&COLOR. O $ GRADING AND UTILITY LOCATIONS. 9. SEE ARCHITECTURAL PLAN SET AND CONSTRUCTION DOCUMENTS FOR EXACT DIMENSIONS, } z w v SIZE, BUILDING LAYOUTS, ELEVATIONS AND ARCHITECTURAL DETAILS AND STRUCTURAL a ELEMENTS AND EXACT BUILDING FOOTPRINTS. 10. SEE PROJECT MANUAL FOR ADDITIONAL SPECIFICATIONS FOR CONTRACTORS SCOPE OF U U WORK. IT IS ALSO CONTRACTORS RESPONSIBILITY THAT ALL APPLICABLE CHANGE ORDERS Cpi/ N ADDENDUMS DIRECTIVES REVISIONS ETC ARE OBTAINED AND ADHERED TO. BBfO/B You Q 11. NO IMPROVEMENTS OVER 3 FT HIGH, AS MEASURED FROM TOP BACK OF CURB ARE Dig! z w ALLOWED WITHIN SIGHT TRIANGLE AS SHOWN ON PLAN 3 12. 2: 1 MAXIMUM SLOPE IN LANDSCAPED AREAS SHALL BE ADHERED TO. J a c I REVIEW COPY ONLY PREPARED UNDER DIRECTION OF Entity g: slts-toot IDAHO CODY BRAZELL, PLA Date: 03/27/2017 1-800-342-1585 FINAL CONSTRUCTION PLAN & CITY Scale: AS NOTED LIC, # LA-16810 Drawn By. TS E 'Q UTILITY DIG LINE SERVICE OF I➢AHO CONSTRUCTION COPY TO BE DESIGNATED d 24 HOURS A DAY, SEVEN DAYS A WEEK BY SIGNE➢ SEAL ON EACH PAGE L001 rn 0 10 �20 30 feet SCALE:V=10' O yR J ry Q • p- >=I o Cleom I 1 M ti 0 0 11 111' caQ n� I ' IIII 1111 Q �'� • I11111i1 � �Q ' llll'll OO � � 1 1 1 1 11 II 7-i \ 111'l 11 11 11 11 l l I Ly�l / I111 11 IIII � 1 L _I I 1 1 IIII 11 I I , II E111111111'1111i v 1 1, 1 II I 1 a 111 II II11 11 s e ,'11 I I III Ln z 0 1 111 I 0 Q r� ' 111' 11II d a 11 III II I II'lll I w 'w o I III' 111 Q0J IIII I z Q I I 1 1 I I 11 I I I 111I O z 1 1 II I I I IIII I' I I 111 I I I IIII I I 1 1 1 1' I I 1 1 1 I' 1 1 1 I' 1 1 I�jd 11 I 1 I I I I' z O I I I I 111 I I 111 I I I I I I I' 1 11 I I I ' I I I I' 1 1 11 11 1 1 p 11 1 1'11 11 U I I I I 1 11 I I I I I I I 1 ' I 11 11 1 ' 1 I I I I I I I I I I I I I I 1 1 I I I I I 1 1 1 I 1 1 1 1 1 1 1 1 I ico 1 1 IIII 1 ' I 1 � � I I I I I I I I I I I I 1 1 I I I I I I I I I I I I I I 1 1 I I 1 1 I I 1 1 1 I I 1 1 1 1 ro I ,- III I I I I I I I I I I I I I I I I I III 1 1 1 1 I II I I I I I1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 II I I I 1' l l l l l l l 1 1 1 1 1 1 1 1 1 1 I II I I' 1 1 1 l' 1 1 1 l' 1 1 1 11 1 1 1 I 1 I 1 1 1 I 111 I I I 111 I I I I'I I I I 111 1 1 1 1 1 1 1 1 1 1 1 11 I I I 111 1 1� F'+iy.TNc�T l I I 1 I 1 1 1 II 11 1 /�/- 3 " c ryr' III ' 111 1 1 11 ' 1 II 1 1 II I I I I ' 111 1 ' I1 I ' I ' IIII ' 11 I I 111 ' 11 1 1 II I 111 ' II 1 ' 111 ' 11 11 1 1 11 1 1 11 11 1 11 1 1 1 �°' I ' 1 I I I 11 11 I 11 I I I I I I I ' 1 1 1 1 1 11 I ' 1 I II I I I III 1 1 11 1 1 I I I I I ' 1 I I I I I I I 1 11I�; I I 111 I I I I I I I I I I 1 Re' � 11 3 — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — REVIEW COPY ONLY PREPARED UNDER LL, PL DIRECTION OF Date: p: 3/27 toot CODY BRAZELL, PLA Date: oa/27/zon LIC, # LA-16810 Drawn By. TS E FINAL CONSTRUCTION PLAN & CITY Scole: i"=10' 'a CONSTRUCTION COPY TO BE DESIGNATED BY SIGNED SEAL ON EACH PAGE. L"00 a l t 411 Ty - 0 10 20 30 feet SCALE:1"=10' 0 91 >= U Q 7 W o v �W v�o O1 O ..::...... r III ou - 0 G G _ III Nu 2U W J O �� p II I II I a �• I'i a III ` N II L J _ - z i + � a 0 . a - o z v 1T_ T1Ti- T1T_ TTTTTTTTTT _ _ _ _ - T TTTTt T - - TP _ = � T - -- — — — — — — — — — — — — REVIEW COPY ONLY PREPARED UNDER DIRECTION OF Entity g: 5 16-2001 CODY BRAZELL, PLA Date: 03/27/2017 LIC, # LA-16810 Drawn By. TS o FINAL CONSTRUCTION PLAN & CITY E CONSTRUCTION COPY TO BE DESIGNATED o BY SIGNED SEAL ON EACH PAGE, Li 01 0 a 0 10 20 30 feet Q SCALE:1'=10' �o0E # ` 0*00 Leo ' J N U Q ,I^Ir • c LJ • • >Z Xz/ 91 i O Q O \47v O co< T 00 p O k6lD O i E I v a III III Ln N o n a \\IlIlk Y 0- 9 ITT T N G itI z Z S J a 7 it Z a 4 r�Fcr l- U 01 1TE71TL-2TLITE-1TE1 _T_ L1 _ = - - T - - TL-1T F REVIEW COPY ONLY PREPARED UNDER DIRECTION OF Entity q: 5 16-2001 CODY BRAZELL, PLA Date: oa/z7/zon o LIC. # LA-IGBIO Drawn By: TS E FINAL CONSTRUCTIIN PLAN & CITY Scale: 1' '=10' o CONSTRUCTION COPY TO BE DESIGNATED 9 BY SIGNED SEAL ON EACH PAGE. L1 01 a L I 9 � to S: •� 1 2 3 a s 6 7 I FLOOR PLAN NOTE mot ' r ^� M 1. FIELD VERIFY ALL EXISTING CONDITIONS&CONSTRUCTION PRIOR TO THE COMMENCEMENT OF WORK.COORD.ANY DISCREPANCIES WI THE ARCHITECT 2. DO NOT SCALE DRAWINGS.IF DIMENSIONS ARE IN QUESTION,REQUEST 3I7/Ml'7 I, ,/ WOOIIBdgY CLARIFICATION FROM ARCHTECT IN WRITING BEFORE CONTINUING WORK srA1EOFIrwllo i 3. SEE G SHEETS FOR ASSEMBLY LEGEND 8 ANY OTHER COMPLIANCE --_ — N REOU 4. ALL DIMENEMSIONS ON FLOOR PLAN ARE TO FACE OF FINISH MATERIAL. IR Oa 5. INTERIOR DIMENSIONS ARE TO THE CENTER OF STUD,FACE OF CONCRETE, V FACE OF OPENING OR GRID LINES Z rz M x 6. BUILD NEW WALLS IN THE LOCATIONS SHOWN ON THE PLANS-ALIGN BACK OF STUD OF NEW WALLS TO THE INSIDE FACE OF FOUNDATION-U.N.O. O 7. REFERENCE FOUNDATION DETAILS ON SHEET A500 FOR ALL EXTERIOR WALL ALIGNMENTS ON FOUNDATIONS(TYP)•U.N.O. ^ 8. INSTALL ALL STOREFRONTS ALIGNED W/FACE OF SHEATHING(TYP) to • g, PAINT ALL GAS PIPING,CONDUITS&ECT.-COLORS TO MATCH ADJACENT L WALUMATERIAL COLOR r s 10. PROVIDE BRACKET MOUNTED FIRE EXTINGUISHERS•WHERE INDICATED ON H? THE PLANS H 11. PROVIDE CAULK JOINTS 0 ALL DISSIMILAR MATERIALS(TYR) portable Flre Eztlnaulahan Q LOL-zd 3== Add and orrelocate Portable fire extinguishers as needed to fulN protect the area.(IFC 906.1) O N F Install portable fire extinguishers to meet the requirements of NFPA 30.Install portable fire extinguisher with �} minimum rating of 2A-108.The travel distance from an extinguisher shall not exceed 75 feet.The extinguisher shall a—m O U uuC!! be mounted in a conspicuous location,unobstructed and unobscured from view. 00Z 0 a t 3 Z�J • J«y ` D1 5 6 4 1 2 12 �ail 5�" z24-8• s-0" 264• 2a'-11- zs'a" 1 1 — 1 1'-0" 4'-0• 1'•D" r-5' 3 3'-r 1'4• 4'-0" 1•4• T-W 3'-10" 2" 4'-0 1'-0' 8 '� • 4'-0" 4'-0 3" 2" TAW 11-01 V-0" 41-0" 1'-0• T-11" T-1" V-0" 4'-W V-0" A7 —_ ' TYP A210 g 6 ' II E1 A21081M TYP 6 6 6 6 � I 6 6 6 A300 W61 W61 6 6 6 6 --- - -- ------- ----- - ) —.. W61 6 I.E.ME GAS METERS LL — !v 102.. 103 - —� 6 0 LLI 1011 I m o § I b TYP / m m - NO CONCRETE 6 6 A502 6 W61 E1 /I\ ? 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COORDINATE ALL PENETRATIONS OF ROOF SYSTEM W/STRUCTURAL, \� n MECHANICAL&ELECTRICAL DRAWINGS 2. FLASH&SEAL ALL ROOF PENETRATIONS PER MEMBRANE MFGR'S REO o E1 F8 A7 I 3. ALL ROOF AREAS TO HAVE MINIMUM SLOPE OF 19'.ALL CRICKETS&OTHER rxxs.w000eu¢v I I A501/ I SLOPING TO BE WI RIGID ROOF INSULATION 110 9 TOS STATE OF IDAHO 1'-S" 50'$' A501 t•-0• 4. RTU'S TO BE LOCATED 10'MIN FROM ALL PARAPET WALLS - _ 110'A'TOS -_ 5. LOCATIONS OF RTU'S ARE APPROXIMATE"CONTRACTOR TO VERIFY&LOCATE °P OPEN CANOPY - OPEN CANOPY �0P - tt0'�'TOS RTU DOWNDRAFTS BETWEEN TRUSSESIJOISTS N (•, -� 6. ?P C' 7. 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TOP 128'-0• L a Tom W�2510 row 1zs-to DATE: 3/17/2017 E 1 TOP 12r-0• TOP 12G-0• TOP 127-0• E9 A3 row 1121-10 TOW 125'-tm Al row t21'-10• DRAWN BY:LBW 1 2 3 4 5 5 O SCALE:As indicated BID/PERMIT Z A2ao A3 ROOF PLAN 1/8"=1'_0" SET 4 5 B I 7 I 8 I 9 I 10 11 A120 a 1 2 I 3 4 5 6 7 8 9 10 11 43/7/20:11.7 LICENSED -_.. ---- --- --_ ---- _. RCNITECT AR-1532 MATERIAL SCHEDULE ELEVATION NOTES: MARK NAME MANUFACTURER MODEL COLOR COMMENTS SUBSTITUTION. SUBMITTAL.' _ 9 1. PROVIDE CAULK JOINTS Q ALL JOINTS WHERE DISSIMILAR MATERIALS MEET. Default Wall - - - — SEAL PER MFGR'S WARRANTY&REQUIREMENTS 2. CENTER ALL J•BOXES&EXTERIOR SCONES BETWEEN BRICK PILASTERS&- BRCK1 4"EMPEROR BRICK(BRONZESTONE)INTERSTATE 4'EMPEROR SW 7020-BLACK FOX EGGSHELL FINISH No Yea EXTERIOR DOORS(TYP) M0F. w - - -- - -- -- ---- 3. STUB CONDUIT TO J-BOX Q FUTURE SIGNAGE LOCATIONS(SEE ELEVATIONS) • rh x CONC 1 PRE-CAST CONCRETE BASE NA _ GRAY Nu No 4. GENERAL CONTRACTOR SHALL VERIFY ALL CONDITIONS,DIMENSIONS& EIFS 1 2'EIFS SYSTEM-#1 MASTER WALL INC, VERSATEX.5 FINISH #406 SILVER FOX Ye:; Yee ASSEMBLIES PRIOR TO CONSTRUCTION.REPORT ANY SIGNIFICANT EIFS 2 2"EIFS SYSTEM-#2 MASTER WALL INC, VERSATEX.5 FINISH _Yes Yes DISCREPENCIES TO THE ARCHITECT. F EIFS 3 2'EIFS SYSTEM-#3 MASTER WALL INC, VERSATEX.5 FINISH Yes Yes 5. PROVIDE COLOR SUBMITTALS OF ALL FINISH MATERIALS TO OWNER GLAZ 1 ARCHITECTURAL EXPOSED STEEL KAWNEER PERFORMANCE MEETS COMCHECK CLEAR DARK BRONZE ALUMINUM STOREFRONT Yes Yes 6. PAINT ALL GAS PIPING,CONDUITS&ETC.-COLORS TO MATCH ADJACENT z WALLIEWS COLOR x MTL 1 TNMEC FLOUROPOLYMER PAINT SW 7020•BLACK FOX EGGSHELL FINISH 7. INSTALL PRE-CAST CONCRETE BASE(SEE ELEVATIONS/DETAILS)-MATCH O PTO EXT.PAINT-SW 7020 BLACK FOX SHERWIN WILLIAMS SW 7020-BLACK FOX FACTORY PAINTED N_o.- Yes CONCRETE FINISH @ ADJACENT EXISTING BUILDINGS 8. EIFS REVEALS ARE ALIGNED TO A STOREFRONT MULLION OR OUTSIDE EDGE OF AN EIFS PILASTER(TYP)U.N.O.-DIMENSIONS ARE TO THE CENTER OF EIFS REVEAL&ARE GIVEN FOR WHERE REVEALS ARE NOT ALIGNED TO A <c� STOREFRONT MULLION OR EDGE OF EIFS PILASTER L)F K u <=o • �,ti- Q,� Q O¢ 4 C7 OL.LL O Q7, U �O L L -Y N Q Q W O Z J 6 — 6 Tt A7 T � E1 • __ TOP:I.-.' A300 QO h TOP:1261-0' I ..EIFS 3 I TOP:126'-0' �. ...... _ ... TOP:12Y-0' ... -._ � s, - ,�„ FUTURE SIGNAGE FUTURE SIGNAGE T0 TOP:122'-0' --- '� LOCATION-PROVIDE -- ' .," ;_,, LOCATION-PROVIDE �Q.. BLOCKING IN WALL BLOCKING IN WALL 4 FUTURE SIGNAGE FUTURE SIGNAGE LOCATION-PROVIDE TYP_— LOCATION_PROVIDE BLOCKING IN WALL - - TOP.1 v,-1;° TOP.11r, T.---,...�.--1 - -. t-_.-..._.--_-, .' EIFS3 r-------, E'�..F53 i'.r-------1 f_�.-----,. BLOCKING IN WALL T.O.GUSSET PLATE / I T.O.GUSSET PLATE TO ALIGN W/ I I EEC�; EIFS 1 I Y - - I I FIFS 1 E3 FS a FF i I TO ALIGN W/ • B.O.REVEAL(TYP) -,1. I I I I I I ( B.O.REVEAL(TYP) W _ --- 4,3,. L-------J L- J 4'3" ---J 110'S"TOS Q - REVEAL VEAL -'� O 110'-9'T08 EO 3'-1 EO 2.10" 3 11-.-- EO 3'-- EQ EQ 4'0" EO 9'11 2 10 EO. 1 FO 110'9"TOS q 1 REPEAL REVERE REVEAL —_ REVEAL REV eAL REVEAL REVEAL REVEAL REVEAL REVEAL F2EV-AL REVEAL REVEAL REVEAL RFVPAI REVEAL < 3PCY ERi:h < u w ' -._. �.MTL1 n �' �. EIFS 1 GLAZ 1 - "' E'�° F=S 1 EIFS 3 FIF51 GLAZ1 EIFS 1 FIFS, Z TYP EI.-S' EIFS 1 z MTL 1_] 0 W TYP I- _. PTD EIFS 1 - aW, �; 1 %-> 14 _ EIFS 1 Q G CONC 1 L.. -- , J3 z 0 MAIN FLOOR PLAN rn �— r -- 11 -- --_--- ---- ----- ------- - -- - I--- --- 100-0 ------ HOOP BOLLARD BRONZE DOWNSPOUT NOZZLE CONC 1 pro 1 INSTALL FIRE RISER SIGNAGE BOLLARDS # (SEE DETAIL) HOSE BIB CABINET(SEE PLUMBING) ON DOOR COORD.KNOX BOX (SEE DETAILS) p GAS METERS TYP LOCATION WI FIRE MARSHAL W (SEE MECHANICAL) O Z a D1 SOUTH BUILDING ELEVATION si na A101 3/16'-1'-0" In�tau an approved sign on the fire riser room doors All FIRE SPRINKLER a ' RISER INSIDE L0 m Q a a 0 0 1 2 T 4 5 6 TYP TYP TYP I _ � E1 E9 A3 Al ~ EIFS3 A310 A310 _°S3� 70 Ell v+ Q Fo Z tr' TOPS I TOP:128'-0' TOP:I2GA'A` W > � FW- \- TOP:12Z4r TOP:12Y-0' V W xw O Lam r EIFS 3 m ----- T.O.GUSSET PLATE FURIRE SIGNAGE FUTURE SIGNAGE T.O.GUSSET PLATE 1 FUTURE SIGNAGE TO ALIGN WI---1 LOCATION-PROVIDE LOCATION-PROVIDE TO ALIGN W/ FUTURE SIGNAGE N�N W �J ------ B.O.REVEAL(TYP) BLOCKING IN WALL ------- BLOCKING IN WALL B.O.REVEAL(TYP) ----- LOCATION-PROVIDE 1.6r LL LOCATION-PROVIDE (------- , r----- '� r--- -( LL I a I I -_. *, Al TYP Z.� BLOCKING IN WALL Qn V zZ_ I. I I �Z BLOCKINGF c EIFS2 -'i I .. - I I ....,. I I :I - EIFS2 LV Z • I E Fs s F5 - T'y I I T. n,oa I T TOP:11Ti' -yo TrP P.1''4 ------ TOP 11TA" P TYP TOP 1t 4-_-------- TOP:IITA P I TYP TOP:11T•4• - 0 J EIF33 E EIFS' / t EIFS3 EIF51 IES1 EIF53 TYP _ - -EIFS2 I -- LIPS = I - EIFsz TYP sq ill, 110 s'Tos - - 110'-9 Oo z Go E nra Tos — —I J 11r-s'TO$ Q �. EIFS7 EIFS3 � - w- EIES3 1 Q m V i MTL 1 .-- t ..- - - - MTL 1 GLAZ1 GI AZ 1 GLAZ 1 r • V TYP '�\ / GLAZ 1 GLAZ 1 C GLAZ 1 GLAZ 1 TYP Q ,2 4r LY 1 5< I W ��t BRCK1 l >'. BRCK 1 BRCK 1 - m.,r,1 BRCK1 U \ CONC 1i 100'-8. � TYP cork, _ 4 g Y C cork 1 TYP MAIN FLOOR PLAN ( 0 100'-0� BUILDING aI (SEE PLUMBING) EIFS 1 EIFS 1 STOREFRONT DOOR CONC 1 EIFS 1 EIFS 1 J ELEVATIONS m INSTALL HOSE BIB CABINET INSTALL ADDRESS ABV - HOSE BIB CABINET INSTALL ADDRESSABV PROJECT#:5116.4400 • a STOREFRONL DOOR CONC i EIFS 1 S 1 (SEE PLUMBING EIFS 1 CONC 1 STOREFRONT DOOR DATE: 3/17/2017 r COORD W/THE FIRE )�� DRAWN 3/1 LBW COORD.W/THE FIRE TYP MARSHALL(TYP) TYP TYP MARSHALL(TYP)IRE SCALE: BY: =1'-0" o MARSHALL(TYP) a Z Al NORTH BUILDING ELEVATION BID/PERMIT a Alm 3/16'=1'-0- SET 0 0 1 I 2 3 I 4 I 5 I 6 7 8 9 10 11 A200 • a J l 2 3 4 5 6 7 B 9 10 11 4STATEOFFIDA-10 CENSED CHITECT AR-15v M MATERIAL SCHEDULE ELEVATION NOTES: LMARRR� NAME MANUFACTURES MODEL COLOR COMMENTS SUBSTITUTION? SUBMITTAL2 1. PROVIDE CAULK JOINTS @ ALL JowrsWHERE DISSIMILAR MATERwLSMEET. SEAL PER MFGR'S WARRANTY&REQUIREMENTS DefaultWall — _ 2. CENTER ALL J-BOXES&EXTERIOR SCONES BETWEEN BRICK PILASTERS& w00DBURY N BRCK 1 4"EMPEROR BRICK(BRONZESTONE)INTERSTATE 4"EMPEROR SW 7020-BLACK FOX EGGSHELL FINISH - - No yes EXTERIOR DOORS(TYP) 3. STUB CONDUIT TO J-BOX @ FUTURE SIGNAGE LOCATIONS(SEE ELEVATIONS) ' c') _ CONIC 1 PRE-CAST CONCRETE BASE WA - _ !GRAY - No No _ __ _. 4. GENERAL CONTRACTOR SHALL VERIFY ALL CONDITIONS,DIMENSIONS& EIFS 1 2'EIFS SYSTEM-#1 MASTER WALL INC, VERSATEX.5 FINISH _ #406 SILVER FOX Y- _ Yea _ ASSEMBLIES PRIOR TO CONSTRUCTION.REPORT ANY SIGNIFICANT EIFS 2 2"EIFS SYSTEM-#2 MASTER WALL INC, VERSATEX.5 FINISH Y y • ea - Yes DISCREPENCIES TO THE ARCHITECT. EIFS 3 2"EIFS SYSTEM-#3 MASTER WALL INC, VERSATEX.5 FINISH Yes _ Yas 5. PROVIDE COLOR SUBMITTALS OF ALL FINISH MATERIALS TO OWNER w 6. PAINT ALL GAS PIPING,CONDUITS&ETC.-COLORS TO MATCH ADJACENT Z GLAZ 1 ARCHITECTURAL EXPOSED STEEL KAWNEER PERFORMANCE MEETS COMCHECK CLEAR DARK BRONZE ALUMINUM STOREFRONT Yes Yea x 6 MTL1 TNMEC F_LOUROPOLYMER PAINT SW 7020-BLACKFOX EGGSHELL FINIBH WALUEIFS COLOR N 7. INSTALL PRE-CAST CONCRETE BASE(SEE ELEVATIONS/DETAILS)-MATCH O f PTO 1 EXT.PAINT-SW 7020 BLACK FOX SHERWIN WILLIAMS SW 7020-BLACK FOX FACTORY PAINTED No Yea CONCRETE FINISH @ ADJACENT EXISTING BUILDINGS 8. EIFS REVEALS ARE ALIGNED TO A STOREFRONT MULLION OR OUTSIDE EDGE �' o OF AN EIFS PILASTER(TYP)U.N.O.-DIMENSIONS ARE TO THE CENTER OF EIFS ¢M m REVEAL&ARE GIVEN FOR WHERE REVEALS ARE NOT ALIGNED TO A STOREFRONT MULLION OR EDGE OF EIFS PILASTER Q p r v' awe �f 0 • „per � �Urj= ADDRESS NUMBER numbers,or approved building Identification placed In a position that is Plainly O 0 3 Q W Buildings shall have approved address ge P ` A legible,visible from the street or frontage road fronting the property and ofcontrasting wlor(IFC 505.1). J Address site is based on distance from center of the street:up to 50 k.is 41n.,51 to 300 k.Is 61n.,101 to 150 ft.is 8 B C in.,151 to 200 ft.baited in.and greater is 12 in.,IFC 505.1. 00 Al in an,fort to be consistent with other buildings being built In the area,I am requesting you place the address a • TOP:126'-0" AM numbers on the upper right side of the building that faces the street. I am requiring that the address be put on the back side of the building,so it can be seen from the road. at FUTURE SIGNAGE O LOCATION-PROVIDE I--'------.---,. ' BLOCKING IN WALL L------_--_J TO EIFS3 Tie,sspvy„ P.t is'-6 T.O.GUSSET PLATE TYP EIFS 3 =iFs t =iFs; TO ALIGN W/ LU _ i EIFS2 - S.O.REVEAL(TYP) Q EIFS 3 E O :; 'i EO � - - I,E:'EAL RE',E-L =EY_AL t,REVEAL _'E,,L 1E.Ei,L Z MTL 1 �w GLAZ 1 L t GI 1.7 °' t E MTL 1 O TYP k re Wa d 1 w � z s,. t U aI R N • i BRCK t EIFS t EIFS 1 EIFS 1 Z T , 100'8" TYP O it f N - _ AAAIN FLOOR PLAN LU CONC 1 HOOP BOLLARD CONC i EIFS 1 0 TYPTYP XQit w W � • D4 WEST BUILDING ELEVATION A1a1 3/16"=1'-0" a to L0 tw'n , a T B a Z O z Al � o M Z L) TOP:127-0' t I EIFS 3 EIFS 3 Uj t OPT t2Y-0' C:. TOP:122-0' T :iYt'-0'\ T � ;. J J J FUTURE SIGNAGE C' F-----------7 LOCATION-PROVIDE N W J ' I I BLOCKING IN WALL LL ILL L d EIFS 3 I I a ' w o" T.O.GUSSET PLATE T-'F'..17.°` L------- I T�- Y a. TO ALIGN WI -----J _ • U B.O.REVEAL(TYP) r _ Z _', EIFS3 TYP EIFS 2 CO 11a� � tL 11r-VTOSZ m 11� t• EU 3 M EO E!FS3E � RF`.FAL R-\E/�L REVEAL EIFJ 3 � � GLAZ^ Tl'P TYP ————— - - -TYEg F.D.C.-VERIFY FINAL U LOCATION W/FIRE �—MARSHAL PRIOR TO I Q INSTALLATION EIFS1 - I 1 131R lK' , O I �gI 0 g MPJN FLOOR PLAN n or�-I - - i1- ------ ------- 4-�--r' --�--- 'L-- -r- -J- 1�'� BUILDING NLam- ---- ------ ---- ---t -1 ---- ----------J J ELEVATIONS 1 to GEAR LOCATION L PAINT TO MATCH WALL EIFS 1 EIFS 1 CONC 1 CONC 1 PROJECT#:5116.4400 a BOLLARD TYP TYP DATE: 3/17/2017 E DRAWN BY:LBW • a SCALE: 3/16"=V-0" Z A4 EAST BUILDING ELEVATION BID/PERMIT a A1o1 3/16"=1'-0" SET 0 3 -7 1 1 2 3 4 5 I 6 7 1 8 1 9 10 11 " 01 a 1 1 2 3 4 5 6 7 8 9 10 11 LICENSED 00 ARCHITECT DOOR SCHEDULE STOREFRONT ELEVATION NOTES: DOOR HARDWARE NOTES: DOOR 1. ALL GLASS LABELED W/T-IS TO BE TEMPERED GLASS(TYP) HW SET:01-SINGLE EXTERIOR DOOR MARK GLAZING HARDWARE FRAME COMMENTS 2 ALL GLASS LABELEDW/S-ISTOBEASPANDRELSYSTEM o SEE DOOR SCHEDULE SFE DOOR SCHEDULE WIDTH HEIGHT FINISH 3. ALL GLAZING AIRALL BE INSULATEED GLAZING SYSTEM LASS PANEL SEE -1/4 CL�GLASS ; EA HINGE EXIT/EGRESS DEVICE LYN/201� N LY N S.WOODBURY N V " 100 3'-0" T-0" '..HOLLOW ME7AL-PAINT-SW 7020 BLACK FOX HW1 HOLLOW METAL-PAINT-SW 7020 BLACK FOX FACTORY PAINTED 4. ALL STOREFRONT SIZES ARE TO BE V.I.F. ( SPECS) 1 EA CLOSER 101 4'-0" 1'_1" 'DARK BRONZE ALUMNIUM STOREFRONT 1"INSULATED TEMPERED HW2 DARK BRONZE ALUMINUM STOREFRONT 1 EA SILENCER '-0" 102 4 T-O" HOLLOW METAL-PAINT-SW 7020 BLACK FOX - HWt HOLLOW METAL-PAINT-SW 7020 BLACK FOX FACTORY PAINTED 1 EA SEAL ull / 103 4'-0" 7'-0" DARKBRONZEALUMINUMSTOREFRONT 1"INSULATED TEMPERED HW2 DARK BRONZE ALUMINUM STOREFRONT 1 EA SWEEP 1 EA PEEP HOLE >= c� �� a 104 V-0" T-0• DARK BRONZE ALUMINUM STOREFRONT 1'INSULATED TEMPERED HW3 DARK BRONZE ALUMINUM STOREFRONT w o _ = 105 V-0" 7'-0' DARK BRONZE ALUMINUM STOREFRONT 1'INSULATED TEMPERED HW3 DARK BRONZE ALUMINUM STOREFRONT NW SET:02 STOREFRONT SINGLE DOOR = 108 3'-0" T-0' DARK BRONZE ALUMINUM STOREFRONT 1"INSULATED TEMPERED HW2 DARK BRONZE ALUMINUM STOREFRONT v 4" 4" a 107 V-0" T-0" DARK BRONZE ALUMINUM STOREFRONT 1"INSULATED TEMPERED HW3 DARK BRONZE ALUMINUM STOREFRONT 1 EA CONTINUOUS HINGE O a j4 00 1 EA HORIZONTAL PUSH BAR a 1 EA 33"MIN PULL HANDLE w _ 1 EA BOLT LOCK(THUMB TURN INT) ¢, N w 1 EA CONCEALED OVERHEAD CLOSER o 1 EA SEAL # 1 EA SWEEP NN¢ o b HW SET:03-STOREFRONT DOUBLE DOOR Q x 8-0• 2 EA CONTINUOUS HINGE O STOREFRONT HM DOOR }p 2'-8" V-2" Z-81 2 EA HORIZONTAL PUSH BAR m J 2 EA 33"MIN PULL HANDLE a p G1 DOOR&FRAME LEGEND TTP 2 EA CONCEALED OVERHEAD CLOSER A210 3/8"=1'-0' E1 2 EA COMPLETE SEALS O Y A503 2 EA SWEEP y j 1 EA TOP FLUSH BOLT z w J 1 EA BOTTOM FLUSH BOLT O 3'-10112" 3'-11" 3'-101/2" F7 TYP l.! _ NP o0 14 AIMTYF 11 a D7 TYP N TYPA501 / C7 -- C1 / � 4'-3" Z-10" Aso1 nso2 � r e's 4'-W AS ITVP 2'-8" T-2" z-8• TYP A501 Q � I Q E7 T! 7/7 P TP / nP / /r A501 A501 // A501 n TYP D7 TYP C1 / 4 0 A501 w A502 TYP A5 TYP s S Q❑ Ty 11' A501 A501 I SIM. A501 A502 r C1 4 Al E7 Al C1 TY § A502 EB E7 nP ._. C1 n m A502 // A501 A502 b 1° A502 t. TYNF A501 A501 A502TYPSrs / W %7 0 rm / cn °P W TYP 4'-0' TYP D4 TYP N TYP A�1 A501 A500 > W /r/ /r P5W /r/ /r/ /r -i4y FELEVA REFRONT SIZE IS MIRRORED 4 4'x4'DRIVE THROUGH WINDOW OO O O O O W/1'INSULATED GLASS ST ONS FOR OCATIONG (HORTON 8100 OR EQUAL) ❑w _MAIN FLOOR PLAN MAIN FLOOR PLAN 0 SIM CONDITION- W ❑ 100,� 100%0„ FE OREFRONT SIEIS MIRRORED EEFLOORPLAN&BUILDING STOREFRONT ELEVATION- STOREFRONT ELEVATION- WINDOW ELEVATIONS-WEST LEVATIONS FOR LOCATION) X D1 EAST/WESTTOWERS D4 ENTANCEITRANSOM WINDOW D6 WINDOWS D7 DRIVE-THRUWINDOW D8 STOREFRONTN4-5 0 � A1o1 1l2"=1'-0" A101 1/2"=1'-0' A1o1 1/2"=1'-0' A701 1/2"=T-0" A101 1/2"=T-0" W a a-0• _ B-0^ 2'-8" 3-21 2'-8' V-2" T-1" E1 TYP Ell TYP L0 W u�'1 I A5o3 I I Asa1 I I Q m a0d o ...... 13'd• 1 0 .. TYF 3'_T' g�_2" 3'-7" E7 TYP Fi TYP F7 3''7' 6'-2' V-7" ''^^ ,��t Q F5 TYP C1 TYP A501 A501 Cl TYP n " TYP / A501 TYP // �01 C1 lYP F5 Typ VJ W o Z C1 A5o1 / A502 A502 / A501 W � w LU UJ 2'-8' 3'-2• 2'-8". `-7 1'-2• 3'-1• T-1" 1'-2• 0 O- Y / /// LL J J J J Q LL a nP n Q Q z E7 `` m O"— in r A501 NP A501 / A501 / TYP // iV DT EO / TYP r Z W O IJ C1 TYP C1 TTP Q Z m '7 Ai Ai Ct TYP E7 nP A502, 1n C1 TYP �� , A502 4 Al rB A502 A501 ` A502 ,:i LL SIR ❑ /// A501 F/ O N S nP / "� / / W �. A501 �" A01 04 nP NP 64 TYP TYP / STOREFRONT / ELEVATIONS& Asoo O /r A500 DOOR SCHEDULE L a PROJECT#:5116.4400 DATE: 3/17/2017 DRAWN BY:LBW SCALE:As indicated Li STOREFRONT ELEVATION- STOREFRONT ELEVATION-TYP STOREFRONT ELEVATION-DBL STOREFRONT ELEVATIONS- BIDIPERMIT Al NORTH EAST TOWER A4 -TRANSOM WINDOW A6 ENTRANCE/TRANSOM WINDOW /ia+s NORTH ENTRANCES A101 1/2"=1'-0' A1o1 1/2"=1'-0' A1o1 1/2"=1'-0" A1M 1/2"=V-0" SET 0 3 -1 1 2 3 1 4 5 1 6 7 8 9 10 N A210 1 1 2 3 4 5 6 7 8 I 9 10 1 11 LICENSED CL rn PRcxntcT u, � nn-lsaz co • 0 N tAT'&N mE OF IVNp m = 1 > o Ce —a M Vw A QN�a In E11 NP E3 TYP � a 3 ( Al A310 A310 /° Ei TYP � � LL oo�w Q J RF1 r 1 I 1/4"/12" 1 • PRE-FABRICATED ROOF TRUSS(SEE STRUCT)- I I �. NOTSHOWN 0o w I I ~ va'n2'• a°12. I , • SLOPE MIN. I I I I SLOPE MIN. ' MAIN FLOOR PLAN Al. 100' -1 III-11 I_I 1 ` t n l=1 Il l 11 }-II I =I I'i l E I I I �.; I !i= a w III a L_I-1I 11 11 11 - I ' III-IIIII III -111� IlI II 1I ,II II, II o z O E1 BLDG SECTION-NORTH/SOUTH D A1aC 3/16"=1'-0" > • w o o 0 w Z X w EL L0 a m a a 1 3 4 n 6 Z V) �O Z TYP L •�� }. M ES TYP •� v/ T E1 07 Aam (A300� Y JQ LL -25 a � I � IA310 RF1 „rP a Z o 1. jl E5 K T L'�PTYP A502 I Z -.. .. --------- ----- I /1 o m PRE-FABRICATED ROOF TRUSS I U (SEE STRUCT)-NOT SHOWN i� INTERIOR DEMIZING WALLS- m INSTALL TO DECK - Uo I I J (SEE PLAWASSEMBLY LEGENDS) f m I I o W o g o 4 0 � ~ � ~ ❑ I I I I g 22 MAIN FLOOR PLAN � SECTIONS PROJECT 400 5116.4 DATE: 3/17/2017 E DRAWN BY:LBW o a ' i !- SCALE_.:. 3/16„= _0;, o BID/PERMIT Al BLDF SECTION-EAST/WEST A100 SET 3/16"=1'-0" 0 1 2 3 4 I 5 6 7 8 9 10 11 A300 2 1 2 3 4 5 6 I 7 8 9 10 11 LICENSED �MR-1532 N O 1532 M ✓1 r (O.I 3/7/2017 N STAM aF l0uro M x A Ztz x TYP - E6 O a v A604 w � C � T U w TYP Typ Ei TMP Q N a E1 BV O.pECK�' TYP G8 TYP EllQ v� A504 A504 A503 A504 A504 ,. Q g x O Q �w= c� 6D TYP a-o z Al CO TYP A503 .f1,P } -.\\^/ a ww W61 A503 A503 TYP LL y w J g 113'-9" - 114'-0' A503 L !1 H vai TRUSS [ `J 114'-0" -- 114'-0' I 1114W BEARING W61 TRUSS ao TRUSS TRUSS TRUSS TYP 113'A' 113'-0' 111'-3" BEARING F5 BEARING BEARING BEARING __ _ — A501 TYP D9 T� CLR CUR \•v/ - — - Di 6 6 OPENING OPENING �/ A501 A4 SIM. A501 A503 6 QO CLR - �}—110'Ir E7 TYP ' PO TYP OPENING 10T-0' 1101-T o CLR TYP CLR CLR OPENING A501 E6 TYP A501 TYP A5 OPENING OPENING A504 C9 A501 � TYP - � TOP:126'-0" 6 A501 103'-0' A501 103'-0 ~ Al TYP TYP A7 TYP OPENING TYP A4 TYP OPE NG p4 ryp O Dl A500 A500 AW 6 A500 A500 6 A500 MAIN FLOOR PLAN ca TYP v 1001NOFLOOR PLAN MAIN FLOOR PLAN �__MAINOFLOOR PLAN_ MPJN FLOOR 100'� q�4 0 1 �J1001-1. - I= IL IL L77 - C o WALL SECTION-NORTH/SOUTH WALL SECTION-NORTH- WALL SECTION-EAST- WALL SECTION-WEST- WALL SECTION-NORTH- Z E1 BLDG REAR E3 LARGE STOREFRONT E5 DRIVE-THRU WINDOW E7 WINDOW E9 TRANSOM WINDOWS Ell TOWER PARAPET ON ROOF m A3oo 1/4"=1'-0" A300 1/4"=1'-0" Aaao 1/4"=1'-0" A3ao 1/4"=V-0" At00 1/4•=1'-0" Al2o 1/4"=1'-0" _._.. w ik d N LU W O Z Q X W o AI Q TYP IL E6 w A504 I � A A C 0 m E1 TYP El TYP A4 TYP ^ E6 TYP E1 TYP 1.V oA504 A504 A504 A504 A504 1 c V) Z F Q TYP, Al TYPW W°D F u A503 Is. I A504 D4 TYP TYP U o- WBH D4 TYP A503 A503 Y W _j J 114'A" n�// •'/^� J ' Y TRUSS A503 p 114'-0' LL V/ W LL IL BEARING a 114'-0' TRUSS 113'-9' -. BEARING Q awo 0 _ W61 -- D1 TYP BEARING 113W Z U D1 TYP 11US 114'-0' A501 O TRUSS A501 BEARING TRUSS 110'4r } � BEARING OFLE WALL PACK(SEE Om SIM. ,(�/,��\ ELECTRICAL) A9 TYP TYP / O D1 A•% 1.70'-0� ('J TYP C9 TVP AW7 �/ A502 CLR A501 a CO OPENING U A501 A501 7 CS TYP I 6 TYP A501 TYP D8 TYP Al ryp A501 'SIM D4 TYp c) A500 A500 A501 A` A500 og MAIN FLOOR PLAN `1 MAIN FLOOR PLAN MAIN FLOOR PLAN , MAIN FLOOR PLAN MAIN FLOOR PLAN- -—— 100'0" " - — 100,0 - — �� V 'Op•�• — �J 1 pp'_p^ r WALL SECTIONS co PROJECT*5116-4400 } DATE: 3/17/2017 E DRAWN BY:LBW SCALE: 1/4"=T-0" Li WALL SECTION-NORTH-4" WALL SECTION-NORTH-DBL WALL SECTION-NORTH- WALL SECTION-SOUTH-EXIT WALL SECTION-SOUTH-EXIT BID/PERMIT Z Al EIFS WALL W/PRE-CAST BASE A3 WALL EIFS PILASTER W/BASE A5 BRICK COLUMN A7 DOOR @ SMALL TOWER A9 STOREFRONT A1ao 1/4"=1'-0" aloo 1/4"=1'-0" A1ao 1/4"=1'-0" AV 1/4'=V-0" Atoo 1/4"=1'-0" SET 3 � 1 2 3 4 5 6 7 I 8 9 10 11 A310 aJ 1 2 3 4 5 6 7 8 9 I 10 11 ucErsso a. 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11= I I III III III-I I k I-I I I I I_I I I III-I I I m —I I III i III 11 —III = III III= IIIF PROJECT#:5116.4400 y a I I I I III I ( l — —III III=1' g II °• , 4 _I 1- • I . • III I I I I I- DATE: 3/17/2017 £ I 11 ]II II= I • II III III III- _ _ _ _ II ° ° III IIIIIIIII. it _ - - -III-1 -III III=III=ITi=1Ti=u II li IIII 111 - I • • • 1�1I 1I-I I' DRAWN BY:LBW SCALE:As indicated 4"EIFS W/PRE-CAST BASE @ BID/PERMIT � 1=III=III=1 I=1I1=I I1=ITI=ITI ITI—III "' A4 4-EIFS(a)FOUNDATION A8 FOUNDATION SET Al 2"EIFS FOUNDATION 1 A310 1 1/2"=1'-0" A310 1 1/2"=V-0" A310 1 1/2"=l'-0" 0 j 1 2 3 1 4 s 6 7 8 9 10 11 A500 2 3 4 1 5 6 I 7 I 8 I 9 10 11 o EIFS(SEE FINISH SCHEDULE)- LIAR4532 SLOPE AWAY FROM BLDG ARCHRECT Lb WEATHER-RESISTANT ( BARRIER(SEE SPECS)- SEAL TO MTL FLASHING& N STOREFRONT 3/7/2p17 N PRE-FINISHED MTL FLASHING �SrATE OF WM 0 m _ (TYP)-SEAL TO WEATHER BARRIER-COLOR TO MATCH " ADJACENT FINISH GRID ROOF MEMBRANE(SEE SPECS) ROOF MEMBRANE(SEE SPECS) WALL PER WALL TYPE- -SEAL TO PERIMETER OF -SEAL TO PERIMETER OF - SEE ASSEMBLY LEGEND z tw.- CANOPY FRAME&WRAP UP& GRID ALUMINUM STOREFRONT CANOPY FRAME&WRAP UP& 5/8"TYPE'X'GYP BOARD UNDER WALL FLASHING SYSTEM UNDER WALL FLASHING I -WHERE OCCURS O a V TAPERED INSULATION TO SHIM,BACKER ROD,& TAPERED INSULATION TO WALL PER WALL TYPE- m SLOP TO DRAIN-14'12"MIN CONTINUOUS SEALANT SLOP TO DRAIN-114":12"MIN I EIFS(SEE FINISH SCHEDULE) SEE ASSEMBLY LEGEND I SEE STRUCTURAL FOR TIE ROD BEAD-BOTH SIDES(TYP) SEE STRUCTURAL FOR TIE ROD SHEATHING(SEE STRUCT) SHEATHING(SEE STRUCT) DETAILS-PAINT ALL EXPOSED DETAILS-PAINT ALL EXPOSED WEATHER-RESISTANT WEATHER-RESISTANT I:. 45 STEEL(SEE FINISH SCHEDULE) STEEL(SEE FINISH SCHEDULE) BARRIER(SEE SPECS)- BARRIER(SEE SPECS) _ �(O r SEAL TO MTL FLASHING <N 5 2 HOT WELD&SEAL ROOF HOT WELD&SEAL ROOF EIFS(SEE FINISH SCHEDULE) < o MEMBRANE TO T.O.BEAM S/8'TYPE W GYP BOARD MEMBRANE TO T.O.BEAM - PRE-FINISHED MTL FLASHING SEE STRUCTURAL FOR TIE ROD Z CII o> • -TYP(a�PERIMETER -WHERE OCCURS -TYP@PERIMETER 3 (TYP)-SEAL TO WEATHER DETAILS-PAINT ALL EXPOSED ¢a x II O y STEEL CHANNEL(SEE STRUCT) SHEATHING(SEE STRUCT) STEEL CHANNEL(SEE STRUCT) BARRIER-COLOR TO MATCH STEEL(SEE FINISH SCHEDULE) h F- -PAINT ALL EXPOSED STEEL -PAINT ALL EXPOSED STEEL ADJACENT FINISH V• (SEE FINISH SCHEDULE) z (SEE FINISH SCHEDULE) STEEL CHANNEL(SEE STRUCT) w O THROUGH-WALL ROOF ' THROUGH-WALL ROOF DRAIN BEYOND HEADER I z RAIN BEYOND ER -PAINT ALL EXPOSED STEEL m<r STEEL ANGLE(SEE STRUCT)- (SEE ROOF PLAN) STEEL ANGLE(SEE STRUCT)- I (SEE ROOF PLAN) (SEE FINISH SCHEDULE) @ p U PAINT ALL EXPOSED STEEL--� - - _ _ _ _ PAINT ALL EXPOSED STEEL __ F, (SEE FINISH SCHEDULE) \� - -""-"- - _ O HEADER(SEE STRUCT) (SEE FINISH SCHEDULE) --'-- SEE STRUCTURAL FOR _- \ CANOPY ATTACHMENT r SEE STRUCTURAL FOR z � I CANOPY ATTACHMENT _ HEADER(SEE STRUCT) y Q STEEL PLATE(SEE SHIM,BACKER ROD,& _ SHIM,BACKER ROD,& V FASTEN DECK SHEATHING TO FASTENERS SHALL NOT PENETRATE FASTEN DECK SHEATHING TO STRUCTURAL FOR , CONTINUOUS SEALANT FASTENERS SHALL NOT PENETRATE I CONTINUOUS SEALANT MTL DECK FROM BOTTOM MTL DECK FROM THE TOP-FASTENER BEAD-BOTH SIDES TYP MTL DECK FROM BOTTOM MTL DECK FROM THE TOP-FASTENER CANOPY ATTACHMENT) (TYP) BEAD-BOTH SIDES(TYP) SEE ROOF PLAN r METAL DECK(SEE STRUCT)-NO HEADS TO BE EXPOSED FROM THE METAL DECK(SEE STRUCT)•NO HEADS TO BE EXPOSED FROM THE 5/8'TYPE'X'GYP BOARD -- ; FASTENERS FROM THE TOP TO g OM BRAKE METAL-FINISH FASTENERS FROM THE TOP TO BRAKE METAL-FINISH g OTT TO MATCH BOTTOM TO MATCH -WHERE OCCURS o BE EXPOSED FROM THE - ----- STOREFRONT BE EXPOSED FROM THE STOREFRONT -� BOTTOM,ONLY FASTENER BOTTOM,ONLY FASTENER HEADS-PAINT ALL EXPOSED ALUMINUM STOREFRONT HEADS-PAINT ALL EXPOSED ALUMINUM STOREFRONT -- STEEL(SEE FINISH SCHEDULE) SYSTEM STEEL(SEE FINISH SCHEDULE) SYSTEM BLOCKING(SEE STRUCT) CANOPY SECTION @ O� LL F1 CLERESTORY F5 CANOPY @ STOREFRONT F9 TYP-OPEN CANOPY a (u A1zo 1 1/2"=1'-0" A1zo 1 1/2"=1'-0" A1zo 1 1/2"=1'-0" r WALL PER WALL TYPE- IW- ` JGRIDISEE ASSEMBLY LEGEND- a WALL PER WALL TYPE• Q — DOUBLE WALL TYPE& SEE ASSEMBLY LEGEND p ROOF MEMBRANE(SEE SPECS) BRICK PILASTER @ SIM 1"�S e SHEATHING(SEE STRUCT) -SEAL TO PERIMETER OF � CONDITION _ _ r WEATHER-RESISTANT CANOPY FRAME&WRAP UP& 5/8"TYPE'X'GYP BOARD - BARRIER(SEE SPECS)- UNDER WALL FLASHING % WHERE OCCURS -Ir SEAL TO MTL FLASHING TAPERED INSULATION TO STOREFRONT DOOR JAMB @ EIFS(SEE FINISH SCHEDULE) SLOP TO DRAIN-1/4":12"MIN EIFS(SEE FINISH SCHEDULE) E7 VERTICAL MID MULLION E8 GLASS SEE STRUCTURAL FOR TIE RODSEE STRUCTURAL FOR TIE ROD SHEATHING(SEE STRUCT) A210 A210 DETAILS-PAINT ALL EXPOSEDDETAILS-PAINTALL EXPOSED WEATHER-RESISTANT 3"=1'-O" 3+=1'-O" STEEL(SEEFINISH SCHEDULE)STEEL(SEE FINISH SCHEDULE) BARRIER(SEE SPECS)- STEEL CHANNEL(SEE STRUCT) U HOT WELD&SEAL ROOF � SEAL TO MTL FLASHING PAINT ALL EXPOSED STEELMEMBRANE TO T.0 BEAM PRE-FINISHED MTL FLASHING12" 41/2" - (SEE FINISH SCHEDULE) WTYP @ PERIMETER�� (TYP)-SEAL TO WEATHERSTEEL CHANNEL(SEE STRUCT) \ BARRIER-COLOR TO MATCH THRESHOO TO COVER ?-_ O \ STOREFRONT DOOR p -PAINT ALL EXPOSED STEEL ADJACENT FINISH(SEE FINISH SCHEDULE) THROUGH-WALL ROOF DRAINGAP BETWEEN SLAB&EXTERIOR CONCRETE U1STEELANGLE(SEE STRUCT)- (SEE ROOF PLAN) (SEE STRUCTURAL FOR > PAINT ALL EXPOSED STEEL �.�, 1•- \ CANOPY ATTACHMENT) LU(SEE FINISH SCHEDULE) CANOPY ATTACHMENT EE ROOF PLAN WOOD HEADER(SEE STRUCT) TYP-STOREFRONT STOREFRONT DOOR PRE-FINISHED SHEET SEE STRUCTURAL FOR E5 THRESHOLD a.FOUNDATION E6 HEADER a.GLASS D7 HORIZONTAL MID MULLION METAL FLASHING-SEAL p FASTEN 3/4"SHEATHING TO ,:.> WEATHER-RESISTANT A210 3"=1'-0" A210 3"=1'.0" Az1u 3"=1'-O" TO WEATHER RESISTANT UJ MTL DECK FROM BOTTOM FASTE ERS SHALL NOT PENETRATE ,.,,. 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BARRIER ER-R(SEE SPECS) 110• F8 PARAPET/TOWER WALL l i: WRAP UP&OVER&SEAL A120 3•_P_0• .I TO ROOF MEMBRANE € ZO I I SHEATHING(SEE STRUCT) 2'EIFS(SEE FINISH Lu EIFS(SEE FINISH 1• 4•- - EIFS(SEE FINISH SCHEDULE) SCHEDULE)—` a SCHEDULE) _ -YEIFS@TOWER f-: WEATHER-RESISTANT PARAPETS BUILT ON ROOF BARRIER(SEE SPECS)- U PROVIDE SLOTTED HOLES FOR WALL PER WALL TYPE- SEAL TO MTL FLASHING—� O ADJUSTMENT OF 3/4"ANCHOR SEE ASSEMBLY LEGEND BLOWN-IN INSULATION- - BOLTS - (R-38)MIN-INSTALL IN ? Z DIAPHRAM ROOF SPACE ONLY O /"E TALL CROWN PARAPET E4 ROOF LADDER&HATCH DETAIL E6 WIDE CROWN PARAPET 122-0" > • y— A316 3"=1'-0" f 3/8„=1,_0.' A310 1 1/2"=1'-0" 1 ' ROOF MEMBRANE(SEE SPECS) PRE-FINISHED MTL FLASHING R -SEAL TO SCUPPER FLASHING :. p BARRIER COLOR TO MATCH W SHEATHING(SEE STRUCT) ADJACENT FINISH'UP' p WALL PER WALL TYPE- ' Q "B MANUFACTURED ACTURED BY SEE ASSEMBLY LEGEND - D- o SECURE TO LADDER EIFS(SEE FINISH SCHEDULE) W ROOF HATCH -Y EIFS @ TOWER-` - SHEATHING(SEE STRUCT) PARAPETS BUILT ON ROOF 2X6 WOOD STUD lD METAL COUNTER FRAMING @ 16"O.C. ❑ FLASHING WEATHER-RESISTANT BARRIER - WALLS PER WALL TYPE- (SEE SPECS)-WRAP WALL& ROOF MEMBRANE(SEE a 7•(ryp) SEAL TO SCUPPER FLASHING SPECS)WRAP UP WALL • m SEE ASSEMBLY LEGEND PARAPET FRAMING ROOF EXTEND ROOFING UP &UNDER FLASHING (SEE ELEVATIONS) TRUSS(SEE STRUCT) UNDERFLASHING z Lo ` EIFS(SEE FINISH SCHEDULE) 2X BLOCKING SEE STRUCT is EXTEND BATT INSULATION SCUPPER FLASHING-COLOR TO o ( ) f Q - PRE-FINISHED MTL FLASHING GRID 1Y MIN ABV ROOF(TYP) V MATCH ADJACENT EIFS FINISH /� ROOF PER ROOF TYPE- a -- - (TYP)_SEAL TO WEATHER 7 iMY �- �— iN SEE ASSEMBLY LEGEND S{j t0 BARRIER-COLOR TO MATCH SHEATHING(SEE STRUCT) HOLD ROOF DECK SEE STRUCT) d ADJACENT FINISH - ROOF MEMBRANE(SEE SPECS) W(S E 3PECS)S WNT BARRIER RAP WALL 8 PRE-FABRICATED ROOF TRUSS Q PARAPET CAP FLASHING SHEATHING(SEE STRUCT) SEAL TO SCUPPER FLASHING (SEE STRUCT)-NOT SHOWN - 1 p (SEE FINISH SCHEDULE) BLOCKING(SEE STRUCT) EIFS(SEE FINISH SCHEDULE) - - O (SEE - PUP&OVER PRE-FABRICATED ROOF -2'EIFS @ TOWER F (SEE SPECS) WRAP UP&OVER TRUSS(SEE STRUCr) 5 SI8" 5 5/6' PARWAP�EL FER WALL ROOF M Z TOP&INSTALL TRANSICONTINTION ",�/ O MIN. MIN. W Z V BEHIND FLASHING TRANSITION ROOF PER ROOF TYPE- FLASHING LAP SEE ASSEMBLY LEGEND 0 - W 2X WOOD TOP PLATE y SEE ASSEMBLY LEGEND 7-6'Wx3'-0•L t W - SHEATHING(SEE STRUCT) p • (SEE STRUCT) $ ROOF TRUSS CONNECTION CLEAR OPENING O- • ROOF MEMBRANE(SEE SPECS) h SHEATHING �+ �� (SEE STRUCT) - �-._ �fq y STEEL ANGLE -SEAL TO SCUPPER FLASHING i. LL J J CONTINUOUS-\ ;( - METAL LADDER 1� J PARA15 PET CAP WALL/DIAPHRAM STANDING ON W W Iy d 45 DN SLOPE W/1/2"HEM ,-r 1 I_- C4 ROOF HATCH DETAIL C7 WALL SCUPPER-PLAN DETAIL CS ROOF Q Q Z EIFS/FOAM 6 5/8 - . . ', A50M1 1 1/2"=1'-0" A501 1 1/2"=1'-0" A310 3"=1'-0• IL O DECORATIVE CROWN r}t. rll DRIP EDGE �1 1 1/2' ROOF MEMBRANE(SEE Z WEATHER-RESISTANT BARRIER(SEE SPECS) SPECS)WRAP UP&OVER_ O m I PARAPET WALL&SEAL TO - t SHEATHING(SEE STRUCT) PARAPET CAP FLASHING • o - WALL PER WALL TYPE- ----_ Z . E CONTINUOUS SEALANT SEE ASSEMBLY LEGEND c BEAD&BACKER RODS SEALANT EIFSICRO N-ABV THE CROWN-ABV(SEE r `O m -COLOR&SIZE TO MATCH t ELEVATIONS FOR LOCATIONS) __ U BRICK MORTAR JOINT _ } - SHEATHING(SEE STRUCT)�t? �I WEATHER-RESISTANT I BARRIER(SEE SPECS) p BRICK(SEE FINISH ROOF MEMBRANE WRAP UP&OVER&SEAL I I Qrj SCHEDULE) { (SEE SPECS) TO ROOF MEMBRANE I ROOF JOISTS, r 1"AIR GAP/MORTAR NET SHEATHING(SEE STRUCT) SHEATHING(SEE STRUCT) 5 SHEATHING(SEE STRUCT) - 2X KICKER-SEE STRUCT w CONNEOT ONS w EIFS(SEE FINISH SCHEDULE) I . ❑ -- WEATHER-RESISTANT 1 FOR SPACING&LOCATIONS _ _ m -Y EIFS TOWER m BARRIER(SEE SPECS) _ • 5/8"TYPE'X'GYP BOARD- \ PARAPETS BUILT WALL ROOF (SEE STRUCT) PARAPET CONNECTION \ �- (SEE STRUCT)FRAMING WHERE OCCURS (SEE STRUCK (SEE STRUCT) WALL PER WALL TYPE- g SEE ASSEMBLY LEGEND I M WALLS PER WALL TYPE- 2X BLOCKING(SEE STRUCT) EXTEND BATi O -INSTALL TO SHEATHING INSULATION 12"MIN BLOWN-IN INSULATION- SEE ASSEMBLY LEGEND BELOW-(R38)M•1-INSTALL IN o _ ABV ROOF(fYP) DETAILS N - DIAPHRAM ROOF SPACE ONLY PROJECT*5116.4400 a DATE: 3/17/2017 WN BY:KNG ( - SCA E:As indicated CAP TRANSITION(7O BRICK TRUSS STRUCTURE NOT SHOWN Z Al PILASTER A4 KICKERS(cil TOWER PARAPETS A8 DIAPHRAM(a�EXTERIOR WALL BID/PERMIT • v �0° 1 1/2"=1'-0" A1zo 1 1/2"=1'-0" A310 3"=1'-0" SET 3 1 2 3 4 5 1 6 7 8 9 10 11 A504 2 3 4 1 5 6 1 7 1 8 1 9 1 10 1 11 GENERAL STRUCTURAL NOTES m )\ o; GENERAL EARTHWORK MASONRY VENEER WOOD gT 28201 , N W D.3P , N = 1. Changes to these contract drawings may be made only by an authorized 1 Clearing:The entire building area,including 3 feet beyond the building perimeter,shall be scraped to the depth necessary(4" 1. Masonry Veneer Attachment and Reinforceing: 1. Materials ----� representative of the engineer or architect.The architect or engineer shall not be held minimum)to remove all vegetation,topsoil,loose/disturbed surficial soils,debris,undocumented fills,and any other deleterious LI.To Wood and Steel Stud Walls:Attach veneer with Hohmann&Barnard"DW-10"or"DW-lOHs seismic veneer anchors"(or equal) 1.1.Dimension Lumber and Timbers(Sawn Lumber) responsible or liable for any claims arising direNy or indirectly from changes made materials. spaced at 16'on center.Veneer anchors shall be attached to studs with#10 corrosion resistant self-drilling screws.Attach the veneer to .All dimensioned lumber shall comply with USDOC PS20. without written authorization by an authorized representative. 2 Proof Rolling:The natural undisturbed sail below all footings shall be proof rolled prior to placing concrete to check for the the anchors with Hohmann&Barnard 3/16"diameter"Byna-Tie with Seismiclips"(or equal)spaced at a maximum of 16"on center in both •Visually graded dimension lumber shall be Douglas Fr-Larch#2 or better. 7 Lu 2. Omissions or conflicts between the contract drawings and/or specifications shall be presence of unsuitable fills,soft spots,or other undesirable materials or conditions.Remove sub-grade materials that are directions.Anchor ties shall engage to a galvanized 3/16"horizontal joint reinforcement wire in the veneer,which shall be continuous and •Visually graded timbers(5"x 5"and larger)shall be Douglas Fr-Larch#1 or better. L 1 brought to the attention of the architect/engineer before proceeding with any work unsuitable and replace with compacted structural fill. shall be placed at 16°on center maximum at the center of the veneer. Machine mess rated(MSR)lumber shall be 1600f-1.6E or better. O V Involved.In case of conflict,follow the most stringent requirement as directed by the 3 Compacted Structural Fill:All fill material shall be a well-graded granular material with a maximum size less than 4"and with not 1.2.To Concrete Walls:Attach veneer with H and B 22 gauge galvanized dovetail slots installed vertically in concrete at 16"on center. architect/engineer at no additional cost to the Owner. more than 10%passing a#200 sieve.It shall be compacted to 95%of the maximum laboratory density as determined by ASTM Attach the veneer to dovetail slots with#303 SV 16 gauge"seismic dovetail anchor ties"(or equal)spaced at a maximum of 16"on center • End jointed lumber may be used interchangeably with solid sawn members of the same species and grade with 3. The contractor shall be responsible for means,methods,techniques,sequences,and D 1557.All I'll shall be tested.Compacted structural fill shall be placed In lifts not exceeding 8"in uncompacted thickness. In both vertical and horizontal directions.Anchor ties shall engage to a galvanized a 3/16"gauge horizontal joint reinforcement wire in the written approval from the Engineer. rn ---- procedures In order to comply with the contract drawings and specifications.The 4 Floor slabs thicknesses shall be as Indicated In the drawings and underlain by a granular layer of thickness indicated In the veneer,which shall be continuous and shall be placed at 16"m center maximum at the center of the veneer.Dovetail slots and anchor 1.2.Wood Structural Panel Sheathing • contractor shall provide adequate shoring and bracing as required for the chosen drawings.The granular fill shall be free-draining fill such as"pea"gravel or three-quarters-to one-Inch minus clean gap-graded ties shall be galvanized. •Wood sheathing shall be APA rated sheathing Exposure 1 unless noted otherwise and shall conform to the ` method of erection.Shoring and bracing shall remain In place until Final connections gravel with not more than 5%passing a#200 sieve and shall be compacted to at least 90%of the maximum laboratory density 1.3.Other methods of attachment may be used after written acceptance by the architect and structural engineer. requirements for Its type In USDOC PSI or USDOC P52.The panels must be Identified by the trademarks of the approving .!r0 for the permanent members are completed.The building shall not be considered as determined by ASTM D 1557. 2. Steel Untels:Provide steel angle lintels at all openings through the masonry veneer.Provide 1"of bearing for each foot of width of testing and Inspection agency. stable until all connections are cam leted.Walls,Columns,or Pilasters shall not be Wood sheathing minimum thicknesses,span ratings,and nailing requirements shall be as Indicated In the Roof P 5 Consult the project specifications and soils report for further earthwork requirements.The soils engineer shall review all opening,with a minimum bearing of 6'.See the Steel Angle Lintel Schedule for size. c Y considered self-supporting and shall be braced until the floor/roof system is excavations and fill placement prior to placing concrete. and Floor Sheathing Schedule,unless noted otherw 3 completed. 0 Wood sheathing shall have the following minlmum thicknesses and span ratings,unless noted otherwise: ¢ _ 4. The contractor shall coordinate with all trades any items that are to be Integrated into Roof 19/3T'(40/20) O O the structural system such as openings,penetrations,mechanical and electrical CONCRETE STRUCTURAL STEEL Wall 15/32"(32/16),7/16"(24/16) - (.9 equipment,etc.Sizes and locations of mechanical and other equipment that differs ( from those shown on the contract drawings shall be reported to the Nails flush other approved fasteners used to connect sheathing to the structure shall be driven such that their O W architect/engineer. head or crown is flush with the surface of the sheathing.be not overdrive fasteners. �0�ru 5. The contractor shall submit a written request to the architect/engineer before 1 Materials unless noted otherwise: i Codes and Standards:Fabrication and installation shall comply with the latest edition of the following: 1.3.Prefabricated Wood[-joists•I-joists shall 0 vi proceeding with any changes,substitutions,Or modifications.Any work done by the I.I.Normal Weight Aggregates ASTM C 33 1.1.American Institute of Steel Construction(ALSO),"Specification for the Design,Fabrication and Erection of Structural Steel for contractor before receiving written approval will be at the contractor's risk. 1.2.Light Weight Aggregates ASiM C 330 Buildings,"with"Commentary". Al• prefabricated wood joists shall be as called out On plan and manufactured by the following: i • 1.2.AISC"Code of Standard Practice"excluding sections 3.4,4.4 and 4.4.1. BCI:Manufactured by Boise Cascade. 6. The contractor shall verify all site conditions and dimensions.o actual me conditions • Light Weight Concrete shall not exceed 110 poi(t 3 pcf) V ` differ from those shown In the contract drawings,the contractor shall Immediately 1.3.Fly Ash,Class F Pozzolan ASTM C618 1.3.AISC"Specification for Structural Joints Using ASTM A325 or A490 Bolts" TJ[:Manufactured by i-Level(Weyerhaeuser). notify the architect/engineer before proceeding with the fabrication or construction of 1.4.Reinforcing Steel IA.AISC"Seismic Provisions for Structural Steel Buildings." UPI:Manufactured by LP Building Products(Louisiana -PaciFlc Corporation). -- any affected elements. 1.5.American Welding Society(AWS),Structural Welding Codes DI.1,D1.3,DIA,and D1.8,except as modified by the"Steel •I-joists of equal design properties as those called for on plan,Including depth,stiffness and flange width may 7. The structural notes are Intended to complement the project specifications.Specific •General ASTM 615 Grade 60(60 ksi) notes and details In the drawings shall govern over the structural notes and typical • Frame Members,Shearwall Boundaries ASTM A706(60 ksl) Material: Manual". be so with written approval from the Engineer. details. ASTM A615 is permitted If mill certifications are submitted showing that actual yield strength does not exceed the specified 2. Material: • Handle,store and install all wood I-joists per the manufacturer's guidelines. 8. Typical details and seclons shall apply where specific details are not shown. strength by more than 18000 psi and the ratio of tensile to yield strength Is greater than 1.25. 2.1.Wide Flange Sections ASTM A992(50 ksi) •DO NOT cut or notch flanges. ' 9. Detailing and shop drawing production for structural elements will require Information 1.5. Deformed Bar Anchors(DBA) ASTM A496 2.2.Plate •Holes cut in the webs of the I-joists shall be per the manufacturer's guidelines. - (Including dimensions)contained in the architectural,structural and/or other 1.6.Headed Stud Anchors(HSA) ASTM A108 •Typical ASTM A36 1.4.Structural Glued Laminated Timber(GLB) consultants'drawings.The structural drawings shall be used in conjunction with the 1.T Anchor Bolts:See steel and/or wood section(s)of general notes. 2A.Pipe ASTM A53 Grade B Type E/S •Structural glued laminated timber shall be manufactured and identified as required in ANSI A190.1 and ASTM N architectural and other consultants'drawings.Most dimensions and most 1.8.Admixtures:Air-entraining admixtures shall comply with ASTM C 260(when used).Calcium chloride shall not be added to the 2.5.Hollow Structural Shapes D3737' LL non-structural elements such as elevations,depressions,slopes,mechanical concrete mix.Except unrelmorced concrete slabs on grade may have calcium chloride not exceeding one percent. •Rectangular ASTM A500 Grade B(46 ksi) co •Glulam beams shall be the following species and combination number: CD housekeeping pads,etc.are not shown in the structural drawings.See the 1.9.Cement complying with ASTM C-150 shall be used for all concrete.See table of concrete properties for cement type. •Round ASTM A500 Grade B(42 ksi) 0 Simple-Span Glulam Beams:Douglas-fir 24F-V4 1.8E • Architectural Drawings for dimensions,doors,windows,non-bearing Interior and ` exterior walls,elevations,slopes,stairs,curbs,drains,recesses,depressions,railings, 1.10.No aluminum conduit or product containing aluminum or any other material injurious to concrete shall be embedded in concrete. 2.6.Base Plates o Continuous-Span and Cantilevered Glulam Beams:Douglas-Fla also 1.8E 2 Less than 4 inches thick ASTM A36 •Hybrid combination glulams with equivalent design properties may also be used with written approval from the q waterproofing,finishes,chamfers,kerts,etc. Engineer. - •Over 4 Inches to 6 inches thick ASTM A572 Grade 42 S0. Shop drawings made from reproductionsagreement prior of the drawings will gs rejected unless the EXPOSURE ( w/ ( (MAX) (MAX) 2.7.Other Structural Shapes(M,C,etc) ASTM A36 •Appearance of members shall be Framing or Industrial appearance. W contractor signs a release agreement prior to the shop drawings being reviewed. CONCRETE USE CLASSIFICATIONS CEMENT (MIN)fc cm FLAYASH AIR AGG ( ) •Camber:unless otherwise noted on the drawings,all stock glulam beams shall be cambered to Industryt- 11. Review of shop drawing submittals by the engineer is for general compliance only and TYPE (psi) RATIO PERCENT CONTENT SIZE SLUMP 2.8.Bolted Connections ASTM A325 standard 3500'-0"radius.Stock beams with zero camber are acceptable where available. Is not Intended for approval.The shop drawing review shall not relleve the contractor PERCENT 2.9.Anchor Bolts 1.5.Laminated Veneer Lumber(LVL),laminated Strand Lumber(LSL),and Rim Board from the responsibility of completing the project according to the contract documents. Interior Footin s USOCI 3000 0.50 20 2 1" 6.00" •All Columns unless rated otherwise:ASTM F1554 Grade 36 with ASTM A563 heavy hex nuts with Grade A hardened washers. •LV4 LSL and Rim Board shall comply with ASTM D5456. ' 12. All work shall be done in accordance with OSHA requirements.Potential conflicts Exterior Foots s I 3000 0.50 20 6 1" 6.00" • Braced Frame/Moment Frame Columns unless noted otherwise:ASTM F3554 Grade 55(equiv to A572 Grade 55)ASTM FI554 between these documents and OSHA requirements shall be brought to the attention Interior Slabs on Grade I/[I 3500 0.50 20 2 3 4" 6.00" Grade 105(equiv to A193 Grade B7)with ASTM A563 heavy hex nuts with ASTM F436 minimum 5/16"thick washers. •All LVL shall be a minimum of 1-3/4"thick have the following minimum properties,U.N.O.: g of the structural engineer before proceeding with the work. Exterior Walls below Grade III 4000 0.45 20 6 3/4" 6.00" 2.10.Weld Filler Metal Fb=2600 ;E=1.9xl0• p P13. Site observations by the engineer and or architect shall not be construed as approval psi psi;Fv=and psi;Ft v Ithe psio Fdl=inim sl;Fc ie 7 sExterior Piers I/II 3000 0.45 20 6 3 4° 6.00" •Shielded Metal Arc Welding AWS A5.1,low-hydrogen only •All LSL shall be a minimum of Ips"thick and shall have the following minimum properties,U.psiof a rms"Eng the procedures,nor special Inspection. Exterior Slab on Grade I/II 4000 0.45 20 6 314" 6.00" Low-hydrogen restrictions do not apply when welding sheet steels in accordance with AWS D1.3,including attaching these Rim =Board psi;E=1 mini psi;of=400 psi;Ft=1075 psi; the =1400 psi;Fn_I_=pro psi ZO • 14. The terms"Engineer"and"Engineer of Record"(EOR)are meant to refer to an steels to structural members. •All Rim Boards shall be a minimum of 1-1/4"thick and shall have the following minimum properties,U.N.O.: authorized representative of M J Structural Engineers. •Gas-Metal&Metal-Cored Arc Welding AWS A5.18 Fb=1130 psi;E=0.8x106 psi;W=355 psi;Fc_I_1415 psi � d m BASIS FOR DESIGN 4 The contractor shall be responsible for the design,detailing,care,placement and removal of all formwork and shares. g •Flux-Cored Arc Welding AWS A5.20 •Handle,store and install all LVL,LSL,and Rim Boards per the manufacturer's guidelines. & U 4.1.Supporting forms and shoring shall not he removed until structural members have acquired sufficient strength to safely support their 0 E7XT4 Or E7XT-11 electrodes are not permitted. Connect multiple members together per the manufacturer's guidelines and as shown in the details. W own weight and any construction load to which they may be subjected.In no case,however,shall forms and shoring be removed in less •Intermixing of welds made from self-shielded welding electrodes with gas-shielded electrodes is not allowed in seismic critical o Where discrepancies exist between the manufacturer's guidelines and the details shown In these plans,use W 1. Governing Building Code International Building Code 2015 than 24 hours after concrete placement. welds,unless tested in accordance with AWS D1.8,annex B.The Feld Erection Contractor Is responsible for verifying intermixing of the more stringent of the requirements. 0 2 Risk Category II 4.2.Suspended slabs shall be re-supported after form removal until concrete reaches its 28-day specified compressive strength. self-shielded and gas-shielded welding will not occur,or alternatively,the wedding procedure is qualified by testing. 1.6.Nails Z 3 Floor Live Loads 5 Reinforcement shall have the following concrete cover: Clear Cover: • Use E70 class electrodes only,unless noted otherwise.E60 class electrodes may be used for welding steel floor and roof decks. •All Nails shall conform with the tolerances specified in ASTM F1667,"Standard Specification of Driven All electrodes to be low h " � N 3.1 Uniformly Distributed Wads 5.1.Cast-In-place Concrete ydrogen. Fasteners:Nails,Spikes and Staples. m 4. Roof Live Load* 20 psf •Cast against and permanently exposed to earth 3" 2.11.Non-Shrink Grout ASTM CI107 Grade B •All nails shall be common nails with the following properties: 0i • - *(Not concurrent with Roof Snow Load) •Formed concrete exposed to earth or weather: •Nan-shrink grout shall be prepackaged,non-metallic and non-gaseous. Nail Size Shank Diameter Min.Penetration Into Support Member 5. Roof Snow Load #6 thru#18 bars 2" •Furnish certified Independent test data to Structural Engineer. 6d 0.113" 1.25" 4t • C 5.1 Ground Snow Load P/g=36 psf #5 and smaller bars 1-1/2" •Hold Consistency(flow cone)=20 to 30 seconds Bd 0.131" C 5.2 Flat Roof Snow Load P/f=30 psf •Concrete not exposed to weather or In contact with ground: •Compressive Strength in 28 days=7,500 psi 10d 0.148" ~ 5.3 Snow Exposure Factor C/e=1.0 Saabs,Walls,Joists;#11 Bars and Smaller 3/4" 3. Structural Detailing 12d 0.148" 5.4 Thermal Factor C/t=1.1 Beams,Columns:Primary Reinforcement,Tles,Stirups,Spirals 1-1/2" 3.1.Provide full depth web stiffener plates at each side of all beams at all bearing points.Stiffener plates shall be the thickness called out 16d 0.162" 1.75" a 5.5 Snow Load Importance Factor I/Snow=1.0 6 Construction Joints and Control Joints: below unless noted otherwise.Stiffeners shall be welded On both sides of the plate-to-flange and plate-to-web interfaces.Do not weld Into Nails with properties less then those listed above shall not be used without prior written approval from the v 6.1.All horizontal and vertical construction joints,including between top of fooling and foundation walls,shall be intentionally roughened the web-to-flange fillet region of the member. Engineer. 9 12 c 6. Wind Wad to a full amplitude of approximately 1/4". FLANGE WIDTH STIFFENER THICKNESS WELD SIZE •Nails shall have round(full)heads.Nails with'T",brad,finish or casing heads are not permitted. I 6.2 Basic Wind Speed(3 Second Gust) 115 mph crrl 6.2 Wind Exposure C 6.2.Install construction or control joints in slabs on grade at a sparing not to exceed 30 times the slab thickness in any direction,unless Less than 8-1/4" 1/4" 3/16" .Deformed shank nails shall have either a helical(screw)or an annular(ring)shank. � 1 noted otherwise.Control joints shall be installed In slabs on grade so the length to width ratio of the slab is rw mare than 1.25:1.Control 3.2.Bolting and Fasteners 1.7.Bolts � ` m 6.3 Internal Pressure Coefficient 10.18 joints shall be completed within 12 hours of concrete placement.Control joints may be installed by either: •Ordinary steel-to-steel connections,simple span framing,and bear/girder-to-bearing plates are the standard connection used Anchor Bolts: ASTM F1554 Grade 36(or A307 Grade A/C or A36) oil 7. Seismic Design Criteria •Saw cut with depth of 1/4 the thickness of the slab throughout the design drawings,unless noted otherwise: O All anchor bolts connecting the sill plate to the concrete foundation shall have a PLl/4"x3"x3"washer A N p 7.1 Mapped Spectral Response Accelerations •Tooled joints with depth of 1/4 the thickness of the slab O Use A325N bolts or tension-controlled bolts. between the sill plate and the nut and have a minimum 7"embedment into concrete. W 7.1.1 Short Period Acceleration S/S=.204 g 6.3.Construction joints shall not exceed a distance of 125'-0"on center in any direction. 0 Tighten these fasteners to a"snug tight"condition. c 7.1.2 1-Second Acceleration S/1=.080 g •Connection Bolts: ASTM A30a Grade A/C/or A36 I.. • y7.2 Site Class(Soil Profile) p 7 Construction O Where a steel-to-steel connection is not shown,provide a standard AISC framed connection of one half the total uniform o All bolted connections shall have a standard cut or larger washer on both sides of the connection(between -- 7.1.Use chairs or other support devices recommended by the CRSI to support bar and tie reinforcement bars and W WF prior to placing load capacity of the beam for the span and steel specified. the head and the wood member and between the nut and the wood member). 4Q O 1 7.3 Spectral Response Coefficients concrete.WWF shall be continuously supported at 36'on center maximum.Reinforcing steel for slabs on grade shall be adequately 3.3.Welding •Bolt holes shall be a minimum of 1/32"to a maximum of 1/16"larger than the bolt diameter. Hodes shall be L8•I� Z N 7.3.1 Short Period Acceleration S/DS=.217 g supported on precast concrete units.Lifting the reinforcing off the grade during placement of concrete is rat permitted. •All Intersecting steel shapes which are not bolted shall be connected by a fillet weld all around,unless noted otherwise.Where accurately aligned in main members and side plates or side members.Bolts shall not be forcibly driven. 5 Li 7.3.2 1-Second Acceleradon S/Dl=.127 g 7.2.Contractor shall coordinate placement of all openings,curbs,dowels,sleeves,conduits,bolts,Inserts and other embedded items fillet weld sizes are not shown,they shalll be 1/16"less than the thinnest of the connected parts for thicknesses 1/4"and larger.Fillet welds 2• Connection Hardware c 7.4 Seismic Importance Factor I/Selsmlc=1.0 prior to concrete placement. on plates less than 1/4"shall be of the same size as the thinnest of the connected part. 2.1.Al connection hardware shown shall be supplied by Simpson Strong-Tie Incorporated or USP structural 7.4 Seismic Design Category D 7.3.All embeds and dowels shall be securely tied to formwork or to adjacent reinforcing prior to the placement of concrete. •Field weld symbols indicate welds that may be performed in the field.The general contractor shall coordinate shop and field connectors. 1 7.6 Effective Structural Seismic Weight W 7A.No pipes,ducts,sleeves,etc.shall be placed in structural concrete unless specifically detailed or approved by the structural engineer. welds between the fabricator and erector. 2.2.Install all hardware per the manufacturer's guidelines. M 7.7 Basic Seismic Force Resisting System Ugth Framed Walls Sheathed Penetrations through walls when approved shall be built into the wall prior to concrete placement.Penetrations will not be allowed in 3.4.Reduced Beam Sections W 2.3.Connection hardware of equal design properties by other manufacturers may be substituted with written approval (�aJ ` o w/wood structural panels. footings or grade beams unless detailed.Piping shall be routed around these elements and footings stepped to avoid piping. Fabrication of the reduced flange sections of beams used in SLRS is restricted to mechanically guided thermal cutting processes. from the Engineer. L 00 co 7.5.Reinforcing bars shall not be welded unless specifically shown on drawings.In such cases,use only AWS standards.Do not Freehand cutting is not permitted. A r 7.7,1 Response Modification Coefficient R=6.5 9 P y 9 P 3. All fasteners in contact with pressure-treated or wood shall be hot-dipped zinc-coated galvanized or stainless �1 r-I 7.7.2 System Over-Strength Factor WO=2.5 substitute reinforcing bars for DBAs or HSAs. •Flange cuts shall meet the requirements of AISC 358. steel. V M 7.7.3 Deflection Amplification Factor C/D=4.0 7.6.Top of concrete columns shall be flush(tl/4")with bottom of supported cast-in-place members. •Repair of gouges,notches,mill imperfections,shall conform to the requirements of the AISC and AWS provisions. 4. All wood in contact with concrete,masonry or soil shall be pressure treated or redwood. • 7.7.4 Design Base Shear V=C/S*V✓_.0335*W 8 Detailing 3.5.Weld Access Holes and Temporary Attachments 5. General framing and carpentry shall be connected as per"THE MINIMUM NAILING SCHEDULE"unless noted otherwise. _ /V ` 7.8 Analysis Procedure Equivalent Lateral Force B.I.Lap splice lengths shall be detailed to comply with the"Reinforcing Bar Lap Splice Schedule"contained within the contract drawings. •Fabricate beam copes and weld access holes using the geometry described in AISC 360 Section 11.6. 6. Provide rim board or solid blocking at all joist,rafter,and truss bearing points U.N.O. Blocking shall be at least 2" _ LL p IL FOUNDATIONDo not splice stirrups and ties.Do not splice vertical bars in retaining walls unless specifically shown. Runoff tabs are to be removed unless noted otherwise. (rominal)thick full depth of joist and shaped to match slope of blocked member. QA CD CD Z •At shearwall boundary elements and at moment frame beams to columns,lap lengths shall be Increased by 25%. 4• Welding of Reinforcing Steel or Bolts 6.1.Rim board or blocking between joists shall be nailed to the wood plate at the top of the wall with one Simpson v •Splices may be made with mechanical splices capable of 125%tension capacity of the bar being spliced.Mechanical splices shall 4.1.Reinforcing Bars:Do not weld rebar except as specifically detailed in the drawings.In such cases,use only AWS standards. "A35"framing anchor par each piece of blocking.Fill all holes in the framing anchors with Bill x 1-1/2"nails(12 nails per V/ m be the positive connecting type coupler and shall meet all ACI requirements.Use"Cadweld","Lemon"Standard Couplers,"Bar-Lock"or A35),unless shown otherwise on the drawings. 'Z J d 1. Soils Report by: EHM Engineers Do not substitute reinforcing bars for deformed bar andtors,structural bogs,ar headed stud anchors. g p P equal with internal protects.If mechanical splices are used,splices or couplers on adjacent bars shall be staggered a minimum of 24"apart 4.2.Do not weld anchor bolts,including"tack"welds. 7. Provide approved bridging at 8'-0"on center maximum between joist or rafter end supports where both the top and O E Dated: 2-28-13 along the longitudinal axis of the reinforcing bars. lding an Deformed Bar Anchor welding shall conform to the manufacturer's specifications. bottom chord of the member are not braced with sheathing or wall board. Q . 4.3. Headed Stud Anchor we a 2. Soil Bearing Pressure: 3000 psf,on Compacted Fill. 8.2.At joints provide reinforcing dowels to match the member reinforcing,unless noted otherwise. 8. Built-up beams of 2x members shall be connected together as shown In the details. #LLV ` y 3. Frost Protection: 30 Inches minimum 8.3•At all discontinuous control or construction slab on grade joints,provide(2)#4 x 48". 8.1.Where a built-up beam connection is not shown in the details,built-up beams shall be connected as follows: g Z 0 4. Lateral Soil Pressure Fluid Equivalent Density: 8.4.Provide corner bars at Intersecting wall corners using the same bar size and spacing as the horizontal wall reinforcing. • Members 12"or less in depth shall be spiked together with not less than 16d spikes at 12"on center, Z a 4.1.Active 35 poi(retaining walls) 8.5.All vertical reinforcing shall be doweled to footings,or to the structure below with the same size and spacing as the vertical DEFERRED S U BITTALS s�ggered co 4.2.At Rest 50 pcf(rigid foundation walls) reinforcing for the element above.Dowels extending into footings shall terminate with a 90"standard hook and shall extend to within 4"of •Members more than 12"shall be connected together with 1/2"diameter bolts at 24"on center,staggered. ,+ W lL V • c m 4.3.Passive 200 pcf the bottom of the footing.Footing dowels(#8 bars and smaller)with hooks need not extend more than 20"into footings. Bolts shall be placed one-quarter of the depth of the member from the top and bottom of the member. ` S. Coefficient of Friction 0.4 8.6.In concrete shearwalls,the horizontal wall reinforcing shall terminate at ends of walls and openings Into the far end of the jamb 9. All bearing and shear walls shall have a minimum of 2 top plates.Splices in top plates shall be made as shown in the H column with a 900 standard hook plus a 6 bar diameter extension.Horizontal wall reinforcing shall be continuous through construction and 1. Items requiring deferred submittals that are listed below are to be designed and fabricated by the manufacturer 8. The soils engineer shall review all excavations and fill g according to specifications given in structural and architectural drawings. to 9.1.a splice schedule. control joints. 9.1.Where atop-plate splice is not shown in the details,top plates splices shall be staggered a minimum of 4'-0"from o placement prior to placing concrete. 1.1.Prefabricated Roof Trusses(by roof truss manufacturer) 0 8.7.See details for reinforcing around miscellaneous openings(8"to 36"wide).For openings wider than 36",contact the engineer.All the nearest splice in adjoining top plate and spiked together with a minimum of(20)16d nails between splices unless r 1.2.Concrete Mix Designs concrete supplier)recesses that Interrupt reinforcing shall be reinforced the same as an opening. 9 (by PP ) noted otherwise. 2. These deferred submittals shall first be submitted to the project architect and/or engineer for review and coordination. 10. Provide a double joist under parallel partitions. o Upon completion of the architect/engineer review,a submittal to the city shall be made(for city review and approval). 11. Do not art or notch any wood stud greater than 25%of its width.Do not bore a hole in any wood stud greater in (� The city submittal shall include a letter stating that the architect/engineer review has been performed and that the diameter than 40%of its width.Bored holes shall be centered in the stud whenever possible.In no case shall the edge plans s and calculations l ut tiohsno r the deferred submittal items are found to be acceptable(e.g.,with regard to geometry,load of any bored hole be nearer than 1"to the edge of the stud.Bored holes shall not be located at the same section of stud conditi 3. The final submittal shallvailable at the jobsite throughout construction.be signed and sealed by a Professional Engineer licensed in the state in which construction as a cut or notch. U 11.1.Bored holes up to 60%of the stud width are allowed provided that an additional stud is placed adjacent to the will occur and shall be a stud to be bored,that the bored hole is centered in the stud,and no more than two successive sets of studs are so bored. 84 GENERAL • o STRUCTURAL I NOTES ECT#:17005 DATE: 03/17/2017 'a Y. PROJ = v E DRAWN BY:SDB rs ro STRUCTURAL ENGINEERS �SCALE:AS INDICATED 5673 S Redwood Rd. BID/PERMIT r W Salt Lake City,UT 84123 'e $r-IF Office:801-905-1097 1 2 3 4 5 6 7 8 9 10 mjstruldrualenglneers.com € S101 1 2 3 4 5 6 7 i 8 9 10 11 ONAL - N - - �y�GENS� i\ A o GENERAL STRUCTURAL NOTES F \ PREFABRICATED WOOD TRUSSES QUALITY ASSURANCE PLAN/SPECIAL �� N D32820+T • 5.9 Inspection After Welding and Bolting ,�T t\ Pect 9 9 QC QA Reference 9- N 1. Prefabricated metal plate wood trusses shall be designed,signed,and sealed by a Professional Engineer registered in the same state as INSPECTION REQUIREMENTS 1.Welds cleaned Per Per AISC 360-10 Table N5.4-3, LEGEND OF MARKS AND ABBREVIATIONS M = the project location.They shall be designed to support the concentrated and uniform loads shown on the plans,unbalanced and sliding AISC 341-10 Table J6-3 - ---. snow loads,and the following uniform loads: 2.Size,length,and location of weld Cont Cont AISC 360-10 Table N5.43, JST Joist 1. Special inspections conforming to IBC Chapter 17 are required for construction.The owner,or owner's agent,shall ALT Alternate F Dead Load((Top Chord): 10 psf ALSO 341-10 Table J6-3 JSTs Joists employ one or more approved agencies to perform inspections during construction of the types listed in IBC Section 1705 ARCH Architect Dead Load(Bottom Chord): 10 psF in addition to those inspections indicated in IBC Section 110. 3.Welds meet visual acceptance criteria Cont Cont AISC 341-SO Table 16-3 Z F o Live or Snow Load o Chord): 30 f AISC 341-1D Table J6-3 K Kip(5)=1000 Pounds (Top ) Ps 2. The special Inspector shall provide written documentation to the building official demonstrating his or her competence, x , Live Load Bottom Chord): 10 psf--Does not occur concurrent) with to chord live load. ex rience and training.He/She shall keep records of the ins a.Crack prohibition BLDG Building klf Kips Per lineal Foot ( ) Y p experience g p inspections and provide the inspection reports to the building b.Weld/basrmeml fusion BLK Blocking ksf KI s Per S uare Foot 0 a v r Max Total Load: 50 psf official and engineer of record.Reports shall indicate if the Inspected work was or was not completed according to the BN Boundary Nail P q approved construction documents.All discrepancies shall be brought to the immediate attention of the contractor for c.Crater cross section ry vi b Loads listed above do not include drifting,unbalanced,or sliding snow. Designs shall include an additional 9 psf Dead Load at all correction.If discrepancies are not corrected,they shall be brought to the attention of the building official and engineer of d.Weld profiles �'TT Bottom LB Pounds(1f) record prior to completiou on of that phase of work.A final report detailing inspections and any corrections required shall be e.Weld size BRG Bearing LSL Laminated Strand Lumber overbuild framing locations.A dead load no greater than 8 pelf shall be assumed for the design of trusses and attachments for wind 0 w submitted to the building official a[a predetermined time. uplift. f. Undercut BTWN been LVL Laminated Veneer Lumber y • 3. Each contractor and sub-contractor at the building site shall provide full access for the special inspector to perform the BYND Beyond �ur>o • required special inspections.In addition,each contractor and sub-contractor responsible for the construction of the main g'Porosity N�/a Coordinate the truss design with mechanical equipment,fire sprinkling systems and hanging walls supported by the trusses.Provide wind force or seismic force resisting system,or component,indicated in the statement of special inspection shall submit a 4.Arc strikes Cont Cont AISC 360-10 Table N5.43 MAS Masonry Q Of❑r additional trusses as necessary. written statement of responsibility to the building official and owner.This statement of r 5.K-area 4 Coot Cont AISC 360-10 Table N5.43 CANT Cantilever p ty g responsibility shall acknowledge O (MAX) Maximum Q 3 x awareness of the special inspection requirements contained in the statement of special inspection. 6.Backing and weld tabs removed(if required) Corn Cont AISC 360-10 Table N5.43, CGS Center of Gravity of Strand MECH Mechanical O 2. The deflection of all prefabricated wood trusses shall be limited to the following values: 4. Required Special Inspections and Tests for Soils ALSC 341-10 Table 36-3 C J Control Joint MEZZ Mezzanine ��11 m J 0 2.1. Live Load Span/360 4.1.Verify Materials below shallow foundations are adequate to achieve the design bearing capacity-Periodic Special 7.Repair activities Cont Coot AISC 360-10 Table N5.43, CIP Complete Joint Penetration MFR Manufacturer �0- 2.2.Total Load Span/240 Inspectiore Required. AISC 341-10 Table J6-3 CL Center Une 0 a 0 (MIN) Minimum N�/0 a 3. No stress increase is allowed for snow loads. 4.2.Verify excavations are extended to proper depth and have reached proper material-Periodic Special Inspections 8.Document acceptance or rejection of welded joint or ODnt Cont AISC 360-10 Table N5.43 CUR Clear W ` 4. Y All truss-to-truss connections shall be designed and roAded b the truss manufacturer. Required. member MISC Miscellaneous co a g p y CIVIL) Concrete Masonry Unit NTTL Metal 0 N w� 0 5. Design,handling,erection,stability,and permanent bracing of metal plate connected wood trusses shall be in accordance with 4.3.Perform classification and testing of compacted fill materials-Periodic Special Inspections Required. 9.Document acceptance or rejection of bolted connections Cont Cont AISC 360-10 Table N5.6-3 COL Column Z M in ANSI/TPI-1,National Design Standard for Metal Plated Connected Wood Truss Construction and the Truss Plate Institute publications 4.4.Verify use of proper materials,densities and lift thicknesses during placement and compaction of compacted fill 5.11 Inspection for Steel Construction Other CONC Concrete (N) New / N ran entitled"Commentary and Recommendations for Bracing Wood Trusses"and"Commentary and Recommendations for Handling and material-Continuous Special Inspection Required. Than Structural Steel(IBC Table 1705.3) CONT Continuous V • Erecting Wood Trusses.' 4.5.Prior to placement of compacted fill,Inspect subgrade and verify that the site has been prepared properly- 1.Material verification of cold-formed steel deck -- Per Applicable ASTM material CS Coil Strap 6. Steel Connector Plates:All steel gusset plates shall be galvanized and shall have a current IOC-ES approval.Values established by the periodic Special Inspection Required. standards oc On Center ,. approved ICC-ES report must be Indicated S. Required Verification and Inspection for Steel Construction a.Identification and markings to conform to ASTM OPNG Opening DB Deck Bearing ' 6.1.The minimum size for any connector shall be 8 inz. 5.1.Special Inspection for structural steel shall be in accordance with the quality assurance requirements of AISC 341 standards specified in the approved construction documents OPP Opposite ®11 6.2.All steel gusset plates shall be located on the joint as the stresses require and shall provide a minimum bite of 2.5"on all and as outlined below. b.Manufacturer's certified test reports DBA Deformed Bar Anchor OSB Orientated Strand Board tension members. 5.2.The special ins ector shall veri the steel fabricator maintains detailed fabrication and uali control rocedures 2.I DBL Double + p fy q ty p nspection of welding DIM Dimension aa = 6.3.Plates shall be pressed or rolled into member to obtain full penetration without crushing the outer surfaces of wood. that provide a basis for the inspection control of workmanship and the fabricators ability to conform to the construction a.Cold-formed steel deck PCF Pounds per Cubic Foot F 6.4.AI steel plate dimensions shall be Increased by 10%above that required by analysis. Duration of load stress Increases for steel docu 1.Floor and Roof deck welds -- Per AWS D1.3 DWG Drawing PERP Perpendicular connector plate design are not allowed. 5.3.Steel Construction shall be special inspected according to the quality Insurance and inspection requirements of b.Reinforcing steel PL Plate 7. No wane,knots,skips,or other defects shall occur in the plated contact area or scarfed area of web members.Plates shall be centered AISC 360.Items indicated as QC shall be inspected by the fabricator's or erector's Quality Control Inspector,as applicable, i.Verification of weldability of reinforcing steel other - Per AWS D1.4,ACI 318 Sec. (E) Existing plf Pounds per Lineal Foot o LL With one required each side of wood truss. in as ^' ' 8. The truss shall be handled and stored in a manner to prevent moisture from being absorbed by the wood. 5.4.All non-destructive testing performed shall be documented.For shop fabrication,the non-destructive testing shall than ASTM A706 3.5.2 EA Each PRE-FAB Prefabricated 9. Shop Drawings:Complete calculations and shop drawings indicating all member forces,stresses,duration factors,lumber grades, Identify the tested weld by piece mark and location in the piece.Tests in the field shall identify the location in the structu ii.Reinforcing steel resisting flexural and axial forces in Cunt -- AWS D1.4,AC[318 Sec. E Electrical psf Pounds per Square Foot intermediate and special moment frames,and boundary 3.5.2 EMBED Embedment psi Pounds per Square Inch dimensions,truss-to-truss connections,metal plate sizes and locations,and applied loads shall be submitted and reviewed by the elements of loci concrete shear walls and shear EN Edge Nail • spec rig Pi Post Tension engineer before fabrication.Each connector shall be dimensioned on the shop drawings as to its exact size and location at the joi 5.7. Inspection Prior to Welding and Bolting QC QA Reference reinforcement 3 1.Welding Precedure Specification(WPS)Available Cont Cont AISC 360-10 Table N5.4-1 Ill.Shear reinforcement Cont -- AWS D1.4,ACI 318 Sec. EQ Equal EQUIP Equipment PT/DF Pressure Treated Douglas Fir 5 2.Manufacturer certificates for welding available Cont Cont AISC 360-10 Table N5.4-1 3.5.2 EXT Exterior F RD Roof Drain 3.Material Identification(type/grade) Per Per AISC 341_10 Table 16-1 iv.Other reinforcing steel - Per AWS D1.4,ACI 318 Sec. Q REINF Reinforce/Relnforcement/Reinforcing p RISC 360-10 Table N5. 3.5.2 FD Floor Drain REQD Required/RequirementsJRequiring y 4.Welder identification system(1) Per Per AISC 360-10 Table 36-1 7, Required Verification and Inspection for Concrete ConsWction FND Foundation RTU Roof Top Unit 2 AISC 341-SO Table]6-1 7,1. Inspection for Concrete Construction Continuous Periodic Reference FUR Floor g 5.Fit-up of groove welds(including joint geometry) Per Per AISC 360-10 Table N5.4-1, 1.Inspection of reinforcing steel,including prestressing -- Per AC[318 Sec.3.5,7.1-7.7,and FTG Footing 8 AISC 341-10 Table 36-1 g SCHED Schedule tendons and placement IBC 1910.4 FRT Fire Retardant Treatment I, Joint preparation Sim Similar Critical Weld 2.inspection of 5.reinforcing steel welding in accordance -- -- ACI 318 Sec.3.5.2,AWS D1.4 Z I, Dimensions(alignment,root opening,root face,bevel) with IBC Table 1705.2.2,Item 2b SIM Similar v ❑ C.Ck;anliness(condition of steel surfaces) 3.Inspection of cast-in-place anchors ACI 318 Sec.8.1.3,21.1.8, GALV Galvanized ga Gage STD Standard „ -- -- a d • w d.Tacking(tack weld quality and location) IBC 1906.5,1909.1 STIFF Stiffener _ e.Backing type and fit(if applicable) 4.Inspection of anchors post-installed in hardened Cont - ACI 318 Sec 3.8.6,8.1.3, GLB Glued Laminated Beam STL Steel a 6.Configuration and finish of access hales Per Per ALSC 360-10 Table N5.41, concrete elements(1) 21.1.8,IBC 1910.2-3 GSN General Structural Notes STRUCT Structural rUq AISC 341-10 Table 36-1 5.Verifying use of required design mix - Per ACI 318 Sec.3.8.6,8.1.3, LU 7.Fit-up of fillet Weds Per Per AISC 360-10 Table 145.41, 21.1.8,IBC 1910.2-3 HD Hold-down T&G Tongue and Groove § ❑ AISC 341-10 Table J6-1 6.At the time fresh concrete is sampled to fabricate Cont Per ACI 318 Sec 4,5.2-5.4,IBC HDR Header TEMP Temperature p a.Dimensions(alignment,gaps at root) specimens for strength tests,perform slump and air content 1904.2,1910.2-3 HORIZ Horizontal TyP Typical c fD tests,and determine the temperature of the concrete 6 b.Cleanliness(condition of steel surfaces) HSA Headed Stud Anchor W c.Tacking(tack weld quality and location) 7.Inspection of the concrete and shotcrete placement for Cont -- ACI 318 Sec.5.9-5.10,IBC HSS Hollow Structural Section U.N.O. Unless Noted Otherwlse IX8.Check welding equipment Per - AISC 360-10 Table N5.41 proper application techniques 1910.6-1910.8 8.Inspection for maintenance of specified wring -- Per ACI 318 Sec.5.11-5.13,IBC VERT Vertical # 9.Manufacturer's certifications available for fastener Per Per AISC 360-10 Table N5.41 ICBO International Conference of Building Officials ' temperature and techniques 1910.9 materials [BC International Building Code 9.Inspection of formwork for shape,)oration and -- Per ACI 318 Sec.6.1.1 - 10.Fasteners marked in accordance with ASTM Per Per AISC 360-10 Table N5.41 INT Interior • 0 requirements dimensions of the concrete element being formed w/ with 'm (1)Specification requirements for special inspection shall W WR Welded Wire Reinforcement 4 y 11.Proper fasteners selected for the joint detail(grade, Per Per AISC 360-10 Table N5.41, be included in the research report for the anchor issued by an WP Working Point ❑ type,bolt length if threads are to be excluded from shear plane) AISC 341-10 Table 17-1 approved scarce in accordance with ACI 355.2 or other Of, c 12.Connecting elements,including the appropriate faying Per Per AISC 360-10 Table N5.41, qualification procedures. surface condition and hole preparation,if specified,meet ALSC 341-10 Table J7-1 u11 applicable requirements v 13.Pre-installation verification testing by installation Cunt Per AISC 360-10 Table N5.41, $ td 341-10 Table J7-1 8. Required Verification and Inspection for Wood Construction personnel observed and documented for fastener assemblies AISC IL and methods used 8.1.The special inspector shall verify the fabricator of prefabricated wood structural elements maintains detailed /A o fabrication and quality control procedures that provide a basis for the inspection control of workmanship and the w E 1st. Proper storage provided for bolts,nuts,washers and Per Per AISC 341-10 Table 37-1 fabricators ability to conform to the construction documents and referenced standards.The inspector shall review the W •c other fastener components AISC 341-10 Table]7-1 .� • � procedures for completeness and accuracy.Special Inspections shall not be required where the fabricator is approved � 0 y in accordance with IBC Section 1709,2.5.2. D O 5.8 Inspection Tasks During Welding and Bolting(2)(3) QC Qp Reference U 8.2.Inspection of high load diaphragms shall verify panel sheathing material,thickness,nail size,number of € • yl 1.Use of qualified welders Per Per AISC 360-10 Table N5.42, fastener lines,the spacing between fasteners and the nominal size of framing members and adjoining panel edges. N ^ Z AISC 341-10 Table 16-2 8.3.For metal plate connected wood trusses spanning 60 feet or greater,the inspector shall verify the temporary ii LL 2.Control and handling of welding consumables Per Per AISC 360-10 Table N5.4-2, installation of restraint/bracing and the permanent restraint/bracing are installed in accordance with the approved k J c AISC 341-10 Table J6-2 truss submittal package. .3 L a. Packaging 8.4.Continuous special inspection is required for field gluing of elements of the main wind-force resisting system. V/ I b.Exposure control Periodic special inspection is required for nailing,boiling,anchoring and other fastening of components within the v 0 3.No welding over cracked tack welds Per Per AISC 360-10 Table N5.4-2, main wind-force resisting system,including wood shear walls,wood diaphragms,drag struts,braces and hold-downs. V AISC 341-10 Table 16-2 Periodic special inspection is also required for roof and wall cladding. W co ' �I 4.Environmental conditions Per Per AISC 360-10 Table N5.4-2, 9. Inspection for Seismic Resistance A WW❑ - r` AISC 341-10 Table J&-2 9.1.Additional special inspection for seismic resistance are required for the following: O- a.Wind speeds within limits 9.1.1.Designated Seismic Systems and certification for non-structural components as required by IBC Sections Y 0 b.Precipitation and temperature 1705.11.4 and 1705.12.3. $ NJ 2 S. WPS followed Per Per AISC 360-10 Table N5.42, 9.1.2.Periodic Special Inspection is required by IBC Section 1705.11.7 for anchorage of storage racks 8 feet or 8 LI.fi LL LL • fn AISC 341-10 Table 16-2 greater in height. „ r Z uo a.Settings on welding equipment a _ b.Travel speed v/ F c.Selected welding materials o STRUCTURAL OBSERVATIONS E d.Sheilding gas type/flow rate O 'c e.Preheat applied f. Interpass temperature maintained(min/max) N 1 Structural Observations,as required by IBC Section 1704.5 shall be conducted by the Engineer of Record or an approved Substitute U g. Proper position(F,V,H,OH) licensed in the state in which the project is being constructed at the stages of construction listed below.Structural Observation is 7 W m 6. Welding techniques Per Per AISC 360-30 Table N5.42, to verify general conformance to the structural drawings and does not constitute special inspection as required by the IBC and is i2 L ca AISC 341-10 Table 16-2 not an approval of completed construction.A field report will be submitted to the architect following each visit.The contractor is th Z L m a.Interpass and final cleaning responsible to provide sufficient notice and access for the structural observer to perform these observations. U W b.Each pass within profile limitations 1.1.At completion of wood diaphragm installation. 1I1n1 • N c.Each pass meets quality requirements 1.2.As required to address structural issues,with a maximum as defined in the contract. V 0 7. Fastener assemblies of Suitable condition placed in all Per Per AISC 360-10 Table NS.6-2, 0 holes and washers(if required)are positioned as required AISC 341-10 Table 17-2 re 8. Joint brought to the snug-tight condition prior to the Per Per AISC 360-10 Table N5.6-2, 'n pretensioning operation AISC 341-10 Table 37-2 0 9. Fastener componet not turned by the wrench prevented Per Per AISC 360-10 Table N5.6-2, g� from rotating ALSO 341-10 Table J7-2 j 81 ' U 7 H GENERAL STRUCTURAL NOTES PROJECT -.17005 v a DATE: 03/17/2017 STRUCTURAL ENGINEEWN BY:SDB CD E SCA E.AS INDICATED ULI 5673 S Redwoowoodd Rd. .,. ,. � BID/PERMIT t Lake UT f LU Olffice:801-905-10973 SET � mjstructrualengineers.wm � ��Ow 1 2 3 4 5 6 7 8 9 10 11 L 1 2 3 1 4 1 5 6 I 7 I 8 9 10 11 S pNAL E Q GENSF ''i m FOOTING AND FOUNDATION j Z14'45 P 03/28/2017 PLAN NOTES \rF OF oPSo r` g� ,.hFw D.JPG� • x 1. SEE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. - 2. COORDINATE LOCATION OF DEPRESSED SLABS,SLOPED SLABS,AND FLOOR DRAINS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS, 3. SEE ARCHITECTURAL DRAWINGS AND CIVIL DRAWINGS FOR EXTERIOR CONCRETE WORKAT DOORS,SIDEWALKS,ETC. Z r 4. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS TO COORDINATE x r; ALL STEEL COLUMN DIMENSIONS SHOWN WITH ARCHITECTURAL O DRAWINGS. _ 5. SEE FOOTING AND FOUNDATION DETAILS FOR BURIED PIPES rn o RUNNING PARALLEL AND PERPENDICULAR TO FOOTINGS. 6. SEE GENERAL STRUCTURAL NOTES AND FOOTING AND FOUNDATION O DETAILS FOR TYPICAL CONSTRUCTION AND CONTROL JOINTS IN Q O P FLOOR SLAB, a y • 7. SEE GENERAL STRUCTURAL NOTES AND FOOTING AND FOUNDATION DETAILS FOR LOCATIONS WHERE CONTROL)DINTS ARE DISCONTINUOUS. a < 8, SEE FOOTING AND FOUNDATION DETAILS FOR TERMINATION OF ?w HORIZON'TAL WALL REINFORCING AT CORNERS, V' 9. CENTER ALL SPOT FOOTINGS UNDER COLUMNS AS SHOWN ON PLAN, TYPICAL UNLESS NOTED OTHERWISE. n/O G O C 10. SEE GENERAL STRUCTURAL NOTES AND FOOTING AND FOUNDATION o J�a'!//1 V DETAILS FOR FILL BENEATH FOOTINGS. 25'-4" 25'-4" 24-11' 2T-T 2' 5-0" 11. ALL ANCHOR BOLTS ARE SPACED AT 32"oc U.N.O.SEE PLAN AND O z J f IF TIE WALLDOWN SCHEDULE. } 12. IF TIE DOWN POST AND FULL HEIGHT BEARING POST OCOIRATTHE U�x`+rn SAME LOCATION,USE LARGER OF POSTS SPECIFIED. 13. AT PERIMETER OF SUB AND FURTURE SLAB PROVIDE#4 BAR z DOWELS 12"LONG W/6"EMBEDMENT CENTERED IN SUB AT Ift z 4 14, SEE ARCH FOR FURRED OUT WALL LOCATIONS,TYR I TYP - t 9 TYP I1 TYP -2 1?v7 MARKS AND $ - /2 550 9501 FC2.0 98-D• SYMBO------� - --- ---------- ------- ------- ---- ll i. `� -r.. -_- _T"-.� .._,_ r• __-- - -�� " - -5ECRON MARK O H EET NUMBER • I II FTG DESIGNATION FfG ELEV. • TOP OF FOOTING ELEVATIONS § H I o o _ III SEEDEP�SED RID WALL,AND FND DETS ON ON(S501)R SLAB O NOTE#13 II o I ® WOODCOLUMN 1 u. l I¢ 9 TYP O Lu SSOI ❑ STEEL COLUMN,SEE SCHED ON(S301) ,g d I I 3 550 I!.I 4"UNREINFORCED SLAB ON GRADE OVER II I L) • ,.I 4"FREE DRAINING GRAVEL OVER I I I WOOD BRG WALL,SEE SCHED W PREPARED SUBGRADE,SEE GEO REPORT I p I T.O.S.=100'-0" I I z II II g FURTURE ODNO SUB,SEE ARCH W INDICATES CONCRETE 2 0! II q II `al /❑1 BLOCKOUT AT STEEL COLUMN w LOCATIONS.SEE(DTL 8001) � # r-- a w w w r--- r--- r--- r--- 5-x SPOT FRG,SEE SCHED • r I I r.l R I I /` T I I I � NI �' A`�X A SSOI A`y7 FC-x CONT,FTG,SEE SCHED I -� N L----J L----J L----J L----J �I '. rJ ACHOR BUT SPACING,x=SPACING . d V FS5.0 99'-4" FS5.0 99'-4" FS5.0 99'-4" FS5.0 99'-4" �ti AB-x IN INCHES SEE SHFARWALL tea` 01 I b'� 10'-0'(NIAXKSEE ARCH) I `x' o EC,411RMENTS SIZE AND EMBED L_-_ c Lo 1 Q I I Cl CONTROL JOINT,SEE FIG Q AND1 O DETAILS ON ND .S2 l 9 TYP 1'4. c < Z LL S501 oo _ _ _ _ V HPx HOIO-DOWNTM 0. • J I y nl L LL SEE GSN AND 1 r I I °a 111 Sao's a U) 1 TYP o ssoz I 11 - V H=m a I b °I OI it v W Z COc L� rJ q �. 11 TYP I I •aY'y� I $ ►/ �(n 1 ssol i. 2 8 to _ I Il TYP o Q LL 'n 5501 CL • a I Z p 'c LLII I 5? Op 0 rLI LAB•24 AB-24 A&24 _ __ __ __ A&24 AB 24 _ _ _ __ �1 AB 24 Q1 Z-------------- - ----____ - _J m — =Q=--------_ ----------- —_ _ ------- _ — _� _ ------------ > I 12 ---- -- ---- ----------------- , I A 1 c Co --- -- -- -- ---- - i HL----J ,deL_ __J ,t�T',dq ,.�p ,�4 L____-J CWz ,gL----J ,dP L__ _J L----J p �, 1 NP \1 11 ttP \1 ll 9 7YP F1.2.0 98'-0" \1 11 ttP, 9 ttP 2 5502 5501 5501 smi ADl I TYP Cap h 1 FLOOR FRAMING PLAN a PROJECT#:17005 DATE: 03/17/2017 Q a DRAWN BY:SDB n FIRST FLOOR FRAMING PLAN STRUCTURAL ENGINEERS SCALE:AS INDICATED 1 w 3/16"=1'-0" 5673 S Redwood Rd.� g BID/PERMIT w Salt Lake City,UT 84123 SET Lu Office:801-905-1097 CO _ mjstructroalengineem.com �+ 1 1 2 3 4 5 6 1 7 8 9 10 11 S201 • a - 1 2 3 1 4 1 5 1 6 I 7 1 8 1 9 1 10 11 ��5,XONAL v e\GEN3F4 ROOF FRAMING PLAN NOTES �� 14345 1 N 2, VERIFY ROOF SLOPES,DRAINS,AND DECK BEARING ELEVATIONS I. SEE ARCHITECTURAL DRAWINGS FOR ALL DRAWINGS q�d5�03/28/2017�C r N � 5 WITH ARCHITECTURAL DRAWINGS.SEE ROOF FRAMING DETAILS, \wv�,, x 3. REFER TO AROIITECTURAL DRAWINGS FORALL CEILING ELEVATIONS 0.3P`G AND SOFFIT ELEVATIONS AND DETAILS, • 4 ALL ROOF SHEATHING SHALL HAVE PERPENDICULAR TO FRAMING M MEMBERS.UNLESS NOTED NGTH AXIS(FACE GRAIN) U OTHERWISE.REFER TO SCHEDULE FOR SHEATHING TYPE AND w o NAILING SCHEDULE ON SHEET(S301). s 5. WEIGHTS AND LOCATIONS OF MECHANICAL EQUIPMENT SHALL BE co O SUBMITTED TO ARCHITECT IN WRITING FOR REVIEW PRIOR TO PLACEMENT OF ROOF FRAMING. ui 6. REFER TO GENERAL STRUCTURAL NOTES ON SHEET(S101)FOR DESIGN LOADS OF ROOF TRUSSES. 7, ALL TRUSS DETAILS,AND TRUSS TO GIRDER TRUSS DETAILS SHALL w BE PROVIDED BY THE TRUSS MANUFACTURER Q N o B. TRUSS MANUFACTURER SHALL VERIFY ALL CEILING ELEVATIONS AND NN¢rn SPECIAL CONDITIONS PRIOR TO FABRICATION. 9. ALL GIRDER TRUSS BEARING LOCATIONS SHALL BE MULTIPLE STUD$ Q ¢ x OR POSTS,AND SHALL BE OF CONTINUOUS FRAMING TO THE O>xn r • FOUNDATION LEVEL.SEE PLANS AND SCHEDULE. w 10. CONTRACTOR SHALL BE RESPONSIBLE TO PROPERLY BRACE,WALLS, BEAMS,TRUSSES,ETC,AS REQUIRED DURING CONSTRUCTION. O \/ 11. SEE THE MINIMUMET NAILING SCHEDULE FOR CONNECTIONS NOT 3 F Y SPECIFICALLY DETAILED. .�a 25 4" �. Sd-3° M'-9' 2Y-Op 12. SEE TSCHEDULE FOR PIPE PENETRATIONS THROUGH WOOD WALL TOP ES, 0 O Z M J 14. FOR BUILT UP BEAMS AND COLUMNS,SEE FRAMING DETAILS. 13. IF TIE DOWN POST AND FULL COLUMNS,BEARING POSTOOCURAILS.AT THE v SAME LOCATION,USE LARGER OF POSTS SPECIFIED. 15. SEE FRAMING DETAILS FOR TYPICAL BEARING STUDS AND KING i ,I STUDS AT WALL OPENINGS. ®`4 16• UNLESS NOTED 2 2 2 ALL WALL SHEATHING SCHEDULE.All SHEATHINGAM�SE.SEE • S702 S70 SHEAR ARE CONTINUOUS THRU FURRED OUT WALLS. —y C9x15TYP CN15TYP 5 C9x15TYP C9x15TYP 5 C94STYP C9x15TYP 17. PROVIDE ADDITIONAL TRUSS AT PARAPET WALLS.DESIGN TRUSS W/ G = r� SNIT S701 5 ADDITIONAL700lif LOAD AT PARAPET AND 2851b UPLIFTFORCE AT R �\r� „ay'� 5701/ 18. PROVIDE FULL DEPTH BLOM AT PARAPET WALLS,DESIGN EACH 4 'll LL _ - - - - _ _ - - - - _ _ 11 j3)1314"x117/B"LVL(LOW)_ _r��i - --__- - _ - -_ __ - - --- _ -- - --- - _ __ _- _ .2 - -7-------------- -- _ _ -_ __ - - - ++ _ _ -1. I /-' TRUSS WI140dbs POINT LOAD ALONG PARAPET WALL. o PY LOCATIONS, - - - - - - -- ---' - - - - - _ -+<� - 3)'fl' F - - _ - _ _ _ _ _ _ - l• 19 (S702)FOR STRUCTURAL DEfARS FOR ELEVATIONS, 'AN TYPE.SEE (3)lz8 �3)13M'x ll7/8'LVL . SEE ARCH FOR `1 ry 1 1 1 I /J s r 2 20. PROVIDE ADDITIONAL BDOlbs FOR MECHANICAL UNIT AT TRUSS til' d PROVIDE(2)CONTINUOUS . �' #111 I 5J02 VERFY LOCATIONS w/ARCH AND MECHANICAL DWGS PROVIDE 3 ROOF HATCH ` SIMPSON STRAP CM5T12 W/FLAT 3x4 'fP I TRUSS BLOCKING AT MECHANICAL UNIT BOUNDARY, TRUSSES BLOCKING BETWEEN PROVIDE CLINT. -j I LOCATIONS. W 21. PRUSS B OC6 DRAT AT l6bt AL AT UNIT BOUNDARY, WALL g • — I te GT STMPSON RAP W/COONNT13z4 I 22. PROVIDE 1.565 TIMBERSTRAND LSL 1.55E STUDS AT IftAT I. T EI(TERIOIt WALL. i NOTE 22 GRIDS I&6 NOTE 22 Pik 23. SEE ARCH FOR FURRED DUT WALL LOCATION,TYP. 2 O 1IIIIII — - - - I' [� I � , ;' � MARKS AND SYMBOL LEGEND Z 8 1 0 w 5701 PFf AT 24 a 5701 F - SECTION MARK .3 SHEET NUMBER Lu NOTE ZO SI�A NOR 21 SEFLOOR SHEATH GING SCHEDULE FOR ORIENTATION, Z II ' I R I THICKNESS,SPAN RATING AND W NAILING REQUIREMENTS RTU � � w `l B WOW COLUMN z d' I , I I w 01 10 TYP `,� ❑ STEEL COLUMN,SEE SCHED ON(S301) a) I 6x8 POST 5701 -I L SIMPSON EG7 HANGER RTU RN RN RTU WALLABOVE ax 63/4"x 27"GIB 6 3/4"x 27"GLB 6 3/4"x 27"GLB 63/4'x 2T GLB 63/4'x 2T GLB e W o B I I I I 13 01 WOOD ERG WALL,SEE SCHEID v (d POST E PROVIDE CONE.SIMPSON CMST12 ST GTE 20 GTE 20 NOTE 20 NDTE 20 NOTE 20 I �� - - - - WOOD SHEARWALL,DASHED DIVE Ln p w/CONT 3x4 AT EXTERIOR WALL I v INDICATES SIDE OF WALL TO GTE 17 NOTE 17 '1 I RECEIVE SHEATHING,SEE SCHED .M Q �I 5701 w I I 5702 NDTE 17 NDTE17 5 SWx WOOD SHEAR WALL TAG,SEE SCHED 31 'I �---__-- ___ 3 ..j�fATHIN )� NOTE 18 h INDICATES NUMBER OF TRIMMER 1 . � � � ,� NOTE 18 _ \�� INDICATES GMBER OF KING STUDS F-M �1 NOTE 22- _. I -- OVERBUILD DIAPHRAGM, Z W S\�� a SEE(S302&S702) p 0 .L 6 PFT AT 2ft I 'PH 'P to V J s= 5 5702 (26"I�") ^,` J GTE 22 $ Y J Q UO HIGH LOW S7111 I I 12 l2 SNOW DRIFT LOADING DIAGRAM s 1.Z _7 6'-1 x x MAX PSF c Q LL ao Cl. -. 5702 5701 I PROVIDE(2)CONTINUOUS 5102 5701 5702 ii LL O ,Fx I SIMPSON CMIT12 W/3x4 FLAT ,R.� 0. 0 PSF g Z O BLOCKING BETWEEN TRUSSES ,.� LOW HIGM 'c m '� UNIFORM ROOF SNOW LOAD,SEE GSN L H 1 42 O F F= --_--- 3)134"x1I rIVL - �, -I-'b'- _ - - �,p "+1= -�. = L = '`y1-�3)1319 x117/8"LVL- - - 'Ll = _ _ yil�= _ 1.-�- �1F= = l.= -� 1- l3/4'z117MI d x DRI 9'Q"NGTH MAX V-LOAD 1i 5702 2 z A - -5l/B'x12"GLB(HIGH) - - - _ -5z12"GLB _ _ _ - '3 - - - (3)13M" 11718"LVL(LOW') SW-2 (3)13/4" 11 718"LVL(LOW) - - - - (3)1314'x 117/B'LVT(LOW) SW-2 (3)13M'x ll7lr LN.(LOW) F 6 -2 SW-2 6 SW-2 SW-2 qd O2 0 5701 C9x15 TYP C9xI5 TYP L5701 C%15TYP I C9x15 TYP c .^- 7 TYP 3 7 TYP I 7 T� 7 TYP y-7D1 E n C9x151YP 5701 5 5701 5ro2 C9xI5 TYP 5701 57015 E 1 I a ROOF FRAMING CL a P PLAN Q X�c Q L SS C L 3L� x2cc�i PROJECT#:17005 DATE: 03/17/2017 x 1 ROOF FRAMING PLAN - STRUCTURAL ENGINEERS SCALE:AS INDICATED LjC` P(�J1Cj RT.fir S4 e DRAWN BY:SDB m 5673 S Redwood Rd. g W 3/16"=1'-0" BID/PERMIT D' Salt Lake City,UT 84123 SET W Office:801-905-1097 1 2 4 5 6 7 m)structrualengineers.com S"02 3 I 8 9 10 11 L L _ . a 1 2 3 1 4 5 6 7 1 8 1 9 10 111 Ep\ONAL Fit ' %�NCENSFpi,��. CONCRETE FOOTING SCHEDULE CONCRETE WALL SCHEDULE CONCRETE REINFORCING BAR LAP SPLICE SCHEDULE 1 n osYzli/zon N REINFORCING CROSSWISE REINFORCING LENGTHWISE REINFORCING Pc=3000 PSI N=4000 PSI Pc=45m PSI Pc=5m0 PSI 'HDU'TYPE HOLDDOWN SCHEDULE NSA 00 MARK WIDTH LENGTH DEPTH COMMENTS MARK THICKNESS WALLTYPE COMMENTS s NO 812E LENGTH SPACING NO SIZE LENGTH SPACING VERTICAL HORIZONTAL TOP AND BOTTOM \ w BAR REGULAR TOP REGULAR TOP REGULAR TOP REGULAR TOP WOOD SCREWS"SIMPSON'SDS CW-1 S' #5 AT18"ac #5 AT15.0c 1)#5 A SIZE MARK HOIDOWN POST ANCHOR BOLT 0 EMBED DEPTH FC2A Y-0' ( 12' - - - - 3 t5 CONT EQ ( CLASS CLASS CLASS CLASS CLASS CLASS CLASS CLASS 1W"x2 U2' rn CW-2 l0' #5 AT16'oc #SAT15. (I)#5 A A B A B A B A B A B A B A B A B HDU4 (2)2x (10) 5/B" 0-9' w o FS3.0 3'-0' 3'4Y 1Y 3 #5 2'4P ED 3 45 2'6 EO #3 17' 22' 2Y 20' 15" 19' 19' 25' 14' 18" 18" 23' 13" 17" 17' 2? [HD.U11 (2)Zx (14) 5/8" 0-9' F54.0 1'4M 4'47' 1Y 4 #5 3'4i GO 4 #5 3'E' ED #4 22' 29' 29' 38" 19' 2S 25' 33' 18' 24' 24" 31" 17" 23' 23' 29' (3)2x (ZO) 7/8" FS5.0 5'_D 5'4r 14' S #5 4'$ ED 5 95 4'4i ED CONCRETE WALL NOTES: #5 ZB' 36' 36' 4T 2r 3V 31' 41' 23' 30' 30" 38" 2Y 28" 28' 36' (4)2x (301 1- C450D M #6 33' 43' 4Y W 29" 37' 37' 49' 27' 35' 35" 46' 26" N' 34' 49' a M 1. SEE GENERAL STRUCTURAL NOTES FOR COVER AND OTHER REQUIREMENTS NOT NOTED IN SCHEDULE. 2. PLACE STEEL IN THE CENTER OF THE WALL(EXCEPT TYPE'B'AND RETAINING WALLS).WALLS THICKER THAN 10'SHALL #7 1. 63' 63' 81' 47' 54' 54" 71' 40' 51' 51" BF 38' 49' 49' 63' 'HDU'TYPE HOLDDOWN NOTES: <p r HAVE 7VIOCURTAINS OF REINPoRCEMENT(RACED NEAR CKFACE OF THE WALL),UNLESS NOTED OTHERWISE ON THE #8 55" 72' 72' 93' 48" 62" 62" 81" 45' 59 50" 76` 43" 56" �56" 72' rn x o STRUCTURAL DRAWINGS, 1. ANCHOR BOLTS SWILL INCLUDE A DOUBLE NUT AND 21/4x2119x3/8'WASHER. #9 6Y 81' 81' 1m' 54' 70' 70" 91' 51' W W 86" 48' 63" 63' 81' 2. INCREASE FOOTING DEPTH WHERE EMBEDMENT LENGTH PLUS 75 GREATER THAN FOOTING DEPTH SPECIFIED. #10 IT 91- 91' 118' 61' 79' 79' 10? 57' 74' 70 98' 54' 71' Efl3. ALL HOLDDOWNS SPECIFIED ARE"SIMPSON-STRONG TIE,SEE GENERAL Op11 78' 101" IN' 131" 67" IT' 8T' 114" 64" 82' 87 10T 60' 78' STRUCTURAL NOTES FOR SUBSTITURONS. ®�N m j AD 4. LAG SCREWS SHALL NOT BE USED. o x O d U ` TYR FIG REF WALL REINFORCEMENT PLACEMENT TYPES: CONCRETE REINFORCING BAR LAP SPLICE NOTES: L.I�0 Y n W Q TYPICAL FOOTING SECT � 1. THIS SCHEDULE SHALL BE USED FOR ALL SPLICES,UNLESS NOTED OTHERWISE. Z F CONCRETE FOOTING NOTES: 2. HORIZONTAL OARS ARE CLASSIFIED AS TOP BARS WHERE 12",OR MORE,OF FRESH CONCRETE IS CAST BELOW THE ®O HpR¢ REINFORCING BARS, 1. PLACE ALL FOOTING REINFORCING IN BOTTOM OF FOOTING WITH 3'CLEAR CONCRETE COVER,UNLESS NOTED OTHERWISE. EO` W REINS 3. CLASS CLA85'B'SPI3CES SHALL BE USED FOR ALL SPLICES UNLESS NOTED OTHERWISE. "aw 2.TOP REINFORCING,WHERE SPECIFIED,SHALL BE PLACED INTHETOP OF THE FOOTING WITH 2-MINIMUM CONCRETE COVER 4.TES AND STIRRUPS SHALL NOT BE SPLICED. i 5. FOR ALL LIGHTWEIGHT CONCRETE,LAP LENGTHS SHALL BE MULTIPLIED BY 13. 9 N1AX- 3. IFFOOTINGS ARE EARTH FORMED,FOOTING WIDTH PND LENGTH SHALL BE 6'W'[DERPND LONGER THAN SCHEDULED. _ LINO � 4. SEE GENERAL STRLICTURAL NOTES FOR ALL OTHER REQUIREMENTS. VERT REINF 6. FOR ALL EPDXY COATED BARS,LAP LENGTHS SHALL BE MULTIPLIED BY 1.3 FOR TOP BARS AND 1.5 FOR REGULAR 5. X(1TALL FOOTINGS ARE USED,SEE FOUNDATION PLAN FOR FOOTING MARKS. y 7. LENGTHS SHALL BE MULTIPLIED BY 1.25 AT SHEARWALL BOUNDARY ELEMENTS. 6. RUN CONEMIOLS BARS IN'FC FOOTING THROUGH INTERSECTED'FS FOOTINGS. B. DEVELOPMENT LENGTH'IA'15 EQUAL TO CU55'R'SPI3CE.� 1D POST,EN SHEATHING TO POST 1 d RILL HEIGHT TYPE'A' D=6d FOR#3•#S END OF WALL OR 'll R D D=Sd FOR#9-#11 EDGE OF OPNG =SIMPSON"SDS U9"x21/2' -P. D a lOd FOR#14-# WOOD SCREWS p 90'HOOK 18 'HDU'TYPE-HD �g p SILL L PL,SEE SW SQIE TYPFIGREINF 'g d a� EMBEDMENT LENGTH DOES NOT S '- INCLUDE THAT PORTION OF w TYPICAL REINF TOP BBOTTOM FOOTING SECTION 0 � .. Q 9d OR 2 U2'MW CONIC ABVTHE T/S IS 1 110°.HOO 135'HOOK WALL SHEATHING 12 (SCISMIC) D NOT SHOWN FOR ,: �• CAIUTY D 2 PL 3/8'k2 U'rw - - - tl 1/4` Z � O D W 45-BEND D OFFSET d U CONCRETE REINFORCING BAR LAP SPLICE SCHEDULE/BAR c 1 CONCRETE FOOTING SCHEDULE r2 CONCRETE WALL SCHEDULE 3 1 BENDING DIAGRAMS � 'HDU'TYPE HOLDDOWN SCHEDULE o 11 NO SCALE: 53Q1 NDSUIE: Sf01 NO SCALE: $391 NO SCALE: to W i m � o STEEL COLUMN SCHEDULE KI MARK SEE STEEL BASE PLATE STEELCUPLATE THICMNE55 COMMENTS al SCI Hs56x6xl/4' 3/4'(SBP-1) 1/2' OI COLU MN IMN RA PLATE TYPES:SE p STEEL COLUMN NOTES: -_ - _ be C o o c 1. UNLESS NOTED OTHERWISE,ALL COLUMNS SOUL BE WSTALIED WITH 3/4`p HEADED(O0. a DOUBLE NUT)ANCHOR BOLTS.PROJECT ANCHOR BOLTS 3'MINIMUM ABOVE THE TOP OF THE eeeddd�� CU \\\ ' SASE PLATE.EMBEDMENT SWILL BE 9'MINIMUM.ALL BOLTS AWL BE INSTALLED WITH � € �/� m HARDENED WASHERS BENEATH THE NUT.ANY BOLT HOLES LARGER THAN THE BOLT DIAMETER g a. w - PLUS 5/16-SHALL HAVE A PLATE WASHERS INSTALLED BENEATH THE HARDENED WASHERS. ® ® ® 0 1 2. ANCHOR BOLTS SHALL NOT BE WELDED(INCLUDING TACK WELDS). t 3. IF DESIRED SPLICE LOCATIONS DIFFER FROM THOSE LEVELS SHOWN ON PLAN,NOTIFY I_ STRUCTURAL ENGINEER PRIOR TO FABRICATION.WRITTEN APPROVAL REQUIRED. H 0 4.ALLCAP PLATE BOLTS SHALL BE 3/9'0 A325N BOLTS,TYPICAL UNLESS NOTED OTHERWISE. $ W � U 5. SEE GENERAL STRUCTURAL NOTES FOR OTHER REQUIREMENTS. --- -� ® J� w m I co 6. ERECTION AIDS TO BE REMOVED AFTER COLUMN SPLICING. ® _ O __ oO oO A �1 0 TYP,UNO/l/4 .a W LL . 65 0 a xp Z w BASE PL SBP-1 BASE P.SBP- BASE PIL SBP13 s Q U a Li m L p 845E PL LEGEND: CAP PL LEGEND: c '11'=1R'MINIMUM 'm'= 1/2'MINIMUM O 'ed=11/2'MINIMUM 'ed= 11R"MINIMUM t 'bc'=3'MINIMUM 'be- BEAM OR GIRDER GAGE Z N W= BEAM OR GIRDER GAGE+3' A OR s <L BEAM OR GIRDER FLANGE c m Eli WIDTH+I" v 3 ORCOLUMN WIDTH+I' S 0o WHICHEVER 15 GREATER $ L, U F A a BASE PL ELEVATIONSCHEDULES U a DATE: 03H7/20107 E DRAWN BY:SDB 5 STEEL COLUMN SCHEDULE STRUCTURAL ENGINEERS �SCALE:AS INDICATED 5673 S Redwood Rd. 1r w MIT Salt Lake BID SET w SECT mj9truce:801-tru 9 5-10 7 € .. W Office:801-90s1097 S301 1 2 3 4 5 6 7 8 9 10 11 a 1 2 3 4 5 0 7 8 I 9 1O 11 ySYONAL F SWI O TOP PL — 1re"GAPAT SHEATHIJG BJD ONG STUD SHEAR WALL SHEATHING SCHEDULE eLJc ALL aLLJOINTS JOINTS '01N1S- '•� anon�o,,' N EDGE TOP PLATE SPLICE SCHEDULE ,�9�gTe��0�5 -` MARK SHEATHING BOTH NAIL BOUNORY FIELD JOINT STUD, SILL BOLTING TO NOTES: `�'yF�•y O .N = THICKNESS SIDES SIZE NAIL NAILING BLOCKING,SILL PL CONCRETE HOLE SIZE STRAPS M ^ Ire SW-1 7/16" NO Bd 6" 12" 2x 5/8-0 AS AT 32"0C SIMP90N CMSTC16 STRAP (STUD WIDTH NONE REQUIRED R CONT ROD HD,— SAID WIDTH � SW-2 7/16" NO ad 4" 12' 2x 518V AS AT 24"a WHERE APPLIES TYPE WOOD SHEATHING LESS THAN 2/3 S2122 WITH(4)16d >m, w o Z SW-3 7/16" NO 8d 3" 12" 2x 518"B AS AT 11pa SHEETS MAY BE INIPAUHI HEADER SEE PLAN STUD WIDTH EA END a n VEAT OVER it 2" ST2215 WITH(6)1fid O u „S STUD WIDTH EA END ', JOINT STUD EDGE NAIL SHEATHING ALL Q OF PIPE AND STRAP a L N 1. MINIMUM NAIL PENETRATIONINTO FRAMING,9d=1112',10d=1518' SW/EN _ pip BY ® AROUND OPD FULL HEIGHT STRAP EA SIDE r O w m 2. USE COMMON MILE,(8d DIAMETER=0.131",IOd DIAMETER=0.148") L I I OF KING STUD AND FULL PER TABLE O r 3. STAGGER SHEATHING JOINTS ON DBWBLE SIDED WALLS(SWS THRU SW-8)SO THAT JOINTS IN EA SIDE OF WALL DO NOT OCCUR AT SAME STUD, SW/EN LENGTH OF BLOCKS Cm DER.TOP PL Q a t c 4. ALL ANCHOR BOLTS SHALL HAVE A 3'k3"xl/4"PLATE WASHER. S. SEE THIS DETAIL FOR ABUTTING WALLS AT SHFARWALL z a°O 6. STRAP ALL OPENING PER THIS DETAR,AS NOTED ON PLAN �'OUNAOD SHEATHING ¢ 4 7. ALL ANCHORS BOLTS SHALT.HAVE A MINIMUM EMBEDMENT DEPTH OF 7". FIELD NAIL �CTION SNW AND ZK SIPAPTBLOCK TO RECEIVE T O w 8. W'HERE(2)2x SILL MATES ARE USED,THE 1ST PLATE SHALL BE NAILED TO THE FLOOR BELOW.THEN THE SECOUND,PLATE wl EA PLATE HAVING SPECIFIED NAILING,WHERE 3x PLATES ARE USED FASTEN W/16d NAILS 4114°MIN.OR USE 1/4'x 41/2"SOS SCREWS AT 6'ut DBL hX CDNT SILL PL 0 a p �/oa— MDWHERE SILL E4 USE 3x WHERE NOSPL1� 11 0 r Y APPLIES READ BY SCIIED 'SPIPSON' STRAP LENGTH OPEN BEYOND NAIL SIZE xn w STRAPPING AT OPENINGS IN SHFARWALLS COIL STRAP FA SIDE OF OPENING ttPICALTOP PLATE SAUCE SCHEDULE AT PIPE O z r SW/EN _.. -.. 16d TYP ELEVATION � V 4'41'(TAIN)IAP _ O WHERE SILL PL IS PROVIDE WPSDN'STRAP MIN DISTANCE BTWN SPLICES,SEE SCHED DRILLED OR NOTCHED MORE WHEN NOTED ON PLAN.SIZE SPL� TWW 113 WIDTH,INSIL SEE MAN. AS EA SIDE OF NOTCHi — PLSI2E (MIN)DISTANCE PA SPLICES REQD NAILS EA SIDE OF SPUCE N PLYWOOD SHEATHING BOTTPL — ' h6 6-0" 3 ROWS OF(27)I6d N4IS 0PLWASHER 3'X3)d/4' I D=6"MINIMUM e ' I , SPLICE BO1T PL tL OVER STUD OO NOTE:WASHERTO EI(IED 12" 0PWM TO W/IN 1/2'OF MAX ANCHOR BOLT AND NUT ' (3)16d AT 3'a, SHEATHING,LARGER 8 (27)16d MIN FA o 3 O ® WASHERS MAY BE REQD IF 3 SIDE OF SPLICE. BOLTS ARE NOT OFFSET IN A BOTT PL AS SHOWN § - 'S TYP STUDS D _ D _ _D _ SEE SW SCHEOULE FOR Q AS SIZE AND SPACING 5/8"AT 32'a TYP,UNO 1(i TOP PLATE SPLICE DETAIL PLAN VIEW •'� SIL PLATE BOLTING TO CONCRETE 5 WOOD SHEATHING SHEARWALL SCHEDULE AND TYPICAL r1 ,DETAILS z w O2 D swE g 0 3 SHEATHING SCHEDULE MINIMUM NAILING SCHEDULE & c WOOD SHEATHING EDGE ME CONNECTION NAILING z LOCATION FIELD BOUNDARY EDGE THICKNESS NAIL SIZE SOLE PL TO]ST OR ILK,FACE NAIL 16d AT 1'-0"a � 0 CONfEaiE OTHER EDGE NAIL NAIL BLOCK BIDS TO JST,TOE NAIL EA END (2)&1 ROOF 5/8' 10d 6'm 6"m 12'a 4"a YES 0 JIM JET OR RAFTERS TO TOP PL,TOE NAIL (3)Ed c, RIM JET TO TOP PL,TOE NAIL 8d AT I-6'm OVERBUILD 5/B' IOd 6'a 6"a Ira 4'a NO TOP PL TO STUD,END NAIL (2)16d ' STUD TO SOLE PL,END MAIL (2)16d i DBL STUDS,FACE NAIL 16d AT 2'-D"OC DBL TOP PL,FACE MAIL l6d AT 1'•4"a PLYWOOD SHEATHING NOTES: - I. TOPPL,LAPS AT WALL INTERSECTION,FACE NAIL (2)16d Sd Q 2. USE C NAILS,(8 DIAMETER�O.3,IOd1DUUErER 0.148') CEILING HEADER JST W,PIECES AT I'- y CONf HEADER TWO PIECES llid AT 1'�4'a ALONG EA EDGE N G (ANT HEADER TO STUD,TOE NAIL (4)Bd 9 CEILING]Sf,LAPS OVER PARTITIONS,FACE NAIL (3)16d 'ol ODGE OF NJSTS AND BOODFS EETS CRt 1A1'GAP AT END JOINTS CEILING ET TO PARALLEL RAFTERS,FACE NAIL (3)16d RAFTER TO PL,TOE NAIL (3)8d m 1'SPACE TO EA STUD AND PI,FACE NAIL (2)8d d BUILT4IPCORNERSTUDS 15dAT2'-0"a O &LILT4IP GIRDER AND BM 20d AT 32"a AT TOP AND BDTT p I I I I I AND STAGGERED,(2)2W AT w II II II �I II II II II II II II I ENDS AND AT FA SPLICE R COLLAR TIE TO RAFTER FACE MAIL (3)i0d j 14CK RAFTER TO HIP, TOENAIL (3)IOd ul Nl I I I I I I I I I I I I I I I FACE NAIL ILEMI ROOF RAFTER TO RIDGE BM,TOE NAIL (2)1�(2)16d I L " I I I I I I I I I I I I I I I FACE NAIL (2)16d a c JST TO BAND IST,FACE NAIL (3)16d LEDGER STRIP,FACE NAIL (3)16d u) 77 II II II II II II PLY SOBDLOOR, RTI RANDAOOUA DWALL O V FIELD MIL[NG SHEATHING(TO FRAMING) o W LU (q Co t`I DINT EDGE II II II II II 19/32NDI'ESS Ed OR 10d A J O STAGGERJOINTS II II II 11/S"-11/4' iW •2 0- EDGE ILK,OMT ONLY COMBINATION SUB FLOOR- t' OTHER EWE L=jWHEN UNOTED,USE 2x4 FLIT UNDERLAYMENT(TO FRAMING) $ W LL Q II II II II II II II /8--1 8'AND LESS 8ddORIOd N z 1lre°-l1H" IOd 3 ^i U00 ca a L U) Z V' .E MINIMUM MAULING NOTES: O O a) 1. NAUNG SCHEDULE IS PER TABLE OF THE I.B.C.2015. Z L7 2. NAILING REQUIREMENTS SHOWN HERE DO NOT REPLACE HARDWARE ON THE PLANS OR DETAILS. m 3_AIJUNIULS_USE1 ARE COMMON MARS..._ LL NAILS SPACED AT 6INCHES ON CENTER AT EDGES,12 INCHES AT INTERMEDIATE SUPPORTS,EXCEPT 6' tHQ ' c ca 905 AT ALL SUPPORTS WHERE SPANS ARE 481NCHES OR MORE.FOR NAIUNO OF DIAPHRAGMS AND SHEAR V •3 WAILS,REFER TO THE APPROPRIATE SCHEDULE. LO — CD J\SHEATHING SCHEDULE AT ROOF AND FLOOR 3 MINIMUM NAILING SCHEDULE S�2 NOSGVE: NOSW: � - o g 2 SCHEDULES m... 2 PROJECTM 17005 DATE: 03/17/2017 E DRAWN BY:SDB STRUCTURAL ENGINEERS SCALE:AS INDICATED - - 5673 S Redwood Rd. BIDIPERMIT Salt City, --93 SET W Office:OS05-097 m)structrualengineers.com € S"�" 1 2 3 10 4 I 5 0 I 7 6 9 s I 11 L 6 1 2 1 3 I 4 5 I 6 1 7 8 I 9 10 11 A�t>NA� i-,GEN �_'ci� - i AY or 10CLEAR STRUCTURE ABV FINISHED ._- NOTE:CONTRACTOR SIMLL p MIN FOR PIPE TO SLEEVE DIAL • `- CONT OR PROVIDE SLEEVE FOR FUR VIRIYAND COMPARE ALL FINAL EXT GRADE EL W/TOP OF FTG N 03/28/2017 O' h SPREAD FIG ALL PIPES PASSING EL NOTED iOINSURE MIN READ T T N THRU WALS AND FIGS ►4ATI6"a FROSTDEPTH0P0.0VIDED .,,'?� �O y�: xO I8, / � - CONIC SLAB ON Py-- GRADE,SEE PWi >Z 4 = EXT FINAL GRADE CC O IF THIS DIM EX - __ < s° HI IF _ THICKEN FTG I I - _ � T I II�III�I II III III-III I II II_I I I I II- =�Q+o� - ` CONIC WALL,SEE 1YMIN tY MIN Q V Fu CONCWALL,SEE Y-0'M]N SCHED CONC FIND WALL,SEE PLAN Q yy C SCHED MCKFIL E THICKEN PIPE BELOW FOOTING + �/¢to r' FTG RIGID INSTALLATION INSIDE HIM WALL 1 00> REINF TO MATCH DTAEN01 MIN FOR PIPE TOS EEVE DIA PROVIDE SLEEVE FOR FACE OF FOUNDATION WALL AND— 6 3 Sd WALL x' PROVIDE ADDITIONAL TOP OF FOOTING,SEE ARCH VERT WALL REINF O y REINF AS SHOWN TO ALL PIPES PASSING r 0 STRUCT FILL - - - -r�-. -m L - r MATCH BAR THAT 15 CUT FULL LAP LENGTH THRU WAILS AND FIGS CONK FrG ROUGHENED �`N LL m J SEE GSN I CONC FTG,SEE SEE SCHED — SURFACE O 00 V SCHED F OCONC FIG,SEE =u�} t/1 O SCHED �_ • =JT - Y r a PIPE _ -11 - - U N to I O = s ' I - =III-• - - EE L L I I I 1�1�1�117�' I� I: I I I I I I ,••. _III- �I.I - �• 3 I I�' II��I CI III I�I�I-ICI-II II I�Ik�i I�ik�l 1 BEA OF TRENCH TO -i-, IHII=III=1 BE ABV THIS LINE 1YMIN 1Y'MIN ill- �IRI-III-I III-LIFT - 2(MIN) THICKENED FIG PIPE THROUGH WOTING dNARIEs) d(VARIES) TYPICAL COMPACTED STRUCTURAL FILL(SEE GSN WHERE 'I 1 REQUIRED) 2 TYPICAL PIPE PARALLEL TO FOOTING 3 TYPICAL PIPE PERPENDICULAR TO CONTINUOUS FOOTING 4 TYPICAL FOOTING DEPTH DETAIL FOR FROST PROTECTION o I 5501 NosrAlE: 5501 ��: 5501 NO SCALE 8 FULL LAP LENGTH,TYP g pppm�V� (2)714 x 4'-0"BARSAT FA W L=(2,STEP HEIGHT(MIN)) MRSATODRNERTYP CORNER OF RECESSED OR Q DEPRESSED SLABS WHERE PROVIDE FDBSH EDGING CONTROL OR ( - _ j. CONSTRUCTION JOINTS DO PER PROJECT SPECS NOT EXTEND BYND RECESSED OR CORNER DEPRESSED SUB -CONC FND WALL 1 ` CORNER BARS TO ••a y • MATCH WALL HORIZ . _O �., BARS SIZE AND _ - =i-i.- -i-iJ-_ - .& F W SPACING ,v ll llll�i111i�illli�llI=III illl=ill liT =T=jIl �ii 3 4. CONCWALL - - -CONSTRUCTION]DINT $ 0 - 4"SUB ON GRADE x'a (2)#4 x 4'-T BARS ULI 0 DOWELS TO MATCH VERT ..C1 WHERECONIROLOR d WALL REINF } CONSTRUCTION JOINTS j O INTERSECT BUT DO NOT 1 PROVIDE 1/4'MAGNITUDE x x. CONT BYND N CONTINIOUS ROUGHENED � - -__ W _ SURFACE ATWALL/FTG PERFORMED"T"QUICK JOINT INSTALL BACKER ROD ' •e r. EE; PROVIDE INTERFACE - OR SAWCUTWITHIN 24 IMMEDIATELY AFTER ^21dN18Etl! • TRANSVERSE Ktim r I .--.-. HOURS OF POUR USE LED W # N VERT SIBTO l:, -...:. ,•... . .: - - - JOINTS AT EXT SL42ST� MWCUITPNG JOINTS rn MATCH FIG - CORNER MRS TO MATH -- 'y TRANSVERSE RENF - h WALL HORRMRS SIZE AND J g SPACING S (2)44 x 4'-0"BARS WHERE ADDITIONAL-1 BARS- i CONTROL OR CONSTRUCTION ❑ .' ;'.. p - AT INTERSECTION TYP JOINTS DO NOT EXTEND NI MATCH C71 BARS PoG4f - _ _ - FROM CORNERS OF FIR SUB BLOCK OUTS AT BLDG COL �I KFlNF PER_ii_ _ --7LRTID �Tr 1 CONIC CONIC WALL- g, LLOL FIG ,: CONTROL JOINT °'..•�' /A c 4'SUB IXi GRADE •PLAN III J • y 'S TYPICAL CORNER WALL REINFORCING FOR SINGLE REINFORCED Q W CIS (S)TYPICAL FOOTING STEP AT CONCRETE FOUNDATION WALL 6 CONCRETE WALLS(PLAN VIEW) (7�TYPICAL SLAB ON GRADE JOINT TYPICAL LOCATIONS REQUIRING ADDITONAL SLAB REINFORCING STEEL d LL o , Q 3 5501 NO SOME: 5501 NO SOME: 5501 NO SCALE: 5501 No SCALE: f�A Z ml 2xSIEARWALL,SEEPLAN V! O O o 0 $4 AT 16bc L W 18' 18' 2xTRFATED SILL PL wI ANCHOR r rl BOLTS WITH P EMBEDMENT A Q OO MIN.SEE MAN AND SHEARWAIL V O_ • SCHEDULE FOR S�AND _STL M SEE PLAN R4 AT 16"a GLAZING,SEE ARCH SPACING CONC BLOOM A A iB' 18' CONIC SOG BIN 6' ` LL S � O LL EXT GRADE,SEE ARCH SOG,SEE I lR'NON-SHRQK(R011f Z All ,o SEE PUN CONIC SOG FXT STAB OR GRADE,SEE ARCH A O m LL °�I Ibl�c� iOi 'w �I I�I� I��IF� ID IIHII I I ��•� - - _ - _ HONE WALL REINF,-- S® - - A8'S,SEE SILCOLSOIED =III= - HIT' N SEESCHED I� I ,�- III S4 x CDNTAT OPENING _ GONE WALL - CONIC WALL Li SEE PLAN AND SCHED - - Q R c m VERT WALL REINF O .3 i I VERT WALL z U O .. N RIGID INSTALLATION INSIDE FACE REINF OF FOUNDATION WALLAND TOP RIGID INSTAUATIa1 N510E FACE LL OF FOOTING,SEE ARCH 01 OF FOUNDATION WALL AND TOP HORIZ WALL REINF, CONIC FIG,SEE SCHED FOR ROUGHEN SURFACE /1\ OF FOOTING,SEE ARCH SEE SCHED r SIZE AND REINF ST. y / t. CONC FIG- y ROUGHEN SURFACE 71-II _ FOOTING d CONC BLOCKOUT I D " - FOUNDATION a DETAILS Y a SECTION A-A DATOEE 03CT P.1700 m �y �� 17 E DRAWN BY:SDB STRUCTURAL ENGINEERS SCALE:AS INDICATED LLI� (!)TYPICAL EXTERIOR FOUNDATION WALL 10 TYPICAL STEEL COLUMN TO CONCRETE FOOTING 11 TYPICAL FOUNDATION WALL AT STORE FRONT _ BID/PERMIT > It 73 S Redwood Rd. cl� �501 NO SCNE: 5501 NO SCALE: --- 5501 NOSCLLE: --- salt Lake City,Lrr 84123 � SET w Office:801-905-1097 c/) m)stuctrOalerginees.com AS501 d 1 I 2 3 I 4 5 6 I 7 8 9 10 11 1 ¢ 1 2 3 4 5 6 7 8 9 10 11 1 vONAL F ENSF� 2.SHEARWAU,SEE PLAN ( • 77 1xTREATED SILL PL w/ANCHOR r` B4 AT 16'm BOLTS WITH T EMBEDMENT WALL STUDS,SEE ARCH03/28/2017�O CONE 2x TREATED SILL PC W/ N MIN.SEE PLAN AND SCHEDULE FOR SIZE AND SHFMWALL 0145x21/2"POWDER DRIVEN 00 SPACING PINS AT 32"a MAX(MIN(2)EA SLAB ON GRADE,SEE �- PV D.) .• rx = BIN PIECE)I?FROM FA END OF FA FIG AND FND PLAN OX SOB PIECE MAX SEE PLAN EXT SLAB,SEE ARCH >m c~i F z� • (1)45 BARxCONT TBB 11-III—III-11 '.." s` =III II III III-111 w R�i�.-rII�1�. CONIC WALL HORQ WALL REINF PROVIDE CW-1 REINFORCING O VERT WALL REILIF -- -- MOUND PERIMETER OF PIER y N' a m RIGID INSTALLATION INSIDE FACE OF FOUNDATION WA LAND TOP OF •.:q Y` - 0}3 Q FOOTING,SEE ARCH - amJ 0 CONIC FTG,SEE SCHED FOR ROWHEN SURFACE S AND REINF SR O • - OI O z n 0 R � 3 u' TJ- - I I- I I_ � !I I e • LL 1 TYPICAL EXTERIOR PIER AT FOUNDATION WALL 2 TYPICAL NON-BEARING STUD WALL DETAIL o 5502 ND SCP1E: S502 'NO SCALE: 3 4 4 8 • z O a v Lu w z j z O S2 m a� r o I o�l o g m 0 V/ J E g 0 LL g B Q I 3 � p s r U W Lu W W �I W O- Y Q �U�) $ J J J LL Z .. - o cp IL ca �F- zw E 0o ° � z a2 g Z H 0 m U 00 L 0 oti � o ti J yy q L) 1 &� FOOTING FOUNDATION DETAILS IL U PROJECT#:17005 a T ' v-DATE: 03/17/2017 m f E DRAWN BY:SJ STRUCTURAL ENGINEERS �SCALE:AS INDICATED w 5673 S Redwood d. g BID/PERMIT 5673 5 Redwood Rd. Salt Lake City,TIT 84123 'R SET W Office:801-905-1097 � mjstructrualen9ineemcom 4 5 6 7 B 9 10 11 _ S5U2 2 3 1 4 1 5 1 6 I 7 1 8 I 9 1 10 'row' COHNECf MIATIBE CONNECT MULTIPLE f BNSTOGETHER PER STUDS TOGETHER PER 16d NAILS AT 12"a EACH (21smq (1/5701) DBL TOP PIL ROW.(2)ROWS AT'h' • <IV,(3)ROWS AT'h'> - .V,t,03/28I. N 10",STAGGER ROWS vj •7�V"9TE YOP m 0.131x3"NAILS 0.1310NAILS - 51TFARWALL CRIPPLE STUDS 'hr�F�-��(/ r N = (ONE SIDE) (BOTH SIDES) F"- SHEATHING,SEE PLAN/ I 2z PL,COM _--- (7)PLY MEMBERS (4)16d EA I O 16d AT 12"DC EA ROW ;' _ 16d COMMON END OF Z n 0 0 (2)ROWS EA FACE AT'h' SHEARWALL FRAMING,SEE SCHED ;" NAIL AT 4"m HDR ` 11fY 11f2 <10",(3)ROWS EA FACEAT'h'210", --_____-___-6N:7 O v 0 o STAGGER ROWS w m m r a o o _BN I HER,SEE PIAM tT w o • (3,)PLY MEMBERS _CONNECT PLIES O F- PER 2/701 SECTIONS NOT USED SHEATHING- Zo} 2-STUDS 3— SHEATHING, FOR 7HING,SEE SOT PL BEARING STUDS) a 7+a 51TO THIRD BOLT AT 12" OPENINGS c7 a EA ROW,(2)ROWS AT OVER gff (2)AT OPENINGS LESS THAN 4`0" O?w EA FACE AT'h'<10",3) - (3)AT 4'-0'TO 8'-0"OPENING ^ ROWS EA FACE AT'h'> Z SHEARWALL FRAMING,SEE SCHED -- (4)AT 8'-0'T012'-O"OPENING O LL S Q ' IBM,STAGGER ROWS -- (4)16d EA _ U SIDE (I)AN TUGS LESS THAN 4,-0„ O •i w (4)PLY MEMBERS (3)AT B'--0"TO 2'-0"OOPENING O • [CONNECTION REQS ORE TYPU.IS BiPUNS OR DETAILS 1 1 TYPICAL WOOD COLUMN CONNECTION 2 TYPICAL MULTIPLE BEAM CONNECTION 3 WOOD WALL OFFSET DETAIL J TYPICAL HEADER BEARING CONNECTION 'i 5701 NO SW: $701 NO SW: 5701 NO SCALE: 5701 rasFiuE: o • 3 BN 3 9 EN--..--_ __—_. PARAPET BURT 2x STUD WAIL.SEE W 10d AT 4"ac SW EN INTOTRUSS, PUdI INTOTRUSS BUILTPARAPET BN BN BN _ CONTINWUS SIMPSON � ROOF SHEATHING,SEE PARPET BUILT INTO TRUSS 4'a AT 2x6 BU(G BETWEEN STUDS. 1 ROOF SIMPSON STRAP,SEE CMST12 STRAP w/3x4 PROVIDE 16d COMMON NAIL AT ROOF SHEATHING, BAN.PROVIDE 3x4 RAT BLOCKING ROOf SHEATHING, SEE PLAN BLUE AT STRAP SEE PUN HILNGON SEE PLAIN , SEE ARCH FOR FURRING ' SW ON OUT AT WALL AND 2 irL ON PARAPET WALL O • W FULL DEPTH 2x BLKG TRUSSSIMPSON STRAP,SE UPUN.PROVIDE 3x4 HAT SIMPSON STRAP,SEE 2x5 LEDGER x CONT w/SIMPSON A35 TRUS$TO ....--_ PUN.PROVID 3x RAT ON A35 TRUSS QB LLI LOCII AT STRAP TOP PL EVERY OTHER BLWONG AT STRAP AM/TOP PL, AT EACH)I6d COMIMON NA[LS'SIMPSON A35, OTHER TRUSS Z SHEARWALL Z:!sTRUSS TO TOP PL SEE PLAN SHEATHING,SEE TnEVEERRYY OTHER PUN,NOTE 16 ON S202 w" > PIT w/BULT IN PARAPET, FULL DEPTH PET w/BWLT IN Of SW ON SEE PUN TRUSS BLOCKING PARAPET,SEE PFT,SEE PLAN # PET w/BUILT IN PLAN C PARAPET OCKING(2) SW,SEE PLAN SIMPSON Hl CUP FAOI TRUSS BN PIASN�WAL4 SEE SHEARWALL BAYS ATTRUSS&16a(MIN) BALLON FRAME STUDS •y 'SIMPSON'Hl CLIP SIMPSON A35 AT EACH __ --SHEATHING,SEE SEE NOTE 22 ON 0 EACH TRUSS TRUSS BLOCKING PUN SIMPSON ST9 NTH' (S202) SHEARWALL 8 n n AT ALL TRUSS BLKG SHEATHING,SEE 12 C3 -- fil PLAN LOW HEADER, HEADER,AS g, w HEADERASOCCURS N r ASOCIURS OCCURS _ dI 2x STUD WALL,SEE 2rSND WALL,SEE E PUN/ PAN 2 E Q TYPICAL ROOF TRUSS PERPINDICULAR TO EXTERIOR WALL TYPICAL ROOF TRUSS PERPINDICULAR TO EXTERIOR WALL ATYPICAL ROOF TRUSS PERPINDICULAR AT FLUSH BEAM �PICAL ROOF TRUSS PARALLEL TO BALLON FRAMED WALL a J ' Fa- 3 5701 NO SCALE: S701 NO SCALE: 5701 NO SGLE: 5701 NO SGVE: � _ Lu p C" ♦ ON _ 1/4"PL BIII.1(2) H o v \ i --.• SIMPSON H2.5 AT (2)BOOLLTTS w�'h'>> m \bN -...ON SEE PLAN THING, EVERY TRUSS 16. N OR S'MIN � � �C ROOF SHEACONTINUOUS SIMPSON CM5T12 STRAP wl 3x4 •, _ g BLOCKING `., \ -).—.. ._ _ p F g a Lai (5)16d EAKICKER_..- __ — g, O x ROOF'GHEAIHING, Z_ • EN - w SEE PUN 1 + , SHEATHWING SEE 25' AT 32'Rt ANGLE3 y PLAN WOOD BM, Li U4SILL NAILOKi,SEE -- -- •° WALL SHEATHING,SEE PUN __.._ �/1 SEE PUN E \ BN STL COL, & LL "c \� SEE PLAN ROOF SHEATHING, r `1 2 SW EN O O �. 2x5 LEDGER w/(3) WOOD BM, SEE SOLED O C7 ��I l6d COMMON NAILS SEE PLAN N °°• AT EACH SNP LL ... Al GLB SEE PLAN Q 3 TNOT USED 24 BIKwi 2x6 BIKE w/(3)16d U ON 2/3 W OR 16'M01 SBIPSON A35AT NAILS AT FACE OF (, EA BUt TOP SHORD OF o Pfi,SEE PUN TRUSS a t` • L, 2x6 BIKG w/(3)Ifid SIMPSON H2.5 AT G TRUSS BLOCKING ;k NAIISAT FACE dF (2)BAYS AT 24"ac --- BALLON FRAME STUDS O O TOP SHORD OF 15 32'a 15 (MIN) SEE NOTE 22 ON FULL DEPTH BU( ——— TRUSS (S202) BTWN TRUSSES I ...... SIMPSON H2501P SIMPSON Sig STRAP ..... I GIB,SEE BAN 1/4'PLATE BUCKET EACH KICKER PFT F e'. w/(4)3/4"0 THRU 1/4 BRACE g C) BOLTS � aSTUDWALL SEE _._. I BTWN TRUSSES _- —m� PAN o ROOF FRAMING J. ..p.. — DETAILS CIL 17005 DATE: 03/17/2017 m DRAWN BY:SDB STRUCTURAL ENGINEERS =SCALE:AS INDICATED it 9 ROOF TRUSS PARALLEL TO BALLOON FRAMED WALL rlO-'�PFT AT GLU-LAM BEAM 11 TYPICAL WOOD BEAM SEAT AT STEEL COLUMN �2 TYPICAL PARAPET WALL AT ROOF LEVEL s673 s R�aWeOd Rd. BID/PERMIT W > 5701 NO SGLLE: $701 NO SCAlE; 5701 NO SCALE: 5701 NO SGLLE: Office:801-g0IT 841 W Salt Lake City,LIT 84123 'e SET 1097 I mistructrualengineers.mm € S7U1 1 2 3 4 5 1 6 7 8 9 10 11 1 2 3 4 1 5 6 7 1 8 9 I 10 11 �STONAL o � C;ENSF'�,G w ai F 1 cq SHEARWALL SHEARWALL v\yT ..�jF_pF�G<�9� N x SHEATHING,SEE SHEATHING,SEE PViD.04/ • M MAN (2)2x6 BUILT UP COLUMNS PLAN SHEARWALL -_ SHEATHING,SEE 718"8 ROD,SEE DETAIL 7/810 ROD SEE (2)2x6 BUILT UP COLUMNS PUNY - - -(2)2x6 BUILT UP COLUMNS ----(2)2x6 BUILT UP COLUMNS y (4/S702)FOR WALL DETAIL(4/S702) U n H � CONNECTION FOR WALL O 3/4"GUSSET Pi. 2x STUD WALL,SEE PLAN p4 SEES 2x STUD WALL,SEE PLAN V p.. 1 up 1 Vr Af w/#3 CLEVIS (11S701)FOR C _ LAYOUT •• #3 CLF145 ^ H o U4 HEADER,SEE PLAN 1/4 ® Q m • O C2 7/8'0 ROD •' ¢4 m • C9x1S C9x15 — 71/47 '" 31/2 x 3/4"IAG O>y F L2 Qxl14 x CORr BOLTAT I6"a C9x15 S n m ' PL3/BS6x06'w/R) GUSSETPL3/4'A'x p"ZOga B DECK 314-0 THRU BOLTS 0'-10"w/(2)3/4"BTHRU w CNIS BOLTS 3 h Y y a NOTE: NOTE: -STUD WALL,SEE PLAN 0 O Z 1 FOR STL BM TO BM FOR SR BM TO BM J N N CONNECTION SEE CONNECTION SEE tu (3/5702) (3/S702) 2x STUD WALL,SEE 6 z • /' � PLAN � ` 3/4"GUSSET PL I"J ^" 6s = GUSSET PL lAYOUf W a i I 0 1 CANOPY AT WOOD WALL COVERED 2 CANOPY AT WOOD WALL 3 CONNECTION CHANNEL TO WOOD WALL 4 CANOPY ROD CONNECTION AT WOOD WALL A �'102 NO SW: 5702 NO SCALE: 5702 NO SCALE: 5702 NO SOLLE: • — 2x6 OR#2 AT 16'0c 2x6 DFL#2 AT 16"a Q ON ON t� 3x12 LEDGER W/(4)1/4'x S' 242 LEDGER w/(4)IH"x 5" v SIMPSON SIDS SCREWS AT EA STUD. SIMPSON SDS SCREWS AT EA STUD. o SW-I,SEE SCHED WEB STIFFNER SW-I,SEE SCHED $s�, OVERBUILD RODE SHEATHING, OVMURNLD ROOF SHEATHING, Q z SHEARWALL, SEE MAN SHEARWALL, SEE PIASEE SCHED SEE SCHED g U 117/8"BCI 6000 AT 16"a 11718"SO6000 AT 16"ac W • z x � x ❑ 16d COMMON NAIL AT 3'oc SIMPSON LSSU2 HANGER 16d COMMON NAIL AT 3"0c O rn BN--- ROOFSHEATHING, ONTJ ROOF SHEATHING, SEE PLAN SEE RAN ' (Y SIMPSON H25 CLIP "_-- SIMPSON H2.5 — EACH KICKE0. __ _-_- I.:,. 3t CLIP EACH STUD BRACEro _ C m 'S • LY inu11 I FULL DEPTH PET PH of TRUSS BLKG AT WALL 'c 2 - QJ I LL (L F � F , wl w 5 OVERBUILD PERPENDICULAR TO STUD WALL ,OVERBUILD PARALLEL TO STUD WALL 0 w U)M t`l S702 NO SCALE: 5702 NO SCALE o (n �❑ . V ZZ g- .. i �Q1 LL ra• • a Z LL 0 p zO 5 Q LL z C CO I ~ ad u) O O r - E O ' J CY u UIN z ROOF FRAMING a � DETAILS a _17005 m v i DATE: 0317/201/7 SDB STRUCTURAL ENGINEERS A SCA EN .AS INDICATED ^ 5673 S Redwood Rd. 8 BID/PERMIT Office:801-905-1097 _ Salt Lake City,LIT 84123 'y SET w U mjstructrualenglneers.com 2 4 5 6 7 8 9 10 1 3 11 S7U2 1 2 3 4 5 6 7 8 9 10 11 ABBREVIATIONS LEGEND DRAWING INDEX GENERAL NOTES � v UP AC ACCESS COVER EWC ELECTRIC WATER COOLER RA RETURN AIR AxB BARE SHEET METAL RECTANGULAR DUCT, 120°F.HOT WATER A)THESE DRAWINGS WERE PREPARED USING THE 2015 ISO, N)FIRESTOPPING DESIGN AND INSTALLATION IS THE RESPONSIBILITY OF SHEET NUMBER/DRAWING TITLE 2015IMC,20151PC,20151FGC,AND THE 20151ECC. THE INSTAWNGCONTRACTOR. x AIR CONDITIONING 'A'ANO'B'ARE INSIDE CLEAR DIMENSIONS. s-1q0 140°F.HOT WATER -- EWT ENTERING WATER TEMPERATURE RAG RETURN AIR GRILLE 'A'IS WIDTH OF DUCT IN VIEW SHOWN. B)ALL INSTALLATIONS SHALL BE PER THE 2015113C,2015 0)AS-BUILT DRAWINGS SHALL BE PROVIDED TO THE OWNER OR OWNERS AD ACCESS DOOR OXYGEN IMC,20151PC,20151FGC,AND THE 20151ECC. REPRESENTATIVE WITHIN 9D DAYS OF CERTIFICATION OF OCCUPANCY. AREA DRAIN EX EXISTING RD ROOF DRAIN C 1'LINED SHEET METAL RECTANGULAR DUCT,OR MECHANICAL PLANS U 1 1'FIBERGLASS DUCT,SEE DRAWINGS FOR TYPE, F VACUUM C)THESE DRAWINGS ARE TO SHOW THE GENERAL CONCEPT P)ON MANUALS FOR THE PROJECT SHALL BE PROVIDED TO THE OWNER Z= AFF ABOVE FINISHED FLOOR F FURNACE RF RELIEF AIR 'WAND'B'ARE INSIDE GLEARDIMENSIONS. M001 TITLE SHEET(LEGEND and ABBREVIATIONS) OF THE SYSTEMS.FIELD VERIFY ALL LOCATIONS AND OR OWNERS REPRESENTATIVE WITHIN 90 DAYS OF CERTIFICATION 'A'IS WIDTH OF DUCT IN VIEW SHOW. s-160°-+ 160°P.HOT WATER COORDINATE EXACT ROUTING WITH ALL TRADES. OF OCCUPANCY AND INCLUDE THE FOLLOWING ITEMS:EQUIPMENT O x N AH AIR HANDLING UNIT FB FAN POWERED VAV BOX RH RELIEF HOODM201 MECHANICAL PLANS SUBMITTALS,MANUFACTURES O&M'S,NAME AND ADDRESS OF AT a RADIANT HEATER AxB 112'WRAPPED SHEET METAL RECTANGULAR DUCT, s-4- BUTTERFLY VALVE D)REFER TO ARCHITECTURAL DRAWINGS FOR EXACT LOCATION LEAST ONE SERVICE AGENCY,HVAC AND SERVICE HOT WATER CONTROLS w M202 ROOF MECHANICAL PLANS AP ACCESS PANEL PC FAN COIL UNIT 'A'AND'B'ARE INSIDE CLEAR DIMENSIONS. OF PLUMBING FIXTURES,LIGHTS,CEILING DIFFUSERS,AND MAINTENANCE AND CALIBRATION INFORMATION,AND A NARRATIVE OF HOW L RI ROUGH-IN 'A'IS WIDTH OF DUCT IN VIEW SHOW. 'r--�--`• BALL VALVE FIRE SPRINKLERS. EACH PIECE OF EQUIPMENT IS TO OPERATE INCLUDING SETPOINTS. ATC AUTOMATIC TEMPERATURE CONTROL FD FIRE DAMPER s--p��. GATE VALVE M701 MECHANICAL DETAILS&SCHEDULES �F FIRE DAMPER RP RADIANT PANEL A'0 BARE SHEET METAL ROUND MEDIUM OR LOW Q c AUTO AUTOMATIC RECIRCULATION PUMP PRESSURE DUCT,A"O IS DIAMETER, E)ALL DUCT SIZES LISTED IN THESE DRAWINGS ARE INSIDE CLEAR Q)PROVIDE AIR AND WATER BALANCING REPORTS TO BUILDING INSPECTOR rn s-T'1-� CHECKVALVE DIMENSIONS UNLESS NOTED OTHERWISE. PRIOR TO FINAL INSPECTION. a FH FIRE HYDRANT _ _ �p a m AV AIR ADMITTANCE VALVE FIT ROOFTOP UNIT A'O 111T WRAPPED ROUND MEDIUM OR LOW s--yTr�. PLUG VALVE PLUMBING PLANS F)SLOPE ALL HORIZONTAL SANITARY WASTE AND VENT PIPING A Q Q3= FL FILTER PRESSURE DUCT,NO IS DIAMETER. AND O Q p PERMINI FOOT F A it TO 6 FOOT FOR 8-AND LAGER.118' }y AW AIR WASHER RV RELIEF VENT s--�-�, PRV P201 PLUMBING PLAN x}p O B BOILER FUR FLOOR RELIEF VALVE s s INSULATED ROUND FLEXIBLE DUCT.5 FEET MAXIMUM. P202 ROOF PLUMBING PLAN PER FOOT FOR 3'TO 8,AND 1/16'FORBAND LARGER. 00-m'r-D�F� 2•WAY AUTO VALVE O�� FOB FLAT ON BOTTOM REDD REQUIRED -�- DIRECTION OF AIRFLOW G)SLOPE ALL HORIZONTAL ROOF DRAINAGE PIPING A MINIMUM O a U BB BASEBOARD 3-WAY AUTO VALVE P701 PLUMBING DETAILS&SCHEDULES OF ire'PER FOOT UNLESS NOTED OTHERWISE. ��// O LJ�}iyY FOS FIAT ON SIDE SA SUPPLY AIR ® SUPPLY DUCT RISER , o THERMOMETER H)ALL MATERIALS INSTALLED IN AN AREA ABOVE THE CEILING w BDD BACKDRAFTDAMPER s Q O Z J FOT FLAT ON TOP SC SELF CONTAINED UNIT SUPPLY DUCT DROP GAUGE OR HALL AVE A RETURN FLAME SPREADPLENUM DEX OF N T NONCOMBUSTIBLE OR SHALLMOE-DEVELOPED INDEX OFN FNOTM THAN N50 }n Q BFP BACKFLOW PREVENTOR 25AND ASMOKE-DEVELOPED INDEX OF NOT MORE THAN 50 WHEN FP FIREPLACE SD STORM DRAIN RETURN,EXHAUST,OR OUTSIDE AIR DUCT s��t--s UNION TESTED IN ACCORDANCE WITH ASTM E 84. SD BUILDING RISER ski STRAINER J)ALL UNDERGROUND DUCT SHALL SLOPE TO ALLOW DRAINAGE TO J FS FLOOR SINK SEF SMOKE EXHAUST FAN SOLD BOTTOM OF DUCT RETURN,EXHAUST,OR OUTSIDE AIR DUCT BALANCING VALVE A POINT PROVIDED WITH ACCESS. 4 FSD FIREISMOKE DAMPER SF SUPPLY FAN DROP s�. BOU BOTTOM OF UNIT RELIEF VALVE K)PROVIDE CLEANOUTS EVERY 100 FEET ON HORIZONTAL WASTE LINES, i FU FIXTURE UNIT SP STATIC PRESSURE ROUND DUCT DROP EVERY CHANGE OF DIRECTION GREATER THAN 45,AT THE BASE OF BTU BRITISH THERMAL UNIT BACKFLOW PREVENTER WASTE STACKS,AND NEAR THE POINT THE SEWER ENTERS THE GA GAUGE SPEC SPECIFICATION ROUND DUCT RISER BUILDING. II BTUH BRITISH THERMAL UNIT PER HOUR s- � PIPE ANCHOR GC GENERAL CONTRACTOR SS STAINLESS STEEL MANUAL VOLUME DAMPERS(SQUARE OR ROUND) L)SEISMIC RESTRAINTS ARE REWIRED PER 2016 IBC,ENGINEERING AND w CA COMBUSTION AIR SANITARYSEWER DIRECTION OF FLOW RESTRAINT SELECTION ARE THE RESPONSIBILITY OF THE MECHANICAL CC COOLING COIL ST SOUND TRAP GI GREASE INTERCEPTOR r�i r MOTORIZED DAMPER OR FIREISMOKE DAMPER s�� EXPANSION JOINT AND PLUMBING CONTRACTORS. /--�-� - _.. CD CO DENSATE DRAIN GPM GALLONS PER MINUTE STD STANDARD / DUCTACCESS DOOR ,--�� FLEXIBLE CONNECTION M)FIRESTOPPING DESIGN AND INSTALLATION IS THE RESPONSIBILITY OF THE INSTALLING N CONTRACTOR. CONSTRUCTION DOCUMENT GRID GRADE INTAKE LOUVER WITH BIRDSCREEN s PIPING TEE DROP TO BELOW TAG TRANSFER AIR GRILLE CFH CUBIC FEET PER HOUR GT GREASETRAP �. EXHAUST LOWER WITH BIRDSCREEN C PIPING ELBOW DROP F OP T Iwo TW THROUGH WALL UNIT OF DUCT BUILDING UTILITY INFORMATION a CFM CUBIC FEET PER MINUTE GW GREASE WASTE FIRE DAMPER PIPING ELBOW RISER p ,��---,,�---111 z CH CHILLER HB HOSE BIBB RECTANGULAR ELBOW WITH TURNING VANES s--85- UNDERGROUND SANITARY SEWER W TYP TYPICAL CHWR CHILLED WATER RETURN HDR HEADER SLOT DIFFUSER '�� ABOVE GROUND SANITARY SEWER TENANT #1 TENANT #2 UH UNITHEATER UNDERGROUND COLD WATER CHINS CHILLED WATER SUPPLY HE HEAT EXCHANGER ® SQUARE DIFFUSER Z DR URINAL 1----��-1 UNDERGROUND HOT WATER(120°F.) NATGAS SIZING SCHEDULE NATGAS SIZING SCHEDULE 0 CI CAST IRON HP HEAT PUMP DUCT MOUNTED GRILLE(RECTANGULAR) F- w VAV VARIABLE AIR VOLUME ABOVE GROUND COLD WATER fl EQUIPMENT INPUT EQUIPMENT INPUT EQUIPMENT INPUT EQUIPMENT INPUT a CL CENTER LINE HTR HEATER BARE SHEET METAL ROUND MEDIUM OR LOW U) s s ABOVE GROUND HOT WATER BTUIHR CUBIC FEETHR BTU/HR CUBIC FEETHR U VB VACUUM BREAKER TAG QN TAG QN GLG CEILING HU HUMIDIFIER VAV BOX QO ROUND DIFFUSER s-d—{~ HOSE BIBB EACH TOTAL EACH TOTAL EACH TOTAL EACH TOTAL W p CUR CLEAR HVAC HEATING,VENTILATINGB VTR VENT THROUGH ROOF z 24X24 RETURN AIR GRILLE s-SS-* FLOOR DRAIN RT RT Z o AIR CONDITIONING 1 60,000 60,000 67 67 1 80,0D0 80,000 90 90 Q E CO CLEAN OUT WI WITH 2412 RETURN AIR GRILLE sSS__z FLOOR SINK W w HW HOT WATER FIRE HYDRANT CONN CONNECTION WA WATER HAMMER ARRESTOR THERMOSTAT OR SENSOR R7 1 80,000 80,000 90 90 1 80,000 80,000 90 90 W HWR HOT WATER RETURN 2 � K CP CIRCULATING PUMP W'B WET BULB SWITCH GLOBE VALVE HWS HOT WATER SUPPLY s- � CONNECTION OFF SIDE RT 1 80,000 80,000 90 90 F� 1 1,201,400 1,201,400 1,350 1,350 k OR CONDENSATE RETURN WC WATER CLOSET HUMIDITY SENSOR e - F IE INVERT ELEVATION CONNECTION OFF BOTTOM CT COOLING TOWER WH WATER HEATER m CLEAN OUT FLIT TOTAL INPUT-BTLHR 1,361,400 'o IH INTAKE HOOD } CONNECTION OFF TOP 1 910,570 910,570 1,023 1,023 BTUHR°CUBIC FOOT 890 CU CONDENSING UNIT s-A�. COMPRESSEDAIR o COPPER INSUL INSULATION WATER HAMMER ARRESTER TOTAL INPUT•BTUHR 1,130,570 p w -CD- CONDENSATE DRAIN BTU/HR'CUBIC F00T 890 TOTAL EQUIPMENT INPUT-CUBIC FEETHR 1,530 � CW COLD WATER L LOUVER s a CAPPED END n •-„n CONDENSATE RETURN PRESSURE AT THE METER 2 PSI w CWR CONDENSER WATER RETURN UT LEAVING AIR TEMPERATURE s-CWR� CONDENSER WATER RETURN TOTAL EQUIPMENT INPUT-CUBIC FEETHHR 1.270 DISTANCE FROM METER TO FURTHEST EQUIPMENT 12541' � CWS CONDENSER WATER SUPPLY LAV LAVATORY PRESSURE AT THE METER 2 PSI NATURAL GAS LINE SIZE AT METER 1' Lo s-CWS_+ CONDENSER WATER SUPPLY zo DA DILUTION AIR LPG LIQUEFIED PETROLEUM GAS DISTANCE FROM METER TO FURTHEST EQUIPMENT 175'-0"s- TENANT #3 CHWR� CHILLED WATER RETURN NATURAL GAS LINE SIZE AT METER 1" OB DRY BULB MAX MAXIMUM m DCW DOMESTIC COLDWATER MBH THOUSAND BTU PER HOUR �CHWS� CHILLED WATER SUPPLY HOT WATER RECIRCULATION LINE I, NATGAS SIZING SCHEDULE a z OF DRINDUCTNFURNACE NG FOUNTAIN MC MECHANICAL CONTRACTOR S HOT WATER RETURN "�`4 i 1 L bCI (p�-..� �-- EQUIPMENT INPUT EQUIPMENT INPUT ' Q DESTRATIFICATION FAN MD MANUAL DAMPER QTY BTUIHR CUBIC FEETHR J - DOWNFLOW s-HWS-- HOTWATERSUPPLY '1 ` MECH MECHANICAL T"cU [L /^�2�.0 _l. L„ 1�,n�-QQ!1 1 EACH TOTAL EACH TOTAL F_M U c� DFU DRAINAGE FIXTURE UNIT s-G-e NATURAL GAS """ "`ZZZSSS",�" l��c Y V W w p a MH MANHOLE _ e 1 60,000 60,000 67 67 X p w OH DUCT HEATER s-OD-OD OVERFLOW ROOF DRAIN t{�� 1e MIN MINIMUM w "l - O to i DHW DOMESTIC HOT WATER --RD-o ROOF DRAIN �T 1 80,000 80,DOO 90 90 N O DIAi MU MAKE-UP AIR UNIT s- e I.L LL LL DIAMETER S- STEAM LL O Z LL NATGAS NATURAL GAS 1 963,870 963.870 1,083 1,083 Q DM DAMPER s-SCW-s SOFT COLD WATER ^ Z n NIC NOT IN CONTRACT a DN DOWN s-SHW_ SOFT HOT WATER TOTAL INPUT-BTUHR 1,083,870 i NTS NOT TO SCALE z DWG DRAWING v--V-i VENT LINE BTU/HR'CUBIC FOOT 890 Q o CA OUTSIDE AIR O EA EXHAUSTAIR -b VTR VENT THROUGH ROOF } OC ON CENTER TOTAL EQUIPMENT INPUT-CUBIC FEETHR 1,240 oEAT ENTERING AIR TEMPERATURE z rc OCEW ON CENTER EACH WAY PRESSURE AT THE METER 2 P51 m EC ELECTRICAL CONTRACTOR Q DISTANCE FROM METER TO FURTHEST EQUIPMENT EVAPORATIVE COOLER ORD OVERFLOW ROOF DRAIN NATURAL GAS LINE SIZE AT METER 3I4' U EF EXHAUST FAN P PUMP EH E HEATER PH PENTHOUSE EXHAUST HOSE MATERIAL SPECIFICATIONS PRV PRESSURE REDUCING VALVE EL ELEVATION P8N PRESSURE RELIEF VALVE MECHANICAL SPECIFICATIONS(UNLESS NOTED OTHERWISE ON PLANS) PLUMBING SPECIFICATIONS(UNLESS NOTED OTHERWISE ON PLANSI _ z -- - EQ EQUIPMENT PSI POUNDS PER SQUARE INCH LOW PRESSURE RECTANGULAR DUCT BELOW GRADE DUCT(ROUND OR RECTANGULAR) ABOVE GRADE PIPING ABOVE GRADE PIPING(CONT.1 ESP EXTERNAL STATIC PRESSURE SUPPLY DUCT-SINGLE WALL SHEET METAL WITH 1"LINER, SUPPLY DUCT•SINGLE WALL SHEET METAL WITH PVS COATING. SANITARY WASTE-SCH40 PVC DWV PIPE WITH SOLVENT GLUED DWV FITTINGS. CONDENSATE DRAINS•INSIDE SCH40 PVC WITH SOLVENT CEMENT JOINTS. PVC POLYVINYL CHLORIDE RETURN DUCT-SINGLE WALL SHEET METAL WITH I'LINER. RETURN DUCT-SINGLE WALL SHEET METAL WITH PVS COATING. SANITARY VENT-SCH40 PVC DWV PIPE WITH SOLVENT GLUED DWV FITTINGS. CONDENSATE DRAINS-(OUTSIDE)TYPE TT CU TUBING WITH SOLDER JOINTS. EW EMERGENCY EYE WASH EXHAUST DUCT-SINGLE WALL SHEET METAL. ROOF DRAINS-SC1440 PVC DWV PIPE WITH SOLVENT GLUED DWV FITTINGS. NATURAL GAS-2'AND UNDER SCH 40 BLACK PIPE WITH THREADED JOINTS. o OD QUICK DISCONNECT i FLUE PIPING PROVIDE I'INSULATION ON BOWL AND FIRST 10'-0'OF PIPING. NATURAL GAS-2112'AND OVDER SCH 40 BLACK PIPE WITH WELDED JOINTS. TITLE SHEET LOW PRESSURE ROUND DUCT a DOMESTIC COLD WATER-21/2'AND OVER TYPE V CAPPER TUBING WITH LEAD SINGLE WALL-ALUMINUM SINGLE WALL(SEE DRAWINGS FOR LOCATIONS). Q o SUPPLY DUCT-SINGLE WALL SHEET METAL WITH I IYC INSULATION WRAP(WHERE SHOWN) DOUBLE WALL-ALUMINUM B-VENT PIPE. FREE SOLDER JOINTS AND 1/2'INSULATION. PROJECT#:17.012 RETURN DUCT-SINGLE WALL SHEET METAL WITH 1112'INSULATION WRAP, DOMESTIC COLD WATER-TAND UNDER PEX TUBING NTH METAL BELOW GRADE PIPING DATE:03/28/2017 FITTINGS AND STAINLESS STEEL CLAMP BANDS. SANITARY WASTE-SCH40 PVC DWV PIPE WITH SOLVENT GLUED DWV FITTINGS. JTB HVAC 8 Plumbing DRAWN BY:JTM w Co LIST DOMESTIC WALL SHEET METAL. DOMESTIC HOT WATER m COMBUSTION AIR DUCT-SINGLE WALL SHEET METAL. ROOF DRAINS-SCH40 PVC DWV PIPING WITH SOLVENT GLUED DWV FITTINGS. Engineering,Inc. SCALE:TUTS FREE SOLDER JOINTS AND 1"INSULATION. 9 9' --- -- S1'A11�I. NWEEM L '1�A�T1( DOMESTIC WATER-TYPE 7('COPPER TUBING WITH LEADFREE SOLDER JOINTS. f0059SMh 1300 West Suite 103 o DOMESTIC HOT WATER METAL NATURAL GAS SouthJOrda w.Z184095 BID/PERMIT FITTINGS AND STAINLESS STEEL CLAMP BANDS. WWW.JTBEngin"ring.net HOT WATER RECIRC.-PFX TUBING WITH METAL FITTINGS AND PH:(801)849-8590 SET_- - 1 2 3 4 5 6 7 6 9 10 1 11 M001 1 2 1 3 1 4 5 6 1 7 1 8 9 10 11 2 acEr93 U oa � o C2<N y o Q I i I I I I Q a3Q O�w c7 --------..-._._ - - -------------------------- ------------------------ - ------ _ O mar' 0 3 W a Iff U I I eEH I 3�Jc.�N I I I I + I I I III � • I � I I 'll 2 ' 2 W (4 TON) Q I RT ALTERNATE RT e I o (ON ROOF) _ I I L�_j — (ON ROOF) I I _..... z (8 TON) (6 TON) (6 TON) I O IL ALTERNATE 3 4 5 ON ROOF) (ON ROOF) (ON ROOF) I y + O._....----.._.. i-• --- ............ .......... ... -w-IRON) - —— ---_ _- -'-- - — — - - _-- -- - - — - —— - - - - — — �g7� - - - -- -� -- -- UU ALTERNATE 2 NANT#1 - - I ANT# I TENANT#3 RT I \��// z • L.. (ON ROOF) 103 -� L 104 -1 6 O_ J J . 2 — 2 — 2 — 2 — I 2 — (ON ROOF) W r g I I I I I I I 1 0 I I l I I I I az I I Q J I I W i �O - �- - - -- - - - - - - -� - - - _-.J- - - - 0 J O Q L---� -- --- ------------------ I LL 10 I J �Z10 I I I I I Q U. 1 I I 0 1 NORTH MECHANICAL PLAN KEYED NOTES �I SCALE: 3/16"=1'-0" 1O LINED SUPPLY 8 RETURN DUCT DROPS FROM ROOFTOP. ' O2 MOUNT THERMOSTAT TO RETURN DROP WITH Rr OF WIRE TO MOUNT THERMOSTAT ANYWHERE IN ZONE, MECHANICAL PLAN a PROJECT#:17.012 1 Plumbing DATE:03/28/2017 ine JTB n. & DRAWN BY:JTM ❑:'EngSwm/308ering,Inc. - 10459ftLSmfesal SCALE: 3/16"=V-0" South Jordan,Utah 84095 WWW.JTBEngineenng.net BID/PERMIT PH:(801)849_8590 SET 1 2 3 14 5 6 17 1 8 19 110 11 M201 1 1 I 2 1 3 1 4 1 5 1 6 1 7 8 1 9 1 10 1 • UQ_leJu o) x >zo r U ... - ---------- o u�S Q � da�No a Q0 clT_ _ _ -- - - _ — , - N • I I 1 ' 0, • s` I I I I I I II (4 TON)I I I 1 ALTERNATE Pam ) I 1 1 I V (700L85) - TON) (BTON) (6TON) RT RT SERVICE CLEARANCE ,P) RT \ ! I ____________________� ALTE Ee RETURN DROP(TYP) e I L -_J • (850LBS) (850 LBS) (850 LBS) it Z ~ T - I __.__._ „_ I' .... L._-.CONDENSER FAN(IY �__— ........I _.-.., ....... ....-1 d 1 W : 1 I _ _____ _ - __ __ - _... __ �; ! I / ! (B TO B u i ECONOM R RT N ! ALTERNATE 1 i I/ n 1 1 1 1 I/ v_N 'I ) I/ /�I I WO (850 LBS)I VJ �9 I I (i LJ �V I ! I ILJ �`I 1 (8r�LBSJ I VJ VJ 2 I O 1 1I I I ! N i I ---------------------- I ---------------------- I I L------- _ __J I i --- - --- I I�---- 1 ! ! ' �- - - - - � L - - - - - - ! L - - - - - - j J 1 SUPPLY DROP(IYP) ! li 1 G I I I I I I Lo I 1 i dl a Z ii I co aLi (ono O O J Se W O � �ZO I a O a Z a`0o Z Q 1 2 3 4 5 6 02 Z a U NORTH ROOF MECHANICAL PLAN SCALE: 3/16"=V-0" ROOF MECHANICAL PLAN a PROJECT#:17.012 T3HVAC DATE:0 3128/2017 TB",_ring,Inc.&PlumbingDRAWN BY:JTM EineeSCALE. 3/16"=1'-0" BID/PERMIT WW.JTBEngineenng.nett349-t3... SET ! 1 2 I 3 1 4 1 5 6 7 6 9 10 11 M202 1 2 1 3 I 4 1 5 1 6 7 8 9 10 11 ROOFTOP UNIT SCHEDULE COOLING HEATING FAN ELECTRICAL RT �`�"` ROOFTOP LOCATION DESIGN COND. BTUH OPER. ROOFTOP MANUFACTURER = TAG AREA SERVED TONSI BTUH de0°F DBNJB CFM EXT. OA POWER DISCON•WEIGHT -- PROVIDE 12)LAYERS OF 518'WATERPROOF EFF SENSIBLE TOTAL INPUT OUTPUT SP CFM VMWHZ �` FUSE NECTI 1B3 MODEL NUMBER .. --_. DRYWALL AND6 FSleINSU ATIOWATE WITHIN EAT CLAP OAT a14,220' 4,220' Inches STARTER rn FOOTPRINT OF CURB RT ROOF MOUNTED 4 80 55 97 BY EC TRANE U CONDENSATE DRAIN PIPING 1 - 14 SEER - 48,000 60 - 62 60,000 40,000 1,600 0.5 250 208/3/fi0 25A 35 WA 550 YS0048E3RL (D H � FULL SIZE SCHEDULE 40 PVC V ti WITH TRAP RT ROOF MOUNTED 6 80 55 97 BY EC TRME 72,000 80,000 53,000 2,400 0.5 360 20fl1'yli0 36.5 50 750 O Q Q ECONOMIZER HO SECURE NC 2 - 11.2 EER 60 - 82 WA YSC072E3RL c • - UNIT TO N FACTORY CURB RT ROOF MOUNTED 6 80 55 97 BY EC TRANE O Q M m WISOLTS AS 3 - 11.2 EER - 72,000 60 - 62 80,000 53,000 2,400 0.5 360 20813/80 36.5 50 WA 750 YSC072E3RL 2 • REQUIRED FOR O FACTORY CURB. 'n—c SECURE TO STRUCTURE SEISMIC RT ROOF MOUNTED 6 60 55 97 BY EC TRANE Q w (MIN 14'HIGH) RESTRAINT. eq - 11.2 EER - 72,000 80 - 6P B0,000 53,000 2,400 0.5 360 20813/60 36.5 50 WA 750 YSC072E3RL O RT ROOF MOUNTED 6 80 55 97 BY EC TRANE LL a 3 Q I - 72,000 80,000 53,000 2,400 0.5 360 20SMS 36.5 50 750 2 >v7 O O I 5 11.2 EER 80 - 62 WA YSC072E3RL O Q r FLASH 8 COUNTER- t�11 0 w C7 FLASH(BY OTHERS) ANT STRIP RT ROOF MOUNTED 6 80 55 97 BY EC TRANE O IL o 72,000 80,000 53,000 2,400 0.5 360 208/3160 36.5 50 750 2 O W u I (BY OTHERS) 8 - 11.2 EER 60 - 62 WA YSC072E3RL O O n• ` GALVANIZED SUPPLY& ---' --- - 3 y RETURN DUCT INTERNALLY - SMOKE DETECTORS IN RETURN RT�.. 4 80 55 97 BY EC TRANE0 INSULATEDTHRU FIRST _— ROOF(BY OTHERS) - 48,000 60,000 40,000 1,600 0.5 260 208/M 25.4 35 550 QFITTING -- OF UNITS OVER 2000 CFM 714SEER 60 62 WA YSC048E3RL 3�\JrN • 1O CHANGE OVER THERMOSTAT. <J FLEX CONNECTION PROVIDE FACTORY 14'ROOF CURB,ECONOMIZER WITH BAROMETRIC RELIEF,2'PLEATED FILTERS,AND 7-DAY PROGRAMMABLE AUTO OPROVIDE FACTORY 14 ROOF CURB,ECONOMIZER WITH BAROMETRIC RELIEF,2'PLEATED FILTERS,RETURN AIR SMOKE DETECTOR,AND TDAY PROGRAMMABLE AUTO-CHANGE OVER THERMOSTAT. I, ALLOW 1'SLACK " I ELECTRIC HEATER SCHEDULE i HEATING ELECTRICAL PACKAGED ROOFTOP UNIT DETAIL TAG REHEAT COILLOCATION FLAIR OW DISCON DIMENSION ACCESSORIES OPER• REHEAT COIL MANUFACTURER 'I RC w AREA SERVED CFM) KW BTUIHR POWER STEPS NECTI H x W x D WEIGHT MODEL NUMBER M NTS ( WPWHZ STARTER INCHES LBS. • EH WALL MOUNTED BY EC OMARK 1 FIRE RISER ROOM 350 3 10,000 20&11fi0 - NA 27 MUH0381 LU F Q C] SCREW S-CUP TO RTU BASE WITH A MINIMUM II II OF TWO '0 SHEET II II ' METAL SCREWS(EACH) I Ir--' ZO 18 GA.THICK BY 2'WIDE AIC UNIT- • u! 5-CLIP.TYP OF 4. INSTALL LEVEL ON IL MOUNTING FRAME 3/8"LAG BOLT.2 EACH S-CLIP. y COUNTER FLASHING LU (BY OTHERS) NAILING STRIP 0 Z ROOFING TO EXTEND ROOF MOUNTING FRAME O UP UNDER COUNTER CANT STRIP H FLASHING(BY OTHERS) INSULATION W ATTACH CURB TO ROOF STRUCTURE USING#10 SHEET METAL SCREWS OR 1/4'LAG BOLTS AT 24"O.C.AROUND • BASE OF CURB. nAIC ROOF CURB DETAIL NTS • 4Q IL � Q F' J to d w g x 1n p 0 J O Y p ALL"' J LL Z 00 Q LL o d Z Do DF pQ z m U + MECHANICAL • DETAILS AND SCHEDULES a PROJECT#:17.012 DATE:02/28/2017 -"gineering,H Inc.VAC DRAWN BY:JTM En UPH: E 10459South/300We9SL*e203 SCALE: 3/16"=_1'-0" South Jordan,Utah 84095 WWW.JTBEng—nng.wt BID/PERMIT (801)849-8590 SET 1 2 3 4 5 6 7 8 9 10 11 M701 • 1 2 I 3 1 4 5 I 6 1 7 1 8 1 9 1 10 111 1 O7�6t3 Q Q Q 4 Q I IdOQ '' Q�I<�� G40 Dp GCO �, 12 Ili 6F�Z�� _________________ _ _ __________ -______--_-____ _ ________. ..._.-. --...........__...__-__-______L __ _......-... .........-... .____._______- .. .. Q ¢Ti �. 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NORTH PLUMBING PLAN O2 2"DCW FROM BELOW GRADE UP WALL TO ABOVE,PROVIDE SHUTOFF VALVE RUN TO PRV STATION. 12 NEW 2 PSI GAS METER BY QUESTAR,SEE MD01 FOR LOADS. �11 SW: 3116'=V-V O3 7 DCW FOR TENANT CONNECTION, IS 112"NATGAS LINE TO ROOF. 4O 4"SANITARY SEWER TO 5'-0"OUTSIDE BUILDING CONTINUATION BY CIVIL. IS 1"NATGAS FOR TENANT CONNECTION. O4'GREASE WASTE TO T-W OUTSIDE BUILDING,CONTINUATION TO GREASE TRAP BY CIVIL. 15 6'INCH ROOF DRAIN DROP DOWN TO BELOW GRADE.PROVIDE CLEANOUT BEFORE DROPPING BELOW GRADE. - Y 1 O 4'ROOF DRAIN LINE ABOVE. - Sprinklersystem plansshall besent the State Fire Marshal Office and designed in amordance with NFPA 13. 16 2"CANOPY DRAIN LINE FROM ABOVE. PLUMBING PLAN Idaho State Fire Marshal O 4'OVERFLOW ROOF DRAIN ABOVE. PROJECT#:17.012 I 17 EXACT LOCATION OF THE WATER PRV MAY VARY DUE TO THE " Q - Bois West State Streeq 3b Floor O 2'VENT THRU ROOF. INSTALLED LOCATION OF THE FIRE RISER. DATE:03/28/2017 Boise,Idaho 63no JTB HVAC-I Plumbing DRAWN BY:JTM O9 6"OVERFLOW DRAIN DROP DOWN WALL,PROVIDE DOWN SPOUT NOZZLE HIGH ON WALL. 18 FIRE LINE,SEE CIVIL FOR CONTINUATION.DEFERRED SUBMITTAL. JULPH: Engineering,I10459 SotM 1300 wes4 sU8e203 SCALE: 3/16"=T-0" 6"ROOF DRAIN TO 6'-0"OUTSIDE BUILDING,CONTINUATION BY CIVIL. 19 FIRE DEPARTMENT CONNECTION.DEFERRED SUBMITTAL. South Jordan,Utah 84095 WWW.JTBEngineering.net BIDIPERMIT PROVIDE 3 SUB METERS FOR INDIVIDUAL METERING FOR EACH TENANT. (801)849-8590 SET 1 I 2 1 3 1 4 1 5 1 6 7 1 8 9 1 10 I 11 P201 2 1 3 14 5 1B 7 18 9 10 11 rr• � o 0260 x w o I I �pa I I I I I Q, c< y o I I I I I I —..__.. ......... ..---. .... ....... ....... . E. 71111 j �-- --- OOC3�. m_- ._- -_..... (T560SOPT) -- - � C / o U i I I ORD CO j II ooa� �Z 157GPM PM ! !\ 11 L. I i (60 MBH) ' I (.101311 LU (67 CFH) I(67CFH) : :._....._..__..____...___. ------J I IL------ -- 1 / ________.__.-------------------- _-._._.___... .._____-___, _______ 1 r-------- z ,L O _.• ..... -._-_-- - - -__ -_ ---( MBH) _ I A ) __--- _ - _ —_-.(e0M9H)_ _--- - _ ML _ ..__....._ _- i(80MEIJ)__ �(so cFH) (sBcF) (so cr+1) Aso cFHj1 i (so cFtp p j I j z i I II 0 I W 1 1 I 1 1 1 LU K I I I s I I I _.._..._ .._ ... __---------------___ _. -:-- 4 I I I I i it r ' co - - - - - - -.-- - - - - - - - - - - - O W �U � -_ - --- o LL"I LL (D a z zz ca Z V M1 — NORTH ROOF PLUMBING PLAN KEYED NOTES - SCALE: 3/16"=1'-T 10 llY NATGAS LINE TO ROOFTOP PROVIDE FULL PORT SHUT OFF VALVE,2 PSI TO 4 m NATGAS PRV, AND FLEX WITH UNION. ROOF PLUMBING PLAN a PROJECT#:17.012 DATE:03/28/2017 JTB &Plumbing IEngi...neering,Inc. DRAWN BY:JTM . 10459 SaWh 1300 West,Su&203 SCALE: 3116"=T-0" South Jordan,Utah 84095 W WW.JTBEngineering.net net PH:(801)849-8590 SET p 7 1 I 2 I 3 4 5 1 6 1 7 1 8 1 9 10 11 1—202 1 2 I 3 1 4 I 5 1 8 1 7 1 8 1 9 110 0�6�3 M [� • �Z= o U a - N M ( ca< — , a 0 u... -- o a I OOZNS r I I N W O=2� I ' it _ _�1I LL I III - --_ I I I I !I M I A W ,• I I I I ! I ! ilI I Z W --_--_. -. -_ _�' .-.._._... _ .---- _—. ....... --___ -__._ _ -_--- - --- - - - - _ ___-- �,71I.� -....- ...._ ._---...._ _.______ - _ ,I3— .. „..,., _ } IL 0.35 GPM U N O z • II O LA 40 Lo I I I I I N �i CL Z , It- • (80BG ) � t R (�)-- - LL-F -AT 9 . 2 . ---- I9 � a5S°PTF i QY fJn 1a1 e� O5 SOFT) I Q O Y O -.1.77gEM__ J LL -. _- 1.77 GPM - ,........... .... -- -- _� _- ---- ZLL _ Q C) 1 d Z (� • 02 z m U NORTH CANOPY DRAIN PLUMBING PLAN • KEYED NOTES SCALE: 3/I6"=1'-0" 1O 2'CANOPY DRAIN LINE DROP DOWN WALL TO BELOW. CANOPY DRAIN PLUMBING PLAN ` PROJECT#:17.012 a DATE:03/28/2017 T] UEn JTBHVACBPlumbngDRAWN BY:JTM gineering,Inc a", SCALE: 3116'=1'-0" Engineenng.net BID/PERMIT H:(8..)849-8590 SET 1 2 3 4 1 5 6 7 8 9 10 11 P203 2 3 4 5 6 7 8 9 o� MASTS OR AS ENT. PLUMBING SCHEDULE CLEANOUT AND ACCESS COVER, WASTE OR VENT. OOF DRAIN TOP OF COVER TO BE FLUSH RAVEL STOP _ � � EXTEND ROOF MEMBRANE FIXTURE ROUGH4N SIZES WITH TOP OF FLOOR. INTO ROOF DRAIN FIXTURE TYPE Inches FINISH FIXTURE MANUFACTURER TAG ACCESSORIES AND COMMENTS FLOOR LEVEL. gLA L SEAL WITH MOUNTING LOCATION DOMESTIC WATER WASTE&VENT COLOR MODEL NUMBER � CHROME WAL PLASTIC ROOFING CEMENT COLD HOT TRAP VENT WASTE W COVER 8 SCRE VERFLOW ROOF DRAIN FD FLOOR DRAIN DEEP SEAL P-TRAP - WATTS ~ GED TEE WITH 1 _ 2 2 2 NB FD7•SR•2•PVC ve CLEANOUT. Q a HB HOSE BIBS VACUUM BREAKER JAY R.SMITH y R LEVEL. 1 EXTERIOR USE 314 - - - CHRME - 56080T a B CE OF PIPING CD CANOPY DRAIN ANGLE GRATE JAY R.SMITH VARIES O~ SAME AS CLEANOUT - NUMBER IS SIZE 1510T Q y c SIZE. OOF CONSTRUCTION a rn RD ROOF DRAIN SUMP RECIEVER ALUMINUM DOME JAY R.SMITH o Y m CASTIRON COORDINATE WITH NUMBER IS SIZE - - - - VARIES - UNDERDECKCLAMP - 1010Y Q Q _ 1 118 BEND. END ROOFING CONTRACTOR a ORD OVERFLOW ROOF DRAIN SUMP RECIEVER ALUMINUM DOME JAY R.SMITH Q w C7 — EOFPIPINGSAME NUMBER IS SIZE - - - - VARIES - UNDERDECKCLAMP 2"WATER DAM 1080Y O^ mo F NOUT TO GRADE. L•L O a U • DOWNSPOUT NOZZLE NO HUB ADAPTOR - JAY R.SMITH O F w NUMBER IS SIZE VARIES - 1770T FLOOR CLEAN-OUT WALL CLEAN-OUT WATER PRESSURE REGULATOR 314 PROVIDE WITH 0 TO 160 PSI GAUGE SET AT 80 PSI UNLESS SPECIFIED OTHERWISE WATTS 1 SWEAT CONNECTION ON INLET AND OUTLET 12 PSI DROP @ 18 GPM LFU58S-Z3-GG WATER PRESSURE REGULATOR PROVIDE WITH 0 TO 180 PSI GAUGE SET AT 80 PSI UNLESS SPECIFIED OTHERWISE WATTS II 2 - 2 SWEAT CONNECTION ON INLET AND OUTLET 12 PSI DROP 76 GPM LFUSM-Z3-GG ' �CLEANOUT DETAILS PROOF DRAIN DETAIL � OUT N M13ERIISSIZE - VARIES PROVIDE COVER AND SCREW 442RSMITH WALL NTS NTS NTS FCO FLOOR CLEANOUT GASKET SEAL -JAY R.SMITH NUMBER IS SIZE VARIES BRONZE PLUG -4101 S I • ' w �GRADE CLEANOUT SHALLOW COVER AND SCREW -JAY R.SMITH NUMBER IS SIZE VARIES 4422C W I Q O PROVIDE UNION AND • SOLID PIPING TO UNIT. ~ NOTE:INSTALL PRESS.REDUCING STATION VALVE ASS'Y INSTALL CAPPED TEE FOR PRESSURE GAUGE CONNECTION ' WHEN STREET PRESSURE EXCEEDS 80 PSI AN MINIMUM OF 10 PIPE DIAMETERS DOWN STREAM Z O OF THE PRV PER SECTION 410.2 OF THE 2015 IFGC. ROOFTOP UNIT H LU OUTDOOR NATURAL GAS PRESSURE REGULATOR INSTALLED IN a. PRESSURE 2" VERTICAL PIPING(PROVIDE AMERICAN METER 1813C OR EQUAL), U GAUGE FOR INSTALLATIONS OVER 2 PSI PROVIDE WITH OVER-PRESSURE to PROTECTION DEVICE(OPD)TO MEET ANSI 221.80 PER SECTION W 2"COLD WATER 410.1 OF THE 20151FGC.(PROVIDE AMERICAN METER 1843C o 2" TO BUILDING OR EQUAL) Z O 10 PIPE FULL PORT SHUT-0ET DIAMETERS j — VALVE WITHIN 3 FEET MINIMUM UJ ALL VALVE P OF UNIT. (TYP) e METAL PIPE CLAMP 2 2 PLASTIC SUPPORT BLOCK PRESSURE PRESSURE REDUCING VALVE ALL GAS WI STRAINER,ALL BRONZE, PIPE EXPOSED TURN VENT DOWN GAUGE SET AT 80 PSI,WATTS 25AUB ON ROOF TO 1 BE PAINTED. 314" 3I4" SEDIMENT TRAP GAS PIPE,SEE y DRAWING FOR SIZE ROOFBY OTHERS INSTALL CAPPED TEE FACING DOWN L FOR PRESSURE GAUGE CONNECTION PRESSURE REDUCING VALVE AND SEDIMENT TRAP PER SECTION Q WI STRAINER,ALL BRONZE, 410.2 OF THE 20151FGC. SET AT 70 PSI,WATTS 25AUB Q T COLD WATER SUPPLY UP FROM BELOW F Q NATURAL GAS OUTDOOR w a W PRV STATION DETAIL PRESSURE REGULATOR DETAIL w � CNTS NTS NTS NTS O 0 Q O J FLOOR N O LL I)LL' J_Z 0J �(BY OTHERS) LL _ Q LL� 0 00 I�VENT STACK Qa 0 a COORDINATE WITH ROOFING CONTRACTOR FLOOR DRAINS ,I a al Q m ROOFING MATERIAL --CONNECT WITH ROOF f V N J a MEANE AND TURN DOWN MBRINTO TOP OF STACK A m a /gyp TRAP ROOF STRUCTURE 4 '\ BLOCKING AS REQ'D. PLUMBING DETAILS AND SCHEDULES E VENT THRU THE ROOF DETAIL FLOOR DRAIN DETAIL PROJECT#:17.012 JTEDATE:03/28/2017 n ineeHVAC i Plumbing DRAWN BY:JTM NTS NTS NTS Engineering,Inc. -' l. South Jordan, Utah su 095 SCALE: NT_S_ TIR outh Jordan,Utah 84095 WW.JTBEngineering.net BID/PERMIT I H:(801)849-8590 SET 1 1 3 4 5 6 7 I 8 I 9 10 11 P701 1 2 3 4 5 6 7 1 8 9 10 11 PF GINe 31 4 OV. H HANG GENERAL NOTES LUMINAIRE SCHEDULE >NOW Z PzA 1. CODE&COORDINATION REQUIREMENTS: = LABOR,MATERIALS,GROUNDING,AND WIRING,SHALL COMPLY WITH CALLOUT SYMBOL LAMP DESCRIPTION BALLAST MOUNTING MODEL INPUT VOLTS NOTE 1 NOTE 2 QUANTITY W O a • APPLICABLE CODES AND ORDINANCES. VERIFY AVAILABILITY OF SPACE WITH ALL OTHER TRADES BEFORE DOING ELECTRICAL WORK. WATTS ' 2. COMPLETENESS: EX2 ^� (1) ONE 1.5-WATT LED LED EXIT WITH EM ELECTRONIC CEILING EXTRONICS 1.5 120V 1P 2W 9.6-VOLT DC 7 �w IT 15 THE INTENT OF THESE DRAWINGS THAT THIS BE A COMPLETE "� ASSEMBLY, ELP L275 GLED-U-WH-G2 OPERATION, . Q c ELECTRICAL INSTALLATION. REPORT ALL CONFLICTING CONDITIONS TO THE ELECTRICAL ENGINEER. LS4 (1) LED. LUMINAIRE With textured white plastic reflector and ELECTRONIC CEILING Cree Lighting 36.4 120V 1P 2W Cree LED 1 a 3 OUTPUT = 3692 LMS heatsink with Indirect LED array. -CS14-22LBW-40K a 3. CONDUITS: 1 RUNS DRAWN SCHEMATICALLY SHOULD BE RUN TO SUIT CONDITIONS IN AFS WORKMANLIKE MANNER. COMPLY WITH ALL STRUCTURAL REQUIREMENTS P2 (1) 102W LED DECORATIVE POLE PEDESTRIAN LIGHT ELECTRONIC CEILING INVUE 102 120V 1P 2W 12' POLE TOW HEADS POLE AND FIXTURE 2 ,a m z FOR CONDUITS WHICH ARE TO BE RUN IN SLABS. EMM-B02-LED-El-T5- O-SW-** PER POLE CORTEN STEEL IN o a a POLE VALMONT COLOR 3 Y C D 4. POWER&APPLIANCE REQUIREMENTS: DS330-S4000100-D2-S N • PROVIDE RUNNING OVERCURRENT PROTECTION AND DISCONNECTS PER w O w w g ` CODE. CONNECT TO BOX THEREON OR FURNISH OUTLET AND 0 z CONNECTIONS AS REQUIRED. 11,.!1 J N N 5. CONTROLS: V MECHANICAL CONTROL WIRING WILL BE AS SHOWN,OR BY THE MECHANICAL tl.. CONTRACTOR. SR (1) 57W ONE 6OW LED CANOPY LIGHT ELECTRONIC CEILING DECO LIGHTING, 56.46 120V 1P 2W INPUT: 100-277VAC, 4 1 6. TIMECLOCKS&PANEL CONTROL DEVICES: LED7 MODULES WITH 10 SOOOK LEDS D533-LED-60 0.15A, 50 6OHz PROVIDE IN PANELS FOR CIRCUITS REQUIRING SAME. ;1I" OUTPUT:7. FIXTURE SUPPORT: EACHPRISMATIC 18-3 5 6VDC, 20.OW, 3 X AA PROVIDE ADEQUATE SUPPORT FOR CHANDELIERS AND ALL HANGING ACRYLIC LENS THOMAS RESEARCH • LL FIXTURES. PRODUCTS B. MATERIAL: LED20W-36-CO550-TE ALL CONDUCTORS IN THESE DRAWINGS SHALL BE COPPER UNLESS SRE (1) 57W ONE 60W LED CANOPY LIGHT ELECTRONIC CEILING DECO LIGHTING, 56.46 120V 1P 2W INPUT: 100-277VAC, 4 OTHERWISE NOTED"AL'ALUMINUM. LED7 MODULES WITH D533-LED-60-EM 0.15A, 50/6OHz 9, SUBMITTALS AND SHOP DRAWINGS: 10 5000K LEDS❑ OUTPUT: 550mA, ALL SUBMITTALS AND SHOP DRAWINGS MUST BE BE SUBMITTED TO EACHPRISMATIC w ENGINEER IN ELECTRONIC"PDF"FORMAT.OR THEY WILL NOT BE ACRYLIC LENS THOMA DC, EARL 3 X ACCEPTED. THODUC RESEARCH o PRODUCTS LED20W-36-CO550-TE WPEM (60) CONFIGURED CONFIGURED FROM CREE SECURITY EDGE ELECTRONIC CEILING CREE, INC., 100 120V 1P 2W EM BATTERY UNIT DARK BRONZE 5 • FROM SIXTY WHITE LUMINAIRE, TYPE II SHORT, 60 LEDS, SEC-EDG-2S-**-06-E UL-525-40 INCLUDED ® LIGHT EMITTING DIODES 700MA, 4000K (525mA) 00 (LEDS), VERTICAL CONFIGURED FROM w BASE-UP SEC-EDG-2S-xx-06-E UL-700-40 a or BXSExF06E-UD7 (700mA) w WS (1) 19W LED SCONCE ELECTRONIC WALL INDESSA 19 120V 1P 2W 10 z 505-1LED19-BRZ-MPER O rn w c RECEPTACLE SCHEDULE CALLOUT SYMBOL NEMA VOLTS FEATURES NOTE 1 NOTE 2 NOTE 3 QUANTITY EXTERIOR 120V 1P 2W GFCI, GND WEATHERPROOF 3 GFI HOUSING ROOF GFI 120V 1P 2W GFCI, GND WEATHERPROOF 2 LID HOUSING W CD lY coco GENERAL SCHEDULE < p 0 00 LU _J - ' CALLOUT SYMBOL NEMA VOLTS AMPS AVA HP CIRCUIT UL EH1 ® 208V 2P 2W 14.4 3 HP-10,12 Q O J RT1 208V 3P 4W 25.4 9.15 T1-4,6,8 z z IL RT2 208V 3P 4W 36.5 13.15 Tt-10,12,14 O ? z SWITCH SCHEDULE RT3 208V 3P 4W 36.5 13.15 T1-1 6,18,2C W m ~ CALLOUT SYMBOL NOTE 1 NOTE 2 NOTE 3 QUANTITY RT4 �� 208V 3P 4W 36.5 13.15 T2-4,6,8 (D Q Switch 1 RT5 208V 3P 4W 36.5 13.15 T3-4,6,8 RT6 208V 3P 4W 36.5 13.15 T3-10,12,1 RT7 208V 3P 4W 25.4 9.15 T3-16,18,2 T1 MENU ® 120V 1P 2W 1.7 0.2 BOARD T1 MENU 120V 1P 2W 1.7 0.2 BOARD NOTES, TENANT 120V 1P 2W 4.2 0.5 SIGN SYMBOLS TENANT 120V 1P 2W 4.2 0.5 SIGN SCHEDULE TENANT CD 1P 2W 4.2 0.5 a SIGN TENANT CD 1P 2W 4.2 0.5 SIGN TENANT ® 120V 1P 2W 4.2 0.5 BID/PERMIT SIGN SET 1 2 3 4 1 5 1 6 7 8 9 1 10 11 1 2 3 4 5 6 I 7 I 8 I 9 10 11 pNncFE�� 0 0�5��G1Nf 1p r 31 4 • x SOH HANG f ca A 0Q • �5"-"� L—U�m 1� W PHOTO SENSOR LOAD WIRE TO FIXTURES rn o a" MOUNT FACING ❑a NORTH SKY 0 0 y rxa- �r� c� BRANCH PANEL 00- 000 �w N n n_ "LCP" All CABLE AS REQUIRED • LIGHTING CONTROL PANEL IN A NEMA 3R ENCLOSURE, HOFFMAN ATC26R248(26"X 24"X 8")-WATT STOPPER LP8 HOFFMAN ATC26R248(26"X 24"X 8")-LEVITON EZMAX DOUGLAS NEMA4 ENCLOSURE-LITE PAK WPAK-33518-N4 w HOFFMAN ATC26R248(26"X 24"X 8")-LUTRON XPS8-120FT o OR APPROVED EQUALS. EXTERIOR LIGHTING MANUAL OVERRIDE SWITCH(WEATHER LIGHTING CONTROL NOTES: PROOF)MOUNTED NEXT 1. LIGHTING CONTROL SYSTEM TO BE 3RD PARTY z • TO CONTROL PANEL IN TESTED FOR OPERATIONS PER CODE. O WEATHER PROOF BOX. 2. LIGHTING CONTROL PANEL TO CONTROL ALL a LIGHTING PER ENERGY CODE,INCLUDING AUTO ON/OFF FUNCTIONS AND TWO LEVEL v SWITCHING. w 3. PROVIDE OCCUPANT OVERRIDE CONTROL FOR z AUTOMATIC SHUTOFF. o Ln > -- LIGHTING CONTROL PANEL WIRING DIAGRAMLu SCALE:NONE POLE BASE CALCULATIONS Based on 100 MPH winds 0 Diameter EPA(Lights) of Base Calc depth Wind Load Pole Ht.ft. sq.ft. (ft) of base(ft) Ibs A-talc 16 4.2 1 3.9 477 0.8373986 20 4.2 1 5 3.7 541 0.6327012 30 4.2 2 4.5 700 0.6140923 • _ 35 4.2 2 6.1 780 0.6838756 —L:tt (4)714�. PaE 40 4.2 2 5.8 859 0.7536588 E cO.E oLuc � �3E n NMAMIReGtrs wE MWUFO K) H.NOHOIECCNI W co nEs WmiN wale PAYII6 i—cn0ux0 we aasE tarn awMI caw 00 TOPvoRM ROM ( aasE P TE a ANCHOR BOLTS cRass �GRouxD LUG � a0 NI PIATEhANCHOREI ui PoLE MI _ I c 5-FROM TOP ____ ____ f3)J-3 nES W.-IN__ _ G (n �-nNISH GRWE i II (4)-t4 OERRIX REM 5'FROM TOP iii EL (4)-14 VFAIICAL REM C Q —) G CD J Z Z 00 LL \\ € o o Z• !I 6R0 W m1#187 R5 GROUND CONNECTORS 2 Ili GROUND CONNECTORS !V z500 PSI 1 caxouR s w2mc z5oo P GONDUN a WIRING zsDO PSI CONDUR a WIRING LWL O >)-- CONCRETE �: _�.� CONCRED: _= CONCRLE120 (NINIMUM) (MINI (MIN INUMJ �� C F'�) /4 CU GRO WIRE= 1 �`N lE5 N tY O.C. f4 0J GRD WRE f3 TIES N IY as pa cu cx0 WRE l I�p nEs N Iz•ac. 115 FELT(2 U1E16) II 115 FEtr(2 WETS) _ 115 FELT(2 AMERS) GNOUMG NNE(aq 0R(10)TOMS OROIRD RutE(ap OR(10)Ruaa GROUND Pu3E(CU)OR(10)nuNs OF f4 BANE CU WIRE Iwl0Mr: OFµ M W VRE PNM.Wa OF/4 BARE W WE PNMN(E B PRK'G LOT POLE BASE DETAIL C SIDEWALK POLE BASE DETAIL D LAWN POLE BASE DETAIL 11.2 REP. soke '/2-=1'-0• 71.2 REF. SfNL 1/2'=1'-0' EI.2 REF. NNL 1/2'=l'-0' r I 0 �21 Z• �I0 2• 2 Q / 1 2 3 4 6 6 7 8 9 10 11 1 2 3 4 5 6 I 7 I 6 9 10 11 PF q IN, r' 31 4 ELECTRICAL SPECIFICATIONS pH HAND PART 1 - GENERAL 2.02 Service Provisions 2.09. Fire Alarm System 3.04 Branch Circuits H 1,01 Related Documents, n. Furnish and Install electrical primary service raceways to transformer pad a. Generab Furnish and Install all labor, materials, and equipment required for a a. Provide all conduits, outlets, boxes, wires, switches, receptacles, etc., fora Z.79 The General Documents apply to work specified In this Sectlonl with pull rope, as Indicated on plans. Extend secondary Complete fire alarm system, as detailed by these specifications and as shown on complete electrical system as shown on the drawings. C.1 consult them in detail for applicable instructions. raceways from transformer to (2) 1,200 ampere, 120/208 volt, 3 phase, the plans, to be wired, connected and left In first class operating condition. Alt Q 4 wire Square meterbanks In electric room. Coordinate equipment shall be UL Listed for use In Fire Protective Signalling Systems and b. Contractor shall carefully check the Mechanical drawings and specifications 0 V)' 1.02 Work Included, with the serving Utility Company requirements for the transformer and pad bear the UL Label. The Installed system shall conform to BOCA, all applicable to establish the extent of power and control wiring to be provided. Control Provide all labor, materials and equipment necessary to complete all as well as the point of connection. Coordinate NFPA Codes, Americ¢ns with Disabilities Act, and shall meet the requirements of wiring shall be the responsibility of others, L Lu m work of this Section. Without restricting the generality of the foregoing, transformer, pad, Installations with the serving Utility Company. all other codes and standards currently adopted by the Authority Having f the following Items of work are Included, Jurisdiction. The fire alarm system shall be the product of one manufacturer ana•05 Grounding �Qoca b. Furnish and Install telephone service raceways from the connection point to shall Include but not be limited to the fol(owing, rn- Electric Room In raceways with pull rope as shown onplans. Coordinate telephone a, The electrical systems shall be completely and effective, <h�a. Permits and fees Installation requirements and Y p Y y grounded as b. Temporary power and light q point of connection with the serving Telephone Co. b. Scope, The work covered by this Section of the Specification shall Include all required by the National Electrical Code, All ground systems and connections w e Y a c. Service provisions and meterbnnks (abor, equipment, materials and services to furnish and Install the specified fire shall be mechanically secure and electrically continuous. <3 2,03 Panelboards alarm com onets, as Indicated on the drawings, Work covered In this section d, Panelboards P g 3,06 Location of Outlets and Electrical Equipment O C j e. Telephone provisions � f. Raceways a. Install new Square Panelboards as detailed on the drawings complete with ^ g. Boxes required circuit breakers, a) Central station alarm connection control. a, The plans show conditions as accurately as possible but do not necessarily LL h. Wiring b) Extinguishing Agent release control. show all the fittings, etc., necessary to suit building conditions. Locations of0 S a I. Grounding b. Circuit breakers shall be quick make, quick break, thermal magnetic, trip c) Sprinkler valve tamper switch supervision outlets, appliances, etc„ are approximate and the Contractor shall be T�I-W J. Fire alarm/Sprinkler Indicating. AIC rating, ampacity, size, and details of panelboards and branch d) Extinguishing Agent release valve supervision. responsible for the proper locations In order to make them fit with the Vi k. Lighting fixtures and lamps clrcult-Circuit breakers shall be as Indicated on the drawing panel schedules. e) Battery back-up, architectural details and also Instructions from the Architects I. Wiring devices and plates representative on the Job site. O0 2 M m. Connections to equipment 2.04 Lighting Fixtures and Lamps c. Warranty, Manufacturer shall guarantee the system equipment for a period of one /\J N Val n. Directories and nameplates (1) year from date of final acceptance of the system. The contractor shall b, Before Installation of conduit for switches, receptacles, ceiling lights or V Testing a. The Contractor shall provide all lighting fixtures, poles, and luminaires in guarantee all wiring and raceways to be Free from Inherent mechanical or motors, the Owner, Architect, reserve the right to move each outlet location p. Cleaning and removal of rubbish conformance with the fixture schedule on the drawings. electrical defects for one (1) year from date of final acceptance of the system, to better adapt them for usage, prior to Installation, within a distance of three ' q. Submittals feet as presently Indicated, at no additional cost to the Owner. b. Provide lamps In all lighting fixtures and devices In accordance with the d. Activation of a sprinkler valve tamper switch, 'Power Failure' contact, or 1.03 Related Work of Other Sections lighting fixture schedule. Extinguishing Agent release valve shall automatically, c, Unless Indicated otherwise on the drawings, all devices shall be mounted at a n. Concrete and masonnry c. Lamps shall be as Indicated on fixture schedule. a) Sound an audible signal at the fire alarm control panel. The audible height to conform to the American Disability Act. b. Painting signal shall be capable of being silenced during the off-normal condition. d. The Contractor shall carefully check with other Contractors to coordinate the d. Furnish photocell, time clocks, and contactors as required for site fighting b) Operate a control relay contact to Initlate the transmission of a location of electrical equipment with work of other trades. 1.04 Quality Assurance control. supervisory Indication to the central station agency, l LL c) Visually annunciate, a general trouble condition. The visual Indication e, Verify all door swings before roughing in for switches. a. Use adequate numbers of skilled workmen who are thoroughly trained and 2,05 Wiring Devices shall remain on until the off-normal condition Is restored to normal. experienced In the necessary crafts and who are completely familiar with the f. All electrical Installations In area of new construction must be flush mounted. specified requirements and the methods needed for the proper performance a. Furnish and Install quality devices beering UL label for the service and e. The entire fire alarm system wiring shall be electrically supervised Wlth the exception of surface mounted lighting fixtures, electrical equipment of the work of this Section. electrical rating where used. to automatically detect and report trouble conditions to the fire alarm control pane(, Is not to be surface mounted without the approval of the Engineer or � b. All work shall be of the highest quality In conformance with the best practices 1. Switches shall be 20 ampere, 120/277 volt A.C. rated as scheduled Any opens, grounds or disarrangement of the system wiring shall automatically, Architect, of the trade and In compliance with all governing codes. In legend. a) shall be capable of being silenced during the trouble condition. b) Sound an audible signal at the fire alarm control panel. The audible 3.07 Cleaning and Removal of Rubbish W 1.05 Codes, Permits, Fees, and Regulations 2. GFCI devices shall be 20 ampere duplex w/U ground pin. signal Operate a control relay contact to Initiate the transmission of a F- trouble indication to a central agency, Q - a. All work shall be carried out in conformity with the rules and regulations of the n. Contractor shalt at all times keep the premises free of all waste, surplus p National Electrical Code, latest edition, and of the various local ngencles 2.06 Raceways f. Fire Alarm Control Panel materials, rubbish or debris which Is caused by his employees or resulting from his work. having Jurisdiction. The fire alarm control panels shall be Edwards Systems Technology (EST) 4 a. All branch circuit wiring shall be in rigid galvanized conduit where exposed to zone, type LSS series and shall incorporate all control electronics, relays, and b. After all equipment and devices have been Installed, remove all labels, b. The Contractor shall give all necessary notices, obtain nil permits and pay all damage and public, E.M.T. within building Interior provided same Is free stickers, stains, temporary covers, etc. Identification governmental taxes, fees, deposits and other costs In connection with his from exposure damage. necessary modules and components a a surface mounted cabinet, The opernting P Y plates on all equipment controls and zoneh supervisory Indicators shall t located behind locked door with work, file all all agencies plans, prepare all documents and obtain necessary viewing windows with keys made available only to the Fire Department and Z approvals of all ngencles having Jurisdiction, obtain all required Certificates of b. Flexible metal conduit with approved type fittings may be used In limited w Inspection and approvals for his work and deliver same to the Architect 9 authorized operating personnel. All control modules shall be labeled, end all zone Lengths For connections to motors and recessed fixtures where It Is necessary locations shall be Identified. The panel and door assembly shall be steel, with a a before request for acceptance and final payment for the work. to provide flexible connections. It may also be used where the structure white finish. The assembly shall contain a base panel, system power supply and L precludes the use of E.M.T. or conduit. battery charger with optional modules suitable to meet the requirements of these U 1.06 Storage of Materials c. All raceways shall be 1/2' minimum size. specifications. cn a. Store materials and equipment on the premises where directed by the Owner. The fire alarm system shall be provided with battery back-up capability. The shall 2.07 Outlet and Junction Boxes Y Z batteries arm Plans shall be sent the state Fire Marshal Office and des, d in accordance with NFPA 72.Plans shall be 0 1.07 Other Trades operation and five of the sealed, lead-acid type and 24 hours of normal standby e CS) minutes of normal alarm operation at the end of the standby Fire Al gne a. Outlet boxes for telling fixtures shall be 4' octagonal galvanized steel boxes period. The batteries shall be supervised for placement and low voltage. It shall in2/8 inch scale and may besent elearonicall to veri.larv'elnado'id h ov.Hard copies are no to a. Bidders shall examine the site and the complete set of Plans and not less than 1/2' deep provided with 3/8' galvanized malleable Iron fixture g Idaho state Fire Marshal y �- agar accepted. 55 -- stud. be possible to mount the batteries remote from the panel. j Specifications covering the entire protect. They shall become fully conversant 1820 E.2Th street,suite#220 W with the type of general construction as well as all pertinent g. Acceptable Manufacturers Idaho Falls,Idaho 83404 facts affecting the cost of carrying out the work they will contract to perform. b. Concealed outlet boxes for wall brackets, switches, and receptacles shall be Model numbers hereinafter specified are those of Edwards systems co. and shall a 4' square galvanized steel box with raised cover of sufficient depth to -' 4t b, This Contractor shall cooperate to the fullest with all other trades. He shall accomodate wall surface material. Indicate a standard of acceptable quality. Equlvllent systems as manufactured plan his work In such a way, and furnish all necessary equipment and by Simplex or Pyrotronics will be considered for approval providing functional Information to the other trades so as not to delay any other trade or hinder the c. Exposed outlet boxes In dry locations for switches and receptacles shall ben requirements are met. - progress of the work. 4' cast box with heavy duty cover. o 1.08 Submittals d. Boxes shall be formed of hot dipped galvanized sheet steel where Installed PART 3 - EXECUTION flush. Where boxes are Installed exposed they shall be of the cast type. n. Submit manufacturers technical product data literature for all materials 3.01 Workmanshl specified herein. Indicate and high light on the submittals details of all Items 2.08 Wires and Cables P to Indicate correct Interpretation of the Contract Documents. Include n, provide and Install all wirin and cabl a, All work shall be Installed In a neat workmanlike manner by competent submittals for the following, equipment and devices Indicated on blthee as reeQulred to connect all electrical mechanics thoroughly skllled In their respective trades and In strict accordance with code requirements and the respecive manufacturers 1. Fire Alarm instructions. 2. Lighting fixtures b. All wires #10 gauge and smaller shall be solid copper 75 degree C, and 600 volt 3. Wiring devices Insulation, p 3.02 Temporary Light and Power 4. Panelboards 5. Contactors/Time Clocks c. All wires #8 gauge and larger shall be stranded copper, 75 degree C, and 600 volt ( 6. Meterbanks Insulation. a. Furnish and Install temporary Light & Power as may be required by all ... Trades. ^Manual Pull Box p d area des',gnated by the fire marshal 1.09 Conflictlons d. Fixture wires shall not be less than #14 gauge, and shall be type SFF-2. Amanual pull box shall be installed in the riser mom or others prove 0 n. Any contradictions between the written specifications and drawings shall be e, Unless Indicated otherwise all light and power conductors s hall be #12 gauge 3.03 Supports LLl O ry CO considered ambiguous, and whl be the responsibility of the Bidder to secure minimum. a. Provide all materials and labor required to adequately support, b Q race and 70 clarification prior to Bidding. strengthen equipment and materials furnished as part of this work, 00 V PART 2 - PRODUCTS b. Ali raceways, boxes, etc., shall be supported directly from the structure, I W J Independent of duct, piping or other work. O C 2.01 General c. All conduits shall be securely and Independently supported so that no strain d �+�d will be transmitted to outlet box and pull box supports, etc. G f Z (D CD Q 0 n. All material, equipment, and Installations shall conform to the requirements of z � � the following codes, I r L.Penn. L&I Code 2. National Electrical Code 3. BOCA Building Code Foc Visual Alarm O � z 4. OSHA A visual alarm device(Exterior Strobe)shall be provided In the area of the FOC. a 1 P . 'T 1 2 3 4 6 6 I 7 0 10 11 1 2 3 4 5 6 7 1 8 1 9 I 10 11 .pp PI�DFpVS G I NeF. i f 31 4 Pli HANG Z n 2 ti -------- - ... ---- ---- ----.� -- SERVICE NOTES O a H o Q m 1. SEE DETAIL E0.2 FOR 4"INCH CONDUITS IN---UR---UTL--- - U FEEDER.INSTALL 2-4°CONDUITS IN---COM---COM --. N r n N o - 2. SEE DETNL E0.2 FOR TRANSFORMER PAD-VAULT DETAILS. 3. NEW SERVICE SWRCHGEAR TO BE INSTALLED ON 6"CONCRETE PAD. ' PROTECT GEAR WITH CONCRETE FILLED BOLLARDS ` 4 TIE 4 INCH COMM CONDUITS TO COMM PROVIDERS,VERIFY LOCATIONS. O a U �ZMJ 7. LL — — f ll IlI:i Z 0 _ IL U W 0 Z I 1 - I m — 1 MENU BOARD .':I CD Q QKVA 120VlP2w 2 CONDUIT TO T1 PANEh rn - , • o rn CONI� _w�, 3 1 IdENU BOARD 'phi ,7,KVA 120V1P2W 2r1' CONDUIT TO T7 PANE�ys A p Lo :• r � 0 LLI o co . V' :: Q I vi 'IHANSFQRMER ':, J NO'IRANSFQRMBR --',>.':' Lai - z z -- .. -- • 00 W OI- a • ------------------ -- ----------- SITE ELECTRICAL ` REF. SCALE 1/32°=1' BID/PERMIT 1 _ 1 1 2 3 q 1 5 I 6 1 7 1 8 1 9 I 10 11 1 1° 11 �F, • , , a s 5 6 I 8 I 9 I � 1 Ne , 31 4 as+ � H HANG x U W A U ur'a o¢ y c r Q Lu as KEYED NOTES �Q 0-.- r Q 4 5 6 ay' Oj EXTEND ITCH HOT CONDUCTOR TO ALL EXIT EM LIGHTS FOR Q 3 7C EMERGEN(`�l'OPERATION. BASE LIGHT TO BE ON LIGHTING CONTROL Q j PANEL RE AY. W 5 • 3 2 EXTEND 1 CONDUIT THROUGH ROOF FROM DISCONNECT FOR FUTURE 0 c z C O ! O CONNECTIQN OF RTU Y TO TENANT PANEL. O a Lu I 0LL3y jj j O CCAATBLE FOqEND /FUTURE CONNEC11ON TO CABLE TO REAR OF N NANTANT PPANEACE WITH 20'COIL OF O= g T1 -1 ! U� - -- --- ------- - ------------------------------------------- GENERAL NOTES 1. ALL ELECTRICAL WORK SHALL BE IN ACCORDANCE WITH ' i _ THE NATIONAL ELECTRICAL CODE AN A�l CAL CODES --_—_ —_—_— (1011 � 100E (1021 ---- _HAVING JURISDICTION. � T3-1 2.!ALL MATERIAL SHALL BE NEW AND BEAR THE U.L. T1 E T2-1 X2 j jE 2 T !LABEL LISTED APPROVAL FOR ITS INSTALLED ;APPLICATION. METERS P-10,12�'� " E H 1 I I I I 3 :O L RWISEFATOECENTER OF BOX UNLESS 4NOTED HP � , i OTHERWISE. 8 V 2 P 2 W ' I I 4. !WHERE 2 OR MORE BOXES OCCUR IN A PARTTTION T1 —4,6,8 3K VA, �� , !TOGETHER, BOXES SHALL BE MOUNTED ADJACENT TO H P—1 PROVIDE T3-16,1 8,2O !EACH OTHER. WHERE BOXES ARE INDICATED BACK TO 3/4"C,3#8 #8N,#10G i ! PVC CON UIT ! 3/4"C 3 8 8N 1O I (BACKINAPARTRION,STAGGER ASREQUIRED. H ' R 1T1 I COMM I ' ' I 5. !ALL ELECTRICAL CONDUIT-WIRE,MC CABLE TO BE Q INSTALLED IN CEILING.UNDERGROUND CONDUIT ONLY � • , , !ALLOW FROM TRANSFORMER PAD TO METERS. DEMAR TO ` I VIE 91151 VA,208V3P4W PROVIDERS '4041rli VERIFY L CATIONS 10 I Z I I STUB 2— I I I ; of w _, j I I ( 1 I W CONDUIT HP-3 T1 -10,12,114- --J FOR CO M TO o ---- 1 "C,3#6,#6N,#10G ! ! T1 AND 3 ! 1 RT7 I o ON ROOF ! SPAC�S, I <�>i ON ROOF I 9.151 K A,208V3P4W w --�---- �-- -L --"------ r-1----- ---------- --�'------'-- ___ -- - ------------ _ _ - �a------- - - --_- -------------I - ---_ ------ ---- -- I B I W I I � 1 i � I , L I i I I � x i L I i --------� I GFCI ---- RT2 RT InI I ' Q 13.15KVA1208V3P RT3 RT4 I RT5 I 13.1 KVA,208V3P4W j 13.15KVA,1208V3P4W 13.15KV1A,208V3P4 13.15KVA,208V3P4W 0 T2-4,6,8 3 w T1 -116,18,20 I 1 "C,3#6,#6N,#10G ! 3-4,6,8 ! T3-10,12,1 o w CD j 1 C,3# ,#6N,#10G I I 1"C 3#6 6N 10G 1 1"C 3#6 #6N # OG 1 Q o � 1 HP 6 I I # # 3 ! ! I W J I I ! 02 LL (6 Q CD -J zz � LL w j E 2 j E 2 I EX2 I E 2 O - z ! L--- —_:=: —=,a 1os cio71Lu GF I ------ ------ -------------- - -----� - ---- - -€� E A---------- SF1 E !I M I I I I I 1 L/ 6 SHELL ELECTRICAL REF. SCALE: 1'=3/16' D E 1 1 2 3 4 5 6 I 7 8 9 10 11 J 1 2 3 4 5 6 I 7 I 8 9 10 11 PRO<p GIN �i f 31 4 GENERAL NOTES 1 1. ALL ELECTRICAL WORK SHALL BE IN ACCORDANCE WITH H HANG - x THE NATIONAL ELECTRICAL CODE AND ALL LOCAL CODES 1 HAVING JURISDICTION. U 2. ALL MATERIAL SHALL BE NEW AND BEAR THE U.L, Z LABEL LISTED APPROVAL FOR ITS INSTALLED _ APPLICATION. w O O •�+ 3. ALL RECEPTACLES SHALL BE MNT'D AT+458mm .N6 ,x<,, _w (1'-6' AFF TO CENTER OF BOX UNLESS NOTED F o OTHERWISE. ¢ow 4. WHERE 2 OR MORE BOXES OCCUR IN A PARTITION Q 0 m TOGETHER, BOXES SHALL BE MOUNTED ADJACENT TO Q w c EACH OTHER. WHERE BOXES ARE INDICATED BACK TO v 1 BACK IN A PARTITION,STAGGER AS REQUIRED. a _ O¢a� �w _ a-s O a O • �3NQ N W J O 2 H M J --------------. 6 5 4 3 2 1 16 � I 1 } i .a I , • e . - .•- - - - .. ..is .1T:'• :: ...�'�',.•'.-•yJ^�,:••i • /// - .. , is :�'.+ _ L. .. _ f I , • r r^ I I O Lu a , •• U F' F� , , ' I i I I � o • TENANT SIGN '\'' TE ® T SIGN TEN A IGN 0.5 . A,l20VlP2W 0.5KV OV1P2W Q 0.5KVA,120V1P2W VERIFY LOCATION I T TENA T SIGN VERIFY LOCATION VE�IFY LOCATION L T ANT SIGN ! - LOCATION - - I - — - 0 0 .-a 1 1 M Q is 4. 0 DD LLJ HP 0 I a T• 7 lyr 0_ •..,-'• ,— - :..,.,.i,.. �"4� .ice:. I[ I; LL J Q ro Q , N LL Z i ML , • r r <.,.- c'� rf d� II' - - ,r of -./ L•J :.� I.N ir4 ,f -�'6 _ L --- : I I I i SHELL ELECTRICAL REF. SCALE: 1'=1/8"" 1 2 3 4 5 6 1 7 18 9 10 11 i 4 J 1 2 3 4 5 ( 6 7 8 I 9 I 10 11 PFdpcp� f • 31 4 PN HANG 11 2.5 K VA ""'°z UTL TRANSFORMER Oa Q 0 w Q 0Nso �=am METERS MAIN BREAKERS > 3 a 208Y/120V 3P 4W 208Y/120V 3P 4W FAULT 9.78 kA o FEEDER SCHEDULE oa FAULT 10.41PER CALC 800 AMPS MLO RATED22,000A o a W iY��a N W J • FEEDER CONDUIT AND FEEDER FEEDING O Z ` AMPS THESE U J N N DEVICES M M O O 60 1-1/4"C,3#4,#4N,#10G HP / o o o o\ 200 2-1/2"C,3#250kcmil AL,#250kcmil AL N,#4 AL G T2 0 o N (o 400 (2)2-1/2"C,3#250kcmil AL,#250kcmil AL N,#1 T3 AL G T1 T3 T2 HP 800 (3)4"C,3#300kcmil,#300kcmil N,#2/OG,#2/OIG METERS 208Y 120V 208Y 120V 20BY 120V 208Y 120V 400 ,3#250kcmil AL,#250kcmil AL N,#1G T1 600 AMP 400 AMP 200 AMP 60 MP AMPMLO AMPMLO AMPMILO MP SIZING METHOD: ALUMINUM,60 c #4 through 750 MCM a C] • z CALC 7.68 kA CALC 7.64 kA CALC 6.37 kA CALC 10 kA O RATED 18,000 A RATED 18,000 ARATED 18,000 A RATED 18,000 A a U LU z N W YA7R S COLD ERE GROUNDING METER JUMPER • / AROUND WATER METER AND !// INSULATING JOINTS. FULL SIZE(3/0)GROUNDING ELECTRODE CONDUCTOR IN BUILDING GROUND BUS GRC IN MAIN PANEL'. T&B 3/4-BU GROUND CLAMP CAB 3/LA CONDUIT HUB AND CT&BLAMP 39I BU GROUND ' CABLE CLAMP. CLAMP WITH CABLE CLAMP ALL CONNECTIONS TO GROUND BUS SHALL BE BOLT TYPE WITH BELLEVILLE WASHERS,CONDUIT HUB AND CABLE CLAMP. METALLIC FIRE METALLIC • SERVICE. C:]= FULL SIZE(3/0)GROUNDING _ ELECTRODE CONDUCT,IN � GRC. / #B GROUNDING ELECTRODE T&B 3900 BU GROUND CLAMP J CONDUCTOR IN GRC. WITH 3/4'CONDUIT HUB AND LO U CABLE CLAMP. W M M 4 0 O a0 TELEPHONE DEMARK ROOM.TYPICAL 1 -i FOR MAIN OR SATELLITE RMS. FULL SIZE(3/0)GROUNDING O � � �ELECTRODE CONDUCTOR IN GROUNDED BUILDING STEEL WHERE DEFFECTIVELYOUNATI J GRC. GROUNDED TO EMBEDDED FOUNDATION C • STEEL G O LL � WELDEDR(TYPICAL). ht. �I` rruni CO ~ V Q FULL SIZE(3/0)GROUNDING 1. WHEN AVAILABLE CONTRACTOR SHALL PROVIDE ALL GROUNDING MEANS ELECTRODE CONDUCTOR IN INDICATED. CONTRACTOR SHALL REFER TO ELECTRICAL SINGLE LINE GRC. DIAGRAM FOR GROUNDING ELECTRODE CONDUCTOR SIZE. CONTRACTOR SHALL REFER TO ELECTRICAL SPECIFICATIONS FOR SPECIFICS OF • GROUNDING SYSTEM INSTALLTION AND MATERIALS. .� REBAR ELECTRODE BARE N SIZE DUCTOR EMBEDDED GROUNDING CONCRETE FOUNDATION IN CONCRETE FOUNDATION. EXOTHERMICALLYTO FOUNDATION STEEL AT TWO(2)LOCATIONS. SINGLE LINE B SERVICE GROUNDING DETAIL GROUNDING E1.2 REF. SCALE: NONE L BID/PERMIT SETT • 1 2 3 4 5 6 I 7 8 9 I 10 11 —E500— 1 2 3 4 6 I 6 I 7 8 y I 10 11 cD PRDPp G I NeFPEi1' 31 4 as+ <df °H HANG x U ZLu S O 0 W W Q N 7 e N , �z<°g - --_ - ---- ;Panel ROOM --- VOLTS 208Y/120V 3P 4W AIC 18000 METERSMOUNTING SURFACE BUS AMPS 60 MAIN BKR MLO LL'0Q U ROOM VOLTS 208Y/120V 3P 4W AIC 22,000 H P FED FROM METERS NEUTRAL 100% LUGS STANDARD MOUNTING SURFACE BUS AMPS 800 MAIN BKR MILD NOTE i of 3 Ha a FED FROM UTL TRANSFORMER NEUTRAL 100% LUGS STANDARD CKT CKT LOAD CKT CKT LOAD N-J NOTE LABEL WITH AVAILABLE FAULT CURRENT PER NEC # BKR IKVA CIRCUIT DESCRIPTION # BKR IKVA CIRCUIT DESCRIPTION ' CKT KVA LOAD BREAKER 1 20/1 0.938 EM LIGHTING a 2 20/1 0.4 LR LIGHTING # CIRCUIT DESCRIPTION q B C TBREAK PILES COND. FEEDER RACEWAY AND CONDUCTORS 3 20/1 0.395 LR LIGHTING b 4 20/1, 0.19 LR LIGHTING *' r . ---____ _....-- .--.._..- 5 20/1 0.204 LR LIGHTING c 6 20/1, 0;36 LR RECEPTACLE r Q 1 PANEL T1 11.8 11.8 11.8 600/3 CU (2)2-1/2"C,3#250kcmll AL,#250kcmll AL N#iG 7 20/1 0 SPACE a 8 20/1 0;18 LR RECFPTACLE 2 PANEL T3 11.8 11.8 11.8 400/3 CU (2)2-1/2"C,3#250kcmll AL,#250kcmll AL N,#1 AL G 9 20/1 0 SPACE b.10 20/2 3 EH1 . 3 PANEL T2 4.39 4.38 4.38 1 200/3 CU 2-1/2"C,3#250kcmil AL,#250kcmil AL N,#4 AL G ,11 20/1 0.36 RECEPTACLE c 12 r� j. . 4 SPACE 0 0 0 20/3 CU 13 20/1 0 SPACE a.14 20/1, 0 SPACE 5 SPACE 0 0 0 20/3 CU 15 20/3 0- SPACE b 16 20/1, 0 SPACE ' 6 PANEL HP 0.618 2.09 2.42 60/3 CU 1-1/4 C 3#4,#4N#10G p ! c 18 20/1 0 SPACE , 1g a 20 20/1 0 SPACE TOTAL CONNECTED KVA BY PHASE 28.6 30.1 30.4 _ r- _._._ _ ___ __ _.. CONN.KVA CALC KVA CONN.KVA CALC.KVA CONN.KVA CALC.KVA CONN.KVA CALC.KVA _ _ LL � LIGHTING 1.23 1.53 (125%) CONTINUOUS 0 0 (125%) LIGHTING 1.24 1.bb (125X) CONTINUOUS 0 0 (125%) LARGEST MOTOR 0 0 (125%) HEATING 3 3 (10OX)j LARGEST MOTOR 13.1 3.29 (125%) HEATING 87.1 87.1 (100X) I OTHER MOTORS 0 0 (100%) NONCONTINUOUS 0 0 (100� 1 OTHER MOTORS 0 0 (100%) NONCONTINUOUS 0 0 (100%) RECEPTACLES 0.9 0.9 (50X110) KITCHEN EQUIP 0 0 (N/A) RECEPTACLES 0.9 0.9 (50%>10) KITCHEN EQUIP 0 0 (N/A) NONCOIN/DIVERSE 0 0 (N/A) NONCOIN/DIVERSE 0 0 (N/A) TOTAL KVA 5.1 H 3 5.43 ' TOTAL KVA 89.2 92.8 BALANCED THREE PHASE AMPS 15.1 W BALANCED THREE PHASE AMPS 258 PHASE BALANCE PERCENT: PHASE A 34% PHASE B 124% PHASE C 142% Q 1 T2 T3 T ....... ... .... ___.... ....... .... ...___ ___-. ...ROOM VOLTS 208Y/120V 3P 4W AIC 18.000 ROOM VOLTS 208Y/120V 3P 4W AIC 18,000 -. - ROOM VOLTS 208Y/120V 3P 4W AIC 18.000 MOUNTING SURFACE BUS AMPS 600 MAIN BKR MLO MOUNTING SURFACE BUS AMPS 200 MAIN BKR MLO MOUNTING SURFACE BUS AMPS 400 MAIN BKR MLO FED FROM METERS NEUTRAL 100% LUGS STANDARD FED FROM METERS NEUTRAL 100% LUGS STANDARD z I- FED FROM METERS NEUTRAL 100% LUGS STANDARD NOTE LABEL WITH AVAILABLE FAULT CURRENT PER NEC NOTE LABEL WITH AVAILABLE FAULT CURRENT PER NEC NOTE LABEL WITH AVAILABLE FAULT CURRENT PER NEC CKT CKT KVA LOAD CKT CKT KVA LOAD .CKT CKT KVA LOAD CKT CKT KVA LOAD CK CKT KVA LOAD CK CKT KVA LOAD ul TI A B C # BKR CIRCUIT DESCRIPTION A B C # BKR _ CIRCUIT DESCRIPTION -._- A B C # BKR CIRCUIT DESCRIPTION -..-.. A -B C # BKR CIRCUIT DESCRIPTION A B._-_C # BKR CIRCUIT.DESCRIPTION A B C # BKR CIRCUIT DESCRIPTION ..3..-- 1 20/1 EM LIGHIING 0.003 2 20/1 SPACE 0 1 20/1 EM LIGHTING 0.003 2 20/1 SPACE 0 0) 1 20/1 EM LIGHTING 0.003 2 20/1 SPACE 0 3 20/1 SPACE 0 4 50 3 RT4 4.38 3 20/1 SPACE 0 4 40/3 RT1 / 3 20/1 SPACE 0 4 50/3 RT5 4.38 w 3.05 3.05 5 20/1 SPACE 0 1 6 ! I 4.38 5 20/1 SPACE 0 6 ! 4.38 j 5 20/1 SPACE 0 -,6 4.38 z 7 20/1 SPACE 0 6 ! 3.05 '7 20/1 SPACE 0 8 ! 4.38 7 20/1 SPACE 0 8 ! 9 20/1 SPACE 0 j10 50 3 RT2 4.38 j 9 20/1 SPACE 0 10 20/1 SPACE ( 0 9 20/1 SPACE 0 10 50/3 RT6 4.38 11 20/1 SPACE 0 112 / 4.38 11 20/1 SPACE I 0 112 20/1 SPACE 0 13 20/1 SPACE 0 i12 ! 4.38 75 13 20/1 SPACE 0 14 j 4.38 13 20/1 SPACE '�.0 114 20/1 SPACE 0 13 20/1 SPACE 0 '14 4.38 W 15 20/1 SPACE 0 16 20/1 SPACE 0 15 20/1 SPACE 0 116 40/3 RT7 3.05 a. 15 20/1 SPACE 0 18 50/3 RT3 4.38 17 20/1 SPACE 0 18 20/1 SPACE 0 17 20/1 SPACE 0 �18 3.05 j 17 20/1 SPACE j 0 '118 j j 4.38 19 20/1 SPACE 0 20 20/1 SPACE ''0 19 20/1 SPACE .0 20 ! 3.05 Tk 19 20/1 SPACE 10 �20 ! j4'� 21 20/1 SPACE 0 22 20/1 SPACE 0 21 20/1 SPACE 022 20/1 SPACE 0 21 20/i SPACE 0 122 20/1 SPACE 0 0 !23 20/1 SPACE 0 24 20/1 SPACE 0 23 20/1 SPACE 0 .24 20/1 SPACE 0 1 23 20/1 SPACE 0 124 20/1 SPACE 25 20/1 SPACE 10 '26 20/1 SPACE 0 25 20/1 SPACE 0 26 20/1 SPACE 10 25 20/1 SPACE �0 '�28 20/1 SPACE IO 27 20/1 SPACE 0 28 20/1 SPACE ( 0 27 20/1 SPACE 0 j28 20/1 SPACE 0 27 20/1 SPACE 0 28 20/1 SPACE 0 29 20/1 SPACE 0 ':30 20/1 SPACE 0 2g 20/1 SPACE 0 30 20/1 SPACE 0 29 20/1 SPACE 0 ....30 20/1 SPACE O 31 20/1 SPACE ',0 32 20/1 SPACE 0 31 20/1 SPACE '0 -.32 20/1 SPACE j0 31 20/1 SPACE 0 132 20/1 SPACE 0 133 20/1 SPACE 0 34 20/1 SPACE 0 33 20/1 SPACE 0 +34 20/1 SPACE 0 O -33 20/1 SPACE 0 34 20/1 SPACE 0 35 20/1 SPACE 0 36 20/1 SPACE 0 '35 20/1 SPACE 0 136 20/1 SPACE 0 35 20/1 SPACE 0 36 20/1 SPACE 0 i37 20/1 SPACE 0 38 20 1 SPACE 0 j 37 20/1 SPACE 0 38 20/1 SPACE .0 / _37 24/1 SPACE 0 38 20/1 SPACE �0 39 20/1 SPACE 0 -140 20/1 SPACE 0 39 20/1 SPACE 0 40 20/1 SPACE 0 _ 39 20/1 SPACE 0 '40 20/1 SPACE 0 41 20/1 SPACE 0 1 42 20/1 SPACE , p 41 20/1 SPACE 0 42 20/1 SPACE 0 41 20/1 SPACE - 0 42 20/1 SPACE 0 TOTAL CONNECTED KVA BY PHASE 11.8 11.8 11.8 ____ TOTAL CONNECTED KVA BY PHASE 4.39 4.38 4.38 1421, TOTAL CONNECTED KVA BY PHASE 11.8 11.8 11.8 _ _- TOTAL CONNECTED AMPS BY PHASE 36.5 36.5 36.5 TOTAL CONNECTED AMPS BY PHASE 98.4 98.4 984 TOTAL CONNECTED AMPS BY PHASE 98.4 98.4 98.4 j_ .._......-._.._....._.._....... __.. I .. ......_ .._.. _ ___.__._._ _ __ _-_.. ....-__.__ ._i__.__.._.._.__ CONN.KVA -KV - CONN.KVA CALC.KVA CONN.KVA CALC.KVA CONN.KVA CALC.KVA CONN.KVA CALC.KVA 4 LIGHTING 0.003 0.004 (1259) CONTINUOUS COONN.KVA OCALC. (125%) LIGHTING 0,003 0.004 (125%) CONTINUOUS 0 0 (125%) LIGHTING 0.003 0.004 (125%) CONTINUOUS 0 0 (125%) CALC.KVA LARGEST MOTOR 13.1 3.29 (125X) HEATING 13.1 13.1 (100%) LARGEST MOTOR 13.1 3.29 (125%) HEATING 35.5 35.5 (100%) LO LARGEST MOTOR 13.1 3.29 (125� HEATING 35.5 35.5 (100%) OTHER MOTORS 0 0 (1001� NONCONTINUOUS 0 0 (100� OTHER MOTORS 0 0 (100) NONCONTINUOUS 0 0 (100X) OTHER MOTORS 0 0 (100%) HONG NTINUOUS 0 0 (100%) RECEPTACLES 0 0 (509J10) KITCHEN EQUIP 0 0 (N/A) RECEPTACLES 0 0 (50X>10) KITCHEN EQUIP 0 0 (N/A) RECEPTACLES 0 0 (50%>10) KITCHEN EQUIP 0 0 (N/A) HONDOIN/DIVERSE 0 __ 0 (N/A) NONCOIN/DIVERSE 0 0 (N/A) NONC0 N/DIVERSE 0 0 (N/A) TOTAL KVA 13.2 - 16.4 TOTAL KVA 35.5 38.7 Q 0 TOTAL KVA 35.5 38.7 00 BALANCED THREE PHASE AMPS 108 ,I BALANCED THREE PHASE AMPS 45.6 BALANCED THREE PHASE AMPS 108 _., ,, 4L W J d v O 2 Ll FAULT CURRENT SCHEDULE _ o � DEVICE FAULT AIC L-N UTILITY FED FROM FEEDER TRANSFORMER TOTAL DIRECTLY CONNECTED MOTOR LOAD z z LL RATING VOLTS MOTOR G_ FAULT X R DEVICE FAULT X R SIZE X/ R/ LENGTH X R XVA 2% XR FAULT X R KVA FAULT X R O '� � z 1000' 1000' RATIO PRIMARY FAULT 1D METERS 9.777 22,000 120V 9,777 0.01192 0.002921 UTL 10,408 0,01131 0.002261 (3)#300kcm110.0137 0.0147 45' 0,0006 0.0007 rWr Q i~ TRANSFORMER V Q RT17,678 00 18,000 120V 10.000 0.01177 0.002353 METERS 9,777 0.01192 0.002921 #4 0.048 0.31 95' 0.0046 0.0295 1 18,000 120V 7.678 0.01393 0.007086 METERS 9.777 0.01192 0.002921 (A2)#250kcm 10.0205 0.0425 98' 0.002 0.0042 5 18,000 120V 6,365 0.01561 0.01057 METERS 9,777 0.01192 0.002921 #250kcmil 0.0410.085 90' 0.0037 0.0077 AL 1 18,000 120V 7,641 0.01397 0.007171 METERS 9,777 0.01192 0.002921 (2)#250kc 10.0205 0.0425 100' 0.0021 0.0043 AL PANEL SCHEDULES a BIDIPERMIT ( SET 1 2 3 4 6 6 7 8 9 10 11